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20250902 NOI 268 Stevens St
• • • • • • • • • Page 2 of 5 Page 3 of 5 • • • • • Page 4 of 5 o o o o • • Page 5 of 5 wpaform3.doc • rev. 12/4/2023 Page 1 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number Barnstable City/Town Important: When filling out forms on the computer, use only the tab key to move your cursor - do not use the return key. Note: Before completing this form consult your local Conservation Commission regarding any municipal bylaw or ordinance. A. General Information 1. Project Location (Note: electronic filers will click on button to locate project site): 45 MItchells Way / 268 Stevens St a. Street Address Hyannis b. City/Town 02601 c. Zip Code Latitude and Longitude: 41.650090341197014 / 41.65097725846717 d. Latitude -70.29574310298311 /-70.29434867116511 e. Longitude 308 / 308 f. Assessors Map/Plat Number 273 002 / 017 g. Parcel /Lot Number 2. Applicant: Griffin a. First Name Beaudoin b. Last Name Town of Barnstable Department of Public Works c. Organization 382 Falmouth Road d. Street Address Hyannis e. City/Town MA f. State 02601 g. Zip Code 508-790-6400 h. Phone Number i. Fax Number philip.beaudoin@town.barnstable.ma.us j. Email Address 3. Property owner (required if different from applicant): Check if more than one owner Mark a. First Name Ells b. Last Name Town of Barnstable c. Organization 367 Main St d. Street Address Hyannis e. City/Town MA f. State 02601 g. Zip Code 508-862-4610 h. Phone Number i. Fax Number mark.ells@town.barnstable.ma.us j. Email address 4. Representative (if any): Matthew a. First Name St. Pierre b. Last Name Apex Companies, LLC c. Company 1900 Crown Colony Drive, Suite 402 d. Street Address Quincy e. City/Town MA f. State 02169 g. Zip Code 617-657-0953 h. Phone Number i. Fax Number matt.stpierre@apexcos.com j. Email address 5. Total WPA Fee Paid (from NOI Wetland Fee Transmittal Form): Exempt a. Total Fee Paid Exempt b. State Fee Paid Exempt c. City/Town Fee Paid wpaform3.doc • rev. 12/4/2023 Page 2 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number Barnstable City/Town A. General Information (continued) 6. General Project Description: The project involves construction of a new sewer pump station with precast concrete structures, control panel, standby generator, and approximately 580 feet of 4-inch force main. Site work includes utility connections, sidewalk and paving improvements, and temporary dewatering during below-grade construction, with treated groundwater discharged to Aunt Betty’s Pond. 7a. Project Type Checklist: (Limited Project Types see Section A. 7b.) 1. Single Family Home 2. Residential Subdivision 3. Commercial/Industrial 4. Dock/Pier 5. Utilities 6. Coastal engineering Structure 7. Agriculture (e.g., cranberries, forestry) 8. Transportation 9. Other 7b. Is any portion of the proposed activity eligible to be treated as a limited project (including Ecological Restoration Limited Project) subject to 310 CMR 10.24 (coastal) or 310 CMR 10.53 (inland)? 1. Yes No If yes, describe which limited project applies to this project. (See 310 CMR 10.24 and 10.53 for a complete list and description of limited project types) The construction, reconstruction, operation and maintenance of underground and overhead public utilities 2. Limited Project Type If the proposed activity is eligible to be treated as an Ecological Restoration Limited Project (310 CMR10.24(8), 310 CMR 10.53(4)), complete and attach Appendix A: Ecological Restoration Limited Project Checklist and Signed Certification. 8. Property recorded at the Registry of Deeds for: Barnstable a. County b. Certificate # (if registered land) 23111 / 36576 c. Book 0141 / 16 d. Page Number B. Buffer Zone & Resource Area Impacts (temporary & permanent) 1. Buffer Zone Only – Check if the project is located only in the Buffer Zone of a Bordering Vegetated Wetland, Inland Bank, or Coastal Resource Area. 2. Inland Resource Areas (see 310 CMR 10.54-10.58; if not applicable, go to Section B.3, Coastal Resource Areas). Check all that apply below. Attach narrative and any supporting documentation describing how the project will meet all performance standards for each of the resource areas altered, including standards requiring consideration of alternative project design or location. wpaform3.doc • rev. 12/4/2023 Page 3 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number Barnstable City/Town B. Buffer Zone & Resource Area Impacts (temporary & permanent) (cont’d) For all projects affecting other Resource Areas, please attach a narrative explaining how the resource area was delineated. Resource Area Size of Proposed Alteration Proposed Replacement (if any) a. Bank 1. linear feet 2. linear feet b. Bordering Vegetated Wetland 0 1. square feet 0 2. square feet c. Land Under Waterbodies and Waterways 0 1. square feet 0 2. square feet 0 3. cubic yards dredged Resource Area Size of Proposed Alteration Proposed Replacement (if any) d. Bordering Land Subject to Flooding 1. square feet 2. square feet 3. cubic feet of flood storage lost 4. cubic feet replaced e. Isolated Land Subject to Flooding 1. square feet 2. cubic feet of flood storage lost 3. cubic feet replaced f. Riverfront Area 1. Name of Waterway (if available) - specify coastal or inland 2. Width of Riverfront Area (check one): 25 ft. - Designated Densely Developed Areas only 100 ft. - New agricultural projects only 200 ft. - All other projects 3. Total area of Riverfront Area on the site of the proposed project: square feet 4. Proposed alteration of the Riverfront Area: a. total square feet b. square feet within 100 ft. c. square feet between 100 ft. and 200 ft. 5. Has an alternatives analysis been done and is it attached to this NOI? Yes No 6. Was the lot where the activity is proposed created prior to August 1, 1996? Yes No 3. Coastal Resource Areas: (See 310 CMR 10.25-10.35) Note: for coastal riverfront areas, please complete Section B.2.f. above. wpaform3.doc • rev. 12/4/2023 Page 4 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number Barnstable City/Town B. Buffer Zone & Resource Area Impacts (temporary & permanent) (cont’d) Check all that apply below. Attach narrative and supporting documentation describing how the project will meet all performance standards for each of the resource areas altered, including standards requiring consideration of alternative project design or location. Online Users: Include your document transaction number (provided on your receipt page) with all supplementary information you submit to the Department. Resource Area Size of Proposed Alteration Proposed Replacement (if any) a. Designated Port Areas Indicate size under Land Under the Ocean, below b. Land Under the Ocean 1. square feet 2. cubic yards dredged c. Barrier Beach Indicate size under Coastal Beaches and/or Coastal Dunes below d. Coastal Beaches 1. square feet 2. cubic yards beach nourishment e. Coastal Dunes 1. square feet 2. cubic yards dune nourishment Size of Proposed Alteration Proposed Replacement (if any) f. Coastal Banks 1. linear feet g. Rocky Intertidal Shores 1. square feet h. Salt Marshes 1. square feet 2. sq ft restoration, rehab., creation i. Land Under Salt Ponds 1. square feet 2. cubic yards dredged j. Land Containing Shellfish 1. square feet k. Fish Runs Indicate size under Coastal Banks, inland Bank, Land Under the Ocean, and/or inland Land Under Waterbodies and Waterways, above 1. cubic yards dredged l. Land Subject to Coastal Storm Flowage 1. square feet 4. Restoration/Enhancement If the project is for the purpose of restoring or enhancing a wetland resource area in addition to the square footage that has been entered in Section B.2.b or B.3.h above, please enter the additional amount here. a. square feet of BVW b. square feet of Salt Marsh 5. Project Involves Stream Crossings a. number of new stream crossings b. number of replacement stream crossings wpaform3.doc • rev. 12/4/2023 Page 5 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number Barnstable City/Town C. Other Applicable Standards and Requirements This is a proposal for an Ecological Restoration Limited Project. Skip Section C and complete Appendix A: Ecological Restoration Limited Project Checklists – Required Actions (310 CMR 10.11). Streamlined Massachusetts Endangered Species Act/Wetlands Protection Act Review 1. Is any portion of the proposed project located in Estimated Habitat of Rare Wildlife as indicated on the most recent Estimated Habitat Map of State-Listed Rare Wetland Wildlife published by the Natural Heritage and Endangered Species Program (NHESP)? To view habitat maps, see the Massachusetts Natural Heritage Atlas or go to http://maps.massgis.state.ma.us/PRI_EST_HAB/viewer.htm. a. Yes No If yes, include proof of mailing or hand delivery of NOI to: Natural Heritage and Endangered Species Program Division of Fisheries and Wildlife 1 Rabbit Hill Road Westborough, MA 01581 Phone: (508) 389-6360 August 1, 2021 b. Date of map If yes, the project is also subject to Massachusetts Endangered Species Act (MESA) review (321 CMR 10.18). To qualify for a streamlined, 30-day, MESA/Wetlands Protection Act review, please complete Section C.1.c, and include requested materials with this Notice of Intent (NOI); OR complete Section C.2.f, if applicable. If MESA supplemental information is not included with the NOI, by completing Section 1 of this form, the NHESP will require a separate MESA filing which may take up to 90 days to review (unless noted exceptions in Section 2 apply, see below). c. Submit Supplemental Information for Endangered Species Review 1. Percentage/acreage of property to be altered: (a) within wetland Resource Area percentage/acreage (b) outside Resource Area percentage/acreage 2. Assessor’s Map or right-of-way plan of site 2. Project plans for entire project site, including wetland resource areas and areas outside of wetlands jurisdiction, showing existing and proposed conditions, existing and proposed tree/vegetation clearing line, and clearly demarcated limits of work (a) Project description (including description of impacts outside of wetland resource area & buffer zone) (b) Photographs representative of the site Some projects not in Estimated Habitat may be located in Priority Habitat, and require NHESP review (see https://www.mass.gov/ma- endangered-species-act-mesa-regulatory-review). Priority Habitat includes habitat for state-listed plants and strictly upland species not protected by the Wetlands Protection Act. MESA projects may not be segmented (321 CMR 10.16). The applicant must disclose full development plans even if such plans are not required as part of the Notice of Intent process. wpaform3.doc • rev. 12/4/2023 Page 6 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number Barnstable City/Town C. Other Applicable Standards and Requirements (cont’d) (c) MESA filing fee (fee information available at https://www.mass.gov/how-to/how-to-file-for- a-mesa-project-review). Make check payable to “Commonwealth of Massachusetts - NHESP” and mail to NHESP at above address Projects altering 10 or more acres of land, also submit: (d) Vegetation cover type map of site (e) Project plans showing Priority & Estimated Habitat boundaries (f) OR Check One of the Following 1. Project is exempt from MESA review. Attach applicant letter indicating which MESA exemption applies. (See 321 CMR 10.14, https://www.mass.gov/service-details/exemptions-from-review-for-projectsactivities-in- priority-habitat; the NOI must still be sent to NHESP if the project is within estimated habitat pursuant to 310 CMR 10.37 and 10.59.) 2. Separate MESA review ongoing. a. NHESP Tracking # b. Date submitted to NHESP 3. Separate MESA review completed. Include copy of NHESP “no Take” determination or valid Conservation & Management Permit with approved plan. 3. For coastal projects only, is any portion of the proposed project located below the mean high water line or in a fish run? a. Not applicable – project is in inland resource area only b. Yes No If yes, include proof of mailing, hand delivery, or electronic delivery of NOI to either: South Shore - Bourne to Rhode Island border, and the Cape & Islands: Division of Marine Fisheries - Southeast Marine Fisheries Station Attn: Environmental Reviewer 836 South Rodney French Blvd. New Bedford, MA 02744 Email: dmf.envreview-south@mass.gov North Shore - Plymouth to New Hampshire border: Division of Marine Fisheries - North Shore Office Attn: Environmental Reviewer 30 Emerson Avenue Gloucester, MA 01930 Email: dmf.envreview-north@mass.gov Also if yes, the project may require a Chapter 91 license. For coastal towns in the Northeast Region, please contact MassDEP’s Boston Office. For coastal towns in the Southeast Region, please contact MassDEP’s Southeast Regional Office. c. Is this an aquaculture project? d. Yes No If yes, include a copy of the Division of Marine Fisheries Certification Letter (M.G.L. c. 130, § 57). wpaform3.doc • rev. 12/4/2023 Page 7 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number Barnstable City/Town C. Other Applicable Standards and Requirements (cont’d) Online Users: Include your document transaction number (provided on your receipt page) with all supplementary information you submit to the Department. 4. Is any portion of the proposed project within an Area of Critical Environmental Concern (ACEC)? a. Yes No If yes, provide name of ACEC (see instructions to WPA Form 3 or MassDEP Website for ACEC locations). Note: electronic filers click on Website. b. ACEC 5. Is any portion of the proposed project within an area designated as an Outstanding Resource Water (ORW) as designated in the Massachusetts Surface Water Quality Standards, 314 CMR 4.00? a. Yes No 6. Is any portion of the site subject to a Wetlands Restriction Order under the Inland Wetlands Restriction Act (M.G.L. c. 131, § 40A) or the Coastal Wetlands Restriction Act (M.G.L. c. 130, § 105)? a. Yes No 7. Is this project subject to provisions of the MassDEP Stormwater Management Standards? a. Yes. Attach a copy of the Stormwater Report as required by the Stormwater Management Standards per 310 CMR 10.05(6)(k)-(q) and check if: 1. Applying for Low Impact Development (LID) site design credits (as described in Stormwater Management Handbook Vol. 2, Chapter 3) 2. A portion of the site constitutes redevelopment 3. Proprietary BMPs are included in the Stormwater Management System. b. No. Check why the project is exempt: 1. Single-family house 2. Emergency road repair 3. Small Residential Subdivision (less than or equal to 4 single-family houses or less than or equal to 4 units in multi-family housing project) with no discharge to Critical Areas. D. Additional Information This is a proposal for an Ecological Restoration Limited Project. Skip Section D and complete Appendix A: Ecological Restoration Notice of Intent – Minimum Required Documents (310 CMR 10.12). Applicants must include the following with this Notice of Intent (NOI). See instructions for details. Online Users: Attach the document transaction number (provided on your receipt page) for any of the following information you submit to the Department. 1. USGS or other map of the area (along with a narrative description, if necessary) containing sufficient information for the Conservation Commission and the Department to locate the site. (Electronic filers may omit this item.) 2. Plans identifying the location of proposed activities (including activities proposed to serve as a Bordering Vegetated Wetland [BVW] replication area or other mitigating measure) relative to the boundaries of each affected resource area. wpaform3.doc • rev. 12/4/2023 Page 8 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number Barnstable City/Town D. Additional Information (cont’d) 3. Identify the method for BVW and other resource area boundary delineations (MassDEP BVW Field Data Form(s), Determination of Applicability, Order of Resource Area Delineation, etc.), and attach documentation of the methodology. 4. List the titles and dates for all plans and other materials submitted with this NOI. 268 Stevens St Pump Station a. Plan Title Apex Companies, LLC b. Prepared By Ziad F, Kary, PE c. Signed and Stamped by d. Final Revision Date As Notes e. Scale f. Additional Plan or Document Title g. Date 5. If there is more than one property owner, please attach a list of these property owners not listed on this form. 6. Attach proof of mailing for Natural Heritage and Endangered Species Program, if needed. 7. Attach proof of mailing for Massachusetts Division of Marine Fisheries, if needed. 8. Attach NOI Wetland Fee Transmittal Form 9. Attach Stormwater Report, if needed. E. Fees 1. Fee Exempt: No filing fee shall be assessed for projects of any city, town, county, or district of the Commonwealth, federally recognized Indian tribe housing authority, municipal housing authority, or the Massachusetts Bay Transportation Authority. Applicants must submit the following information (in addition to pages 1 and 2 of the NOI Wetland Fee Transmittal Form) to confirm fee payment: 2. Municipal Check Number 3. Check date 4. State Check Number 5. Check date 6. Payor name on check: First Name 7. Payor name on check: Last Name noifeetf.doc • Wetland Fee Transmittal Form • rev. 10/11 Page 1 of 2 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands NOI Wetland Fee Transmittal Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Important: When filling out forms on the computer, use only the tab key to move your cursor - do not use the return key. A. Applicant Information 1. Location of Project: 268 Stevens St a. Street Address Barnstable b. City/Town N/A c. Check number N/A d. Fee amount 2. Applicant Mailing Address: Griffin a. First Name Beaudoin b. Last Name Town of Barnstable Department of Public Works c. Organization 382 Falmouth Road d. Mailing Address Hyannis e. City/Town MA f. State 02601 g. Zip Code 508-790-6400 h. Phone Number i. Fax Number philip.beaudoin@town.barnstable.ma.us j. Email Address 3. Property Owner (if different): Mark a. First Name Ells b. Last Name Town of Barnstable c. Organization 367 Main St d. Mailing Address Hyannis e. City/Town MA f. State 02601 g. Zip Code 508-862-4610 h. Phone Number i. Fax Number mark.ells@town.barnstable.ma.us j. Email Address To calculate filing fees, refer to the category fee list and examples in the instructions for filling out WPA Form 3 (Notice of Intent). B. Fees Fee should be calculated using the following process & worksheet. Please see Instructions before filling out worksheet. Step 1/Type of Activity: Describe each type of activity that will occur in wetland resource area and buffer zone. Step 2/Number of Activities: Identify the number of each type of activity. Step 3/Individual Activity Fee: Identify each activity fee from the six project categories listed in the instructions. Step 4/Subtotal Activity Fee: Multiply the number of activities (identified in Step 2) times the fee per category (identified in Step 3) to reach a subtotal fee amount. Note: If any of these activities are in a Riverfront Area in addition to another Resource Area or the Buffer Zone, the fee per activity should be multiplied by 1.5 and then added to the subtotal amount. Step 5/Total Project Fee: Determine the total project fee by adding the subtotal amounts from Step 4. Step 6/Fee Payments: To calculate the state share of the fee, divide the total fee in half and subtract $12.50. To calculate the city/town share of the fee, divide the total fee in half and add $12.50. noifeetf.doc • Wetland Fee Transmittal Form • rev. 10/11 Page 2 of 2 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands NOI Wetland Fee Transmittal Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Fees (continued) Step 1/Type of Activity Step 2/Number of Activities Step 3/Individual Activity Fee Step 4/Subtotal Activity Fee Step 5/Total Project Fee: Step 6/Fee Payments: Total Project Fee: N/A a. Total Fee from Step 5 State share of filing Fee: N/A b. 1/2 Total Fee less $12.50 City/Town share of filling Fee: N/A c. 1/2 Total Fee plus $12.50 C. Submittal Requirements a.) Complete pages 1 and 2 and send with a check or money order for the state share of the fee, payable to the Commonwealth of Massachusetts. Department of Environmental Protection Box 4062 Boston, MA 02211 b.) To the Conservation Commission: Send the Notice of Intent or Abbreviated Notice of Intent; a copy of this form; and the city/town fee payment. To MassDEP Regional Office (see Instructions): Send a copy of the Notice of Intent or Abbreviated Notice of Intent; a copy of this form; and a copy of the state fee payment. (E-filers of Notices of Intent may submit these electronically.) Disclaimer: This map is intended for planning purposesI:\Barnstable.271\Wastewater\268 Stevens St PS\02 Preliminary Design\GIS\Site Locus Map 0 1,000500 Feet 1:10,000 August 2025 Barnstable, MA USGS Site Locus Map Figure 1 Legend Proposed Pump Station Discharge Location 45 Mitchell's Way 268 Stevens Street Disclaimer: This map is intended for planning purposesI:\Barnstable.271\Wastewater\268 Stevens St PS\02 Preliminary Design\GIS\Existing Conditions Map 0 500250 Feet 1:5,000 August 2025 Barnstable, MA Site Locus Map Figure 2 Fawcetts PondMitchel l s Way MarkLnAunt Bettys Pond StevensStSeaStNorthStMitchellsWayPineGrov eAveBettysPondRdMe g a nRdOrrsAveD e n v e r S t M ainS tBassettLnSeaStScudderAveNewtonStDumontDrM a p l e A v e N orthStW M ain St M a in S tS ou t h S t C a p e C o d M e l o d y T e n t M ainS tBasset t LnAlden Way S o u th S tLegend Proposed Pump Station DEP Wetlands Discharge Location 45 Mitchell's Way 268 Stevens Street 268 STEVENS STREET PUMP STATION DEPARTMENT OF PUBLIC WORKS BARNSTABLE, MASSACHUSETTS DANIEL W. SANTOS, P.E. - DIRECTOR GRIFFIN BEAUDOIN, P.E. - TOWN ENGINEER ANDREW BOULE - WPC DIVISION SUPERVISOR MIROSLAV JAKUBICKA, P.E. - SENIOR PROJECT MANAGER NOVEMBER 2024 FOR CONSTRUCTION N BARNSTABLE NOR T H S T R E E T PROJECT AREA VICINITY MAP 1"= 500' TOWN OF BARNSTABLE, MA MITCHELLSLANEMITCHELLS WAY STEVENSSTREETPROPOSED PUMP STATION SEA STREET EXT THIS LINE IS ONE INCH LONG WHEN PLOTTED AT FULL SCALE ON A 22" X 34" DRAWING Sheet No.Drawing file: I:\Barnstable.271\Wastewater\268 Stevens St PS\05 Final Design\Drawings\01 General Notes.dwg Plot Date: Oct 29,2024-12:14pmDATEMARK DESCRIPTION Approved by Checked by Job No. Scale Date Designed by Drawn by FOR CONSTRUCTION 23012034 NOVEMBER 2024 TOWN OF BARNSTABLE, MA 268 STEVENS STREET PUMP STATION INDEX OF DRAWINGS ZFK ZFK JEC FJB/MSP AS NOTED G-1 INDEX OF DRAWINGS G-1 INDEX OF DRAWINGS G-2 GENERAL NOTES G-3 LEGEND, ABBREVIATIONS, AND SHEET MAP GENERAL NOTES SHEETS CIVIL SHEETS C-1 EXISTING CONDITIONS PLAN 268 STEVENS STREET PUMP STATION C-2 EXISTING CONDITIONS PLAN STA 0+00 TO STA 3+93 C-3 EXISTING CONDITIONS PLAN STA 3+93 TO STA 6+43 C-4 PROPOSED CONDITIONS PLAN 268 STEVENS STREET PUMP STATION C-5 PROPOSED CONDITIONS PLAN STA 0+00 TO STA 3+93 C-6 PROPOSED CONDITIONS PLAN STA 3+93 TO STA 6+43 C-7 CIVIL DETAILS I C-8 CIVIL DETAILS II C-9 CIVIL DETAILS III C-10 CIVIL DETAILS IV C-11 CIVIL DETAILS V PROCESS MECHANICAL SHEETS M-1 PROCESS MECHANICAL GENERAL NOTES AND LEGEND M-2 PROCESS MECHANICAL SCHEDULES M-3 PUMP STATION PLAN AND SECTIONS M-4 PROCESS MECHANICAL DETAILS I PLUMBING SHEETS P-1 PLUMBING - ALTERNATE NO.1 LEGEND, NOTES, AND SITE PLAN ELECTRICAL SHEETS E-1 ELECTRICAL LEGEND, NOTES, AND SCHEDULES E-2 ELECTRICAL SITE PLAN AND WET WELL PLAN E-3 ELECTRICAL ONE LINE DIAGRAM - BASE BID E-3A ELECTRICAL ONE LINE DIAGRAM - ALTERNATE NO. 1 E-4 ELECTRICAL WIRING DIAGRAMS E-5 ELECTRICAL DETAILS THIS LINE IS ONE INCH LONG WHEN PLOTTED AT FULL SCALE ON A 22" X 34" DRAWING Sheet No.Drawing file: I:\Barnstable.271\Wastewater\268 Stevens St PS\05 Final Design\Drawings\01 General Notes.dwg Plot Date: Oct 29,2024-12:15pmDATEMARK DESCRIPTION Approved by Checked by Job No. Scale Date Designed by Drawn by FOR CONSTRUCTION 23012034 NOVEMBER 2024 TOWN OF BARNSTABLE, MA 268 STEVENS STREET PUMP STATION GENERAL NOTES ZFK ZFK JEC FJB/MSP AS NOTED G-2 1.BASE MAP INFORMATION IS BASED ON EXISTING CONDITION SURVEY PERFORMED BY DIPRETE ENGINEERING (NOVEMBER 2023), EXISTING CONDITION SURVEY PERFORMED BY THE TOWN (MARCH 2024), AND RECORD INFORMATION PROVIDED BY THE TOWN. THE BASIS OF BEARING FOR ALL SURVEYS IS AN APPROXIMATED NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD88) AND THE HORIZONTAL DATUM USED IS THE NORTH AMERICAN VERTICAL DATUM OF 1983 (NAD83). IT IS NOTED THAT ADDITIONAL UTILITY PIPES AND STRUCTURES MAY EXIST. 2.ALL EXISTING UTILITIES SHOWN ARE APPROXIMATE. THE CONTRACTOR SHALL VERIFY THE LOCATION OF ALL EXISTING UTILITIES. THE CONTRACTOR SHALL NOTIFY DIG SAFE AT LEAST 72 HOURS IN ADVANCE, EXCLUDING WEEKENDS AND HOLIDAYS, PRIOR TO ANY EXCAVATION. THE DIG SAFE PROJECT REFERENCE NUMBER(S) SHALL BE GIVEN TO THE OWNER. 3.THE CONTRACTOR IS ADVISED TO TAKE ALL REASONABLE PRECAUTIONS AND MAKE ALL REASONABLE INVESTIGATIONS NECESSARY TO PERFORM THE WORK. THE OWNER WILL NOT CONSIDER CONTRACTOR'S UNFAMILIARITY WITH THE PROJECT OR SITE CONDITIONS AT THE TIME OF BID AS A BASIS FOR ADDITIONAL COMPENSATION. 4.THE CONTRACTOR SHALL NOT STORE ANY APPARATUS, MATERIALS, SUPPLIES, OR EQUIPMENT ON DRAINAGE STRUCTURES, PRIVATE PROPERTY, OR WITHIN 100 FEET OF WETLANDS. 5.NORTH DIRECTION SHOWN IS APPROXIMATE. 6.THE CONTRACTOR SHALL COMPLY WITH ALL APPLICABLE REGULATIONS OF THE OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION (OSHA). 7.THE CONTRACTOR SHALL RESTORE ALL DAMAGED PUBLIC AND PRIVATE PROPERTY TO ITS PRE-CONSTRUCTION CONDITION AT THE CONTRACTOR'S EXPENSE. THE CONTRACTOR IS TO TAKE SPECIAL CARE NOT TO DAMAGE TREES, BUSHES, PLANTS, FLOWERS, STONE WALLS, FENCES, ETC. WITHIN THE CONSTRUCTION AREA UNLESS THEY ARE NOTED TO BE REMOVED. CONTRACTOR SHALL REPLACE AT NO COST TO THE OWNER, ALL DAMAGED ITEMS. 8.ALL EXISTING WATER, SEWER. AND STORM DRAIN LINES ENCOUNTERED DURING CONSTRUCTION ARE TO REMAIN IN SERVICE UNLESS OTHERWISE NOTED ON THE DRAWINGS OR DIRECTED BY THE TOWN OR THE ENGINEER. THE CONTRACTOR SHALL REPAIR ANY EXISTING WATER MAINS, WATER SERVICES, STORM DRAIN LINES, OR CULVERTS DAMAGED BY THE CONTRACTOR DURING CONSTRUCTION AT THE CONTRACTOR'S EXPENSE. 9.IN THOSE INSTANCES WHERE POWER OR TELEPHONE POLE SUPPORT IS REQUIRED, THE CONTRACTOR SHALL PROVIDE A MINIMUM 48-HOUR NOTIFICATION TO THE RESPECTIVE UTILITY COMPANY. PAYMENT FOR TEMPORARY BRACING OF UTILITIES SHALL BE PAID FOR UNDER THE UTILITY SUPPORT AND COORDINATION ITEM OF THE BID FORM. 10.ALL STRUCTURES AND PIPELINES LOCATED ADJACENT TO THE TRENCH EXCAVATION SHALL BE PROTECTED AND FIRMLY SUPPORTED BY THE CONTRACTOR UNTIL THE TRENCH IS BACKFILLED. INJURY TO ANY SUCH STRUCTURE CAUSED BY, OR RESULTING FROM, THE CONTRACTORS OPERATIONS SHALL BE REPAIRED AT THE CONTRACTORS EXPENSE. ALL UTILITIES REQUIRING REPAIR, RELOCATION, OR ADJUSTMENT AS A RESULT OF THE PROJECT SHALL BE COORDINATED THROUGH THE RESPECTIVE UTILITY AND THE TOWN. 11.BORING LOCATIONS ARE SHOWN ON THE DRAWINGS. LOCATIONS WERE MEASURED FROM EXISTING SITE FEATURES AND ARE APPROXIMATE. BORING LOGS ARE PROVIDED IN APPENDIX B OF THE SPECIFICATIONS. 12.CONTRACTOR SHALL REMOVE AND REPLACE, OR REPAIR, ALL CURBS, SIDEWALKS, PAVEMENT, AND OTHER ITEMS DAMAGED BY THEIR CONSTRUCTION ACTIVITIES TO AT LEAST THEIR ORIGINAL CONDITION, AND TO THE SATISFACTION OF THE TOWN OF BARNSTABLE DEPARTMENT OF PUBLIC WORKS AND THE ENGINEER. 13.OPEN TRENCHES MUST BE BACKFILLED AT THE END OF THE WORKDAY IN ACCORDANCE WITH THE DETAILS AND SPECIFICATIONS. 14.THE CONTRACTOR SHALL BE REQUIRED TO FURNISH AND MAINTAIN A TELEPHONE NUMBER WHERE THE CONTRACTOR CAN BE REACHED 24 HOURS A DAY, 7 DAYS A WEEK. 15.THE CONTRACTOR SHALL HANDLE GROUNDWATER, WHERE ENCOUNTERED, IN AN APPROVED MANNER. DURING ANY DEWATERING, THE CONTRACTOR SHALL USE STONE AROUND THE SUCTION END TO MINIMIZE DISCHARGE OF TRENCH MATERIALS. THE DISCHARGED WATER SHALL PASS THROUGH FILTER FABRIC. FLOW FROM DEWATERING ACTIVITIES SHALL NOT BE DISCHARGED TO SANITARY SEWERS. 16.THE CONTRACTOR SHALL OBTAIN ALL NECESSARY PERMITS FOR WORK IN ROADWAYS. THE CONTRACTOR IS RESPONSIBLE FOR CONFORMING TO ALL PERMITS AS AN INTEGRAL PART OF HIS WORK. 17.IN AREAS WHERE CONSTRUCTION ACTIVITIES ARE ANTICIPATED TO OCCUR WITHIN PRIVATE PROPERTY, PROPERTY LINE LOCATIONS ARE TO BE REVIEWED WITH THE TOWN PRIOR TO COMMENCING CONSTRUCTION ACTIVITIES. 18.DO NOT SCALE DRAWINGS UNLESS OTHERWISE NOTED. WRITTEN DIMENSIONS AND STATIONING SHALL PREVAIL. REPORT ANY DISCREPANCIES TO THE ENGINEER IMMEDIATELY. 19.ALL ELEVATIONS SHOWN ARE IN NAVD 88. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING ALL ELEVATIONS, DIMENSIONS, ANGLES AND EXISTING CONDITIONS AT THE WORK SITE PRIOR TO FABRICATION AND/OR INSTALLATION OF ANY WORK IN THE CONTRACT AREA. 20.WHERE AN EXISTING UTILITY IS FOUND TO CONFLICT WITH THE PROPOSED WORK, THE LOCATION, ELEVATION, AND SIZE OF THE UTILITY SHALL BE ACCURATELY DETERMINED WITHOUT DELAY BY THE CONTRACTOR, AND THE INFORMATION FURNISHED TO THE ENGINEER FOR RESOLUTION OF THE CONFLICT. 21.THE LOCATION AND LIMITS OF ALL ON-SITE WORK AND STORAGE AREAS SHALL BE REVIEWED/COORDINATED WITH, AND APPROVED BY THE TOWN AND THE ENGINEER. THE CONTRACTOR SHALL LIMIT HIS ACTIVITIES TO THESE AREAS. 22.NO EQUIPMENT, VEHICLES, OR CONSTRUCTION MATERIALS SHALL BE STORED OUTSIDE OF DESIGNATED WORK AREAS DURING EITHER WORKING OR NON-WORKING HOURS. THE LOCATION FOR ANY STORAGE OF EQUIPMENT BY THE CONTRACTOR DURING NON-WORKING HOURS SHALL BE AS APPROVED BY THE TOWN. 23.THE CONTRACTOR SHALL SAW CUT ALL PAVEMENT TO ITS TOTAL DEPTH IN THE PROCESS OF INSTALLING NEW UTILITIES IN ALL PAVED AREAS INCLUDING STREETS, DRIVEWAYS, AND SIDEWALKS. 24.TEST PITS TO LOCATE EXISTING UTILITIES SHALL BE PERFORMED WHERE SHOWN AND AS ORDERED BY THE ENGINEER TO CONFIRM LOCATIONS OF UTILITIES AND DETERMINE WHETHER TO RAISE OR LOWER THE PROPOSED UTILITIES TO CLEAR EXISTING UTILITIES OR MEET EXISTING PIPE INVERTS. ALL TEST PITS SHALL BE EXCAVATED PRIOR TO THE CONSTRUCTION LAYOUT AND RESULTS REPORTED TO THE ENGINEER FOR REVIEW AND CONFORMANCE TO THE PLANS. TEST PITS ARE REQUIRED WHERE SHOWN ON THE PLANS AND AS DIRECTED BY THE ENGINEER. TEST PITS WILL BE DUG PRIOR TO CONNECTING PROPOSED SEWER, FORCE MAINS OR STRUCTURAL PENETRATIONS. THE RESULTS OF THE TEST PITS DUG TO DETERMINE EXISTING SEWER ELEVATIONS AND LOCATIONS WILL BE REPORTED TO THE ENGINEER. ADJUSTMENTS TO INVERTS, LENGTHS AND SLOPES AS PROPOSED MAY BE REQUIRED BY THE ENGINEER. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE LAYOUT OF ALL PROPOSED LINES AND STRUCTURES AS SHOWN ON THE DRAWINGS. THE LAYOUT PLAN SHALL BE REVIEWED BY THE ENGINEER PRIOR TO CONSTRUCTION. THE HORIZONTAL ALIGNMENT OF THE NEW SEWERS AND FORCE MAINS MAY BE ADJUSTED IN THE FIELD SUBJECT TO ENGINEER APPROVAL. 25.THE CONTRACTOR SHALL NOT HAVE ANY RIGHT OF PROPERTY, IN ANY MATERIALS TAKEN FROM AN EXCAVATION. SUITABLE EXCAVATED MATERIAL MAY BE INCORPORATED IN THE PROJECT, WITH EXCESS MATERIAL DISPOSED OF AT A LOCATION PROVIDED BY THE CONTRACTOR. THESE PROVISIONS SHALL IN NO WAY RELIEVE THE CONTRACTOR OF HIS OBLIGATIONS TO PROPERLY DISPOSE OF AND REPLACE ANY MATERIAL DETERMINED BY THE ENGINEER TO BE UNSUITABLE FOR BACKFILLING. THE CONTRACTOR SHALL DISPOSE OF UNSUITABLE AND EXCESS MATERIAL IN ACCORDANCE WITH THE APPLICABLE SECTIONS OF THE CONTRACT DOCUMENTS. 26.CONSTRUCTION WORK HOURS WILL BE MONDAY THROUGH FRIDAY FROM 7:00 AM TO 3:30 PM. 27.SPOILS SHALL NOT BE STORED WITHIN TOWN RIGHT OF WAY. ALL SPOILS SHALL BE REMOVED FROM THE SITE AND DISPOSED OF LEGALLY AT THE CONTRACTOR'S EXPENSE. 28.IF AT ANY TIME THE CONSTRUCTION EXCAVATION REVEALS ANY ARTICLE OF HISTORIC OR ARCHAEOLOGICAL SIGNIFICANCE, WORK AT THE LOCATION WILL CEASE AND THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ENGINEER. 29.THE CONTRACTOR SHALL COMPLY WITH ALL REQUIREMENTS OF MASSACHUSETTS GENERAL LAW CHAPTER 82A, TRENCH EXCAVATION AND SAFETY REQUIREMENTS, TO PREVENT THE GENERAL PUBLIC FROM UNAUTHORIZED ACCESS TO UNATTENDED TRENCHES. 30.EXISTING SIGNS THAT ARE IMPACTED BY THIS PROJECT SHALL BE RESET IN ACCORDANCE WITH STATE AND LOCAL GUIDELINES. 31.COMPACTION TESTS SHALL BE PERFORMED IN ACCORDANCE WITH THE SPECIFICATIONS. ANY SETTLEMENT OCCURRING WITHIN ONE YEAR OF THE PROJECT WILL BE CORRECTED BY THE CONTRACTOR AT THEIR OWN EXPENSE. 32.WHERE PROPOSED STRUCTURES ARE LOCATED PARTLY WITHIN A PAVED AREA AND NON-PAVED AREA, A BITUMINOUS CONCRETE PAVED APRON, 2-FEET WIDE SHALL BE SUPPLIED AROUND THE PROPOSED COVER. PAVEMENT SHALL SLOPE AWAY FROM THE COVER. 33.FORCE MAINS SHALL SLOPE UNIFORMLY BETWEEN ELEVATIONS INDICATED ON THE DRAWINGS. NO CRESTS IN NEW PIPING SHALL BE PERMITTED UNLESS OTHERWISE NOTED ON THE DRAWINGS. ALL BENDS SHALL BE SUITABLY RESTRAINED BY CAST-IN-PLACE CONCRETE THRUST BLOCKS. FOR DUCTILE IRON PIPE, THE NUMBER OF JOINTS ON EACH SIDE OF THE BENDS REQUIRING RETAINER GLANDS SHALL BE DETERMINED BY THE STANDARDS SET FORTH BY THE DUCTILE IRON PIPE RESEARCH ASSOCIATION. 34.INITIAL PAVING SHALL BE INSTALLED AND MAINTAINED BY THE CONTRACTOR. CONTRACTOR SHALL BE RESPONSIBLE FOR REPAIRING AND SHIMMING THE INITIAL PAVEMENT AS NECESSARY TO ACCEPT THE FINAL PAVING COURSE. 35.USE OF TRAFFIC PLATES REQUIRED OVER ALL EXCAVATION NOT BACKFILLED IN THE SAME DAY. 36.THE OWNER/ENGINEER HOLDS THE RIGHT TO REQUIRE THE CONTRACTOR TO BACKFILL, AT A MINIMUM, OF 1 DAYS NOTICE PRIOR TO EXPECTED INCLEMENT WEATHER TO MAINTAIN THE SAFETY OF TRAVELING VEHICLES. TRAFFIC PLATES ARE PROHIBITED DURING A STORM EVENT AND BACKFILLING AND TEMPORARY PAVEMENT MUST BE PERFORMED PRIOR TO THE DAY OF THE STORM EVENT. GENERAL NOTES:SOIL EROSION AND SEDIMENTATION CONTROL NOTES 1.ALL CONSTRUCTION ACTIVITIES SHALL BE PERFORMED IN COMPLIANCE WITH THE SPECIFICATIONS. 2.THE CONTRACTOR SHALL PROVIDE ALL EROSION AND SEDIMENT CONTROL DEVICES AS DIRECTED BY THE ENGINEER. CONSTRUCTION SHALL NOT COMMENCE UNTIL THESE MEASURES HAVE BEEN APPROVED BY THE ENGINEER. 3.THE CONTRACTOR SHALL STOCKPILE SUFFICIENT SOIL EROSION AND SEDIMENT CONTROL MATERIALS ON SITE TO REPAIR ANY DAMAGED SOIL EROSION AND SEDIMENT CONTROLS. 4.SILT SACKS SHALL BE FURNISHED, INSTALLED, AND MAINTAINED IN ALL CATCH BASINS WITHIN THE PROJECT AREA AND WHERE CONSTRUCTION SEDIMENT MAY FLOW TO OUTSIDE THE PROJECT AREA. DEBRIS COLLECTED IN SILT SACKS SHALL BE REMOVED AND LEGALLY DISPOSED OF OFF-SITE ON A WEEKLY BASIS THROUGHOUT THE PROJECT DURATION. UPON COMPLETION OF THE PROJECT AND AS DIRECTED BY THE ENGINEER, THE CONTRACTOR IS RESPONSIBLE FOR REMOVAL AND LEGALLY DISPOSING OF THE SILT SACKS AND DEBRIS OFF-SITE, AND REMOVAL OF CONSTRUCTION DEBRIS WITHIN THE DRAINAGE SYSTEM. 5.THERE SHALL BE NO DIRECT DISCHARGE FROM ANY REQUIRED DEWATERING OPERATIONS INTO ANY WETLAND, WATERCOURSE, SANITARY SEWER, OR DRAINAGE SYSTEM AND ANY OTHER DISCHARGES SHALL THEN ONLY BE AS ALLOWED BY REGULATORY PERMITS. GENERAL NOTES (CONTINUED):DEWATERING NOTES: 1.DIRECT DISCHARGE INTO WETLAND RESOURCE AREAS IS PROHIBITED. 2.FRAC TANKS AND SECONDARY CONTAINMENT ARE REQUIRED. REFER TO SHEET C-9 AND C-10 FOR DETAILS. 3.DEWATERING SHALL BE CONDUCTED TO EFFECTIVELY LOWER THE GROUNDWATER TO A MINIMUM OF 2 FEET BELOW THE BOTTOM OF THE EXCAVATION. REFER TO THE GEOTECHNICAL MEMORANDUM (APPENDIX B OF THE SPECIFICATIONS) FOR ADDITIONAL DEWATERING REQUIREMENTS. LIMIT OF WORK NOTES: 1.THE WORK OF THIS CONTRACT IS LOCATED IN THE TOWN OF HYANNIS, MA ON STEVENS STREET, NORTH STREET, AND MITCHELL'S WAY. THE NEW PUMP STATION TO BE CONSTRUCTED IS LOCATED WITHIN THE EASEMENT AT 268 STEVENS STREET, HYANNIS, MA. 2.THE CONTRACTOR SHALL RESTRICT HIS/HER OPERATIONS TO THE EASEMENTS LISTED ABOVE AND THE RIGHT-OF-WAY, AS SHOWN ON THE DRAWINGS. PUBLIC AND PRIVATE PROPERTY OUTSIDE THE LIMITS OF THE EASEMENTS AND RIGHT-OF-WAY SHALL REMAIN UNDISTURBED FOR THE DURATION OF THE PROJECT. SEWER CONSTRUCTION NOTES: 1.SEWER TRENCHES MAY BE EXCAVATED WIDER THAN THE PAY LIMIT PROVIDED THAT THE WIDER EXCAVATION CONFORMS TO ALL PERMIT REQUIREMENTS. ANY SUCH ADDITIONAL EXCAVATION AND PAVING/RESTORATION SHALL BE AT NO ADDITIONAL COST TO THE TOWN AND SHALL NOT BE MEASURED FOR PAYMENT. 2.OPENINGS FOR PIPE IN PRECAST MANHOLE BASES SHALL BE CAST IN THE REQUIRED LOCATIONS DURING MANHOLE MANUFACTURE. FIELD CUT OPENINGS WILL NOT BE PERMITTED UNLESS PRIOR WRITTEN APPROVAL IS RECEIVED FROM THE TOWN AND/OR THE ENGINEER. 3.CALCULATION OF PIPE SLOPES IS BASED ON ELEVATION CHANGE DIVIDED BY THE DISTANCE BETWEEN THE OUTSIDE EDGES OF THE MANHOLE WALLS. FOR FOUR FOOT DIAMETER MANHOLES, THIS DISTANCE WAS CALCULATED AS THE CENTERLINE STATIONING MINUS FIVE FEET. FOR FIVE FOOT DIAMETER MANHOLES, THIS DISTANCE WAS CALCULATED AS THE CENTERLINE STATIONING MINUS SIX FEET. 4.UTILITY CROSSINGS WITHIN 12" OF THE INSTALLED FORCE MAIN SHALL BE CONCRETE ENCASED. SEE DETAIL SHEET C-7. 5.FORM BRICK INVERTS IN MANHOLES WITH BRICK ON EDGE TO A DEPTH OF 0.8 INSIDE DIAMETER OF PIPE AND FORM A 1 INCH SLOPED BENCH WITH BRICK FLAT. INVERT SHALL BE SLOPED UNIFORMLY BETWEEN INLET AND OUTLET PIPE AS REQUIRED TO DIRECT THE FLOW AS INDICATED AND TO PREVENT DEPOSITION OF SOLIDS. THE CONTRACTOR SHALL RESHAPE INVERTS AS REQUIRED WHEN CONNECTING INTO EXISTING MANHOLES. 6.THE CONTRACTOR SHALL MAINTAIN A MINIMUM COVER OF 4 FEET OVER ALL FORCE MAIN SEWER PIPE AND GRAVITY SEWER PIPE, UNLESS OTHERWISE INDICATED ON THE DRAWINGS. WHERE SHALLOWER INSTALLATIONS ARE REQUIRED, INSULATION SHALL BE INSTALLED AS REQUIRED AND AS SPECIFIED. 7.SEWER SERVICE CONNECTIONS ARE SHOWN FOR ESTIMATING PURPOSES ONLY. THE ACTUAL NUMBER, LENGTH AND LOCATION SHALL BE AS FIELD DETERMINED AT THE TIME OF CONSTRUCTION. 8.ALL REDUCERS SHALL BE CONCENTRIC TYPE UNLESS DESIGNATED AS ECCENTRIC (ECC) ON THE DRAWINGS. ECCENTRIC REDUCERS SHALL BE INSTALLED FLAT SIDE UP. TRAFFIC MANAGEMENT NOTES: 1.TRAFFIC MANAGEMENT PLAN SHALL BE SUBMITTED BY THE CONTRACTOR ONE MONTH PRIOR TO CONSTRUCTION. WORK MAY NOT COMMENCE UNTIL TRAFFIC MANAGEMENT PLAN IS FORMALLY APPROVED BY THE OWNER AND THE ENGINEER. D E X G S 00000000W 10 9 OSWBUILDINGS CONTOURS - MAJOR CONTOURS - MINOR CURB - BOTTOM CURB - TOP DRAINAGE EASEMENT LINE ELECTRIC OVERHEAD WIRES ELECTRIC EDGE OF PAVEMENT FENCES - CHAIN LINK OR METAL FENCES - OTHER GAS PROPERTY LINES PAVEMENT MARKINGS SEWER FORCE MAIN GRAVITY SEWER TELEPHONE/COMMUNICATIONS VEGETATION STONE WALL WATER BODY WATER SYSTEMS LIMIT OF WETLANDS 50 FOOT WETLANDS BUFFER ZONE 100 FOOT WETLANDS BUFFER ZONE 200 FOOT RIPARIAN ZONE FM SEWER FORCE MAIN GRAVITY SEWER FILTER SOCK EDGE OF ROAD CAPE COD BERM CYLINDRICAL SEWER MANHOLE TEST PIT POST/BOLLARD SEWER LINE CAP SOLID SLEEVE/TRANSITION COUPLING SEWER PLUG VALVE WORK PROPOSED BY OTHERS FM S T T CATCH BASIN DRAINAGE MANHOLE ELECTRIC MANHOLE GAS VALVE GAS SHUTOFF BOUND SEWER MANHOLE SIGN MAILBOX LIGHT POST FLAG POLE CONIFEROUS TREE DECIDUOUS TREE SHRUB UTILITY POLE UTILITY POLE GUY WIRE WETLANDS, PONDS, RIVERS FLAG HYDRANT WATER GATE VALVE WATER SHUTOFF WELL WATER/SEWER LINE CAP METER PIT TELECOMMUNICATIONS MANHOLE TELEPHONE BOX UTILITY BOX BORING UTILITY CONTINUATION POST/BOLLARD EXISTING SPOT GRADE P WL 50 100 200 10.00 OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW W W W W WW WWE D D D D D D D D D D D D D D D DDDDDOHW OHW OHW OHW W W W W W W W W W W W W W W W W W D SSSSSSAPPR O XI M A T E LI MI T O F RI G H T O F W A Y APPR O X I M A T E A B U T T E R P R O P E R T Y L I N E ( T Y P . ) APPROXIMATE LIMIT OF RIGHT OF WAY WWFM FM FM FM FM FM FMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMOG GGGGGGGGOHW OHW OHW OHW OHWOHWOHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWGGGG GGGG G G G G G G G G G G G GGG G G GG G G G G G G GG G G G 100 100 100 100100100100100100100100200 200 200200200200200200200200200200THIS LINE IS ONE INCH LONG WHEN PLOTTED AT FULL SCALE ON A 22" X 34" DRAWING Sheet No.Drawing file: I:\Barnstable.271\Wastewater\268 Stevens St PS\05 Final Design\Drawings\01 General Notes.dwg Plot Date: Oct 29,2024-12:15pmDATEMARK DESCRIPTION Approved by Checked by Job No. Scale Date Designed by Drawn by FOR CONSTRUCTION 23012034 NOVEMBER 2024 TOWN OF BARNSTABLE, MA 268 STEVENS STREET PUMP STATION LEGEND, ABBREVIATIONS, AND SHEET MAP ZFK ZFK JEC FJB/MSP AS NOTED G-3 LEGEND EXISTING PROPOSED BENCHMARKS LOCATION DESCRIPTION STREET ELEVATION SHEET SPIKE IN UP NORTH STREET AT STEVENS STREET 22.45 C-2/C-5 SURVEY MAG NAIL NORTH STREET 28.27 C-3/C-6 CAST IRON DUCTILE IRON PVC POLYVINYL CHLORIDE CMP CORRUGATED METAL PIPE RCP REINFORCED CONCRETE PIPE CPP CORRUGATED PLASTIC PIPE AC/ACP AIR RELEASE/VACUUM RELIEF VALVE W WATER D DRAIN CS COATED STEEL CU COPPER G GAS PL PLASTIC S SEWER ABBREVIATIONS CI DI VC VITRIFIED CLAY FORCE MAINFM INV INVERT DCB DOUBLE CATCH BASIN CATCH BASINCB ABND ABANDONED ST STEEL BOTTOM OF STRUCTUREBOS ELECTRIC MANHOLEEMH ELECTRICE U/UNK UNKNOWN ELEVATIONEL TCB TRAFFIC CONTROL BOX TOW TOP OF WATER TR TROUGH TOB TOP OF BASIN SMH SEWER MANHOLE TMH TELEPHONE MANHOLE WSO WATER SHUT OFF GG GAS GATE MW MONITORING WELL T TELEPHONE WG WATER GATE CLDI CEMENT LINED DUCTILE IRON CL CEMENT LINED CONTROLLED DENSITY FILLCDF EXISTING (CONTINUED) ARV ASBESTOS CEMENT/ASBESTOS CEMENT PIPE IAMH INTERMEDIATE ACCESS POINT MANHOLE AIR RELEASE/VACUUM RELIEF VALVEA/V PV PLUG VALVE BLOW-OFF/CLEANOUTBO-CO PROP PROPOSED WS WATER SERVICE SS SEWER SERVICE DRIVEWAYDWY EDGE OF PAVEMENTEOP BRICK SIDEWALKBSW VGC VERTICAL GRANITE CURB CW CROSSWALK LCB LEACHING CATCH BASIN BITUMINOUS CONCRETE SIDEWALKBITSW CEMENT LINED BRUSHED STEELB&SCL UNI UNIVERSAL STEEL PIPE N STEVENS STREETMI T C H E L L S W A Y NORTH STREETMITCHELLS LANESEA STREET EXT.C-1 EXISTING CONDITIONS C-4 PROPOSED CONDITIONS C-3 EXISTING CONDITIONS C-6 PROPOSED CONDITIONS C-2 EXISTING CONDITIONS C-5 PROPOSED CONDITIONS SWL SINGLE WHITE LINE SYL SINGLE YELLOW LINE DOUBLE YELLOW LINEDYL NOR T H S T R E E T STEVENS STREETSCALE: SHEET MAP 1" = 80' BIT. C O N C . DRIV E W A Y OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW W W W W W W WWWWWWLPL MHO R=18.04 SIGN: CAUTION SHARP RIGHT TURN AHEAD SIGN POST SIGN: 30MPH UP 45 A UP 428-2 D 10''(DI)W B 8''(DI)WW W W W W W W W W W W W W W W W W W W W W W W W W W APPROXIMATE 10"(P V C ) W CBN R=20.90 I(A)=19 . 0 0 2''(CS)GWW CBN R=20.36 LEACHING S=16.0± LIMIT OF R I G H T O F W A Y ( T Y P . ) APPROXIMA T E BUILDING #340 ASSESSORS MAP 308 LOTS 9, 10 AND 11 340 NORTH STREET N/F MARY and BENJAMIN PERRY DEED BOOK 1767 PAGE 247 DEED BOOK 1435 PAGE 1123 DEED BOOK 31644 PAGE 340 ASSESSORS MAP 308 LOT 17 268 STEVENS STREET LLC 268 STEVENS STREET N/F TOWN OF BARNSTABLE DEED BOOK 30351 PAGE 194 OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHWOHWOHWOHWOHWOHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWGGGGGGGGGGG GRASS PVC PIPE ELECTRIC SERVICE POST PVC PIPE DIRT PILE DIRT WOODED GRASS ASPHALT BERM ASPHALT BERM ASPHALT IRON ROD FOUND 0.3' SOUTHEAST OF CORNER 36"(RCP)D 22 21 2 0 1 9 1 8 1 9 21 21 21 2 0 2''(CS)G ASPHALT BERM ASPHA L T B E R M EOP EOP GUY GUY GUY LPL LPL 20GG GGGGGGG G G G G G G G G G G G G G G G G G G G G G G G G G GGGG G G G G G G MHO DISTRIBUTION BOX R=19.12 100 100 100100100100100100100100200 200 200 200 200 200 200200200200200200200200200200200200200200200200200100' WETLAND BUFFER ZONE 200' RIPARIAN ZONE B-1 SCALE: PLAN 1"=10' 268 STEVENS STREET PUMP STATION EXISTING CONDITIONS PLAN ZFK ZFK JEC FJB/MSP AS NOTED C-1THIS LINE IS ONE INCH LONG WHEN PLOTTED AT FULL SCALE ON A 22" X 34" DRAWING Sheet No.Drawing file: I:\Barnstable.271\Wastewater\268 Stevens St PS\05 Final Design\Drawings\02 Civil Sheets.dwg Plot Date: Oct 29,2024-12:09pmDATEMARK DESCRIPTION Approved by Checked by Job No. Scale Date Designed by Drawn by FOR CONSTRUCTION 23012034 NOVEMBER 2024 TOWN OF BARNSTABLE, MA 268 STEVENS STREET PUMP STATIONHOLMES LANEMITCHELLS W A Y NORTH S T R E E T N 12" 10" 10" C O N C R E T E CONCRETE BIT. C O N C . DRI V E W A Y OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW VG C W W W W W W W W W WWWW W W WWWWWC/O (2) LPL MHO R=18.04 CBN R=20.58 I=17.3 S=16.8 SIGN: CAUTION SHARP RIGHT TURN AHEAD SIGN POST SIGN: 30MPH SIGN: STEVENS STREET/ NORTH STREET SIGN: STOP SMH R=23.11 SMH R=23.22 UP 45 A UP 428-2 UP 45-30 UP 31 W/BOX D D D D D D D D D D D D D DDDDDDD10''(DI)W A B C A B 8''(PVC)W12''(DI)W8''(DI)WAPPR O X I M A T E 8'' ( DI ) W W W W W W W W W W W W W W W W W APPROXIMATE 10"(P V C ) W RCP AB CB D A DMH R=20.67 I(A)=16.78 I(B)=17.67 I(C)=16.85 I(D)=10.74 D D D A BC CBN R=21.02 I(A)=17.55 I(B)=16.42 I(C)=16.34 DMH R=22.33 I(A)=16.35 I(B)=15.92 I(C)=15.87 CBN R=20.90 I(A)=19 . 0 0 CROSSWALK2''(CS)G STOP STOP WHEDGE L I N E TREE LI N E C/O (2) CBN R=20.36 LEACHING S=16.0± LIMIT OF R I G H T O F W A Y ( T Y P . ) APPR O XI M A T E LI MI T O F RI G H T O F W A Y APPROXIMA T E BUILDING #340 ASSESSORS MAP 308 LOTS 9, 10 AND 11 340 NORTH STREET N/F MARY and BENJAMIN PERRY DEED BOOK 1767 PAGE 247 DEED BOOK 1435 PAGE 1123 DEED BOOK 31644 PAGE 340 ASSESSORS MAP 308 LOT 17 268 STEVENS STREET LLC 268 STEVENS STREET N/F TOWN OF BARNSTABLE DEED BOOK 30351 PAGE 194 ASSESSORS MAP 308 LOT 06 294 STEVENS STREET STAFFORDSHIRE LIMITED PARTNERSHIP DEED BOOK 30648 PAGE 206 SIGN: CROSSING APPROXIMATE LIMIT OF RIGHT OF WAY APPROXIMATE LIMIT OF RIGHT OF WAY APPROXIMATE LOCATION SEWER FORCE MAINS FMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFM 14'' DI 8'' ACSIGN: STOP GGGOHW OHW OHW OHW OHW OHW OHW OHW OHW OHWOHWOHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHWOHWOHWOHWOHWOHWOHWOHWOHWOHWGGGGCBN R=20.6 LEACHING I=18.6 S=16.4 GRASS PVC PIPE ELECTRIC SERVICE POST PVC PIPE DIRT PILE DIRT WOODED ASPH A L T B E R M ASPHALT SIDEWALK GRASS SIGN ASPHALT BERM ASPHALT BERM ASPHALT IRON ROD FOUND 0.3' SOUTHEAST OF CORNER NAIL FOUND 0.7' SOUTHWEST OF CORNER 14'' DI 8'' AC12"( R C P ) D 24"(RC P ) D 24"(RC P ) D 12"(RCP)D12"(CMP)D36"(RCP)D 36"(R C P ) D 4"( P V C ) D 4"(PV C ) D 12"(RCP)D 22 2 0 21 211 9 23 2222 22 22 22 23 23 23 24 241 8 1 9 21 21 21 2 0 20 2''(CS ) G 2''(CS)G 2''(CS)G 2''(CS) G2''(CS)GASPHALT SIDE W A L KASPHALT SIDEWALKVGCEOPASPHALT BERM ASPHA L T B E R M EOP EOPEOPASPHALT SIDEWALKEOP EOP GUY GUY GUY GUY LPL LPL LPL UP 428-1 GUY BENCHMARK SPIKE IN UP EL. = 22.45 NAVD 88 CROSSWALK 20 GGGGGGGG GG G G G G G GGGGGG G G G G G G G G G G G G GG G G G G G G G G 2''(CS)GMHO DISTRIBUTION BOX R=19.12 CBN R=19.20 I(A)=15.14 I(B)=14.94 100 100 100100200 200 200 200200200200200200200B-1 SCALE: PLAN 1"=20' STA 0+00 TO STA 3+93 EXISTING CONDITIONS PLAN ZFK ZFK JEC FJB/MSP AS NOTED C-2THIS LINE IS ONE INCH LONG WHEN PLOTTED AT FULL SCALE ON A 22" X 34" DRAWING Sheet No.Drawing file: I:\Barnstable.271\Wastewater\268 Stevens St PS\05 Final Design\Drawings\02 Civil Sheets.dwg Plot Date: Oct 29,2024-12:10pmDATEMARK DESCRIPTION Approved by Checked by Job No. Scale Date Designed by Drawn by FOR CONSTRUCTION 23012034 NOVEMBER 2024 TOWN OF BARNSTABLE, MA 268 STEVENS STREET PUMP STATIONHOLMES LANEMITCHELLS W A Y NORT H S T R E E T STEVENS STREETNORTH STREE T N MATCH LINESHEET C-3 UP 29 24"TWN BRICK E EEOP EOP LS LS LSBCE VGC VGC CBN R=32.61 CBN R=32.46 CBN R=27.61 I(A)=24.81 CBN R=27.29 I(A)=22.75 EBOX BLDR SIGN: STOP SIGN: MICHELL LN DEAD END D D D D D D D D D D D D D D D D D D D D D UP OHW OHW OHW OHW OHW OHW OHW OHW 6'(CI)W W W W W W W W W W W W W W W W W W W W W W W APPROXIMATE 6"(CI)W A B CD DMH R=27.27 I(A)=23.07 I(B)=21.09 I(C)=22.73 I(D)=20.96 24"D A B CD DMH R=32.60 I(A)=27.91 I(B)=23.60 I(C)=27.99 I(D)=23.20 12'' RCPSSSSSSSSSSSS SS8'' SEWER LINE8'' SEWER LINE8'' SEWERA B A B SMH R=29.90 I(A)=22.67 I(B)=22.64 SMH R=32.30 I(A)=22.40 I(B)=22.26 BIT. CONC.WALK W A YCROSSWALK STOP CROSSWALK SIGN: SEA STREET EXTENSION LIMIT OF RIGHT OF WAY (TYP.) ASSESSORS MAP 308 LOT 35 278 NORTH STREET N/F 265 EAST MAIN ROAD REALTY LLC DEED BOOK 29551 PAGE 247 APPROXIMATE BUILDING #269 A-D ASSESSORS MAP 308 LOT 29 296 NORTH STREET N/F TOWN OF BARNSTABLE DEED BOOK 22365 PAGE 172 APPROXIMAT E BUILDING #296 APPRO X I M A T E APPROXIMATE BUILDING #297 APPROXIMATE BUILDING #65 SIGN: 276 NORTH STREET ZION MUSEUM SIGN: XWALK BIT. CONC. APRON BIT. CONC. APRON ASSESSORS MAP 308 LOT 272 65 SEA STREET EXT. N/F VITELLI HOLDINGS LLC LAND COURT CERTIFICATE No. 12305 ASSESSORS MAP 308 LOT 44 297 NORTH STREET N/F CONDOMINIUM EOP WWWWWAPPROXIMATE 6''(CI)WOHWOHWOHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW CONCRETE STAIRS ASPHALT SIDEWALK CONCRETE RETAINING WALL 24"D 24"(RCP)D 12"(RCP) D 12"(RCP)D3332 323130292828 272626 252524232''(PE)G ASPHALT SIDEWALK ASPHALT SIDEWALK VGC EOP ASPHALT SIDEWALK VGC EOP CONCRETE RETAINING W A L L ASPHALT SIDEWALK VGC EOP ASPHALT SIDE W A L K CCB EOP EOPVGCVGC EOP EOP UP GUY UP 45-27S G G G G G G G G G G G G G G G G G G G G GGGGGUP 45-28 BENCHMARK SURVEY MAG NAIL EL. = 28.27 NAVD 88 LPL STA 3+93 TO STA 6+43 EXISTING CONDITIONS PLAN ZFK ZFK JEC FJB/MSP AS NOTED C-3THIS LINE IS ONE INCH LONG WHEN PLOTTED AT FULL SCALE ON A 22" X 34" DRAWING Sheet No.Drawing file: I:\Barnstable.271\Wastewater\268 Stevens St PS\05 Final Design\Drawings\02 Civil Sheets.dwg Plot Date: Oct 29,2024-12:10pmDATEMARK DESCRIPTION Approved by Checked by Job No. Scale Date Designed by Drawn by FOR CONSTRUCTION 23012034 NOVEMBER 2024 TOWN OF BARNSTABLE, MA 268 STEVENS STREET PUMP STATION NORTH STREETMITCHELL LANESEA STREET EXTMATCH LINESHEET C-2SCALE: PLAN 1"=20' N BIT. C O N C . DRIV E W A Y OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW W W W W W W WWWWWWLPL MHO R=18.04 SIGN: CAUTION SHARP RIGHT TURN AHEAD SIGN POST SIGN: 30MP H UP 45 A UP 428-2 D 10''(DI)W B 8''(DI)WW W W W W W W W W W W W W W W W W W W W W W W W W W APPROXIMATE 10"(P V C ) W CBN R=20.90 I(A)=19 . 0 0 2''(CS)GWW CBN R=20.36 LEACHING S=16.0± LIMIT OF R I G H T O F W A Y ( T Y P . ) APPROXIMA T E BUILDING #340 ASSESSORS MAP 308 LOTS 9, 10 AND 11 340 NORTH STREET N/F MARY and BENJAMIN PERRY DEED BOOK 1767 PAGE 247 DEED BOOK 1435 PAGE 1123 DEED BOOK 31644 PAGE 340 ASSESSORS MAP 308 LOT 17 268 STEVENS STREET LLC 268 STEVENS STREET N/F TOWN OF BARNSTABLE DEED BOOK 30351 PAGE 194 OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHWOHWOHWOHWOHWOHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWGGGGGGGGGG GRASS PVC PIPE ELECTRIC SERVICE POST PVC PIPE DIRT PILE DIRT WOODED GRASS ASPHALT BERM ASPHALT BERM ASPHALT IRON ROD FOUND 0.3' SOUTHEAST OF CORNER 36"(RCP)D 22 21 2 0 1 9 1 8 1 9 21 21 21 2 0 2''(CS)G ASPHALT BERM ASPHA L T B E R M EOP EOP GUY GUY GUY LPL LPL 20GG GGGGGGG G G G G G G G G G G G G G G G G G G G G G G G G G GGGG G G G G G G MHO DISTRIBUTION BOX R=19.12 100 100 100100100100100100100200 200 200 200 200 200 200200200200200200200200200200200200200200200200200100' WETLAND BUFFER ZONE 200' RIPARIAN ZONE B-1 ETCETCTEGGGG G E E EE E E 2 2 2 0 20 2418 202018222020 EASEEASEEASE EASE EASE EASE EASE EASEEASE EASE EASE EASE EASE EASE EASEGGGSSSSSSSSSSS S FM FMFMFMFMFMFMFMFMF M F M F M FM FM FM FM FM FMSPROP. 5' GRAVITY SEWER MANHOLE RIM EL = 18.83 (E) 8"Ø INV EL = 8.00 (W) 8"Ø INV EL = 8.00 (N) 8"Ø INV EL = 7.90 PROP. 5' GRAVITY SEWER MANHOLE RIM EL = 19.94 (S) 8"Ø INV EL = 7.80 (N) 8"Ø INV EL = 14.60 (E) 8"Ø INV EL = 7.70 20 22 21EEE EEE0+00 1+002+00W SCALE: PLAN 1"=10' 268 STEVENS STREET PUMP STATION PROPOSED CONDITIONS PLAN ZFK ZFK JEC FJB/MSP AS NOTED C-4THIS LINE IS ONE INCH LONG WHEN PLOTTED AT FULL SCALE ON A 22" X 34" DRAWING Sheet No.Drawing file: I:\Barnstable.271\Wastewater\268 Stevens St PS\05 Final Design\Drawings\02 Civil Sheets.dwg Plot Date: Oct 29,2024-12:11pmDATEMARK DESCRIPTION Approved by Checked by Job No. Scale Date Designed by Drawn by FOR CONSTRUCTION 23012034 NOVEMBER 2024 TOWN OF BARNSTABLE, MA 268 STEVENS STREET PUMP STATION N PRECAST CONCRETE VALVE VAULT. MINIMUM 5' X 6' INTERIOR DIMENSIONS 6' DIAMETER PRECAST CONCRETE WET WELL APPROXIMATE LIMITS OF EASEMENT 4" SDR18 PVC SEWER FORCE MAIN (SEE SHEET C-5 AND C-6 FOR PROFILE) 8"Ø GRAVITY SEWER (TYP). GRAVITY SEWER STUB FOR FUTURE CONNECTION (TYP.) EL. = 8.05 ELECTRIC AND CONTROLS PANEL PUMP STATION ELECTRIC SERVICE 3.5' X 7' CONCRETE PAD FOR GENERATOR T.O.C. EL. =21.5' VERSA-LOK RETAINING WALL AT BACK OF SIDEWALK (BY OTHERS) CONCRETE BOLLARD (TYP.)HOLMES LANEMITCHELLS W A Y NORTH S T R E E T 4" SEWER FORCE MAIN PLUG VALVE. SEE DETAIL SHEET C-7 1-1/4" UNDERGROUND GAS SERVICE (377 CFH) TO GENERATOR IMPERVIOUS CLAY DAM (TYP.) 4" DI 45° BEND 4" DI 22.5° BEND 4" DI 45° BEND NOTES: 1.SEE SHEET C-5 FOR DETAILED SEWER FORCE MAIN PLANS ON MITCHELLS WAY AND NORTH STREET. 2.PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL REMOVE/RELOCATE EXISTING MATERIAL STOCKPILES AT 268 STEVENS STREET TO ALLOW FOR CONSTRUCTION OF THE PUMP STATION. FINAL MATERIAL LOCATION TO BE DETERMINED BY THE TOWN OF BARNSTABLE. 3.DEWATERING OPERATIONS (I.E. BAGS AND FRAC TANKS) SHALL BE CONFINED TO THE 268 STEVENS STREET PARCEL. 4.REFER TO ELECTRICAL SHEETS FOR ADDITIONAL REQUIREMENTS AND DETAILS. GRAVITY SEWER STUB FOR FUTURE CONNECTION (TYP.) EL. = 14.8 CLEAR AND GRUB EXISTING VEGETATION AS REQUIRED FOR PUMP STATION INSTALLATION. 12" DIAMETER FILTER SOCK SEE NOTE 2 GRAVITY SEWER STUB FOR FUTURE CONNECTION (TYP.) EL. = 8.05 4" DI DRAIN GRADE SITE TO MEET PROPOSED ELEVATIONS 4" DI WET WELL VENT PROPOSED LIMIT OF ROAD SAWCUT (BY OTHERS) BACKFLOW PREVENTER AND WATER METER ENCLOSURE 1" PE WATER SERVICE 1" CORPORATION STOP GROUND HYDRANT 12" 10" 10" C O N C R E T E CONCRETE BIT. C O N C . DRI V E W A Y OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW VG C W W W W W W W W W WWWW WWWWWC/O (2) LPL MHO R=18.04 CBN R=20.58 I=17.3 S=16.8 SIGN: CAUTION SHARP RIGHT TURN AHEAD SIGN POST SIGN: 30MPH SIGN: STEVENS STREET/ NORTH STREET SIGN: STOP SMH R=23.11 UP 45 A UP 428-2 UP 45-30 D D D D D D D D D D D D D DDDDDDD10''(DI)W A B C A B 8''(PVC)W12''(DI)W8''(DI)WW W W W W W W W W W W W W W W W APPROXIMATE 10"(P V C ) W AB CB D A DMH R=20.67 I(A)=16.78 I(B)=17.67 I(C)=16.85 I(D)=10.74 D D D A BC CBN R=21.02 I(A)=17.55 I(B)=16.42 I(C)=16.34 DMH R=22.33 I(A)=16.35 I(B)=15.92 I(C)=15.87 CBN R=20.90 I(A)=19 . 0 0 CROSSWALK2''(CS)G STOP STOP WTREE LI N E CBN R=20.36 LEACHING S=16.0± LIMIT OF R I G H T O F W A Y ( T Y P . ) APPR O XI M A T E LI MI T O F RI G H T O F W A Y APPROXIMA T E BUILDING #340 ASSESSORS MAP 308 LOTS 9, 10 AND 11 340 NORTH STREET N/F MARY and BENJAMIN PERRY DEED BOOK 1767 PAGE 247 DEED BOOK 1435 PAGE 1123 DEED BOOK 31644 PAGE 340 ASSESSORS MAP 308 LOT 17 268 STEVENS STREET LLC 268 STEVENS STREET N/F TOWN OF BARNSTABLE DEED BOOK 30351 PAGE 194 SIGN: CROSSING APPROXIMATE LIMIT OF RIGHT OF WAY APPROXIMATE LOCATION SEWER FORCE MAINS FMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFM 14'' DI 8'' ACSIGN: STOP GGGOHW OHW OHW OHW OHW OHW OHW OHW OHW OHWOHWOHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHWOHWOHWOHWOHWOHWOHWOHWOHWOHWGGGCBN R=20.6 LEACHING I=18.6 S=16.4 GRASS PVC PIPE ELECTRIC SERVICE POST PVC PIPE DIRT PILE DIRT WOODED ASPH A L T B E R M ASPHALT SIDEWALK GRASS SIGN ASPHALT BERM ASPHALT BERM ASPHALT IRON ROD FOUND 0.3' SOUTHEAST OF CORNER NAIL FOUND 0.7' SOUTHWEST OF CORNER 14'' DI 8'' AC12" ( R C P ) D 24"(RC P ) D 24"(RC P ) D 12"(RCP)D12"(CMP)D36"(RCP)D 36"(R C P ) D 4"( P V C ) D 4"(P V C ) D 22 2 0 21 211 9 23 2222 22 22 22 23 241 8 1 9 21 21 21 2 0 20 2''(CS)G 2''(CS)G 2''(CS)G2''(CS)GASPHALT SIDE W A L KASPHALT SIDEWALKVGCEOPASPHALT BERM ASPHA L T B E R M EOP EOPEOPASPHALT SIDEWALKEOP EOP GUY GUY GUY LPL LPL LPL UP 428-1 GUY BENCHMARK SPIKE IN UP EL. = 22.45 NAVD 88 CROSSWALK 20 GGGGGG GG G G G G GGGGGG G G G G G G G G G G G G GG G G G G G G G G MHO DISTRIBUTION BOX R=19.12 100 100100200 200 200 200200200200200200200B-1 ETCGG E 2 2 2 0 20 241820 182220 2220EASEEASE EASE EASE EASE EASE GSSSFM FMFMFMFMFM FM FM FM FM FM FM FM FM FM FM FM FM FM 20 22 21 EE0+00 1+0 0 2+00 3+00 4+00 -2.5 0.0 2.5 5.0 7.5 10.0 12.5 15.0 17.5 20.0 22.5 25.0 -2.5 0.0 2.5 5.0 7.5 10.0 12.5 15.0 17.5 20.0 22.5 25.0 0+00 0+25 0+50 0+75 1+00 1+25 1+50 1+75 2+00 2+25 2+50 2+75 3+00 3+25 3+50 3+75 3+930+25 0+50 0+75 1+00 1+25 1+50 1+75 2+00 2+25 2+50 2+75 3+00 3+25 3+50 3+75 EXISTING GR A D E 10" PVC WATER MAIN 2" CS GAS MAIN 8" DI WATER MAIN 12" DI WATER MAIN 12" RCP DRAIN 12" DI DRAIN 2" CS GAS MAIN 14" DI FM 8" AC FM PROP. 5' SMH STA 0+00 RIM EL = 19.94 (S) 8"Ø INV EL = 7.80 (N) 8"Ø INV EL = 14.60 (E) 8"Ø INV EL = 7.70 18.5 LF 8" PVC GRAVITY SEWER SLOPE = 0.0108 FT/FT MIN. COVER = 10.7 MAX. COVER = 11.4 4" DI SEWER FORCE MAIN PROPOSED G R A D E 4" DR 18 PVC SEWER FM @ -0.0010 FT/FT 4" DR 18 PVC SEWER FM @ -0.0433 FT/FT SCALE: PLAN 1"=20' STA 0+00 TO STA 3+93 PROPOSED CONDITIONS PLAN ZFK ZFK JEC FJB/MSP AS NOTED C-5THIS LINE IS ONE INCH LONG WHEN PLOTTED AT FULL SCALE ON A 22" X 34" DRAWING Sheet No.Drawing file: I:\Barnstable.271\Wastewater\268 Stevens St PS\05 Final Design\Drawings\02 Civil Sheets.dwg Plot Date: Oct 29,2024-12:11pmDATEMARK DESCRIPTION Approved by Checked by Job No. Scale Date Designed by Drawn by FOR CONSTRUCTION 23012034 NOVEMBER 2024 TOWN OF BARNSTABLE, MA 268 STEVENS STREET PUMP STATION MITCHELLS W A Y STEVENSSTREETNORTH STRE E T N PROFILE HORIZONTAL SCALE: VERTICAL SCALE: 1"=20' 1"=4' 4" SDR18 PVC SEWER FORCE MAIN MATCH LINESHEET C-64" SEWER FORCE MAIN PLUG VALVE. SEE DETAIL SHEET C-7 4" DI 45° BEND 4" DI 22.5° BEND 4" DI 45° BEND SEDIMENTATION CONTROL AT CATCH BASINS - SILT SACK (TYP.) NOTES: 1.SEE SHEET C-4 FOR DETAILED PUMP STATION SITE PLANS. PERFORM TEST PIT TO CONFIRM LOCATION AND ELEVATION OF EXISTING 14"(DI) AND 8"(AC) FORCE MAINS PRIOR TO CONSTRUCTION 4" DI 45° BEND4" DI 22.5° BEND4" DI 45° BEND4" DI 11.25° BEND 4" DI 11.25° BENDAPPROXIMATE GROUNDWATER TABLE EL. = 17.0' 4" SEWER FORCE MAIN PLUG VALVE. SEE DETAIL SHEET C-7 PRECAST CONCRETE VALVE VAULT. MINIMUM 5' X 6' INTERIOR DIMENSIONS. 6' DIAMETER PRECAST CONCRETE WET WELL DROP SEWER CONNECTION (REFER TO DETAIL SHEET C-8) ELECTRICAL SERVICE 15.0 17.5 20.0 22.5 25.0 27.5 30.0 32.5 15.0 17.5 20.0 22.5 25.0 27.5 30.0 32.5 3+93 4+00 4+25 4+50 4+75 5+00 5+25 5+50 5+75 6+00 6+25 6+434+00 4+25 4+50 4+75 5+00 5+25 5+50 5+75 6+00 6+25 EXIST. 4' SMH STA 6+33 RIM EL = 29.89 (SW) 4"Ø INV EL = 23.64 (NE) 8"Ø INV EL = 22.64 (N) 8"Ø INV EL = 22.67 (SW) 4"Ø INV EL = 23.64 EXISTING G R A D E 8'Ø EXISTNG GRAVITY SEWER 2" CS GAS MAIN 12" RCP DRAIN 4" DR 18 PVC SEWER FM @ -0.0478 FT/FT 4" DR 18 PVC SEWER FM @ -0.0077 FT/FT UP 29 24"TWN BRICK E EEOP EOP LS LS LSBCE VGC VGC CBN R=32.61 CBN R=32.46 CBN R=27.61 I(A)=24.81 CBN R=27.29 I(A)=22.75 EBOX BLDR SIGN: STOP SIGN: MICHELL LN DEAD END D D D D D D D D D D D D D D D D D D D D D UP OHW OHW OHW OHW OHW OHW OHW OHW 6'(CI)W W W W W W W W W W W W W W W W W W W W W W APPROXIMATE 6"(CI)W A B CD DMH R=27.27 I(A)=23.07 I(B)=21.09 I(C)=22.73 I(D)=20.96 24"D A B CD DMH R=32.60 I(A)=27.91 I(B)=23.60 I(C)=27.99 I(D)=23.20 12'' RCPSSSSSSSSSSSS SS8'' SEWER LINE8'' SEWER LINE8'' SEWERA B A B SMH R=29.90 I(A)=22.67 I(B)=22.64 SMH R=32.30 I(A)=22.40 I(B)=22.26 BIT. CONC.WALK W A YCROSSWALK STOP CROSSWALK SIGN: SEA STREET EXTENSION LIMIT OF RIGHT OF WAY (TYP.) ASSESSORS MAP 308 LOT 35 278 NORTH STREET N/F 265 EAST MAIN ROAD REALTY LLC DEED BOOK 29551 PAGE 247 APPROXIMATE BUILDING #269 A-D ASSESSORS MAP 308 LOT 29 296 NORTH STREET N/F TOWN OF BARNSTABLE DEED BOOK 22365 PAGE 172 APPROXIMAT E BUILDING #296 APPROXIMATE BUILDING #297 APPROXIMATE BUILDING #65 SIGN: 276 NORTH STREET ZION MUSEUM SIGN: XWALK BIT. CONC. APRON BIT. CONC. APRON ASSESSORS MAP 308 LOT 272 65 SEA STREET EXT. N/F VITELLI HOLDINGS LLC LAND COURT CERTIFICATE No. 12305 ASSESSORS MAP 308 LOT 44 297 NORTH STREET N/F CONDOMINIUM EOP WWWWWAPPROXIMATE 6''(CI)WOHWOHWOHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW CONCRETE STAIRS ASPHALT SIDEWALK CONCRETE RETAINING WALL 24"D 24"(RCP)D 12"(RCP) D 12"(RCP)D3332 323130292828 272626 252524232''(PE)G ASPHALT SIDEWALK ASPHALT SIDEWALK VGC EOP ASPHALT SIDEWALK VGC EOP CONCRETE RETAINING W A L L ASPHALT SIDEWALK VGC EOP ASPHALT SIDE W A L K CCB EOP EOPVGCVGC EOP EOP UP GUY UP 45-27S G G G G G G G G G G G G G G G G G G G G GGGGGUP 45-28 BENCHMARK SURVEY MAG NAIL EL. = 28.27 NAVD 88 LPL FM FM FM FM FM FM FM FM FM FM FM FM FM4+00 5+00 6+00 6+43 SCALE: PLAN 1"=20' STA 3+93 TO STA 6+43 PROPOSED CONDITIONS PLAN ZFK ZFK JEC FJB/MSP AS NOTED C-6THIS LINE IS ONE INCH LONG WHEN PLOTTED AT FULL SCALE ON A 22" X 34" DRAWING Sheet No.Drawing file: I:\Barnstable.271\Wastewater\268 Stevens St PS\05 Final Design\Drawings\02 Civil Sheets.dwg Plot Date: Oct 29,2024-12:13pmDATEMARK DESCRIPTION Approved by Checked by Job No. Scale Date Designed by Drawn by FOR CONSTRUCTION 23012034 NOVEMBER 2024 TOWN OF BARNSTABLE, MA 268 STEVENS STREET PUMP STATION NORTH STREET N PROFILE HORIZONTAL SCALE: VERTICAL SCALE: 1"=20' 1"=4' 4" SDR18 PVC SEWER FORCE MAIN MITCHELL LANESEA STREET EXTMATCH LINESHEET C-5SEDIMENTATION CONTROL AT CATCH BASINS - SILT SACK (TYP.) CORE AND CONNECT NEW 4" PVC SEWER FORCE MAIN INTO EXISTING 4'Ø SMH CORE AND CONNECT NEW 4" PVC SEWER FORCE MAIN INTO EXISTING 4'Ø SMH. APPROXIMATE GROUNDWATER TABLE EL. = 17.0' CIVIL DETAILS I ZFK ZFK JEC FJB/MSP AS NOTED C-7 SCALE: TYPICAL SEWER TRENCH N.T.S. TOPSOIL 7' 12 - 20' 5'UP TO 24" 0 - 12' TRENCH DEPTH TRENCH WIDTH PAYMENT SCHEDULE D+5'D+3'> 24" > 20' 10' D+8' NOTES: 1.TRENCH PAYMENT WIDTH FOR MULTIPLE PIPES IN THE SAME TRENCH WILL BE INCREASED BY LARGER PIPE DIAMETER PLUS A MAXIMUM OF 1'-0" HORIZONTAL SEPARATION AS MEASURED BETWEEN EACH PIPE. 2.D = PIPE DIAMETER (IN FEET). FOR EXAMPLE, IF PIPE IS 30"Ø AND LESS THAN 12' DEEP, THEN TRENCH WIDTH IS 2.5'+3'=5.5' PIPE DIAMETER 4" MIN. TRENCH WIDTH SEE TABLE HALF OF TRENCH WIDTH 6" MIN.12" MIN.RESURFACING AS REQUIRED SECTION UNDER PAVEMENT PIPE DIAMETER GRAVEL SUB-BASE SCALE:N.T.S. PVC/DI FITTINGS AND RESTRAINTS (SEWER FORCE MAIN) MIN. 60' RESTRAINED LENGTH MIN. 60' RESTRAINED LENGTH NOTES: 1.CONCRETE FITTING ENCASEMENT SHALL BE DESIGNED BY THE CONTRACTOR. THE FITTING ENCASEMENT SHALL BE CAST-IN-PLACE WITH A MINIMUM 3' EXTENSION FROM THE FACE OF EACH FITTING. RESTRAINT HARNESS (TYP.) PROTECTO 401 EPOXY LINED DI FITTING (TYP.) DR18 PVC PIPE (TYP.) CONCRETE FITTING ENCASEMENT SHALL BE A MINIMUM OF 3'L X 3'W X 3'H (TYP.) PUSH ON JOINT (TYP.) SCALE: SEWER FORCE MAIN PLUG VALVE AND VALVE BOX N.T.S. SEWER NOTES: 1.ALL SEWER PLUG VALVES SHALL OPEN LEFT. 2.PROVIDE CUSTOM WRENCHES REQUIRED FOR VALVES WITH RISING STEMS TO THE TOWN. 2-NOTCH OPENINGS REQUIRED COVER FINISHED GRADE VALVE BOX TOP SECTION VALVE BOX VALVE BOX BOTTOM SECTION DR18 PVC SEWER FORCE MAIN MECHANICAL JOINT ECCENTRIC PLUG VALVE DR18 PVC SEWER FORCE MAIN CONCRETE SUPPORT BLOCK FIRM UNDISTURBED MATERIAL PVC MECHANICAL JOINT ADAPTER RESTRAINTS UNDISTURBED EARTH (TYP.) GREEN SEWER MARKING TAPE WITH METAL CORE APPROX. 18" ABOVE SEWER PIPE CROSS COUNTRY SECTION (WHERE NO GRASS OCCURS, OMIT TOPSOIL AND PLACE MIN. 6" OF SELECT GRAVEL) CRUSHED STONE BACKFILL FOR SEWER FORCE MAIN/GRAVITY SEWER. THOROUGHLY COMPACT. COMPACTED BACKFILL (EXCAVATED MATERIAL OR GRAVEL AS SPECIFIED BY ENGINEER) 12" MIN. SCALE: PIPE TRENCH DAM DETAIL N.T.S. 2" MIN KEY WAY UNDISTURBED MATERIAL IMPERVIOUS DAM NEW SEWER 12"MIN 1"MIN 2" MIN KEY WAY UNDISTURBED MATERIAL NEW SEWER SPRINGLINE PIPE SECTION PLAN CLAY DAM FOR PVC PIPE CONCRETE DAM FOR DI AND RC PIPE EXCAVATED TRENCH (SEE DETAIL THIS SHEET) NOTES: FOR PIPES OTHER THAN PVC, TOP OF DAM TO BE AT MID-DIAMETER OF PIPE. 12" SCALE: GRAVITY SEWER MANHOLE FRAME AND COVER N.T.S. NOTES: 1.FRAME AND COVER SHALL BE HEAVY DUTY, 24 INCH DIAMETER, MARBLEHEAD PATTERN AS MANUFACTURED BY ej OR APPROVED EQUAL. 2.EACH COVER SHALL READ SEWER IN 3" LETTERING. 3.FRAME AND COVER SHALL BE SET IN FULL BED OF MORTAR. 4.FRAME HEIGHT TO BE DETERMINED BY CONTRACTOR. 5.EACH FRAME AND COVER SHALL HAVE A MINIMUM WEIGHT OF 450 POUNDS. 24" 34" 26" 1 1/8" TBD SCALE: VERTICAL SEPARATION LESS THAN 18" BETWEEN WATER AND SEWER N.T.S. 18' (NO JOINTS) 6" MIN (TYP)SPRING LINE LESS THAN 18" WATER/SEWER CROSSING EXCAVATABLE FLOWABLE FILL FOR SEWER/WATER SEPARATION IN UNDISTURBED EARTH EXIST OR NEW WATER PIPE FLEXIBLE PIPE COUPLINGS FOR CONNECTING DISSIMILAR PIPE MATERIAL SHALL BE RESISTANT TO SEWER GAS. (DOUBLE BAND 304 STAINLESS STEEL CLAMPS) 9' MIN DICL 9' MIN DICL LCSEWERSEWER 1 11 2 NEW PVC GRAVITY SEWER SCALE: VERTICAL SEPARATION GREATER THAN 18" BETWEEN PIPES N.T.S. 1 11 2 12" MIN AT CROSSINGS NEW PVC GRAVITY SEWER EXIST OR NEW PIPE SEWER GRAVITY SEWER EXCAVATABLE FLOWABLE FILL AS APPROVED BY THE UTILITY FOR SEPARATION IN UNDISTURBED EARTH OR COMPACTED 3/4-INCH (NO. 67) STONE. EXIST OR NEW PIPE NEW PVC GRAVITY SEWER EXCAVATABLE FLOWABLE FILL AS APPROVED BY THE UTILITY FOR SEPARATION IN UNDISTURBED EARTH OR COMPACTED 3/4-INCH (NO. 67) STONE. LC LC SCALE: CONCRETE ENCASEMENT FOR SEWER FORCE MAIN CROSSING N.T.S. D + 2' MI N. D VARI E S 1'-0" 1/2D 1 2 1'- 0 " 2D 1 D + 2 ' M I N . 2 1/ 2 D 1 EXISTING UTILITY SEWER FORCE MAIN NOTES: 1.ALL UTILITY CROSSINGS WITHIN 12" OF THE INSTALLED FORCE MAIN SHALL BE CONCRETE ENCASED. 2.ENCASEMENT SHALL BE EXCAVATABLE FLOWABLE FILL. THIS LINE IS ONE INCH LONG WHEN PLOTTED AT FULL SCALE ON A 22" X 34" DRAWING Sheet No.Drawing file: I:\Barnstable.271\Wastewater\268 Stevens St PS\05 Final Design\Drawings\03 Civil Details.dwg Plot Date: Oct 29,2024-12:16pmDATEMARK DESCRIPTION Approved by Checked by Job No. Scale Date Designed by Drawn by FOR CONSTRUCTION 23012034 NOVEMBER 2024 TOWN OF BARNSTABLE, MA 268 STEVENS STREET PUMP STATION CIVIL DETAILS II ZFK ZFK JEC FJB/MSP AS NOTED C-8 NOTES: 1.TYPICAL SANITARY MANHOLE TO BE 4 FEET IN DIAMETER. 2.5'-0" DIAMETER FOR ALL MANHOLE DEPTHS GREATER THAN 12 FEET, FOR ALL INTERNAL DROP CONNECTION MANHOLES, OR WHEN ORDERED BY THE ENGINEER. 3.INNER EDGE OF BRICK TABLE TO BE AT ELEVATION OF CROWN OF TOP OF PIPE. 4.DESIGN LOAD - HS20. 5.ALL INVERTS SHALL BE 4,000 PSI CEMENT CONCRETE IN VOID AREAS AND RED SEWER BRICK CONSTRUCTION. 6.INVERTS SHALL NOT BE BUILT ABOVE GRADE. ALL INVERTS SHALL BE BUILT IN PLACE AFTER ALL PIPES HAVE BEEN INSTALLED. SCALE: TYPICAL GRAVITY SEWER MANHOLE SECTION N.T.S. PRE CAST REINFORCED CONCRETE MONOLITHIC M.H. BASE SECTION & SLAB STANDARD PRECAST ECCENTRIC OR CONCENTRIC CONE SECTION (AS REQUIRED) COAT MANHOLE EXTERIOR WITH TWO COATS OF BITUMASTIC COATING OR APPROVED EQUAL 8"26"8" FLOW CHANNEL MANHOLE FRAME AND COVER (SEE DETAIL THIS SHEET) RUBBER GRADE RING AS REQUIRED MANHOLE STEPS AT 12" OC BRICK AND MORTAR FLOW CHANNEL BENCHSLOPE 1/2" PER FOOT CLASS "B" CONCRETE FILL MINIMUM 4000 PSI COMPACTED CRUSHED STONE FLEXIBLE RUBBER BOOT (SEE DETAIL THIS SHEET) 12" SST CLAMP EXTERIOR JOINT WRAP, TYP PRECAST REINFORCED CONCRETE MANHOLE SECTIONS (COMBINATION OF 1, 2, 3, OR 4' LENGTHS) BUTYL RUBBER GASKET,TYP 12" BEDDING ZONE 4'-0" DIA. MIN. 5'-0" DIA. WHERE OVER 12' DEEP OR WHERE INTERNAL DROP CONNECTION IS PROPOSED UNDISTURBED EARTH 7" MIN. PLAN FLEXIBLE RUBBER BOOT WITH SST STRAP, TYPPRECAST MANHOLE MANHOLE STEPS AT 12" OC FLOW CHANNEL BENCH SLOPE UP FROM CHANNEL 1/2" PER FOOT BITUMINOUS DAMP PROOFING ALL MANHOLES SHALL BE SIZED AS NOTED ON THE PLANS MANHOLE SCHEDULE INTERIOR DIAMETER MANHOLE WALL THICKNESS MIN. WALL THICKNESS 4-FEET 5-INCHES 5-FEET 6-INCHES SCALE: TYPICAL GRAVITY SEWER MANHOLE PLAN N.T.S. FINISHED GRADE 8" MIN. 24" SCALE: PIPE TO MANHOLE CONNECTION N.T.S. PRECAST CONCRETE MANHOLE FLEXIBLE "SEAL BOOT" RESILIENT CONNECTOR IN ACCORDANCE WITH ASTM C923. PIPE TAKE UP CLAMPS. (ACID RESISTANT-STAINLESS STEEL TYPE 302) (1 CLAMP ON 12" PIPE AND SMALLER) (2 CLAMPS ON 15" PIPE AND LARGER) POWER SEAL INTERLOCKED INSIDE OF GASKET. (ACID RESISTANT-STAINLESS STEEL TYPE 304) NON-SHRINK HYDRAULIC CEMENT GROUT SCALE: CONNECTION OF NEW PIPE TO EXISTING MANHOLE N.T.S. EXISTING MANHOLE BEDDING EXISTING PRECAST CONCRETE MANHOLE NEW PIPE CONTRACTOR TO REBUILD INVERT OF EXISTING MANHOLE EXIST. PIPE FLEXIBLE RUBBER BOOT (SEE DETAIL SHEET C-13) (TYP.) C900 SDR18 PVC SEWER FORCE MAIN DUCTILE IRON SEWER FORCE MAIN DUCTILE IRON TO PVC TRANSITION COUPLING (ROMAC 501 OR APPROVED EQUAL) SCALE: PVC TO DUCTILE IRON TRANSITION DETAIL N.T.S. PLAIN END TO PLAIN END TRANSITION TRANSITION AT BEND C900 SDR18 PVC SEWER FORCE MAIN C900 SDR18 PVC SEWER FORCE MAIN PROTECTO 401 EPOXY LINED DI BEND PVC MECHANICAL JOINT ADAPTER RESTRAINT (EBAA IRON SERIES 2000PV OR APPROVED EQUAL) PVC MECHANICAL JOINT ADAPTER RESTRAINT (EBAA IRON SERIES 2000PV OR APPROVED EQUAL) NOTES: 1.SEE DETAIL SHEET C-7 FOR RESTRAINT REQUIREMENTS CONCRETE FITTING ENCASEMENT SHALL BE A MINIMUM OF 3'L X 3'W X 3'H (TYP.) CONCRETE FITTING ENCASEMENT SHALL BE A MINIMUM OF 3'L X 3'W X 3'H (TYP.) PLACE, COMPACT, AND GRADE SUB-BASE AS REQUIRED OR AS DIRECTED NOTES: 1.ALL SAW CUT EDGES SHALL BE CLEAN EDGES. TACK COAT ALL EDGES AND EXISTING PAVEMENT WITH ASPHALT EMULSION (TYP.) UNDISTURBED EXISTING PAVEMENT TRENCH FILL AND SUB-BASE PLACED DURING TEMPORARY (DAILY) PAVEMENT RESTORATION UNDISTURBED EARTH SEE PIPE TRENCH DETAIL, BACK FILL TO BE COMPACTED IN 8" LIFTS MAX TO 95% MAX DRY DENSITY UNDISTURBED EXISTING PAVEMENT UNDISTURBED EARTH SCALE: TEMPORARY TRENCH RESTORATION PAVEMENT N.T.S. TEMPORARY (WEEKLY) TRENCH PAVEMENT RESTORATION TEMPORARY (DAILY) TRENCH RESTORATION COMPACT TRENCH BACKFILL, INSTALL 17.5" PROCESSED GRAVEL TO GRADE REMOVE TEMPORARY GRAVEL, RESHAPE AND COMPACT GRAVEL SUB-BASE, INSTALL 4" BINDER COURSE. TRENCH CENTER LINE SAW CUT ALL EDGES (TYP.) TRENCH WIDTH TRENCH WIDTH SCALE: PERMANENT TRENCH RESTORATION PAVEMENT N.T.S. TRENCH FILL AND SUB-BASE PLACED DURING TEMPORARY (DAILY) PAVEMENT RESTORATION UNDISTURBED EARTH SAW CUT AND TACK COAT ALL EDGES AND EXISTING PAVEMENT WITH ASPHALT EMULSION (TYP.) UNDISTURBED EXISTING PAVEMENT REMOVE, REPLACE, COMPACT, AND GRADE SUB-BASE AS REQUIRED OR AS DIRECTED REMOVE TEMPORARY SURFACE COURSE AND GRAVEL AS REQUIRED. RESHAPE AND COMPACT GRAVEL SUB-BASE, INSTALL 2" BASE COURSE, 2" BINDER COURSE, AND 1.5" TOP WEARING COURSE TRENCH CENTER LINE 12" MIN. 12" MIN. TRENCH WIDTH PERMANENT TRENCH PAVEMENT RESTORATION THIS LINE IS ONE INCH LONG WHEN PLOTTED AT FULL SCALE ON A 22" X 34" DRAWING Sheet No.Drawing file: I:\Barnstable.271\Wastewater\268 Stevens St PS\05 Final Design\Drawings\03 Civil Details.dwg Plot Date: Oct 29,2024-12:16pmDATEMARK DESCRIPTION Approved by Checked by Job No. Scale Date Designed by Drawn by FOR CONSTRUCTION 23012034 NOVEMBER 2024 TOWN OF BARNSTABLE, MA 268 STEVENS STREET PUMP STATION SCALE: INTERNAL DROP SEWER MANHOLE DETAIL N.T.S. NOTES: 1.INTERNAL DROP CONNECTION TO BE USED FOR PIPES 8" AND SMALLER 2.DROP CONNECTION REQUIRED WHERE INLET PIPE IS 2 VERTICAL FEET ABOVE THE MANHOLE CHANNEL. 3.ALL INTERNAL DROP MANHOLES SHALL BE A MINIMUM OF 5' IN DIAMETER. 4.SEE TYPICAL GRAVITY SEWER MANHOLE DETAILS FOR OTHER REQUIREMENTS. SDR35 PVC SEWER MAIN 5'Ø MANHOLE WALL SECURE TO STRUCTURE WALL WITH STAINLESS STEEL ANCHOR STRAPS (MIN. OF 2 STRAPS) 24" ON CENTER SDR35 PVC SEWER MAIN SEWER BRICK INVERT SDR35 PVC 45° BEND ROTATED TO DIRECTION OF FLOW. DROP PIPE DIAMETER SAME AS MAIN LINE SDR35 PVC TEE SDR35 PVC DROP PIPING REMOVABLE SDR35 PVC CAP FOR CLEANOUT PIPE TO MANHOLE CONNECTION (SEE DETAIL THIS SHEET) (TYP.) SEE TYPICAL SEWER TRENCH DETAIL FOR PIPE BEDDING REQUIREMENTS (SHEET C-7) 12" MAX. 6" MAX CIVIL DETAILS III ZFK ZFK JEC FJB/MSP AS NOTED C-9 1 12 MAX SLOPE TYPE "A" BERM SLOPE OF SHOULDERBINDER BASE TOP COURSE 1 1/4" TO 1 1/2" SUBBASE LEVEL SLOPE VA R I E S SURFACE TREATMENT (VARIES) 12"12" MIN. SHOULDER 75° NOTES: 1. FOR MODIFIED BERMS THE SLOPE REMAINS CONSTANT AT 1 (V) TO 12 (H) 2. THIS DIMENSION VARIES WITH THE THICKNESS OF THE TOP COURSE AND SLOPE OF BINDER VARIES (2) SCALE: HOT MIX ASPHALT BERM DETAIL N.T.S. NOTES: 1.SEED MIX SHALL BE NEW ENGLAND CONSERVATION SEED MIX, FREE OF FERTILIZERS. 2.LOAM SHALL BE NATIVE TO LOCAL AREA AND OF LOW NITROGEN CONTENT. 3.INSTALL CURLEX CL EROSION CONTROL BLANKET AS MANUFACTURED BY AMERICAN EXCELSIOR COMPANY (OR APPROVED EQUAL) ON ALL LOAM AND SEEDED SLOPES 3:1 OR STEEPER. FINISH GRADE FINISH SUB-GRADE COMPACTED SUB-GRADE SCALE: LOAM AND SEED (DISTURBED AREAS) N.T.S. 4" 3'-6" 2'-0"Ø 1'-6" 4'-0" 1" ROUNDED CONCRETE TOP AS SHOWN 6" GALVANIZED PIPE FILLED WITH CONCRETE PAINT SAFETY YELLOW SEALANT ALL AROUND SURFACE FILL ANNULAR SPACE WITH SAND PIPE SLEEVE. PROVIDE DRAIN OPENING AT BOTTOM OF PIPE SLEEVE. CONCRETE ENCASEMENT SCALE: BOLLARD DETAIL N.T.S. 8' (TYP.) 1' CENTERLINESTOP LINE4' 1' NOTES: 1.CROSSWALKS AND STOP LINES SHALL BE WHITE THERMOPLASTIC REFLECTORIZED MARKINGS UNLESS THE TOWN SPECIFIES WHITE TRAFFIC PAINT. 2.CENTER FIRST LONGITUDINAL LINE ON ROADWAY CENTERLINE, THEN EVENLY SPACE REMAINING LONGITUDINAL LINES TOWARD EACH CURB OR EACH EDGE OF PAVEMENT. 2' GAPS MAY VARY BY ± 4" TO FACILITATE UNIFORM GAP DIMENSIONS, SUBJECT TO TOWN APPROVAL. 3.TRANSVERSE LINES SHALL EXTEND THE FULL WIDTH OF PAVEMENT FROM CURB TO CURB OR EDGE OF PAVEMENT TO EDGE OF PAVEMENT. 4.TRANSVERSE LINES ARE PERPENDICULAR TO THE DIRECTION OF VEHICULAR TRAFFIC LONGITUDINAL LINES ARE PARALLEL TO THE DIRECTION OF VEHICULAR TRAFFIC. 5.CROSSWALK WIDTH SHALL BE 8' UNLESS OTHERWISE SPECIFIED BY THE TOWN. SCALE: TOWN OF BARNSTABLE STANDARD CROSSWALK N.T.S. NOTES: 1.DEWATERING BAG SIZE AND QUANTITY SHALL BE AS NEEDED TO ADEQUATELY FILTER ALL PUMP EFFLUENT FROM DEWATERING ACTIVITIES. CONTRACTOR SHALL PROVIDE A REDUNDANT BAG ON SITE AT ALL TIMES. 2.EACH BAG SHALL HANDLE A 2", 3", OR 4" DISCHARGE HOSE. 3.DISCHARGE HOSES CAN BE PLACED ALONG ANY EDGE BY MAKING A SMALL INCISION INTO THE FABRIC, INSERTING THE HOSE, AND THEN CLAMPING THE FABRIC TO THE HOSE VIA WIRE, TIES, CLAMP, ROPE OR SIMILAR TO CREATE A GOOD SEAL. 4.CONTRACTOR SHALL AVOID DISCHARGING MULTIPLE PIPES INTO ONE BAG. TOP VIEW PROFILE VIEW DISCHARGE CONNECTION SEAL DISCHARGE CONNECTION SEAL DISCHARGE PIPE DISCHARGE PIPE PUMP PUMP 12" DIAMETER FILTER SOCK 12" DIAMETER FILTER SOCK NON-WOVEN GEOTEXTILE FABRIC 12" DIAMETER FILTER SOCK NON-WOVEN GEOTEXTILE FABRIC DEWATERING BAG DEWATERING BAG SCALE: DEWATERING BAGS N.T.S. WATER DISCHARGE TO WETLANDS WATER DISCHARGE TO WETLANDS SCALE: EXTERIOR CONCRETE EQUIPMENT PAD DETAIL N.T.S. NOTES: 1.CONCRETE SHALL BE 3,000 PSI STRENGTH. 2.TOP OF CONCRETE SHALL BE AT ELEVATION 21.50'. 3.GENERATOR SUPPLIERS SHALL SUBMIT SHOP DRAWINGS FOR REVIEW AND FINAL CONCRETE PAD DIMENSIONS. 4.CONCRETE PAD THICKNESS MAY VARY DEPENDING ON ANCHORING SYSTEM REQUIREMENTS. SUBGRADE STRUCTURAL FILL 1 2 #5@6" E.W. T&B MIN. 2" CL.C PAD 3" CL. 3 4" CHAMFER EQUIPMENT REQUIREMENT + 2'-0" 3'-0" 1'-0" 2' (TYP.) 1' THIS LINE IS ONE INCH LONG WHEN PLOTTED AT FULL SCALE ON A 22" X 34" DRAWING Sheet No.Drawing file: I:\Barnstable.271\Wastewater\268 Stevens St PS\05 Final Design\Drawings\03 Civil Details.dwg Plot Date: Oct 29,2024-12:16pmDATEMARK DESCRIPTION Approved by Checked by Job No. Scale Date Designed by Drawn by FOR CONSTRUCTION 23012034 NOVEMBER 2024 TOWN OF BARNSTABLE, MA 268 STEVENS STREET PUMP STATION SCALE: BID ALTERNATE NO.2 - MILL AND OVERLAY DETAIL N.T.S. 1.5" HOT MIX ASPHALT SURFACE COURSE (FLUSH WITH EXISTING PAVEMENT) OVER ASPHALT EMULSION TACK COAT OVER 1.5" OF PAVEMENT MILLING WITH A RATE OF 0.06 TO 0.09 GAL/SY. LIMITS SHALL BE TO THE CURB ON EACH SIDE OF THE HMA PERMANENT TRENCH PAVEMENT OR TO THE EDGE OF EXISTING ROADWAY. VERTICAL CURB EDGE OF ROADWAY 12" MIN.12" MIN. PERMANENT TRENCH RESTORATION PAVEMENT (PREVIOUSLY PLACED) PIPE TRENCH LIMITS AND FILL AS SPECIFIED AND NOTED NOTES: 1.RESTORE AND MATCH CROSS SLOPE. 2.ALL HMA JOINTS SHALL BE SEALED WITH JOINT SEALANT. CIVIL DETAILS IV ZFK ZFK JEC FJB/MSP AS NOTED C-10 SECTIONPLAN12" MINAREA TO BE PROTECTED WORK AREA WORK AREA AREA TO BE PROTECTED METAL STAKES PLACED 10' O.C. 4' HIGH ORANGE CONSTRUCTION FENCING METAL STAKES PLACED 10' O.C. 4' HIGH ORANGE CONSTRUCTION FENCE SCALE: ORANGE CONSTRUCTION FENCE N.T.S. BLOWN/PLACED FILTER MEDIA (MULCH, COMPOST, OR OTHER) 2" X 2" X 36" WOODEN STAKES PLACED 10' O.C. 12" DIAMETER FILTER SOCK 2" X 2" X 36" WOODEN STAKES PLACED 10' O.C. 12" DIAMETER FILTER SOCK AREA TO BE PROTECTED SCALE: 12" DIAMETER FILTER SOCK N.T.S. WATER FLOW WORK AREA WORK AREA AREA TO BE PROTECTED 12" MIN. THIS LINE IS ONE INCH LONG WHEN PLOTTED AT FULL SCALE ON A 22" X 34" DRAWING Sheet No.Drawing file: I:\Barnstable.271\Wastewater\268 Stevens St PS\05 Final Design\Drawings\03 Civil Details.dwg Plot Date: Oct 29,2024-12:17pmDATEMARK DESCRIPTION Approved by Checked by Job No. Scale Date Designed by Drawn by FOR CONSTRUCTION 23012034 NOVEMBER 2024 TOWN OF BARNSTABLE, MA 268 STEVENS STREET PUMP STATION NOTES: 1.SILT SACKS SHALL BE INSPECTED WEEKLY AND AFTER A STORM. ACCUMULATED SILT REMOVED TO ALLOW CATCH BASIN TO FUNCTION PROPERLY. 2. SILT SACK HIGH FLOW MODEL AS MANUFACTURED BY ACF ENVIRONMENTAL (800-448-3636) OR APPROVED EQUAL. EXISTING PAVEMENT PLACE SILT SACK UNDER EXISTING CATCH BASIN GRATEFRAME AND GRATE SCALE: SEDIMENTATION CONTROL AT CATCH BASINS N.T.S. SCALE: PLUG FOR SANITARY SEWER N.T.S. NOTES: 1.USE MECHANICAL PLUGS WHEN ABANDONING PLASTIC PIPES. BAND SEWER PIPE PVC CAP CONNECT PVC STUB TO SEWER PIPE (TO BE PLUGGED) WITH RUBBER ADJUSTABLE REPAIR COUPLING PVC STUB GLUED TO PVC CAP WATER 1" HOSE CONNECTION 1 4 [6] I.P.S. DRAIN PORT 6 3 8" SQ. 5'-0" MINIMUM GRADE 1" WATER (SEE SITE PLAN FOR CONTINUATION) INSULATED ENCLOSURE SEE ELECTRICAL DRAWINGS FOR HEAT TRACING AND STRIP HEATER CONDUIT AND WIRING REQUIREMENTS SLOPE DRAIN PROVIDE A DUPLEX GFCI UTILITY OUTLET WITHIN THE ENCLOSURE. THE OUTLET SHALL BE MOUNTED A MINIMUM OF 6" ABOVE TOC. THE OUTLET SHALL BE SUPPORTED BY THE CONCRETE PAD. MOUNTING ON ENCLOSURE WILL NOT BE PERMITTED 1" REDUCED PRESSURE PRINCIPLE BACKFLOW PREVENTER 1" UNION (TYP) 1" BALL VALVE (TYP) STRAINER W/DRAWOFF CONNECTION 2" SLEEVES (TYP) PRESSURE GAUGE 0-150 PSI RANGE BACKFLOW PREVENTER (RPBP) 6" HIGH CONCRETE PAD - SIZE TO BE AS RECOMMENDED BY ENCLOSURE MANUFACTURER 1" WATER METER PRESSURE GAUGE 0-150 PSI RANGE SEAL ANNULAR SPACE (TYP) PRESSURE REDUCING VALVE 1" GATE VALVE FLOW SEAL ALL AROUND (TYP) 1" TOWN WATER - SEE SITE PLAN FOR CONTINUATION STRIP HEATER - BY ENCLOSURE MANUFACTURER COLLECTION FUNNEL WITH AIR GAP 1" WATER SERVICE TO GROUND HYDRANT (REFER TO SPECIFICATIONS)WWWSUPPORT ROD ROCK SHELL INTERNAL PIPING REFER TO BACKFLOW PREVENTER AND WATER METER ENCLOSURE DETAIL ANCHOR HINGE ROCK SHELL INTERNAL PIPING REFER TO BACKFLOW PREVENTER AND WATER METER ENCLOSURE DETAIL LOCKING STAPLE GRADELOCKING HINGE STAPLE ANCHOR ROCK LIPSLAB SLAB STAPLE/ANCHOR (TYP) BOTH SIDES OF LIFT OFF ROCK CONCRETE ANCHOR SCREWS ANCHOR HINGE INSULATION ON EXTERIOR ROCK SHELL. INSULATION ON ROCK SHELL IS NOT REQUIRED IF AN INTERIOR INSULATED ENCLOSURE IS UTILIZED, SEE SPECIFICATION 11306EXTERIOR WALL SLAB TO BE FLUSH WITH TOP OF GRADE 10" GRADE LIFT OFF DESIGNHINGED DESIGN WWW36"38" 12" 1" BACKFLOW PREVENTER DRAIN PROVIDE SS SCREEN ANCHOR ENCLOSURE TO CONCRETE SLAB WITH SLOCKING STAPLES. SIZE AND QUANTITY OF ANCHOR ANGLES, BOLTS, AND HARDWARE SHALL BE AS RECOMMENDED BY ENCLOSURE MANUFACTURER. ANCHOR ANGLES, BOLTS, AND HARDWARE SHALL BE TYPE 304 SS DRAIN HOLE (THROUGH WEATHERTIGHT SLEEVE) FOR 1" BACKFLOW PREVENTER DRAIN (ONE ON EACH SIDE OF ENCLOSURE) SEAL WATERTIGHT UNUSED DRAIN HOLE 6" CRUSHED STONE FINISHED GRADE 6" HIGH CONCRETE PAD - SIZE TO BE AS RECOMMENDED BY ENCLOSURE MANUFACTURER CIVIL DETAILS V ZFK ZFK JEC FJB/MSP AS NOTED C-11THIS LINE IS ONE INCH LONG WHEN PLOTTED AT FULL SCALE ON A 22" X 34" DRAWING Sheet No.Drawing file: I:\Barnstable.271\Wastewater\268 Stevens St PS\05 Final Design\Drawings\03 Civil Details.dwg Plot Date: Oct 29,2024-12:17pmDATEMARK DESCRIPTION Approved by Checked by Job No. Scale Date Designed by Drawn by FOR CONSTRUCTION 23012034 NOVEMBER 2024 TOWN OF BARNSTABLE, MA 268 STEVENS STREET PUMP STATION SCALE: GROUND HYDRANT DETAIL N.T.S. SCALE: ROCK INSULATED ENCLOSURE DETAIL N.T.S.SCALE: BACKFLOW PREVENTER AND WATER METER ENCLOSURE DETAIL N.T.S. SCALE: BACKFLOW PREVENTER AND WATER METER ENCLOSURE DETAIL N.T.S. PROCESS MECHANICAL GENERAL NOTES AND LEGEND ZFK ZFK JEC FJB/MSP AS NOTED M-1 1.THE REQUIREMENTS INCLUDED IN THESE NOTES ARE SUPPLEMENTARY TO THE CONTRACT, GENERAL CONDITIONS, TECHNICAL REQUIREMENTS, AND OTHER REQUIREMENTS SPECIFIED HEREIN. 2.ALL PIPE PENETRATIONS THROUGH INTERIOR AND EXTERIOR WALLS AND FLOORS SHALL BE SEALED WATERTIGHT. 3.SMALL PIPING (SAMPLE, SERVICE WATER, ETC.) IS SHOWN DIAGRAMATICALLY: FIELD-ROUTING SUBJECT TO APPROVAL OF THE ENGINEER. SMALL PIPE ROUTING MUST NOT INTERFERE WITH ACCESS TO OR OPERATION OF ANY OTHER PIPE, VALVE, OR EQUIPMENT. 4.ALL PROCESS EQUIPMENT, INCLUDING PUMPS SHALL BE ISOLATED FROM PIPING LOADS AND DYNAMICS BY FLEXIBLE CONNECTORS IN ACCORDANCE WITH THE MANUFACTURER'S REQUIREMENTS AND SPECIFICATIONS. 5.ALL PIPING, VALVES, EQUIPMENT, ETC. SHALL BE LABELED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS. 6.CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE LOCATION FOR ALL WALL PENETRATIONS WITH THE VARIOUS TRADES. 7.PROVIDE EXPANSION JOINTS WITH CONTROL RODS FOR ALL EXPOSED PIPING CROSSING STRUCTURAL EXPANSION JOINTS. 8.ALL SLEEVE TYPE COUPLINGS ON PRESSURE PIPING SHALL BE HARNESSED UNLESS OTHERWISE INDICATED. WHERE COUPLINGS ARE PROVIDED TO PROVIDE AXIAL FLEXIBILITY, PIPING MUST BE SECURELY RESTRAINED. 9.MATERIALS AND WORKMANSHIP FURNISHED UNDER THIS CONTRACT SHALL BE A STANDARD, HIGH-GRADE QUALITY, AND OF THE BEST WORKMANSHIP AND DESIGN. ALL LIKE PARTS OF EQUIPMENT OF THE SAME SIZE OR CAPACITY SHALL BE INTERCHANGEABLE. SUITABLE PROVISION SHALL BE MADE FOR EASY ADJUSTMENT OR REPLACEMENT OF ALL PARTS REQUIRING ADJUSTMENT OR REPLACEMENT. 10.ALL MECHANICAL LAYOUTS ARE GENERALLY DIAGRAMMATIC AS SHOWN ON THESE DRAWINGS. THE WORK OF THE VARIOUS TRADES SHALL BE COORDINATED TO AVOID INTERFERENCE AND TO SECURE MAXIMUM HEAD ROOM. PARTICULAR ATTENTION IS DRAWN TO CONGESTED SPACES INSIDE AND OUTSIDE OF THE STRUCTURES. IF, IN THE INTEREST OF COORDINATION AND EXPEDIENCY, IT BECOMES NECESSARY TO DEVELOP "INTERFERENCE DRAWINGS" (DEFINED AS DRAWINGS EMBODYING THE WORK OF TRADES INVOLVED, ILLUSTRATING DETAILS OR CONSTRUCTION PROPOSED BY THE CONTRACTOR AND ARRANGEMENT OF ACTUAL EQUIPMENT AND APPARATUS PURCHASED), SUCH DRAWINGS SHALL BE PREPARED BY THE CONTRACTOR AND SHALL BE COORDINATED WITH OTHER TRADES AT NO ADDITIONAL EXPENSE TO THE OWNER. 11.THE INSTALLATION OF FACILITIES AND APPURTENANT WORK SHALL BE PROVIDED IN ACCORDANCE WITH THE REQUIREMENTS OF ALL FEDERAL, STATE, AND MUNICIPAL CODES AND REGULATIONS GOVERNING THE WORK. IN INSTANCES WHERE THE REQUIREMENT OF DRAWINGS AND SPECIFICATIONS ARE IN EXCESS OF THE REQUIREMENTS OF THE APPLICABLE CODES AND REGULATIONS, AND ARE PERMITTED THEREUNDER, THEN, IN SUCH INSTANCES, THE REQUIREMENTS OF THE CONTRACT DOCUMENTS SHALL GOVERN, UNLESS DIRECTED OTHERWISE IN WRITING BY THE ENGINEER. 12.UNLESS OTHERWISE SPECIFIED, NEAT BRASS PLATE, OR OTHERWISE SUITABLE MATERIAL, HAVING THE SERIAL NUMBER, THE MAKE, HORSEPOWER, CAPACITY, SPEED, AND OTHER PERTINENT DATA, AND ANY IMPORTANT OPERATING OR MAINTENANCE INSTRUCTIONS, PERMANENTLY AND CLEARLY MARKED ON THE PLATE, SHALL BE MOUNTED ON EACH ITEM OF EQUIPMENT. ALL IMPORTANT PARTS OF EQUIPMENT, AS DIRECTED BY ENGINEER/OWNER SHALL BE STAMPED FOR IDENTIFICATION AND LOCATION. 13.ALL NECESSARY ANCHOR BOLTS, NUTS, WASHERS, SETTING TEMPLATES, AND SUCH OTHER PARTS SHALL BE PROVIDED AS REQUIRED FOR THE PROPER INSTALLATION OF THE WORK, AND WHEREVER PRACTICABLE, THEY SHALL BE BUILT IN AS THE WORK PROGRESSES. THE PARTS SHALL BE OF THE MATERIALS SPECIFIED, AND WHERE NOT SPECIFIED OR INDICATED, THEY SHALL BE OF APPROVED TYPES AND MATERIALS FOR EACH APPLICATION. THE SETTING OF ANCHOR BOLTS BY DRILLING AND GROUTING WILL NOT BE PERMITTED. 14.ALL EQUIPMENT SHALL BE INSTALLED IN STRICT CONFORMANCE WITH THE RECOMMENDATIONS OF THE MANUFACTURER, AS APPROVED, TRULY LEVEL AND PLUMB, AND SHALL BE PROVIDED COMPLETE WITH ALL NECESSARY PIPING, FITTINGS, VALVES, CONTROLS, WIRING, AND APPURTENANCES AND ACCESSORIES SO THE EQUIPMENT WILL BE LEFT COMPLETE AND IN SATISFACTORY OPERATION. PARTICULAR CARE SHALL BE TAKEN IN THE INSTALLATION OF PUMPS IN ORDER TO PREVENT A STRAIN ON THE PIPING OR PUMP FLANGES AND THE CONTRACTOR SHALL INSURE THE CORRECT ALIGNMENT OF SHAFTS, COUPLINGS, AND BEARINGS. 15.ALL WEDGES, SHIMS, FILLING PIECES, KEYS, PACKING, GROUT, OR OTHER MATERIALS NECESSARY TO PROPERLY ALIGN, LEVEL, AND SECURE APPARATUS IN PLACE SHALL BE FURNISHED AND INSTALLED BY THE CONTRACTOR. ALL PARTS INTENDED TO BE PLUMB OR LEVEL MUST BE PROVEN EXACTLY SO. ANY GRINDING NECESSARY TO BRING PARTS TO PROPER BEARING AFTER ERECTION SHALL BE DONE AT THE EXPENSE OF THE CONTRACTOR. 16.THE CONTRACTOR SHALL PROVIDE ALL OPENINGS, CHANNELS, CHASES, ETC. AS REQUIRED TO COMPLETE THE WORK UNDER THIS CONTRACT, TOGETHER WITH THOSE REQUIRED BY OTHER CONTRACTORS. 17.EXISTING PROCESS SYSTEMS, PIPELINES, EQUIPMENT, AND APPURTENANCES ARE SHOWN ON THESE DRAWINGS FOR REFERENCE ONLY AND WERE OBTAINED FROM THE BEST AVAILABLE SOURCES. THE EXACT LOCATION AND ELEVATION OF THESE ITEMS SHALL BE INVESTIGATED AND FIELD VERIFIED BY THE CONTRACTOR. ANY DISCREPANCIES SHALL BE IMMEDIATELY REPORTED TO THE ENGINEER. 18.CONTRACTOR SHALL PROVIDE RESTRAINT OF ALL EXPANSION JOINTS/FLEX CONNECTORS WITH TIE-RODS. 19.WHERE CONNECTION OF NEW PIPING SYSTEMS TO EXISTING PIPING SYSTEMS IS REQUIRED, CONTRACTOR SHALL PROVIDE MISCELLANEOUS FITTINGS, FILLER FLANGES, COUPLINGS, ETC. AS MAY BE REQUIRED TO COMPLETE THE WORK, WHETHER SHOWN ON THE DRAWINGS OR NOT. CONTRACTOR SHALL FIELD VERIFY ALL EXISTING PIPING DIMENSIONS. 20.CONTRACTOR SHALL SUBMIT PIPING LAYOUT DIAGRAMS TO THE ENGINEER FOR APPROVAL PRIOR TO ANY PIPING INSTALLATION. PIPING LAYOUT DIAGRAMS SHALL SHOW DIMENSIONS OF ALL VALVES, FITTINGS, PIPE RUNS, AND SUPPORTS. 21.ALL PIPING SYSTEMS AND EQUIPMENT SHALL BE ADEQUATELY AND SAFELY SUPPORTED. CONTRACTOR SHALL DESIGN, PROVIDE, AND INSTALL ALL SUPPORTS AS REQUIRED BY THE PIPING AND EQUIPMENT PROVIDED. AT A MINIMUM, ALL PIPING SYSTEMS SHALL BE SUPPORTED PER THE REQUIREMENTS OF MANUFACTURER'S STANDARDIZATION SOCIETY (MSS) SP-58 AND MSS SP-69. SUPPORT DESIGN SHALL ACCOMMODATE ALL STATIC AND OPERATIONAL CONDITIONS TO WHICH THE PIPING AND EQUIPMENT MAY BE SUBJECTED. SUPPORTS SHALL BE IN ADDITION TO THOSE SHOWN ON THE CONTRACT DRAWINGS, AS SPECIFIED IN THE SPECIFICATIONS. 22.IT IS NOT THE INTENT OF THESE DRAWINGS TO PORTRAY EVERY DETAIL OF THE REQUIRED WORK. THE CONTRACTOR SHALL PROVIDE THE EQUIPMENT AND SYSTEMS COMPLETE SO THAT WHEN ASSEMBLED AND INSTALLED IN THE WORK, THEY SHALL OPERATE AND PERFORM AS DESCRIBED HEREIN. 23.COORDINATE THE WORK REQUIRED BY THESE DRAWINGS ("M" SERIES) WITH THE WORK REQUIRED BY OTHER DRAWINGS. 24.ALL EQUIPMENT DRIVEN BY OPEN SHAFTS, BELTS, CHAINS, OR GEARS SHALL BE PROVIDED WITH APPROVED ALL-METAL GUARDS ENCLOSING THE DRIVE MECHANISM AND MOVING PARTS. GUARDS SHALL BE CONSTRUCTED OF GALVANIZED SHEET STEEL OR GALVANIZED ONE-INCH MESH SCREEN (WOVEN WIRE OR EXPANDED METAL) SET IN A FRAME OF GALVANIZED STEEL MEMBERS, UNLESS OTHERWISE DESCRIBED IN THE TECHNICAL SPECIFICATIONS FOR THE PARTICULAR EQUIPMENT. GUARDS SHALL BE SECURED IN POSITION BY STEEL BRACES OR STRAPS WHICH WILL PERMIT EASY REMOVAL FOR SERVICING OF THE EQUIPMENT. WHERE SAFETY CODES OR REGULATIONS ARE APPLICABLE, THE GUARDS SHALL CONFORM THERETO IN ALL RESPECTS. 25.THE CONTRACTOR SHALL NOT OPEN OR CLOSE ANY VALVES WHICH HOLD WATER IN THE SYSTEM, UNLESS GRANTED APPROVAL TO DO SO BY THE TOWN OF BARNSTABLE. 26.ALL NUTS AND BOLTS FOR FITTINGS, VALVES, PIPING, AND OTHER PROCESS MECHANICAL CONNECTIONS SHALL BE TYPE 316 STAINLESS STEEL, UNLESS OTHERWISE NOTED. 27.MOUNTING DETAILS PROVIDED ARE GENERIC FOR EQUIPMENT AND DEVICES OF VARIOUS MANUFACTURERS. THE INSTALLING CONTRACTOR MUST STRICTLY COMPLY WITH MANUFACTURER'S INSTRUCTION IN THE INSTALLATION OF THESE DEVICES. IF THERE ARE ANY ENGINEERING ISSUES THEY MUST BE REFERRED TO THE ENGINEER PRIOR TO INSTALLATION. BURIED GATE VALVE BURIED PLUG VALVE BALL VALVE BUTTERFLY VALVE BALL CHECK VALVE SWING CHECK VALVE WAFER CHECK VALVE DIAPHRAGM VALVE GATE VALVE KNIFE GATE VALVE PINCH VALVE PLUG VALVE MUD VALVE COUPLING ADAPTER SPLIT SLEEVE ADAPTER FLANGED COUPLING ADAPTER EXPANSION JOINT (METAL) EXPANSION JOINT (RUBBER) EXPANSION JOINT (REDUCING) QUICK CONNECT SLUICE GATE SLIDE GATE WEIR GATE MAGMETER PRESSURE REDUCING VALVE BACK PRESSURE VALVE VACUUM BREAKER RELIEF VALVE PRESSURE INDICATOR SAMPLE TAP FLOW SWITCH ANTI-SIPHON VALVE DISC WATER METER GLOVE VALVE SOLENOID VALVE VANE DISTRIBUTOR ASSEMBLY DIFFERENTIAL PRESSURE INDICATOR TRANSMITTER POLYMER MIXER SYSTEM TRANSFER PUMP COMBINATION VALVE VALVES, COUPLING, & APPURTENANCES MECHANICAL PROCESS LEGEND PIPE AND FITTING SYMBOLOGY SHOWN ABOVE IS FOR FLANGED DUCTILE IRON PIPE. SYMBOLOGY FOR OTHER PIPING SYSTEMS IS SIMILAR. END CONNECTIONS DENOTE JOINING TECHNOLOGY. MECHANICAL JOINT WELDED SOCKET WELD SINGLE LINE (JOINING TECHNOLOGY VARIES) DOUBLE LINE SINGLE LINE PIPE AND FITTINGS LINE DESIGNATIONS PROPOSED EXISTING, OTHER DISCIPLINE OR OUT OF FUNCTION PIPE ELBOW (90) ELBOW (45) TEE WYE CROSS RED (CONC) RED (ECC) FLANGE PIPE END PIPE BREAK TUBING X NPT ADAPTER STRAINER UNION FLEXIBLE HOSE CENTRIFUGAL PUMP METERING PUMP ROTOMETER PULSATION DAMPENER CALIBRATION STANDPIPE VERTICAL MIXER W/AFD VERTICAL MIXER VENT VENT 5 FUNCTION VALVE 4 FUNCTION VALVE EJECTOR DRAIN FLOOR STAND WITH HANDWHEEL FLEX COUPLING FLOAT SWITCH FLOAT SHUTOFF VALVE ULTRASONIC LEVEL BALL VALVE VENTED BALL VALVE STILLING TUBE CARRIER PIPE FOOT VALVE ASSEMBLY EMERGENCY SHOWER MOTORIZED BALL VALVE THREE-WAY BALL VALVE SAMPLE PUMP ELECTRIC ACTUATOR CHANNEL GRINDER PROCESS MECHANICAL GENERAL NOTES THIS LINE IS ONE INCH LONG WHEN PLOTTED AT FULL SCALE ON A 22" X 34" DRAWING Sheet No.Drawing file: I:\Barnstable.271\Wastewater\268 Stevens St PS\05 Final Design\Drawings\05 Mechanical Sheets.dwg Plot Date: Oct 29,2024-12:17pmDATEMARK DESCRIPTION Approved by Checked by Job No. Scale Date Designed by Drawn by FOR CONSTRUCTION 23012034 NOVEMBER 2024 TOWN OF BARNSTABLE, MA 268 STEVENS STREET PUMP STATION PROCESS MECHANICAL SCHEDULES ZFK ZFK JEC FJB/MSP AS NOTED M-2 PROCESS PUMP SCHEDULE TAG NO.EQUIPMENT DESCRIPTION LOCATION TYPE 3-POINT PUMP CURVE INFORMATION DRIVE MOTOR VOLTAGE REMARKS VALUE 1 UNIT 1 VALUE 2 UNIT 2 HP RPM ENCL.VAC HZ PHASE PMP-1 WASTEWATER PUMP #1 WET WELL SUBMERSIBLE 0 / 250 / 460 GPM 56 / 32 / 10 TDH CONSTANT 5 1690 SUBMERSIBLE 208 60 3 SHUTOFF HEAD = 56 FT PMP-2 WASTEWATER PUMP #2 WET WELL SUBMERSIBLE 0 / 250 / 460 GPM 56 / 32 / 10 TDH CONSTANT 5 1690 SUBMERSIBLE 208 60 3 SHUTOFF HEAD = 56 FT VALVE SCHEDULE TAG NO.EQUIPMENT DESCRIPTION LOCATION TYPE APPLICATION SIZE (INCHES)SERVICE ACTUATOR VALVE POSITION REMARKS PV-1 WASTEWATER DISCHARGE LINE PLUG VALVE VALVE VAULT PLUG VALVE WASTEWATER 4 OPEN/CLOSE MANUAL NORMALLY OPEN PV-2 WASTEWATER DISCHARGE LINE PLUG VALVE VALVE VAULT PLUG VALVE WASTEWATER 4 OPEN/CLOSE MANUAL NORMALLY OPEN PV-3 WASTEWATER PUMP STATION BYPASS PLUG VALVE VALVE VAULT PLUG VALVE WASTEWATER 4 OPEN/CLOSE MANUAL NORMALLY CLOSED CV-1 WASTEWATER DISCHARGE LINE CHECK VALVE VALVE VAULT SWING CHECK VALVE WASTEWATER 4 CHECK -NORMALLY OPEN CV-2 WASTEWATER DISCHARGE LINE CHECK VALVE VALVE VAULT SWING CHECK VALVE WASTEWATER 4 CHECK -NORMALLY OPEN TAG NO.EQUIPMENT DESCRIPTION LOCATION TYPE REMARKS PI-1 VALVE VAULT PRESSURE GAUGE VALVE VAULT DIRECT MOUNTING, INDICATING DIAL PROVIDE DIAPHRAGM SEALS PI-2 VALVE VAULT PRESSURE GAUGE VALVE VAULT DIRECT MOUNTING, INDICATING DIAL PROVIDE DIAPHRAGM SEALS PRESSURE GAUGE SCHEDULE THIS LINE IS ONE INCH LONG WHEN PLOTTED AT FULL SCALE ON A 22" X 34" DRAWING Sheet No.Drawing file: I:\Barnstable.271\Wastewater\268 Stevens St PS\05 Final Design\Drawings\05 Mechanical Sheets.dwg Plot Date: Oct 29,2024-12:18pmDATEMARK DESCRIPTION Approved by Checked by Job No. Scale Date Designed by Drawn by FOR CONSTRUCTION 23012034 NOVEMBER 2024 TOWN OF BARNSTABLE, MA 268 STEVENS STREET PUMP STATION 8" DI INFLUENT INV. EL.= 7.50'HIGH-HIGH LEVEL ALARM EL.= 7.00'HIGH LEVEL ALARM EL.= 6.50'LAG PUMP ON EL.= 6.00'LEAD PUMP ON EL.= 5.50' BOTTOM OF WET WELL EL.= 0.50' ℄EL.=12.8' GROUT EDGE ALL AROUND SLOPED CONCRETE FILL SUBMERSIBLE PUMP (TYP. OF 2) SS PIPE SUPPORTS AS REQUIRED (TYP.) 4" DI 90° BEND 4" DI FORCE MAIN (TYP. OF 2) 48" X 30" WATERTIGHT ALUMINUM ACCESS HATCH PRESSURE GAUGE 30" DIAMETER WATERTIGHT FRAME AND COVER 4" DI CHECK VALVE 4" DI PLUG VALVE 4" DI 90° BEND 4" X 4" DI FLANGED TEE 4" DI FLEXIBLE COUPLING (TYP.) 3% SLOPED CONCRETE FILL PROCESSED GRAVEL 12" MIN THICKNESS SS ADJUSTABLE PIPE SUPPORTS (TYP.) US 120NW FILTER FABRIC 48" X 30" WATERTIGHT ALUMINUM ACCESS HATCH SUBMERSIBLE WASTEWATER PUMP (TYP. OF 2) PMP-1 6' DIAMETER PRECAST CONCRETE WET WELL PMP-2 CONCRETE ENCASED PIPE (2' X 2' X 2') 8" PVC TO DI SOLID SLEEVE TRANSITION COUPLING 4.0' MIN 8" PVC INFLUENT GRAVITY SEWER. SEE SHEET C-4 FOR CONTINUATION 8" DI INFLUENT GRAVITY SEWER 4" DI FORCE MAIN (TYP. OF 2) 4" DI FLEXIBLE COUPLING (TYP. OF 4) 13.9' PRECAST CONCRETE VALVE VAULT. MINIMUM 5' X 6' INTERIOR DIMENSIONS PI-1 CV-1 4" DI CHECK VALVE (TYP. OF 2) 4" DI PLUG VALVE (TYP. OF 2) PV-1 4" X 4" DI FLANGED TEE (TYP.) 30" DIAMETER WATERTIGHT FRAME AND COVER PI-2 CV-2 PV-2 4" 90° DI BEND SEE SEAL DETAIL ON SHEET M-4 (TYP.) 4" PVC FORCE MAIN TO MITCHELLS WAY. SEE SHEET C-4 FOR CONTINUATION. VALVE VAULT STAIRS FINISH GRADE EL. = 20.5' 6' DIAMETER PRECAST CONCRETE WET WELL CONCRETE ENCASED PIPE (2' X 2' X 2') 8" PVC TO DI SOLID SLEEVE TRANSITION COUPLING 8" DI INFLUENT GRAVITY SEWER 8" PVC INFLUENT GRAVITY SEWER. SEE SHEET C-4 FOR CONTINUATION WATERPROOFING (TYP. ALL SIDES) 4" DI TO PVC SOLID SLEEVE TRANSITION COUPLING 4" FORCE MAIN TO MITCHELLS WAY. SEE SHEET C-4 FOR CONTINUATION. 4" DI TO PVC SOLID SLEEVE TRANSITION COUPLING WATERPROOFING (TYP. ALL SIDES) 2.0' MIN PROCESSED GRAVEL 12" MIN THICKNESS 2.0' 1 2 US 120NW FILTER FABRIC 2.0' MIN 2' X 2' SUMP SEE SEAL DETAIL ON SHEET M-4 8.2' PRECAST CONCRETE VALVE VAULT MINIMUM 5' X 6' INTERIOR DIMENSIONS EXTERIOR JOINT WRAP (TYP.) JOINTS WITH A DOUBLE ROW OF JOINT SEALANT (TYP.)EESEE SHEET C-4 FOR INSTRUMENTATION AND ELECTRICAL WIRING CONTINUATION 6' DIAMETER PRECAST CONCRETE WET WELL WATERPROOFING (TYP. ALL SIDES) JOINTS WITH A DOUBLE ROW OF JOINT SEALANT (TYP.)EEE E I I SEE SHEET C-4 FOR INSTRUMENTATION AND ELECTRICAL WIRING CONTINUATION (18" MIN. BELOW GRADE) SEE SEAL DETAIL ON SHEET M-4 4" BYPASS CONNECTION (SEE SECTION VIEW) LWL HWL BOTTOM OF STATION EL.= -0.5 SEE SEAL DETAIL ON SHEET M-4 PMP-2 CV-2 PV-2 2.0' MIN 9" MIN 9" MIN. PV-3 SEE SEAL DETAIL ON SHEET M-4 SEE SEAL DETAIL ON SHEET M-4 VALVE VAULT STAIRS 12" O.C STAIR SUPPORTS EMBEDDED INTO SIDE OF STRUCTURE (TYP.) 1.2' MIN. EL. = 10.9' EL. = 10.3' EL. = 9.3' PMP-1I4" QUICK CONNECT FITTING AND CLEANOUT CAP W/CHAIN 9" MIN. 3.8' APPROXIMATE GROUNDWATER TABLE EL. = 17.0' 3.5' APPROXIMATE GROUNDWATER TABLE EL. = 17.0' ℄EL.=10.53' 4" DI DRAIN PIPE 4" DI DRAIN PIPE SUBMERSIBLE PUMP (TYP. OF 2) 2.0' MIN PROCESSED GRAVEL 12" MIN THICKNESS 2.0' 1 2 US 120NW FILTER FABRIC 4" DI 90° BEND (TYP. OF 2) 4" DI FORCE MAIN (TYP. OF 2) CONCRETE ENCASED PIPE (2' X 2' X 2') 8" DI INFLUENT INV. EL.= 7.50' 2.0' PMP-2 ℄EL.=12.8' 4" DI DRAIN PIPE ℄EL.=10.53' 4" DI VENT AND CARBON FILTER INSTALLED 3 FT ABOVE GRADE WET WELL VENT PAINTED SAFETY YELLOW 4.0' DISCHARGE BASE ELBOW 2' X 2' SUMP 4" 90° DI BEND (TYP.) (2) 1" SS GUIDE PIPES (TYP.) 316 STAINLESS STEEL LIFTING CHAIN (TYP.) BACKFILL WITH COMPACTED SELECT FILL (TYP.) UNDISTURBED MATERIAL (TYP.) UNDISTURBED MATERIAL (TYP.) UNDISTURBED MATERIAL (TYP.) SLOPE 1 4" PER FT. BACKFILL WITH COMPACTED SELECT FILL (TYP.) 13.9' SLOPE VALVE VAULT FLOOR TO SUMP 1.0' MIN (TYP.) 3.0' (2) 1" SCH 40 PVC GUIDE PIPES (TYP.) 316 STAINLESS STEEL LIFTING CHAIN (TYP.) DESIGNATED LADDER ACCESS AREA (2) 1" SS GUIDE PIPES (TYP.) TOP OF CONCRETE EL. = 19.5' 4" DUCKBILL CHECK VALVE 4" DI WET WELL VENT 4" DI VENT AND CARBON FILTER INSTALLED 3 FT ABOVE GRADE WET WELL VENT PAINTED SAFETY YELLOW 4.0' 4" DI FLANGED COUPLING ADAPTER 4" DUCKBILL CHECK VALVE 1.0' MIN (TYP.) ℄EL.=12.8' FINISH GRADE EL. = 21.35' TOP OF CONCRETE EL. = 20.35' PUMPS OFF EL.= 3.00' LOW LEVEL ALARM EL.= 2.50' FINISH GRADE EL. = 20.5' TOP OF CONCRETE EL. = 19.5' 48" X 30" WATERTIGHT ALUMINUM ACCESS HATCH GROUT EDGE ALL AROUND SLOPED CONCRETE FILL BOTTOM OF WET WELL EL.= 0.50' BOTTOM OF STATION EL.= -0.5 1.0' MIN (TYP.) PRESSURE GAUGE (TYP. OF 2) THIS LINE IS ONE INCH LONG WHEN PLOTTED AT FULL SCALE ON A 22" X 34" DRAWING Sheet No.Drawing file: I:\Barnstable.271\Wastewater\268 Stevens St PS\05 Final Design\Drawings\05 Mechanical Sheets.dwg Plot Date: Oct 29,2024-12:18pmDATEMARK DESCRIPTION Approved by Checked by Job No. Scale Date Designed by Drawn by FOR CONSTRUCTION 23012034 NOVEMBER 2024 TOWN OF BARNSTABLE, MA 268 STEVENS STREET PUMP STATION PUMP STATION PLAN AND SECTIONS ZFK ZFK JEC FJB/MSP AS NOTED M-3 SCALE: PROPOSED WET WELL AND VALVE VAULT PLAN 1" = 2'-0" M-3 A SCALE:1" = 2'-0"M-3 ASECTIONM-3BSCALE:1" = 2'-0"M-3 BSECTION N NOTES: 1. REFER TO E-SHEETS FOR INSTRUMENTATION SCHEDULE, SET POINTS, AND REQUIREMENTS. 2. FURNISH AND INSTALL LEVEL SWITCH CABLE HOLDER. FINAL LOCATION TO BE AS APPROVED BY THE ENGINEER/OWNER (NOT SHOWN THIS SECTION). PROCESS MECHANICAL DETAILS I ZFK ZFK JEC FJB/MSP AS NOTED M-4 6"1"2"4"x6"6" 1 1/2" 1 1/2" 20" 24" 2" 2" 4" 4" 8" 14" 12" 10" 16" 1"2" 1" 1" 3" 2" 2" 3" 6" 6"12"x12" 12"x12" 6" 6" 6" 6" 6" 4"x6" 8"x8" 4"x6" 4"x6" 8"x8" APPROXIMATE DIMENSIONS PIPE SIZE FLANGE TYPE BA D (MIN) CRADLE TYPE C C (THREADED STUD) D B S.S. EXPANSION BOLTS TO SUIT MIN. 3 1/2" EMBEDMENT (TYP) 1" NON-SHRINK GROUT (MIN.) SADDLE CLAMP NOTES: 1.SIZES SHOWN ARE FOR DUCTILE IRON PIPE, FOR OTHER MATERIAL AND PIPE SIZES CONSULT MANUFACTURER'S SPECIFICATIONS. REFER TO SECTION 11200 FOR ADDITIONAL REQUIREMENTS. 2.PIPE SUPPORT CALCULATIONS SHALL BE PROVIDED IN ACCORDANCE WITH SECTION 11200. 3.ALL COMPONENTS OF PIPE SUPPORT SYSTEM SHALL BE STAINLESS STEEL. A(EXTENSION PIPE) LENGTH AS REQ'D C B(THREADED STUD) D EXTEND GROUT 2" FROM EXPANSION BOLTS SCALE: ADJUSTABLE PIPE SUPPORT DETAIL N.T.S. ALL COMPONENTS SHALL BE STAINLESS STEEL A (EXTENSION PIPE) LENGTH AS REQ'D 14" FLUSHING CONNECTION WITH BALL VALVE PLUG 12" NIPPLE PLUG 12" BALL VALVE 12" BUSHING FOR TEST GAUGE CONNECTION. LOCATE TO ALLOW FIELD INSTALLATION OF TEST GAUGE AND DIAPHRAGM ASSEMBLY. CONNECTION TO PUMP SUCTION AND DISCHARGE NOZZLES OR ADJACENT PIPING AS INDICATED OR SPECIFIED 12" NIPPLE DIAPHRAGM SEAL SNUBBER PRESSURE GAUGE SCALE: PRESSURE GAUGE MOUNTING DETAIL FOR LIQUID PIPING N.T.S. 2.50'' 4.80'' 9.05'' 17.40'' 19.50'' 25.80'' 4'' 8'' 12'' 20'' 24'' 30'' 4'' 8'' 12'' 20'' 24'' 30'' 2'' 4'' 8'' 16'' 18'' 24'' CARRIER PIPE NOMINAL SIZE CARRIER PIPE O.D. WALL SLEEVE SIZE CORE DRILLED I.D. 6.90''10''10''6'' NOTES: 1.SIZES SHOWN ARE FOR DUCTILE IRON PIPE, FOR OTHER MATERIALS AND PIPE SIZES CONSULT MANUFACTURER'S SPECIFICATIONS. 2.SOME APPLICATIONS MAY REQUIRE STANDARD WALL CASTINGS. 3.FOR WATER-TIGHT AND GAS-TIGHT APPLICATIONS, PROVIDE NON-SHRINK GROUT ON BOTH SIDES. LINK-SEAL TYPE WALL PENETRATION SEAL OR EQUAL CARRIER PIPE CORE BIT DRILLED - FOR WALL OPENING DIAMETER SEE TABLE LINK-SEAL TYPE WALL PENETRATION SEAL OR EQUAL CARRIER PIPE WATERSTOP AND ANCHOR COLLAR WALL SLEEVE - FOR SIZE SEE TABLE NEW CONCRETE WALL SCALE: NTS EXISTING CONCRETE WALL SCALE: NTS SCALE: TYPICAL WALL PENETRATION DETAIL N.T.S. THIS LINE IS ONE INCH LONG WHEN PLOTTED AT FULL SCALE ON A 22" X 34" DRAWING Sheet No.Drawing file: I:\Barnstable.271\Wastewater\268 Stevens St PS\05 Final Design\Drawings\05 Mechanical Sheets.dwg Plot Date: Oct 29,2024-12:18pmDATEMARK DESCRIPTION Approved by Checked by Job No. Scale Date Designed by Drawn by FOR CONSTRUCTION 23012034 NOVEMBER 2024 TOWN OF BARNSTABLE, MA 268 STEVENS STREET PUMP STATION SIZE OF EACH RELIEF VENT 0' TO 100' UNDER 1,000 CFH 1,000 CFH TO 2,500 CFH 2,500 CFH TO 12,500 CFH OVER 12,500 CFH RELIEF VENTS 3 4 CFH AMOUT OF REQUIRED 1 3 3/4"1" 3/4"1" 3/4" 3/4" 0' TO 40' 1" 1" 1 1/4" 1 1/4" 0' TO 200' 1 1/4" 1 1/4" G SYMBOL ABBREVIATION DESCRIPTION ABOVE FLOOR PIPING (INDICATED AS SINGLE LINEWORK) BELOW FLOOR PIPING (INDICATED AS DOUBLE LINEWORK) G GAS (NATURAL) UP (PENETRATES LEVEL ABOVE) RISE (BUT DOES NOT PENETRATE LEVEL ABOVE) DOWN (PENETRATES LEVEL BELOW) DROP (BUT DOES NOT PENETRATE LEVEL BELOW) DIRECTION OF FLOW GAS SHUTOFF VALVE UP DN NIPC NOT IN PLUMBING CONTRACT PC PLUMBING CONTRACTOR NO NC INV CFH NORMALLY OPEN NORMALLY CLOSED INVERT ELEVATION CUBIC FEET PER HOUR CC UN CAPPED CONNECTION UNION FFE FINISHED FLOOR ELEVATION PLUMBING NOTES: LPC LIMIT PLUMBING CONTRACT DP TDL TOTAL DEVELOPED LENGTH 1. THE WORK COVERED CONSISTS OF FURNISHING ALL LABOR AND MATERIALS NECESSARY TO INSTALL, COMPLETE AND READY FOR CONTINUOUS OPERATION, THE PLUMBING SYSTEMS, APPARATUS AND EQUIPMENT FOR THIS PROJECT. 2. ALL EQUIPMENT AND MATERIALS FURNISHED UNDER THE PLUMBING FSB, LABOR AND TESTING PERFORMED HEREIN SHALL BE IN COMPLETE ACCORDANCE WITH THE STATE BUILDING CODE, LOCAL FUEL GAS AND PLUMBING CODES, ALL LOCAL CODES AND REGULATIONS, NATIONAL FIRE PROTECTION ASSOCIATION, INSURANCE REGULATIONS AND REQUIREMENTS GOVERNING SUCH WORK. 3. ANY AND ALL PERMITS REQUIRED FOR INSTALLATION OF ANY MATERIAL SHALL BE OBTAINED AS PART OF THE WORK OF THE SPECIFICATION INCLUDING ALL FEES OR EXPENSES INCURED. 4. INTERIOR PLUMBING AND HVAC EQUIPMENT REQUIRING A LP GAS CONNECTION SHALL BE PROVIDED WITH AN EMERGENCY GAS RELIEF VENT AT EACH GAS TRAIN IN ACCORDANCE WITH THE MASSACHUSETTS FUEL GAS CODE AND AS INDICATED WITH THE FOLLOWING CHART: 5. MISCELLANEOUS DISCREPANCIES OR OMMISSIONS WHICH MIGHT APPEAR ON THE PLANS OR SPECIFICATIONS WILL NOT RELIEVE THE PLUMBING SUB-CONTRACTOR OF CODE COMPLIANCE. 6. GAS FIRED EQUIPMENT - PROVIDE FULL SIZE SOV AND DRIP LEG IN ACCESSIBLE LOCATION. MAKE FINAL CONNECTION TO EQUIPMENT WITH NECESSARY REDUCER AND UNION CONNECTION. PLUMBING CONTRACTOR TO COORDINATE EXACT CONNECTION SIZE, LOAD, LOCATION, AND EQUIPMENT ACCESS NEEDS PRIOR TO GAS INSTALLATION. PLUMBING LEGEND FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM VALVE VAULT GENERATOR UNDERGROUND 1 1/4" G (377 CFH) NEW GAS METER AND SERVICE BY LOCAL GAS COMPANY (377 CFH TOTAL LOAD) (50' TOTAL DEVELOPED LENGTH) GAS REGULATOR, 377 CFH, SET TO 10" WC. ALTERNATE NO. 1 THIS LINE IS ONE INCH LONG WHEN PLOTTED AT FULL SCALE ON A 22" X 34" DRAWING Sheet No.Drawing file: W:\Year - 2024\24002.00 - Barnstable Stevens Street Pump Station\Plumbing Department\24002.00 Plumbing Plan.dwg Plot Date: Oct 30,2024-9:33amDATEMARK DESCRIPTION Approved by Checked by Job No. Scale Date Designed by Drawn by ENGINEERING, INC. Mechanical/Electrical Engineers 150 Grossman Drive, Suite 309 Braintree, Massachusetts 02184 617 221-9220 web: www.sar.com 23012034 OCTOBER 2024 TOWN OF BARNSTABLE, MA 268 STEVENS STREET PUMP STATION FOR CONSTRUCTION LEGEND, NOTES, AND SITE PLAN PLUMBING - ALTERNATE NO. 1 RWB RLB RLB AS SHOWN P-1 SCALE: SITE PLAN 1" = 1'-0" SINGLE POLE SWITCH 120V, 20A UNFUSED DISCONNECT SWITCH, "30" INDICATES 30 AMP RATING, MANUAL MOTOR STARTER 120V, 20A "a" INDICATES THE SWITCH CONTROL JUNCTION BOX ELECTRICAL SYMBOLS 2, 1-INCH CONDUITS EACH CONDUIT(2)1"C, 3#8, EMPTY CONDUIT. NUMERAL DENOTES SIZE3/4" CE ABOVE FINISHED FLOORAFF ALARM RELAYAR CONTROL PANELCP DRAWINGDRG. DWG. EXCEPT AS NOTEDEAN MOTOR CONTROL CENTERMCC ELAPSED TIME METERETM FE FLOW ELEMENT FS FLOW SWITCH FLOW TRANSMITTERFT FIT FLOW INDICATOR TRANSMITTER J OR JB JUNCTION BOX JPB JOG PUSHBUTTON HH HANDHOLE OL MOTOR OVERLOAD HEATER LEVEL SWITCH - HIGHLSH LE LEVEL ELEMENT PRESSURE INDICATOR TRANSMITTERPIT PL PUSHBUTTON CONTROL STATION MOMENTARY PRESSURE SWITCHPS PUSHBUTTON CONTROL STATION MAINTAINED PBM PRESSURE TRANSMITTERPT PUSHBUTTON CONTROL STATION MOMENTARY PB PBL PUSHBUTTON CONTROL STATION MOMENTARY TYPE WITH LOCK-OUT DEVICE, STOP OH OVERHEAD LL LOW LEVEL EC ELECTRICAL CONTRACTOR AFG ABOVE FINISHED GRADE ATS AUTOMATIC TRANSFER SWITCH MANHOLEMH NTS NOT TO SCALE GND, GRD GROUNDING CONDUCTOR (EQUIPMENT) HOA HAND-OFF-AUTOMATIC MANUFACTURERMFR CONTACT TYPE, STOP START TYPE WITH LOCK-OUT DEVICE, STOP-START CONTACT TYPE, STOP START ABBREVIATIONS CONTAINING 3-#8 AWG WIRES AND LIT LEVEL INDICATOR TRANSMITTER LEVEL TRANSMITTERLT #10GND 1-#10 GROUND CONDUCTOR DUPLEX RECEPTACLE, 120, 20A PROVIDE WEATHER PROOF COVER WHERE INDICATED AS "WP" FULL VOLTAGE NON-REVERSINGFVNR GENERATOR CONNECTOR PLUG - MALE GENERAL NOTES CONTROL RELAYCR CONTROL RELAY, "CR1" REFERS TO RELAY NAME DESIGNATION TIMING RELAY, "TR1" REFERS TO RELAY NAME DESIGNATION NORMALY OPEN RELAY CONTACT NORMALLY CLOSED RELAY CONTACT OPERATOR PUSH BUTTON NORMALLY OPEN CONTACT OPERATOR PUSH BUTTON NORMALLY CLOSED CONTACT PROVIDE 3-POLE, UNLESS OTHERWISE INDICATED.30 FUSED DISCONNECT SWITCH, "20" INDICATES 20 AMP FUSE RATING, PROVIDE 3-POLE UNLESS OTHERWISE INDICATED.20 PBE PUSHBUTTON CONTROL STATION MAINTAINED EMERGENCY STOP TYPE, TWIST TO RELEASE MOTOR CONTROLLER (STARTER)MC ALARM RELAY, "AR1" REFERS TO RELAY NAME DESIGNATION MOTOR START RELAY MOTION SENSORMS OS OPERATOR STATION OEM ORIGINAL EQUIOPMENT MANUFACTURE SUPPLIED SOLENOID VALVESOV TEMPERATURE SWITCHTS UNDERGROUNDUG TR TIMING RELAY MOTOR TEMPERATURE DETECTORTD TERMINAL BOXTB TYP TYPICAL RIGID GALVANIZED STEELRGS SPD SURGE SUPPRESSOR DEVICE TWISTED SHEILDED PAIRTSP VARIABLE FREQUENCY DRIVEVFD SOFT STARTERS/S TWO SPEED TWO WINDINGTSTW WATER PROOFWP REDUCED VOLTAGE NON-REVERSINGRVNR WATT HOUR UTILITY METERWHM UNLESS OTHERWISE NOTEDUNO TRANSFORMERXFMR Sm UNDERGROUND CONDUIT DUCT BANK 3/4"Ø X 10'-0" COPPER CLAD GROUND ROD SURGE PROTECTION DEVICE MOTOR, "10" INDICATES HORSEPOWER RATING 100 20 UTILITY POLE BUILDING GROUNDING SYSTEM ELECTRIC HAND HOLE GFCI GENERATOR EMERGENCY STOP CABLE/CONDUIT DESIGNATION, "XX" REFERS CABLE CONDUIT REFERENCE, REFER TO CABLE/CONDUIT SCHEDULES. MOLDED CASE CIRCUIT BREAKER, 2-POLE UNLESS OTHERWISE INDICATED, "20" INDICATES TRIP AMPERE RATING, "100" INDCATES FRAME SIZE, "GFCI" INDICATES CIRCUIT BREAKER TO HAVE GROUND FAULT CIRCUIT INTERRUPT EOV ELECTRICALY OPERATED VALVE MOTOR OPERATED VALVEMOV FSB FILE SUB-BID CONTRACTOR METERING PUMP CONTROL PANELMPCP NOTES: 1.CONDUIT AND CONDUCTOR SIZES ARE TO BE PER THE ABOVE SCHEDULES UNLESS OTHERWISE NOTED. 2.CONDUITS SHALL NOT BE INSTALLED WITHIN SLAB STRUCTURE AND SHALL BE RUN UNDER THE SLAB. CONDUIT SIZE S S2 S3 S1 SYMBOL OEM PROVIDED1" 3/4" 1" 3/4" 2-2/C#16 TSP 3-2/C#16 TSP 1-2/C#16 TSP CONDUCTORS SIGNAL CABLE/CONDUIT SCHEDULE S13 3/4"1-3/C#16 TSP S33 1"3-3/C#16 TSP S23 3/4"2-3/C#16 TSP 7#143/4" 9#14 10#14 16#14 8#14 C10 C16 C9 C8 3/4" 1" 3/4" 3/4" 2#14 CONDUCTORS 5#14 4#14 6#14 C5 C6 C7 C4 SYMBOL 3/4" 3/4" 3/4" 3/4" CONDUIT SIZE CONTROL CABLE/CONDUIT SCHEDULE 20#14C201" 12#14C123/4" P104 P83 P63 (3)#123/4" GND* (2)#12 CONDUCTORS* 3/4"P22 P23 SYMBOL CONDUIT SIZE* P32 P53 P33 POWER CABLE/CONDUIT SCHEDULE (1)#12 (1)#12 (2)#103/4"(1)#10 (3)#103/4"(1)#10 (3)#83/4"(1)#10 (3)#61"(1)#8 (3)#4 (1)#81 1/4" (4)#3 (1)#81 1/2" P52 (2)#83/4"(1)#10 P62 (2)#61"(1)#8 P82 (2)#4 (1)#81 1/4" SURFACE 24" LED OPEN STRIP LIGHT FIXTURE 19LED120F1 HUBBELL LCS2-35LW-EU 3500K - EYS TYPE CONDUIT SEAL, "EX" REPRESENTS PROVIDING UL LISTED EXPLOSION PROOF SEALANT IN CONDUIT SEAL, "NEX" REPRENTS PROVIDE ELECTRICAL SEALANT PUTTY IN CONDUIT SEAL.EX 2753lm ISBP INTRINSICALLY SAFE BARRIER PANEL P34 (4)#103/4"(1)#10 LUMENS DESCRIPTIONTYPE CATALOG SERIES MANUFACTURER & TYPE LAMPS VOLTS LIGHTING FIXTURE SCHEDULE REMARKS TYPE MOUNTING HEIGHTWATTS LIGHTING FIXTURE SCHEDULES NOTES: 1.THE CATALOG NUMBERS LISTED ARE GIVEN AS A GUIDE TO THE DESIGN AND QUALITY OF FIXTURE DESIRED. EQUIVALENT DESIGNS, MATERIALS, DIMENSIONS, COEFFICIENT OF UTILIZATIONS AND EQUAL QUALITY FIXTURES OF OTHER MANUFACTURERS WILL BE ACCEPTABLE. F2 POLE POLE MOUNTED LED FLOOD LIGHT FIXTURE, BRONZE, WITH 12' LONG, 5" DIAMETER POLE 30LED120 CREE OSQ-MB-4L-40K-UL-DA-BZ 4000K -4440lm PROVIDE MOUNTING POLE AND BASE COVER, CREE #SRS-5-11-12-SW-BS-1D-C-BZ - LINEAR LIGHTING FIXTURES "F1" INDICATES FIXTURE TYPE - TYPICAL FOR ALL FIXTURES "1" INDICATES CIRCUIT NUMBER - TYPICAL FOR ALL FIXTURE "a" INDICATES THE SWITCH CONTROL - TYPICAL FOR ALL FIXTURES F1 a1 POLE MOUNTED LIGHTING FIXTURE. ALARM BEACON LIGHT LEVEL SWITCH - LOWLSL 1.CONTRACTOR TO PROVIDE CONCRETE HOUSEKEEPING AND MOUNTING PADS ON ALL FLOOR AND GRADE MOUNTED ELECTRICAL EQUIPMENT, THE FOLLOWING EQUIPMENT IS THE MINIMUM REQUIREMENT FOR PADS. ADDITIONAL PADS MAYBE REQUIRED BASED ON THE ELECTRICAL CONTRACTORS MOUNTING METHODS. 1.1 ELECTRICAL ENCLOSURE 1.2 GENERATORS 2.ALL CONDUIT AND EQUIPMENT SHALL BE INSTALLED AND GROUNDED IN ACCORDANCE WITH THE LATEST EDITION OF THE NATIONAL ELECTRICAL CODE AND APPLICABLE LOCAL CODES. 3.BONDING JUMPERS, CONDUIT CLAMPS AND POINTS OF ATTACHMENT ARE NOT SHOWN ON DRAWINGS. SIZE BONDING JUMPERS IN ACCORDANCE WITH THE NATIONAL ELECTRICAL CODE. THE POINTS OF ATTACHMENT OF THE GROUND CLAMPS SHALL BE ACCESSIBLE LOCATIONS. 4.EQUIPMENT & CONDUIT INSTALLATIONS ARE SHOWN DIAGRAMMATICALLY ONLY AND SHALL BE INSTALLED IN A MANNER TO PREVENT CONFLICTS WITH EQUIPMENT AND STRUCTURAL CONDITIONS. EXPOSED CONDUITS SHALL BE INSTALLED PARALLEL TO BEAMS AND WALLS. 5.CONDUITS SHALL BE TERMINATED SO AS TO PERMIT NEAT CONNECTIONS TO MOTORS AND OTHER EQUIPMENT. 6.NO CONDUIT SMALLER THAN 3/4" PIPE SIZE NOR WIRE SMALLER THAN NO. 12 A.W.G. SHALL BE USED UNLESS OTHERWISE NOTED. 7.THE WIRING AND BLOCK DIAGRAMS, QUANTITY AND SIZE OF WIRES AND CONDUIT REPRESENT A SUGGESTED ARRANGEMENT BASED UPON SELECTED STANDARD COMPONENTS OF ELECTRICAL AND PROCESS EQUIPMENT. MODIFICATIONS ACCEPTABLE TO THE ENGINEER MAY BE MADE BY THE CONTRACTOR TO ACCOMMODATE EQUIPMENT ACTUALLY PURCHASED. THE BASIC SEQUENCE AND METHOD OF CONTROL MUST BE MAINTAINED AS INDICATED ON THE DRAWINGS AND/OR SPECIFICATIONS. ALTERNATE NO. 1 THIS LINE IS ONE INCH LONG WHEN PLOTTED AT FULL SCALE ON A 22" X 34" DRAWING Sheet No.Drawing file: W:\Year - 2024\24002.00 - Barnstable Stevens Street Pump Station\Electrical Department\24002.00 Electrical Plan.dwg Plot Date: Oct 30,2024-9:23amDATEMARK DESCRIPTION Approved by Checked by Job No. Scale Date Designed by Drawn by ENGINEERING, INC. Mechanical/Electrical Engineers 150 Grossman Drive, Suite 309 Braintree, Massachusetts 02184 617 221-9220 web: www.sar.com 23012034 OCTOBER 2024 TOWN OF BARNSTABLE, MA 268 STEVENS STREET PUMP STATION FOR CONSTRUCTION LEGEND, NOTES, AND SCHEDULES ELECTRICAL E-1MC RLB RLB AS SHOWN GGGGGGGSSSSSSSSSSSSS S S S FM FM FM FM FM FM FM FM FMS SGWWWELECTRICAL ENCLOSURE F2 WET WELL DUCTBANK SECTION "A0-A0" VALVE VAULT B B GENERATOR #6 GROUND CONDUCTOR BURIED 24" BELOW GRADE (TYP. FOR ALL GROUND RODS) A0 ALTERNATE NO. 1 DEMOLISH EXISTING LIGHT POLE AND LIGHT FIXTURE, REMOVE ASSOCIATED OVERHEAD LINES BACK TO UPSTREAM LIGHT POLE HOTBOX A0 A A EXISTING UTILITY POLE UP 428-2 WITH NEW OVERHEAD 120/208V SERVICE E E SEWAGE PUMP #2 SEWAGE PUMP #1 ELECTRICAL ENCLOSURE FRONT SIDE F2 C D C 24"X24" HAND HOLE D WP PEDESTAL MOUNT WITH 1" RIGID CONDUIT 8" AFG WITHIN HOTBOX THIS LINE IS ONE INCH LONG WHEN PLOTTED AT FULL SCALE ON A 22" X 34" DRAWING Sheet No.Drawing file: W:\Year - 2024\24002.00 - Barnstable Stevens Street Pump Station\Electrical Department\24002.00 Electrical Plan.dwg Plot Date: Oct 30,2024-9:27amDATEMARK DESCRIPTION Approved by Checked by Job No. Scale Date Designed by Drawn by ENGINEERING, INC. Mechanical/Electrical Engineers 150 Grossman Drive, Suite 309 Braintree, Massachusetts 02184 617 221-9220 web: www.sar.com 23012034 OCTOBER 2024 TOWN OF BARNSTABLE, MA 268 STEVENS STREET PUMP STATION FOR CONSTRUCTION SITE PLAN AND WET WELL PLAN ELECTRICAL MC RLB RLB AS SHOWN E-2 SCALE: SITE PLAN 1" = 10'-0"SCALE: WET WELL PLAN 1/2" = 1'-0" WET WELL MCB, 120/208V, 3-PHASE, 4-WIRE ENCLOSED CIRCUIT BREAKER 50 PUMP CONTROL PANEL (PCP) SEWAGE PUMP #1 208V 3-PHASE ELECTRICAL ENCLOSURE 100 100 30 20 ENCLOSURE RECEPTACLE ENCLOSURE FAN 2020 1-POLE 1-POLE1-POLE GFCI 20 1-POLE 20 1-POLE (6) SPARE CIRCUITS BREAKERS X6 (9) SPARE SPACES X9 20 20 20 ENCLOSURE HEATER RECEPTACLE 1-POLE GFCI F2 POLE MOUNTED LIGHT EX 20 1-POLE SEWAGE PUMP #2 208V 3-PHASE METER SOCKET AND UTILITY METER MPB 100A, 120/208V, 3-PHASE, 4-WIRE 10KAIC, 30 CIRCUIT MAIN PANELBOARD NEW POLE MOUNTED UTILITY TRANSFORMERS ON EXISTING UTILITY POLE 120/208V SECONDARY 3-PHASE, 4-WIRE PRIMARY LINE OVERHEAD UTILITY COMPANY SCALE: ONE LINE DIAGRAM - BASE BID N.T.S. SOURCE 1 SOURCE 2 LOAD OFF MTS, 100A, 3-POLE, 4-WIRE MANUAL TRANSFER SWITCH200A, 120/208 VOLT, 3-PHASE, 4-WIRE GENERATOR CONNECTOR MALE PLUG CELLUAR ALARM RTU EX HAND HOLE UTILITY POLE 482/2 NEW OVERHEAD LINES BY EVERSOURCE 20 1-POLE GFCI HOTBOX HEATER RECEPTACLE WP PROVIDE 4-PORT INSULATED LUG CONNECTORS THIS LINE IS ONE INCH LONG WHEN PLOTTED AT FULL SCALE ON A 22" X 34" DRAWING Sheet No.Drawing file: W:\Year - 2024\24002.00 - Barnstable Stevens Street Pump Station\Electrical Department\24002.00 Electrical Plan.dwg Plot Date: Oct 30,2024-9:27amDATEMARK DESCRIPTION Approved by Checked by Job No. Scale Date Designed by Drawn by ENGINEERING, INC. Mechanical/Electrical Engineers 150 Grossman Drive, Suite 309 Braintree, Massachusetts 02184 617 221-9220 web: www.sar.com 23012034 OCTOBER 2024 TOWN OF BARNSTABLE, MA 268 STEVENS STREET PUMP STATION FOR CONSTRUCTION ONE LINE DIAGRAM - BASE BID ELECTRICAL E-3MC RLB RLB AS SHOWN WET WELL LOAD NORM. EMERG. ATS, 100A, 3-POLE, 4-WIRE AUTOMATIC TRANSFER SWITCH MCB, 120/208V, 3-PHASE, 4-WIRE ENCLOSED CIRCUIT BREAKER 60 PUMP CONTROL PANEL (PCP) SEWAGE PUMP #1 208V 3-PHASE ELECTRICAL ENCLOSURE 100 100 30 20 ENCLOSURE RECEPTACLE ENCLOSURE FAN 2020 1-POLE 1-POLE1-POLE GFCI 20 1-POLE 20 1-POLE (6) SPARE CIRCUITS BREAKERS X6 (9) SPARE SPACES X9 25KW, 120/208V, 3 PHASE, 4-WIRE NATURAL GAS ENGINE GENERATOR WITH OUTDOOR SOUND ATTENUATED ENCLOSURE 20 20 100 20 ENCLOSURE HEATER RECEPTACLE 1-POLE GFCI F2 POLE MOUNTED LIGHT EX 20 1-POLE SEWAGE PUMP #2 208V 3-PHASE METER SOCKET AND UTILITY METER MPB 100A, 120/208V, 3-PHASE, 4-WIRE 10KAIC, 30 CIRCUIT MAIN PANELBOARD SCALE: ONE LINE DIAGRAM - ALTERNATE NO. 1 N.T.S. SOURCE 2 SOURCE 1 LOAD OFF MTS, 100A, 3-POLE, 4-WIRE MANUAL TRANSFER SWITCH 200A, 120/208 VOLT, 3-PHASE, 4-WIRE GENERATOR CONNECTOR MALE PLUG CELLUAR ALARM RTU EX HAND HOLE ALTERNATE NO. 1 ALTERNATE NO. 1 20 1-POLE GFCI HOTBOX HEATER RECEPTACLE WP NEW POLE MOUNTED UTILITY TRANSFORMERS ON EXISTING UTILITY POLE 120/208V SECONDARY 3-PHASE, 4-WIRE PRIMARY LINE OVERHEAD UTILITY COMPANY UTILITY POLE 482/2 NEW OVERHEAD LINES BY EVERSOURCE PROVIDE 4-PORT INSULATED LUG CONNECTORS THIS LINE IS ONE INCH LONG WHEN PLOTTED AT FULL SCALE ON A 22" X 34" DRAWING Sheet No.Drawing file: W:\Year - 2024\24002.00 - Barnstable Stevens Street Pump Station\Electrical Department\24002.00 Electrical Plan.dwg Plot Date: Oct 30,2024-9:27amDATEMARK DESCRIPTION Approved by Checked by Job No. Scale Date Designed by Drawn by ENGINEERING, INC. Mechanical/Electrical Engineers 150 Grossman Drive, Suite 309 Braintree, Massachusetts 02184 617 221-9220 web: www.sar.com 23012034 OCTOBER 2024 TOWN OF BARNSTABLE, MA 268 STEVENS STREET PUMP STATION FOR CONSTRUCTION ONE LINE DIAGRAM - ALTERNATE NO. 1 ELECTRICAL E-3AMC RLB RLB AS SHOWN PUMP ON G M M PUMP OFF R M ETM 1TR AUTO HAND PUMP OFF ON DELAY 0-10 SECS PTR POWER ON DELAY 0-3 MIN. 1TR RESET 1AR HIGH MOTOR TEMP. OFF DELAY 1TR R ON MOTOR CONTACT OPENS OVERTEMP TS PUMP IN HIGH MOTOR TEMP. PCR 1TR R ON LEAK CONTACT CLOSES DETECTION SWITCH IN MOTOR CONNECT TO LEAK SEAL CHAMBER LEAK LEAK 2AR R RESISTIVE FLOAT RELAY, PROVIDED BY DIV.11 3-OL'S CONTROLLER START/STOP CABINET IN PCP MOTOR PUMP CONTROL PANEL (PCP) ELECTRICAL ENCLOSURE WET WELL EXEX ATS GENERATOR ISBP CELLUAR ALARM RTU PUMP ALARM TO CELLULAR DIALER 1AR 2AR PUMP FAIL TO PUMP 1AR CONTROLLER PUMP RUN TO PUMP M CONTROLLER OL OL BACKUP FLOAT CONTROL START CELLULAR ANTENNA AND MOUNTING BRACKET MOUNTED TO SIDE OF ELECTRICAL ENCLOSURE 3/4"C, ANTENNA CABLE SCALE: BLOCK WIRING DIAGRAM N.T.S. SEWAGE PUMPS CONTROL WIRING DIAGRAM SCALE:N.T.S. HAND HOLE BACKUP FLOAT CONTROL STOP ALTERNATE NO. 1 THIS LINE IS ONE INCH LONG WHEN PLOTTED AT FULL SCALE ON A 22" X 34" DRAWING Sheet No.Drawing file: W:\Year - 2024\24002.00 - Barnstable Stevens Street Pump Station\Electrical Department\24002.00 Electrical Plan.dwg Plot Date: Oct 30,2024-9:27amDATEMARK DESCRIPTION Approved by Checked by Job No. Scale Date Designed by Drawn by ENGINEERING, INC. Mechanical/Electrical Engineers 150 Grossman Drive, Suite 309 Braintree, Massachusetts 02184 617 221-9220 web: www.sar.com 23012034 OCTOBER 2024 TOWN OF BARNSTABLE, MA 268 STEVENS STREET PUMP STATION FOR CONSTRUCTION WIRING DIAGRAMS ELECTRICAL E-4MC RLB RLB AS SHOWN PVC SLEEVE IN FORMED SEAL AS SPECIFIED MECHANICAL CONDUIT WATERTIGHT CONCRETE WALL REQUIRED BY SEAL MANUFACTURER PACK AND SEAL OPENING CONCRETE, DIAMETER AS NOT TO SCALE IN WET WELL SUBMERSIBLE LEVEL TRANSDUCER FLOAT SWITCH FLOAT SWITCH CABLE AND SS ANCHOR BOLTS SS MOUNTING BRACKET BACK TO JUNCTION BOX SENSOR CABLE INTO 1"C NOT TO SCALE IN WET WELL TYPICAL FLOAT LEVEL SWITCH CABLE GRIP REFER TO PROCESS MECHANICAL DRAWINGS FOR HEIGHT NOTES: 1.ALL MOUNTING BRACKETS, SUPPORTS, FASTENERS, AND ECT. WITHIN THE WET WELL SHALL BE STAINLESS STEEL. CONCRETE PAD 1" CHAMFER ALL AROUND CRUSHED STONE #5 @ 1'-0" #5 @ 1'-0" (TYPICAL) FINISHED GRADE GROUND ROD NOTES: 1.FOR REINFORCING REQUIREMENTS SEE STRUCTURAL SPECIFICATIONS. 96"X90"X30" 2 DOOR ENCLOSURE GROUND BAR INSIDE OF ENCLOSURE #6 GROUND CONDUCTOR LEVEL TRANSDUCER SENSOR CABLE 6" MIN. AND SS ANCHOR BOLTS SS MOUNTING BRACKET 6" DIA. PVC STILLING WELL 12" BACK TO JUNCTION BOX SENSOR CABLE INTO 1"C CABLE GRIP 12" REVEAL AROUND ENCLOSURE NOTES: 1.ALL MOUNTING BRACKETS, SUPPORTS, FASTENERS, AND ECT. WITHIN THE WET WELL SHALL BE STAINLESS STEEL. OPENING WET WELL HATCH 12" 12" OPENING WET WELL HATCH 12" THROUGH CONCRETE WALL CONDUIT PENETRATION SCALE:N.T.S. BASE DETAIL ELECTRICAL ENCLOSURE SCALE:N.T.S. UTILITY METER ATS 31"x18" MPB 36"x20" PCP 48"x36" LIGHT GROUND BAR ENCLOS. SWITCH/ RECEPT. MCB 20"x10" 96"90"ISBP 12"x12" FIXTURE "F1" HEATER RECEPT. SPD CELLULAR ALARM RTU 16"x16" EQUIPMENT LAYOUT ELECTRICAL ENCLOSURE SCALE:1" = 1'-0" 90"X96"X36" 2 DOOR ENCLOSURE ALARM BEACON LIGHT MTS 26"x18"GENERATOR CONNECTOR MALE PLUG ALTERNATE NO.1 THIS LINE IS ONE INCH LONG WHEN PLOTTED AT FULL SCALE ON A 22" X 34" DRAWING Sheet No.Drawing file: W:\Year - 2024\24002.00 - Barnstable Stevens Street Pump Station\Electrical Department\24002.00 Electrical Plan.dwg Plot Date: Oct 30,2024-9:28amDATEMARK DESCRIPTION Approved by Checked by Job No. Scale Date Designed by Drawn by ENGINEERING, INC. Mechanical/Electrical Engineers 150 Grossman Drive, Suite 309 Braintree, Massachusetts 02184 617 221-9220 web: www.sar.com 23012034 OCTOBER 2024 TOWN OF BARNSTABLE, MA 268 STEVENS STREET PUMP STATION FOR CONSTRUCTION E-5 DETAILS ELECTRICAL MC RLB RLB AS SHOWN 3 1/2" 7 1/2" 3" MINIMUM D11 D12 MIN.2'-0"WARNING TAPE DUCTBANK SECTION NOTES: 1. BACKFILL DUCT BANK IN LAYERS AND MANUALLY TAMP OR "PUDDLE" CONCRETE FILL. PROVIDE RED DUCT BANK MARKER TAPES, READING "CAUTION - ELECTRICAL LINES BELOW", OVER ENTIRE LENGTH OF DUCTLINE. LOCATE TAPES 12 INCHES BELOW GRADE. PROVIDE A TAPE FOR EVERY 12 INCHES OF WIDTH OF DUCTLINE. 2. TRENCHING, CONCRETE WORK, AND BACKFILLING SHALL BE PERFORMED BY GENERAL CONTRACTOR. 3. SINGLE ROW DUCTBANK HEIGHT IS NOT TO EXCEED 12". 4. DUCTBANK CONCRETE SHALL BE 4500 PSI AND SHALL MEET THE REQUIREMENTS OF SPECIFICATION SECTION 03300. D2 (4)#33"D1 CONDUCTORSSIZEDUCT NO. DUCT / CABLE SCHEDULE PULL STRING FINISHED GRADE 3" FROM HANDHOLE TO UTILITY METER STUB UP AND CAP BELOW UTILITY METER PUMP CONTROL PANEL WET WELL PUMPS D4 D5 D6 STUB INTO HANDHOLE AND CAP ISBP PANEL WET WELL LEVEL TRANSMITTER D3 D7 (4)#3, #8 GND GENERATOR ATS (4)#12, #12GND1"MPB GENERATOR BLOCK HEATER, ALTERNATOR HEATER, & BATTERY CHARGER 1"(8)#14 GENERATOR ATS & ALARM DIALER 2" 2" 1"MIN.2'-0"WARNING TAPE SECTION B-B D4 D5D3 SERVICE CONDUCTORS SWEEP(S) (TYPICAL) GALVANIZED RIGID STEEL CONDUIT. SLIP FIT COUPLING 3/4"Ø X 10' COPPER GROUND ROD 36" RADIUS X 90 DEGREE GALVANIZED RIGID STEEL GROUND BUSHING OR CLAMP CONDUIT CLIP (TYP. FOR 3 EACH CONDUIT) FINISH GRADE5'-0"5'-0"10'-0"3'-0"SERVICE RISER POLE ELECTRICAL CONDUIT(S) STEEL-TO-PVC ADAPTER COUPLING PUMP CABLES TRANSMITTER CABLE MIN.2'-0"WARNING TAPE SECTION C-C 6" OF SAND AROUND DUCTS (TYP.) D6 D6 D7 D8 D8 ISBP PANEL WET WELL FLOAT SWITCHES1"FLOAT SWITCH CABLES 2" CLEAR 1" PVC CONDUIT 2'-0"#5 @ 6" 3/4" X 10'-0" LONG3'-6" MIN.CABLE TYPE USE 2'-6"NON-METALLIC NON-SHRINK GROUT 6"GROUND CLAMP TINNED COPPER MIN.WELD EXOTHERMIC STD. CONDUIT ELBOW (TYPICAL) BUSHING 3 #5 FINISHED GRADE 5'-0" CLAMP 12"COPPER CLAD STEEL GROUND ROD GROUND WIRE N0.6 AWG COPPER HANDHOLE NOTES: 1. LIGHT POLE BASES SHALL BE MANUFACTURED PRE-CAST STRUCTURE AND NOT CAST IN PLACE. 2. CONCRETE SHALL BE 5000 PSI AT 28 DAYS SELF COMPACTING CONCRETE MIX. 3. REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO LATEST ASTM SPECIFICATION A706, GRADE 60. SCALE: LIGHT POLE BASE AND MOUNTING DETAIL N.T.S. SCALE: UTILITY POLE SERVICE RISER DETAIL N.T.S. SCALE: DUCTBANK SECTIONS N.T.S. D9 F2 POLE LIGHT FIXTURE1"(2)#12, #12GND MIN.2'-0"WARNING TAPE SECTION E-E D10 3 1/2" OF CONCRETE AROUND DUCT (TYP.) SECTION A0-A0 ALTERNATE NO. 1 ALTERNATE NO. 1 MIN.2'-0"WARNING TAPE SECTION D-D D9 D10 HOTBOX HEATER RECEPTACLE1"(2)#12, #12GND MPB MPB 3 1/2" 7 1/2" 3" MINIMUM D1 D2 MIN.2'-0"WARNING TAPE SECTION A-A D12 (4)#4/03"D11 PULL STRING3" UTILITY POLE HANDHOLE STUB UP AND CAP AT UTILITY POLE BASE STUB INTO HANDHOLE AND CAP THIS LINE IS ONE INCH LONG WHEN PLOTTED AT FULL SCALE ON A 22" X 34" DRAWING Sheet No.Drawing file: W:\Year - 2024\24002.00 - Barnstable Stevens Street Pump Station\Electrical Department\24002.00 Electrical Plan.dwg Plot Date: Oct 30,2024-9:31amDATEMARK DESCRIPTION Approved by Checked by Job No. Scale Date Designed by Drawn by ENGINEERING, INC. Mechanical/Electrical Engineers 150 Grossman Drive, Suite 309 Braintree, Massachusetts 02184 617 221-9220 web: www.sar.com 23012034 OCTOBER 2024 TOWN OF BARNSTABLE, MA 268 STEVENS STREET PUMP STATION FOR CONSTRUCTION E-6 DUCT BANK SECTION AND DETAILS ELECTRICAL MC RLB RLB AS SHOWN Conservation Notice of Intent (NOI) Abutter List for Subject Parcels 308273002, 308017 Property owners within 100 feet of the perimeter of the subject parcel upon which work is proposed. Parcel ID Owner 1 Owner 2 Address Line 1 Address Line 2 City State Zip 290156 DALUZ, DOLORES E & LOPES, DARREN DOLORES E DALUZ 2023 REVOCABLE TRUST 90 MITCHELL'S WAY HYANNIS 02601MA 290157 FRASER, DONOVAN D & ROSE MARIE 61 MITCHELL'S WAY HYANNIS 02601MA 308006 STAFFORDSHIRE LIMITED PARTNERSHIP 297 NORTH STREET HYANNIS 02601MA 308008 JOB TRAINING & EMPL CORP 88 NORTH STREET HYANNIS 02601MA 308009 PERRY, BENJAMIN A 340 NORTH ST HYANNIS 02601MA 308010 PERRY, BENJAMIN A 340 NORTH STREET HYANNIS 02601MA 308011 PERRY, MARY A C/O PERRY, BENJAMIN 340 NORTH ST HYANNIS 02601MA 308013 SANTOS, JOSE P & CACILDA G 154 SUDBURY LANE HYANNIS 02601MA 308017 268 STEVENS HOUSING LLC 460 MAIN STREET HYANNIS 02601MA 308018 WEST BAY PROPERTIES INC P O BOX 68 OSTERVILLE 02655MA 308019 PRISTINE CAPE COD HOMES INC 43 WINSOME ROAD SOUTH YARMOUTH 02664MA 30804400A STAFFORDSHIRE LP 297 NORTH STREET HYANNIS 02601MA 30804400B STAFFORDSHIRE LP 297 NORTH STREET HYANNIS 02601MA 30804400C STAFFORDSHIRE LP 297 NORTH STREET HYANNIS 02601MA 30804400D GLADSTONE LP 297 NORTH STREET HYANNIS 02601MA 8/18/2025 4:06 PMReport Generated On:Page 1 of 2 30Total Number of Abutters: This list by itself does NOT constitute a "Certified List of Abutters" and is provided only as an aid to the determination of abutters. If a Certified Abutter List is required, you must contact the Assessing Division to have this list certified. Parcel ID Owner 1 Owner 2 Address Line 1 Address Line 2 City State Zip 30804400D GLADSTONE LP 297 NORTH STREET HYANNIS 02601MA 30804400E STAFFORDSHIRE LP 297 NORTH STREET HYANNIS 02601MA 30804400F STAFFORDSHIRE LP 297 NORTH STREET HYANNIS 02601MA 30804400G STAFFORDSHIRE LP 297 NORTH STREET HYANNIS 02601MA 30804400H STAFFORDSHIRE LP 297 NORTH STREET HYANNIS 02601MA 30804400I STAFFORDSHIRE LP 297 NORTH STREET HYANNIS 02601MA 30804400J STAFFORDSHIRE LP 297 NORTH STREET HYANNIS 02601MA 30804400K STAFFORDSHIRE LP 297 NORTH STREET HYANNIS 02601MA 30804400L STAFFORDSHIRE LP 297 NORTH STREET HYANNIS 02601MA 30804400M STAFFORDSHIRE LIMITED PARTNERSHIP 297 NORTH STREET HYANNIS 02601MA 308253 DALUZ, JOSEPH JR 255 BEARSES WAY HYANNIS 02601MA 308254 DALUZ, DOLORES E & LOPES, DARREN DOLORES E DALUZ 2023 REVOCABLE TRUST 90 MITCHELL'S WAY HYANNIS 02601MA 308258 VILLAGE MARKETPLACE LLC P O BOX 1562 HYANNIS 02601MA 308263002 DALUZ, DOLORES E & LOPES, DARREN TRS DOLORES E DALUZ 2023 REVOCABLE TRUST 90 MITCHELL'S WAY HYANNIS 02601MA 308273001 BARNSTABLE, TOWN OF (MUN)367 MAIN STREET HYANNIS 02601MA 308273002 BARNSTABLE, TOWN OF (MUN)367 MAIN STREET HYANNIS 02601MA 8/18/2025 4:06 PMReport Generated On:Page 2 of 2 30Total Number of Abutters: This list by itself does NOT constitute a "Certified List of Abutters" and is provided only as an aid to the determination of abutters. If a Certified Abutter List is required, you must contact the Assessing Division to have this list certified. 2,160.00 Conservation Notice of Intent (NOI) Abutter Map for Subject Parcels 308273002, 308017 This map is for illustration purposes only. It is not adequate for legal boundary determination or regulatory interpretation. This map does not represent an on-the-ground survey. It may be generalized, may not reflect current conditions, and may contain cartographic errors or omissions. Legend Property owners within 100 feet of the perimeter of the subject parcel upon which work is proposed. Parcel lines shown on this map are only graphic representations of Assessor’s tax parcels. They are not true property boundaries and do not represent accurate relationships to physical objects on the map such as building locations. 90 Town of Barnstable GIS Unit 180 8/18/2025 gis@town.barnstable.ma.us Printed on: 0 ft.180 Subject Parcel Abutters 100 ft. Buffer ft. 1 inch = approx. Parcels Town Boundary Railroad Tracks Buildings Approx. Building Buildings Parking Lots Paved Unpaved Roads Paved Road Unpaved Road Bridge Paved Median Water Bodies NOTICE OF INTENT ABUTTER NOTIFICATION LETTER DATE: RE: Upcoming Barnstable Conservation Commission Public Hearing To Whom It May Concern, As an abutter within 100 feet of a proposed project, please be advised that a NOTICE OF INTENT application has been filed with the Barnstable Conservation Commission. APPLICANT: PROJECT ADDRESS OR LOCATION: ASSESSOR’S MAP & PARCEL: MAP PARCEL PROJECT DESCRIPTION: ________________________________________________________ APPLICANT’S AGENT: PUBLIC HEARING: WILL BE HELD REMOTELY VIA ZOOM See agenda posting on Town Clerks website available at least 48 hours in advance of the meeting for details. DATE: / / TIME: P.M. NOTE: Plans and applications describing the proposed activity are on file with the Conservation Commission at https://itlaserfiche.town.barnstable.ma.us/WebLink/Browse.aspx?id=825530&dbid=0&repo=TownOfBarns table, by email to Kimberly.Cavanaugh@town.barnstable.ma.us or by calling (508-862-4093) Ph : (508)398-1811 11 Cantor Court Plymouth, MA 02360 Job: Stevens St. Sewer, Barnstable Spec Section No: Stevens Street Barnstable, MA Submittal No: 02140 001 Sent Date: Revision No:003 Submittal 8/14/2025 2024-159 Spec Section Title:Dewatering and Discharge Submittal Title:Dewatering Plan and Procedure Contractor's Stamp Architect's Stamp Engineer's Stamp C.C. Construction, Inc. Contractor: ENVIRONMENTAL PARTNERS An Equal Opportunity Employer M/F/V/H Temporary Dewatering Design Submittal – Rev. 1 Stevens St. Pump Station Barnstable, Massachusetts Prepared For: CC Construction 11 Cantor Court │Plymouth, MA 02360 Prepared By: GZA 249 Vanderbilt Avenue │ Norwood, MA 02062 781-278-3700 32 Offices Nationwide www.gza.com August 11, 2025 File No.: 02.0178063.00 Copyright ©2025 GZA GeoEnvironmental, Inc. An Equal Opportunity Employer M/F/V/H August 11, 2025 File No. 02.0178063.00 Mr. Zach Gonneville CC Construction 11 Cantor Court Plymouth, MA 02360 Re: Temporary Dewatering Design Submittal – Rev. 1 Response to Comments Stevens St. Pump Station Barnstable, Massachusetts Dear Mr. Gonneville, GZA has received and reviewed the review comments prepared by the Engineer and communicated through email on 8/6/2025 regarding the Temporary Dewatering Design Submittal prepared by GZA and dated 5/14/2025 for the excavation required for the above referenced Project located in Barnstable, Massachusetts. We offer the following response to comments. Comment #1: Updated calculations on drawdown rate, settling tank size and sediment bags based on the increased flow rate from the increased number of pumps. Response #1: Noted. We understand that two (2) 5-horsepower pumps have been placed in each deep well which each pump approximately 150-gpm for a total system flow of 900-gpm. Please refer to the attached updated package. Comment #2: Provide a plan for testing for turbidity and water temperature at the discharge location in Aunt Betty’s Pond. Response #2: Noted. Please refer to the “Water Monitoring Instrumentation Plan” letter prepared by GZA and dated 8/8/2025 and please refer to the Stormwater Pollution Prevention Plan (SWPPP) for additional information regarding turbidity testing. Comment #3: Provide a contingency plan in the event there are adverse impacts from the dewatering discharge. Response #3: Contractor to respond. Comment #4: Provide a restoration plan from the impacts of the discharge overland flow and the placement of the sediment tank and discharge basin. Response #4: Restoration plan to be prepared by Others. August 11, 2025 02.0178063.00 Temporary Dewatering Design Submittal - RTC Barnstable, MA Page | 2 Proactive by Design An Equal Opportunity Employer M/F/V/H Please refer to the attached design calculations and drawings for further information. Please contact James McDermott at (781) 223-0980 or Rasim Tumer at (781) 278-5884 with any questions or comments that you may have. Sincerely, GZA James McDermott Bradford Roberts, P.E. Project Manager Senior Principal/Consultant Reviewer (for) Rasim Tumer, P.E. Senior Principal An Equal Opportunity Employer M/F/V/H August 11, 2025 File No. 02.0178063.00 Mr. Zach Gonneville CC Construction 11 Cantor Court Plymouth, MA 02360 Re: Temporary Dewatering Design Submittal – Rev. 1 Stevens St. Pump Station Barnstable, Massachusetts Dear Mr. Gonneville, At your request, GZA has prepared the attached design computations and drawings for the Temporary Dewatering System required for the excavation to facilitate the construction of the proposed Wet Well and Valve Vault structures as part of the above referenced project located in Barnstable, Massachusetts. This package has been updated based on comments from the Engineer received by email on 8/6/2025. The type and layout of the dewatering system has been developed through a collaborative effort between GZA and CC Construction (the Contractor, and their dewatering Subcontractor McQuilkin Dewatering, LLC) and is based on the proposed construction requirements shown on the Contract Documents. The enclosed package provides typical plans, cross sections, details, proposed equipment, and general & material notes, for the proposed dewatering system. Geotechnical Profile: The Geotechnical profile considered in the design of the dewatering system for the above referenced project is based on the information provided in the "Geotechnical Memorandum" prepared by Environmental Partners and dated 6/4/2025. This memorandum includes information for boring B-1, performed at the Project Site in May of 2024 by Northern Drilling Services. Gradation analyses were also performed on selected soil samples. The approximate profile based on the boring consists of a layer of SAND which extends to the bottom of the boring 51-ft below existing grade (EL.= -31.05-ft). This layer is described as a loose to medium-dense, fine to coarse Sand with varying amounts of silt and gravel. Based on the boring and gradation analyses, this layer is generally classified as a Poorly-Graded Sand (SP). The Geotechnical Memorandum identifies this layer as Fill. Based on the gradation analyses, this layer generally contains between about 1.6% and 2.2% of fines. Based on the boring, the groundwater level appears to occur approximately 4-ft below existing grade which corresponds to approximately EL.= 15.95-ft. Please refer to the attached Table 3: Soil Sample Gradation Analyses for a summary of gradation analyses which were performed on select soil samples from this boring. General Assumptions The soil profile is assumed to consist of a pervious sand layer which extends to an unknown depth. An estimated permeability value has been assigned to the sand layer based on soil descriptions from available borings, typical hydraulic conductivity values for natural soils (as shown in Table 1 below), August 11, 2025 02.0178063.00 Temporary Dewatering Design Submittal – Rev. 1 Stevens St. Pump Station, Barnstable, MA Page | 2 Proactive by Design An Equal Opportunity Employer M/F/V/H and empirical relationships derived from the provided gradation analyses. This layer is assumed to have a hydraulic conductivity of approximately 0.032 cm/sec which falls within the expected range for a Poorly-Graded Sand (SP) in Table 1 below. For further details, please refer to the attached calculations. An impermeable layer was not identified in boring B-1. Therefore, for the purposes of our calculations, we have assumed the presence of an impermeable layer (bedrock/silt/clay) at approximately 60-ft below the bottom of boring B-1 which corresponds to an elevation of EL. = -91-ft. The nearest body of standing water to the proposed excavation is assumed to be Aunt Bettys Pond. This pond is estimated to be approximately 425-ft from the proposed excavation which is closer than the calculated radius of influence (R) of the system. Based on TM 5-818-5, if the distance to a water source is equal to about R/2 or greater, the source of seepage can be considered a circle with a radius somewhat less than R. Therefore, the maximum radius of influence for the system is estimated to be approximately twice the distance to the existing Aunt Bettys Pond which is approximately 850-ft. Based on the water level observed in the Contract Boring B-1, a groundwater elevation of EL.=+15.95-ft was considered at the excavation for the design of the dewatering system. The assumed bottom of excavation (BOE) elevation is estimated to be EL.= -5.50-ft at the Wet Well structure. The dewatering system is designed to achieve drawdown of 2-ft below the estimated general BOE. Please refer to the attached calculations for the basis of our groundwater control design. Referenced from: Construction Dewatering: A Guide to Theory & Practice, J. Patrick Powers, P.E., Wiley Series of Practical Construction Guides Estimated Flow Rates Our analysis is based on the assumed soil permeability value and existing groundwater levels stated above. The design assumes gravity flow to a partially penetrating well system. The required drawdown elevation was set at 2-ft below the bottom of excavation (EL.= -7.5-ft). Refer to the summary table below and attached calculations for estimated flow rates for the dewatering system. Min.Max.Min.Max.Min.Max. Open Gravel (GP)10000 1.E+00 3.28E-02 Uniform Gravel (GP)2000 10000 2.E-01 1.E+00 6.56E-03 3.28E-02 Well Graded Gravel (GW)500 3000 5.E-02 3.E-01 1.64E-03 9.84E-03 Uniform Sand (SP)50 2000 5.E-03 2.E-01 1.64E-04 6.56E-03 Well Graded Sand (SW)10 1000 1.E-03 1.E-01 3.28E-05 3.28E-03 Silty Sand (SM)10 50 1.E-03 5.E-03 3.28E-05 1.64E-04 Clayey Sand (SC)1.0 10 1.E-04 1.E-03 3.28E-06 3.28E-05 Silt (ML)0.5 1 5.E-05 1.E-04 1.64E-06 3.28E-06 Clay (CL)0.0001 0.1 1.E-08 1.E-05 3.28E-10 3.28E-07 Description Table1: Range of Hydraulic Conductivity of Natural Soils (k) (Powers) 10-4 cm/sec cm/sec ft/sec August 11, 2025 02.0178063.00 Temporary Dewatering Design Submittal – Rev. 1 Stevens St. Pump Station, Barnstable, MA Page | 3 Proactive by Design An Equal Opportunity Employer M/F/V/H Table 4. Dewatering Analysis Summary Location Permeability (cm/sec) Number of Wells Estimated Flow Per Well (gpm) Estimated Total System Flow (gpm) Wet Well/Valve Vault 3.20E-02 3 Well 1 300 900 Well 2 300 Well 3 300 TOTAL: 900 Please note that the groundwater flow rates will vary based on the actual field conditions encountered and the initial flow rates may be greater than the estimated steady state flow rates (approximately 30% higher). GZA recommends that the dewatering system is monitored for flow and that the drawdown is monitored using observation wells (by Others). Based on the actual conditions and the performance of the dewatering system, notify GZA if the required drawdown is not achieved so that GZA can update the design as required. Any potential changes to the system, such as the addition or removal of wells, will be assessed at that time. Dewatering System We recommend a deep well system which consists of a total of three (3) active deep wells in the sand layer. Deep wells shall be drilled to a minimum tip elevation of EL.= -20.0’ or to refusal, whichever requirement is met first. The wells shall be installed at mutually agreed upon locations (refer to attached plans for proposed well locations and depths). Each well shall be drilled using a nominal 30-in diameter borehole. A 12-inch diameter well with 20-ft of standard PVC mill-slot screen and PVC riser casing shall be placed within the annulus of the borehole. Select filter sand/gravel shall be placed within the screened zone of each well. The remainder of the well boreholes shall be filled with clean sand up to the ground surface. Refer to attached well details for additional information. Filter sand/gravel gradation shall be based on the in-situ soil conditions and will be evaluated at the time of drilling. Each active well shall be furnished with a 3” electric well pump capable of maintaining the required flow rate. The well pump shall be appropriately sized for the actual groundwater, soil, and flow conditions encountered in the field. Based on field observations, each well is expected to contain two (2) 5-horsepower pumps each of which are expected to pump approximately 150-gpm. Standby equipment and standby power supply shall be provided as required. Sump pits shall be provided within the excavation to supplement dewatering as required and to maintain water 2-ft below the bottom of excavation as required. The dewatering system shall be monitored in the field. Adjust pump size and provide sump pits as required based on actual flow rates and groundwater conditions observed. Notify GZA if the actual field conditions vary from those assumed herein and if the dewatering system is inadequate to draw down groundwater to the desired level or to provide a stable bottom of excavation so that the design can be reevaluated. Please note that this dewatering system will cause groundwater drawdown adjacent to the site. GZA recommends monitoring of nearby structures to observe if any settlement occurs due to the lowering of the groundwater table. Notify GZA if excessive settlement of any adjacent structures is observed so that the effect of the dewatering system can be evaluated. August 11, 2025 02.0178063.00 Temporary Dewatering Design Submittal – Rev. 1 Stevens St. Pump Station, Barnstable, MA Page | 4 Proactive by Design An Equal Opportunity Employer M/F/V/H Groundwater Discharge Monitoring of groundwater shall be conducted in accordance with the all required Permits and all Project Requirements. Groundwater, at minimum, shall pass through a sedimentation tank and a dirt bag prior to discharge. One (1) 21,000 gallon sedimentation tank is expected based on the assumed flow rates, but additional tanks shall be used as required based on actual conditions encountered. Discharge shall be to a temporary dewatering basin which overflows to the existing Aunt Bettys Pond which shall be down gradient from the excavation to avoid impact on the proposed dewatering system. Discharge area shall be an approved area as specified in the Project Specifications. Groundwater discharge should be observed prior to the dirt bag and/or sedimentation tank in order to verify all wells are pumping and to observe if there are fines present in the discharge. Groundwater Monitoring Monitor the discharge flow into the silt bag/sedimentation tank and infiltration basin per all applicable Permits and all Project requirements. Proposed Construction Sequence for Dewatering Operations 1.Field locate all utilities and existing structures which may interfere with the proposed construction. 2.Layout and install temporary support of excavation system (by Others). 3.Layout and install three (3) deep wells at the approximate locations and to the required depths as shown herein and ancillary piping to sedimentation tank(s)/dirt bag(s). Provide a system which enables observation of the groundwater discharge at the sedimentation tank(s)/dirt bag(s) to verify all pumps are working and if there are fines present in the discharge. The actual locations of the system to be determined in the field. 4.Develop wells that have been installed. 5.Monitor and treat discharged groundwater in accordance with the General Permit and Contract Specifications. 6.Begin excavation (by others). 7.Verify required drawdown has been achieved using monitoring wells. Install additional wells and provide supplemental local sumping as required to dewater any perched groundwater or seepage within the excavation. 8.Excavate to the bottom of excavation and perform required work in accordance with the Contract Documents and Requirements. 9.Grout well holes or remove dewatering system upon completion of proposed construction and backfilling in accordance with the Contract Documents and Specifications. Summary The dewatering system herein has been designed based on an assumed permeability value based on the information provided in the Contract Documents. Please note that the actual flow rates will vary in the field. The dewatering system may require adjustment in the field based on an observational approach in order to facilitate the proposed excavation and construction operations based on the actual groundwater and soil conditions. GZA shall be notified if the soil and groundwater conditions encountered differ from those assumed herein. GZA shall be notified if the required water drawdown is not achieved, or the bottom of excavation is not stable due to the presence of water so that the system can be re-evaluated. We recommend monitoring nearby structures to detect if drawdown from the dewatering system is causing settlement of any adjacent structures. Notify GZA if excessive settlement of any adjacent structures is observed so that the effect of the dewatering system can be evaluated. August 11, 2025 02.0178063.00 Temporary Dewatering Design Submittal – Rev. 1 Stevens St. Pump Station, Barnstable, MA Page | 5 Proactive by Design An Equal Opportunity Employer M/F/V/H Please refer to the attached design calculations and drawings for further information. Please contact James McDermott at (781) 223-0980 or Rasim Tumer at (781) 278-5884 with any questions or comments that you may have. Sincerely, GZA James McDermott Bradford Roberts, P.E. Project Manager Senior Principal/Consultant Reviewer (for) Rasim Tumer, P.E. Senior Principal August 11, 2025 02.0178063.00 Temporary Dewatering Design Submittal – Rev. 1 Stevens St. Pump Station, Barnstable, MA Page | 6 Proactive by Design An Equal Opportunity Employer M/F/V/H Table of Contents Temporary Dewatering Design Submittal Stevens St. Pump Station Barnstable, Massachusetts Drawings Description DW-0 – DW-2 – Rev. 1 General Notes, Well System, Construction Sequence, Plan View, Section Views, and Typical Details Calculations Description Geotechnical Profile & Dewatering Summary_R1.xmcd Dewatering Analysis Assumptions & Summary Groundwater Drawdown Calculations_R1.xmcd Dewatering and drawdown estimation References Description Slotted PVC Well Casing.pdf Well Casing Material Specification Pump Cut Sheets.pdf Electric Submersible Pump Cut Sheets Qualifications Description GZA Dewatering Qualifications.pdf Summary of recent similar dewatering Projects Certificates Description Certification of Design.pdf Certificate of Design per Project Specification August 11, 2025 02.0178063.00 Temporary Dewatering Design Submittal – Rev. 1 Stevens St. Pump Station, Barnstable, MA Page | 7 Proactive by Design An Equal Opportunity Employer M/F/V/H DRAWINGS SHEET NO.GZAGeoEnvironmental, Inc.Engineers and ScientistsPREPARED BY:PREPARED FOR:www.gza.comPROJECT NO.DATE:REVISION NO.DESIGNED BY:PROJ MGR:DRAWN BY:REVIEWED BY:CHECKED BY:SCALE:5/14/202502.0178063.001AS NOTEDGGSJPMRTJPMJPM1 OF 3DW-0DRAWINGTEMPORARY DEWATERING SYSTEMGEN. & DEWATERING NOTES; CONSTRUCTION SEQUENCE268 STEVENS STREET PUMP STATIONBARNSTABLE, MA N 22EASEEASEEASEEASEEASEOHW0+00FMOHWOHWEOHWEASEOHWOHWEWWWWB-1WASPHALT BERMWWWEASE20LPLLPLASPHALT BERMIMPERVIOUS CLAYDAM (TYP.)GG200FM20200ESEEEGGSWEASESSE4" BYPASS CONNECTION (SEE SECTION VIEW)SEE SHEET C-4 FOR INSTRUMENTATIONAND ELECTRICAL WIRING CONTINUATIONDESIGNATED LADDER ACCESS AREA8" PVC TO DI SOLIDSLEEVE TRANSITIONCOUPLINGCONCRETE ENCASEDPIPE (2' X 2' X 2')48" X 30" WATERTIGHT ALUMINUM ACCESS HATCHSUBMERSIBLE WASTEWATER PUMP (TYP. OF 2)(2) 1" SS GUIDE PIPES (TYP.)SEE SEAL DETAIL ON SHEET M-4 (TYP.)4" DI FORCEMAIN (TYP. OF 2)4.0' MIN4" DI DRAIN PIPEPMP-1PI-28" PVCINFLUENTGRAVITYSEWER. SEESHEET C-4 FORCONTINUATION8" DI INFLUENTGRAVITY SEWERSEE SEAL DETAIL ON SHEET M-44" DI WET WELL VENT4" 90° DI BEND (TYP.)PMP-213.9'CV-2PV-2SLOPE VALVE VAULT FLOORTO SUMP6' DIAMETER PRECASTCONCRETE WET WELLPRESSURE GAUGE (TYP. OF 2)4" 90° DI BEND30" DIAMETER WATERTIGHTFRAME AND COVERVALVE VAULT STAIRSPRECAST CONCRETE VALVEVAULT. MINIMUM 5' X 6' INTERIORDIMENSIONS2.0' MIN4" DI FLEXIBLECOUPLING (TYP. OF 4)PI-1CV-1PV-12' X 2'SUMP9" MIN4" X 4" DI FLANGED TEE (TYP.)4" DI CHECK VALVE (TYP. OF 2)4" DI PLUG VALVE (TYP. OF 2)4" DI FLANGED COUPLING ADAPTER4" DI TO PVC SOLID SLEEVETRANSITION COUPLING4" PVC FORCE MAIN TO MITCHELLS WAY. SEESHEET C-4 FOR CONTINUATION.IGRAPHIC SCALE: 1/4" = 1'-0"4'02'4'NSHEET NO.GZAGeoEnvironmental, Inc.Engineers and ScientistsPREPARED BY:PREPARED FOR:www.gza.comPROJECT NO.DATE:REVISION NO.DESIGNED BY:PROJ MGR:DRAWN BY:REVIEWED BY:CHECKED BY:SCALE:5/14/202502.0178063.001AS NOTEDGGSJPMRTJPMJPM2 OF 3DW-1DRAWINGTEMPORARY DEWATERING SYSTEMPLAN VIEW268 STEVENS STREET PUMP STATIONBARNSTABLE, MA 6' DIAMETER PRECASTCONCRETE WET WELL4" DI VENT AND CARBON FILTERINSTALLED 3 FT ABOVE GRADEWET WELL VENT PAINTED SAFETY YELLOWFINISH GRADEEL. = 20.5'TOP OF CONCRETEEL. = 19.5'4.0'316 STAINLESS STEELLIFTING CHAIN (TYP.)JOINTS WITH A DOUBLE ROWOF JOINT SEALANT (TYP.)EXTERIOR JOINTWRAP (TYP.)SEE SEAL DETAIL ON SHEET M-4℄ EL.=12.8'CONCRETE ENCASED PIPE (2' X 2' X 2')8" DI INFLUENT GRAVITY SEWER8" PVC TO DI SOLID SLEEVETRANSITION COUPLING8" PVC INFLUENT GRAVITYSEWER. SEE SHEET C-4FOR CONTINUATION8" DI INFLUENT INV.EL.= 7.50'HIGH-HIGH LEVEL ALARM EL.= 7.00'HIGH LEVEL ALARM EL.= 6.50'LAG PUMP ON EL.= 6.00'LEAD PUMP ON EL.= 5.50'℄ EL.=10.53'SEE SEALDETAIL ONSHEET M-44" DUCKBILLCHECK VALVEHWL4" DI DRAIN PIPESLOPE 14" PER FT.SS PIPE SUPPORTS AS REQUIRED (TYP.)WATERPROOFING (TYP. ALL SIDES)EL. = 7.3'9"MIN.13.9'PUMPS OFFEL.= 3.00'GROUT EDGE ALL AROUNDSLOPED CONCRETE FILLLOW LEVELALARM EL.= 2.50'PMP-2BOTTOM OF WETWELL EL.= 0.50'3.0' MIN (TYP.)3.0'BOTTOM OF STATIONEL.= -3.5'SUBMERSIBLE PUMP (TYP. OF 2)2.0' MIN34 CRUSHEDSTONE 2' MINTHICKNESS22.0'LWL1SEE NOTE 4US 120NWFILTERFABRIC2' X 2' SUMPCV-2(2) 1" SCH 40 PVCGUIDE PIPES (TYP.)4" DI 90° BEND8.1'4" DI FORCE MAIN(TYP. OF 2)SEE SEAL DETAILON SHEET M-43.8'PRECAST CONCRETE VALVEVAULT MINIMUM 5' X 6'INTERIOR DIMENSIONSWATERPROOFING(TYP. ALL SIDES)SCALE: 1" = 2'-6"48" X 30" WATERTIGHTALUMINUM ACCESS HATCHBACKFILL WITHCOMPACTEDSELECT FILL (TYP.)APPROXIMATEGROUNDWATER TABLEEL. = 17.0' (SEE NOTE 3)US 120NW FILTER FABRICDISCHARGE BASE ELBOWUNDISTURBED MATERIAL (TYP.)SHEET NO.GZAGeoEnvironmental, Inc.Engineers and ScientistsPREPARED BY:PREPARED FOR:www.gza.comPROJECT NO.DATE:REVISION NO.DESIGNED BY:PROJ MGR:DRAWN BY:REVIEWED BY:CHECKED BY:SCALE:5/14/202502.0178063.001AS NOTEDGGSJPMRTJPMJPM3 OF 3DW-2DRAWINGTEMPORARY DEWATERING SYSTEMSECTION VIEW & TYPICAL DETAILS268 STEVENS STREET PUMP STATIONBARNSTABLE, MAGRAPHIC SCALE: 1/4" = 1'-0"4'02'4' August 11, 2025 02.0178063.00 Temporary Dewatering Design Submittal – Rev. 1 Stevens St. Pump Station, Barnstable, MA Page | 8 Proactive by Design An Equal Opportunity Employer M/F/V/H CALCULATIONS GZA GeoEnvironmental, Inc. 02.0178063.00 Stevens Street Pump Station Dewatering Calc - Geotech Profile & Analysis Summary - Rev. 1 By: JPM 5/9/2025 Rev. 1: JPM 8/10/2025 Chk: RMC 8/11/2025 Dewatering Calculations Geotechnical Profile & Dewatering Analysis Summary - Rev. 1 Subject:Summary of geotechnical assumptions and profile for dewatering design. Reference: Contract Drawings, titled "268 Stevens Street Pump Station", prepared by Environmental• Partners, dated November 2024. "Geotechnical Memorandum", prepared by Environmental Partners, dated 6/4/2024.• Geotechnical Profile: The Geotechnical profile considered in the design of the dewatering system for the excavation required to facilitate the construction of the proposed Wet Well and Valve Vault structures as part of the above referenced project are based on the information provided in the "Geotechnical Memorandum" prepared by Environmental Partners and dated 6/4/2025. This memorandum includes information for boring B-1 performed at the Project Site in May of 2024 by Northern Drilling Services . Gradation analyses were also performed on selected soil samples. The approximate profile based on the boring consists of a layer of SAND which extends to the bottom of the boring 51-ft below existing grade (EL.= -31.05-ft). This layer is described as a losse to medium-dense, fine to coarse Sand with varying amounts of silt and gravel. Based on the boring and gradation analyses, this layer is generally classified as a Poorly-Graded Sand (SP). The Geotechnical Memorandum identifies this layer as Fill. Based on the gradation analyses, this layer generally contains between about 1.6% and 2.2% of fines. Based on the boring, the groundwater level appears to occur approximately 4-ft below existing grade which corresponds to approximately EL.= 15.95-ft. Please refer to the attached Table 3: Soil Sample Gradation Analyses for a summary of gradation analyses which were performed on select soil samples from this boring. Dewatering calcs_Analysis Summary__R1.xmcd 1/6 Printed: 8/11/2025 GZA GeoEnvironmental, Inc. 02.0178063.00 Stevens Street Pump Station Dewatering Calc - Geotech Profile & Analysis Summary - Rev. 1 By: JPM 5/9/2025 Rev. 1: JPM 8/10/2025 Chk: RMC 8/11/2025 Wet Well & Valve Vault Excavation The proposed excavation is anticipated to be performed using a support of excavation system designed by others. The bottom of the proposed Wet Well structure is anticipated to be EL.= -5.5-ft based on the Contract Drawings. Based on this, the minimum bottom of excavation (BOE) elevation is anticipated to be approximately EL.= -5.5-ft. The dewatering system will be designed based on this minimum bottom of excavation over the area of the wet well. Excavation Geometry: Minimum Bottom of Excavation Elevation ELBOE 5.5-ft:= Required Drawdown Elevation ELdd ELBOE 2ft-7.5-ft=:= Existing Grade (varies)ELeg 20ft:= Assumed Groundwater Elevation (per Boring B-1) ELw 15.95ft:= Dewatering System: A deepwell system will be used for the dewatering system. A total of three (3) new deep wells will be installed around the perimeter of the excavation to a minimum depth of 40-ft below existing grade. Deep Wells Geometry Assumed well borehole diameter dw 30 in:= Tip of wells (proposed)ELtip_well 20-ft:= Screened Length of well (proposed)L screen 20ft:= Top of well screen (proposed)ELtop_screen ELtip_well L screen+0 ft=:= Dewatering calcs_Analysis Summary__R1.xmcd 2/6 Printed: 8/11/2025 GZA GeoEnvironmental, Inc. 02.0178063.00 Stevens Street Pump Station Dewatering Calc - Geotech Profile & Analysis Summary - Rev. 1 By: JPM 5/9/2025 Rev. 1: JPM 8/10/2025 Chk: RMC 8/11/2025 Dewatering Models: A general soil profile has been developed based on the Geotechnical Memorandum provided in the Contract Documents. This profile assumes a sand layer underlain by an assumed impermeable layer (bedrock/silt/clay) at an assumed depth. Permeability value for the sand layer is based on the select gradation information provided in the Contract Documents in conjunction with the soil descriptions provided in the available boring and the below table taken from Powers, "Range of Hydraulic Conductivity of Natural Soils" which provides a range of typical permeability values based on soil description and USCS soil classifications. The Hazen formula (an empirical correlation between D10 value and permeability) will be used to estimate permeability based on the gradation information, and the selected permeability will be compared to the below table to ensure that it is reasonable for the described soil type. Please refer to the attached Table 3 and the below Table 1. Deep wells will be provided to draw down groundwater in the sand layer. These wells will be designed as partially penetrating wells with a circular source and gravity flow. Min.Max.Min.Max.Min.Max. Open Gravel (GP)10000 1.E+00 3.28E-02 Uniform Gravel (GP)2000 10000 2.E-01 1.E+00 6.56E-03 3.28E-02 Well Graded Gravel (GW)500 3000 5.E-02 3.E-01 1.64E-03 9.84E-03 Uniform Sand (SP)50 2000 5.E-03 2.E-01 1.64E-04 6.56E-03 Well Graded Sand (SW)10 1000 1.E-03 1.E-01 3.28E-05 3.28E-03 Silty Sand (SM)10 50 1.E-03 5.E-03 3.28E-05 1.64E-04 Clayey Sand (SC)1.0 10 1.E-04 1.E-03 3.28E-06 3.28E-05 Silt (ML)0.5 1 5.E-05 1.E-04 1.64E-06 3.28E-06 Clay (CL)0.0001 0.1 1.E-08 1.E-05 3.28E-10 3.28E-07 Description Table1: Range of Hydraulic Conductivity of Natural Soils (k) (Powers) 10-4 cm/sec cm/sec ft/sec Empirical Equations: Wells are placed around the perimeter of the excavation. Empirical equations from TM5-818-5 are used to estimate the required flow to each well to create a combined drawdown from multiple wells to achieve the desired drawn down water elevation. With the use of empirical equations, a single hydraulic conductivity is assumed for the soil above the impervious layer. Dewatering calcs_Analysis Summary__R1.xmcd 3/6 Printed: 8/11/2025 GZA GeoEnvironmental, Inc. 02.0178063.00 Stevens Street Pump Station Dewatering Calc - Geotech Profile & Analysis Summary - Rev. 1 By: JPM 5/9/2025 Rev. 1: JPM 8/10/2025 Chk: RMC 8/11/2025 DEEP WELLS This analysis considers the assumed design permeability value for the sand layer. Permeability is based on the maximum calculated by the Hazen Formula for soil samples taken within the Sand, The permeability is calculated to be 0.03 cm/sec which is whithin the range for a Uniform Sand (SP) in Table 1 above and is therefore considered to be a reasonable estimate. No impermeable layer was identified in boring B-1. Therefore, an impermeable layer (bedrock/clay/silt) is assumed to be present 60-ft below the bottom of boring which corresponds to approximately EL.= -91-ft. Sand Permeability k1 0.03 cm sec:= Round permeability up to 0.032 cm/sec based on observed flow rates in the field k1 0.032 cm sec:= REV. 1 This value is within the typical range for Uniform Sand (SP) which appears reasonable based on the soil descriptions and classifications. Top of Impermeable layer (assumed) ELimp 91-ft:= Refer to attached analysis for estimated flow rates and drawdown Max. Flow per well Qw 300gpm:= REV. 1 Number of wells nw 3:= Total Estimated Flow Qtotal Qw nw900 gpm=:= Dewatering calcs_Analysis Summary__R1.xmcd 4/6 Printed: 8/11/2025 GZA GeoEnvironmental, Inc. 02.0178063.00 Stevens Street Pump Station Dewatering Calc - Geotech Profile & Analysis Summary - Rev. 1 By: JPM 5/9/2025 Rev. 1: JPM 8/10/2025 Chk: RMC 8/11/2025 Size Sedimentation Tank(s) REV. 1 Estimated Max. Flow of System Q Qtotal 900 gpm=:= Check Area for Temporary Settling Tank Check required number of 21,000 gallon sedimentation tanks. Assume Width of Tank Wt 8ft:= Assume Length Tank L t 45ft:= Volume of Tank Vt 21000gal:= Water Height in Tank Ht Vt Wt L t7.8 ft=:= Tank Surface Area At Wt Lt360 ft2=:= Retention Time T Vt Q 0.39 hr=:= Critical Settling Velocity vcs Ht T 0.002 m sec=:=vcs 0.006 ft sec= Profile is sand. Therefore, design tank size to settle out a fine sand particle. Refer to Lindeburg 26-5 for assumed settling velocity values Particle Size to settle (fine sand) D 0.075mm:= Assumed Settling Velocity vs_1 .01 m sec:= Approximate kinematic viscosity ķ .000001 m2 sec:= Approximate specific Gravity SG 2.65:= Reynold's Number Re vs_1 D ķ 0.75=:=<1.0 Therefore, use Stoke's Law Gravity Constant g 32.17 s 2-ft= Calculate Settling Velocity vs SG 1-() D( )2g 18 ķ0.005 m sec=:= Dewatering calcs_Analysis Summary__R1.xmcd 5/6 Printed: 8/11/2025 GZA GeoEnvironmental, Inc. 02.0178063.00 Stevens Street Pump Station Dewatering Calc - Geotech Profile & Analysis Summary - Rev. 1 By: JPM 5/9/2025 Rev. 1: JPM 8/10/2025 Chk: RMC 8/11/2025 Refer to Lindeburg 26-5 for assumed settling velocity values settling velocity (assume a fine sand) vs 0.005 m sec= Check Min. Required Settling Time treq Ht vs 0.13 hr=:=<T 0.39 hr= OK Required Area Areq Q vs 120.87 ft2=:=<At 360 ft2= OK Dewatering calcs_Analysis Summary__R1.xmcd 6/6 Printed: 8/11/2025 02.0178063.00 Stevens Street Pump Station Temporary Dewatering - Geotechnical Summary By: JPM 5/9/2025 Chk: GGS 5/13/2025 Hazen Formula2 k=100*(D10)2 Coarse Fine Coarse Medium Fine Silt Clay k (cm/sec) S-8 14 - 16 SP 0 0 4.4 35.5 57.9 2.65 0.76 0.4238 0.3383 0.2274 0.1599 0.026 S-10 18 - 20 SP 0 0 4.9 40.4 52.9 2.75 0.91 0.4754 0.388 0.274 0.173 0.030 S-11 24 - 26 SP 0 0 6.8 37.6 54 2.77 0.91 0.4686 0.3806 0.2689 0.1694 0.029 (1) - D 10 value is as shown on the sieve analysis. N/A indicates that more than 10% passed the smallest sieve size used.AVG:0.028 (2) - Hazen formula is only reasonable and calculated for samles with a D10 value between 0.1 and 3-mm. N/A indicates that sample does not meet this criteria. (3) - USCS Classification is based on sieve analysis report B-1 2.2 1.8 1.6 % Gravel % Sand Table 3. Soil Sample Gradation Analyses Boring Sample No. Depth (ft.)USCS Classification3 Cu (D60/D10) Cc (D30)2/(D60*D10) D60 (mm) D50 (mm) D30 (mm) D10 (mm)1 % Fines GZA GeoEnvironmental, Inc. 02.0178063.00 Stevens St Pump Station Temporary Dewatering Deep Wells Analysis - Rev. 1 By: JPM 5/9/2025 Rev. 1: JPM 8/10/2025 Chk: RMC 8/11/2025 Groundwater Drawdown Calculations - Rev. 1 Subject:Estimation of groundwater flow / drawdown to dewatering system. Reference:Contract Drawings, titled "268 Stevens Street Pump Station",• prepared by Environmental Partners, dated November 2024. "Geotechnical Memorandum", prepared by Environmental Partners,• dated 6/4/2024. Construction Dewatering: A Guide to Theory & Practice, J. Patrick• Powers, P.E., Wiley Series of Practical Construction Guides. TM 5-818-5 Dewatering and Groundwater Control Manual• Gravity Flow Dewatering calcs - Gravity _Multiple Wells_Avg Flow_full_R1.xmcd1/11 Printed: 8/10/2025 GZA GeoEnvironmental, Inc. 02.0178063.00 Stevens St Pump Station Temporary Dewatering Deep Wells Analysis - Rev. 1 By: JPM 5/9/2025 Rev. 1: JPM 8/10/2025 Chk: RMC 8/11/2025 Define Well Coordinates Well 1 W1 x 11-:=W1 y 3.25:= Well 2 W2x 10:=W2y 8.5:= Well 3 W3x 3:=W3y 8.75-:= Determine Distance to Point P from each Well Distance from P to Well i ri Wix x-( ) 2 Wiy y-( ) 2+:= Dewatering calcs - Gravity _Multiple Wells_Avg Flow_full_R1.xmcd2/11 Printed: 8/10/2025 GZA GeoEnvironmental, Inc. 02.0178063.00 Stevens St Pump Station Temporary Dewatering Deep Wells Analysis - Rev. 1 By: JPM 5/9/2025 Rev. 1: JPM 8/10/2025 Chk: RMC 8/11/2025 Min.Max.Min.Max.Min.Max. Open Gravel (GP)10000 1.E+00 3.28E-02 Uniform Gravel (GP)2000 10000 2.E-01 1.E+00 6.56E-03 3.28E-02 Well Graded Gravel (GW)500 3000 5.E-02 3.E-01 1.64E-03 9.84E-03 Uniform Sand (SP)50 2000 5.E-03 2.E-01 1.64E-04 6.56E-03 Well Graded Sand (SW)10 1000 1.E-03 1.E-01 3.28E-05 3.28E-03 Silty Sand (SM)10 50 1.E-03 5.E-03 3.28E-05 1.64E-04 Clayey Sand (SC)1.0 10 1.E-04 1.E-03 3.28E-06 3.28E-05 Silt (ML)0.5 1 5.E-05 1.E-04 1.64E-06 3.28E-06 Clay (CL)0.0001 0.1 1.E-08 1.E-05 3.28E-10 3.28E-07 Description Table1: Range of Hydraulic Conductivity of Natural Soils (k) (Powers) 10-4 cm/sec cm/sec ft/sec Dewatering calcs - Gravity _Multiple Wells_Avg Flow_full_R1.xmcd3/11 Printed: 8/10/2025 GZA GeoEnvironmental, Inc. 02.0178063.00 Stevens St Pump Station Temporary Dewatering Deep Wells Analysis - Rev. 1 By: JPM 5/9/2025 Rev. 1: JPM 8/10/2025 Chk: RMC 8/11/2025 Assume Soil Permeability (refer to Geotechnical Profile & Dewatering Analysis Summary Calc) ku 0.032 cm sec 0.00105 ft sec=:= REV. 1 k k u ft sec 0.00105=:=ft sec Dewatering System Geometry (deep wells): Existing Grade (varies)EG 20:=ft Groundwater Elevation (per boring B-1) GW 15.95:=ft Tip of Well Elevation TIP 20-:=ft 40-ft well Well Screen Length SC 20:=ft Top of Screen Elevation TS TIP SC+0=:=ft Assumed Elevation of Bottom Impervious Layer (60-ft below bottom boring) IMP 91-:=ft Distance from well tip to impervious s TIP IMP-71=:=ft Initial Head of Water Above impervious H GW IMP-106.95=:=ft Dewatering System Requirements: Anticipated minimum BOE BOE 5.5-:=ft Required Drawdown Elevation at SOE DDw_SOE BOE 2-7.5-=:=ft Final Head of Water Above Well at SOE ho_SOE DDw_SOE IMP-83.5=:=ft Dewatering calcs - Gravity _Multiple Wells_Avg Flow_full_R1.xmcd4/11 Printed: 8/10/2025 GZA GeoEnvironmental, Inc. 02.0178063.00 Stevens St Pump Station Temporary Dewatering Deep Wells Analysis - Rev. 1 By: JPM 5/9/2025 Rev. 1: JPM 8/10/2025 Chk: RMC 8/11/2025 Estimate radius of influence for expected excavation using equation from Figure 4-23 of TM 5-818-5: C 3:=for gravity flow for well system Radius of Influence at Steady State at SOE Rss_SOE C H ho_SOE-( ) ku 10 4-cm sec 1258=:=ft Radius of Influence RSOE Rss_SOE 1258=:=ft say RSOE 1260:=ft The existing Aunt Bettys Pond appears to be the nearest body of standing water to the proposed excavation. This pond is measured to be approximately 425-ft from the excavation area. This is closer than the calculated radius of influence. Based on TM 5-818-5, if the distance to a water source is equal to about R/2 or greater, the source of seepage can be considered a circle with a radius somewhat less than R. Therefore, the maximum radius is about twice the distance to the nearby pond. Approx. Distance to Existing Aunt Bettys Pond Deg 425ft:=<RSOE 1260=ft Therefore,RSOE 2 Deg ft 850=:=ft Dewatering calcs - Gravity _Multiple Wells_Avg Flow_full_R1.xmcd5/11 Printed: 8/10/2025 GZA GeoEnvironmental, Inc. 02.0178063.00 Stevens St Pump Station Temporary Dewatering Deep Wells Analysis - Rev. 1 By: JPM 5/9/2025 Rev. 1: JPM 8/10/2025 Chk: RMC 8/11/2025 Determine Well Flow Rates Estimate well flow rates for Wells 1-3 Min. Well Radius rw 15 12:=ft Approximate Wetted Length of System t DD w_SOE TIP-12.5=:=ft Check Max Flow per Well Qw_max ĺ kuH fts ft-()2 t ft( )2- ln RSOE rw 1 0.30 10 rw H+ sin 1.8 s H + 357.9 gpm=:= Estimated Flow at each well Qw1 300gpm:=<Qw_max 357.9 gpm= REV. 1 Qw2 300gpm:=<Qw_max 357.9 gpm= REV. 1 Qw3 300gpm:=<Qw_max 357.9 gpm= REV. 1 Dewatering calcs - Gravity _Multiple Wells_Avg Flow_full_R1.xmcd6/11 Printed: 8/10/2025 GZA GeoEnvironmental, Inc. 02.0178063.00 Stevens St Pump Station Temporary Dewatering Deep Wells Analysis - Rev. 1 By: JPM 5/9/2025 Rev. 1: JPM 8/10/2025 Chk: RMC 8/11/2025 Determine Drawdown: hi x y, ( )H2 Qwi gpm ĺ kln R ri x y, ( ) 0.0022280094-ri x y, ( )1.5 H>if H Qwi gpm 0.13ln R ri x y, ( ) ln 10 R H 0.0022280094 ĺ kH1 0.8 s H 1.5 - -otherwise :=ri Drawdown function for well system (from bottom of impervious) X x y, ( ) 1 N i H hi x y, ( )-( ) = := Input Properties ng 5:=Grid/Mesh Size Variable xlow 100-:=xhigh 100:=Enter the endpoints of the x range: Enter the number of divisions of x range:xn xhigh xlow- ng 40=:= Enter the endpoints of the y range:ylow 100-:=yhigh 100:= Enter the number of divisions of y range:yn yhigh ylow- ng 40=:= Dewatering calcs - Gravity _Multiple Wells_Avg Flow_full_R1.xmcd7/11 Printed: 8/10/2025 GZA GeoEnvironmental, Inc. 02.0178063.00 Stevens St Pump Station Temporary Dewatering Deep Wells Analysis - Rev. 1 By: JPM 5/9/2025 Rev. 1: JPM 8/10/2025 Chk: RMC 8/11/2025 Required Drawdown Elevation at Excavation DDr 7.5-:=ft Define Grid for Graphics SOE x y, ( )x y DD r := Initial Groundwater above tip of Well H 106.95=ft Top of Screen Elevation TS 0=ft Apply Unit Conversion 1gpm ft sec 0.0022280094 ft2= Drawdown Elevation DD x y, ( ) GW X x y, ( )-:= Use CreateMesh to build a grid of values: Drawdown F CreateMesh DD xlow, xhigh, ylow, yhigh, xn, yn, ():= Bottom of SOE SOE CreateMesh SOE xlow, xhigh, ylow, yhigh, xn, yn, ():= Dewatering calcs - Gravity _Multiple Wells_Avg Flow_full_R1.xmcd8/11 Printed: 8/10/2025 GZA GeoEnvironmental, Inc. 02.0178063.00 Stevens St Pump Station Temporary Dewatering Deep Wells Analysis - Rev. 1 By: JPM 5/9/2025 Rev. 1: JPM 8/10/2025 Chk: RMC 8/11/2025 Drawdown Contours F Dewatering calcs - Gravity _Multiple Wells_Avg Flow_full_R1.xmcd9/11 Printed: 8/10/2025 GZA GeoEnvironmental, Inc. 02.0178063.00 Stevens St Pump Station Temporary Dewatering Deep Wells Analysis - Rev. 1 By: JPM 5/9/2025 Rev. 1: JPM 8/10/2025 Chk: RMC 8/11/2025 3D Groundwater Drawdown F SOE, Dewatering calcs - Gravity _Multiple Wells_Avg Flow_full_R1.xmcd10/11 Printed: 8/10/2025 GZA GeoEnvironmental, Inc. 02.0178063.00 Stevens St Pump Station Temporary Dewatering Deep Wells Analysis - Rev. 1 By: JPM 5/9/2025 Rev. 1: JPM 8/10/2025 Chk: RMC 8/11/2025 Drawdown Drawdown Through Centerline of Excavation F SOE, Dewatering calcs - Gravity _Multiple Wells_Avg Flow_full_R1.xmcd11/11 Printed: 8/10/2025 May 14, 2025 02.0178063.00 Temporary Dewatering Design Submittal Stevens St. Pump Station, Barnstable, MA Page | 9 Proactive by Design An Equal Opportunity Employer M/F/V/H REFERENCES Sure-Fit®, Certa-Lok® and Slotted PVC Well Casing WATER WELL Certa Lok Westlake Pipe & Fittings is the industry leader in solvent weld PVC well casing, offering a broad range of sizes and classes to suit virtually all applications, from small diameter residential to large diameter irrigation wells. Sure-Fit PVC well casing is NSF14 listed, which is your assurance that these products have been independently tested by a nationally recognized authority for portable water use. Sure-Fit is produced at our modern manufacturing facilities to the dimensional and quality standards of ASTM F480. Westlake Pipe & Fittings Sure-Fit PVC well casing is produced with a deeper bell for a stronger, more durable bond. Bell lengths on 4" through 6" casing exceed minimum ASTM F480 requirements by 7% - 30%. Solvent weld belled end joints are designed to seal securely, creating a continuous watertight system. Westlake Pipe & Fittings also manufactures the industry’s most complete line of fittings for use with solvent weld casing (see pages 3-4). All fittings are individually fabricated to exacting quality standards at our modern production facilities. PVC well casing and drop pipe have gained broad acceptance since their introduction almost 40 years ago. Today, due to its outstanding physical and mechanical properties, PVC is the predominant and preferred material used for water wells. PVC compounds used in the production of Westlake Pipe & Fittings well products meet the requirements of ASTM D1784, cell classification 12454. Sure-Fit® PVC Well Casing · Long Life: PVC is completely immune to electrolytic and galvanic corrosion, so it won’t rust or rot like metal pipe can. · High Chemical Resistance: PVC’s excellent chemical resistance makes it immune to virtually all chemicals normally found in wells, including chlorine-based disinfectants and the highly corrosive acids often used for well rehabilitation. · Testing performed by NSF International has shown that PVC will have no detrimental effects on the taste or color of potable water. Many customers prefer to drink potable water pumped through PVC rather than water pumped through metal pipe. · Because PVC is a non-conductor, the chances of lightning damage are minimized. · Lightweight and easy to handle. · Quick and easy to install. · Approved for use by most State Regulatory Agencies. The Special Advantages of PVC 2WATER WELL Check out our Water Well Calculators Use these calculators to estimate the best Westlake Pipe & Fittings piping solution for your project: · Slotted Well Casing Flow Rate ·Well Casing Depth ·Well Drop Pipe Notes · All dimensions in inches unless specified. All dimensions and weights are for estimation purposes. · R.H.C.P. = Resistance to Hydraulic Collapse Pressure (predicted failure point at room temperature – no safety factor included). See brochure on the Selection of PVC Well Casing Based on Hydraulic Collapse Considerations, for additional details. · Plain End casing available on a special order basis. · Impact Conditions of well casing 4½" and smaller = IC-0 5" and larger = IC-1 Wall BOD OD C Setting length Nom. Size OD Class Min. Wall Thickness Min. Inside Diameter Approx. Bell Dimensions Setting Length ft. Casing Weight lbs/ft. RHCP, psi Part NumberBODC 2"2.375 SCH 40 0.154 2.009 2.750 4.50 10 0.73 291 34S02001011000 20 0.72 34S02002011000 3"3.500 SCH 40 0.216 2.993 4.000 4.00 20 1.48 250 34S03002011000 4"4.500 SDR 32.5 0.138 4.130 4.813 6.50 20 1.28 29 34K04002011000 SDR 26 0.173 4.060 4.875 6.50 20 1.57 58 34I04002011000 SDR 21 0.214 4.001 4.938 6.50 20 1.93 111 34G04002011000 SCH 40 0.237 3.946 5.000 6.50 10 2.19 152 34S04001011000 20 2.12 34S04002011000 4 1/2"4.950 SDR 26 0.190 4.470 5.375 6.50 20 1.90 58 34I04502011000 SCH 40 0.248 4.370 5.500 6.50 20 2.45 130 34S04502011000 SDR 17 0.291 4.279 5.563 6.50 20 2.82 215 34D04502011000 5"5.563 SDR 26 0.214 5.026 6.000 7.00 20 2.42 58 34I05002011000 SDR 21/ SCH 40 0.265 4.950 6.125 7.00 20 2.92 111 34S05002011000 SDR 17 0.327 4.796 6.250 7.00 20 3.61 215 34D05002011000 6"6.625 SDR 32.5 0.204 6.114 7.063 7.00 20 2.76 29 34K06002011000 SDR 26 0.255 5.998 7.188 7.00 20 3.43 58 34I06002011000 SCH 40 0.280 5.951 7.250 7.00 20 3.75 77 34S06002011000 SDR 21 0.316 5.877 7.313 7.00 20 4.20 111 34G06002011000 SDR 17 0.390 5.711 7.438 7.00 20 5.13 215 34D06002011000 6 1/4"6.900 DR 27.6 0.250 6.298 7.438 7.00 20 3.50 48 34J06902011000 6 1/8" 6.900 SDR 21 0.329 6.122 7.625 7.00 20 4.56 111 34G06902011000 6.9"6.900 SDR 17 0.406 5.948 7.750 7.00 20 5.56 215 34D06902011000 8"8.625 SDR 26 0.332 7.799 9.313 7.00 20 5.80 58 34I08002011000 SDR 21 0.410 7.655 9.500 7.00 20 7.10 111 34G08002011000 10"10.750 SDR 26 0.413 9.742 11.625 7.50 20 9.02 58 34I10002011000 SDR 21 0.511 9.549 11.875 7.50 20 11.05 111 34G10002011000 12"12.750 SDR 26 0.490 11.567 13.813 8.00 20 12.72 58 34I12002011000 SDR 21 0.606 11.322 14.063 8.00 20 15.59 111 34G12002011000 14"14.000 SCH 40 0.437 12.927 14.938 8.00 20 12.53 30 34S14002011000 16"16.000 SCH 40 0.500 14.785 17.063 8.00 20 16.39 30 34S16002011000 SDR 26 0.616 14.537 17.313 8.00 20 20.03 58 34I16002011000 Sure-Fit® PVC Well Casing Solvent Weld Bell End, ASTM F480 3WATER WELL Sure-Fit® Solvent Weld PVC Well Fittings Nominal Size OD (in) Length (in)Part Number 4"*5.00 3.13 82157810374 4 1/2"5.40 4.00 82157810435 5"*6.13 4.25 82157810381 6"*7.30 4.25 82157810398 6 1/8", 6 1/4", 6.9"7.60 4.25 82157810459 8"9.30 4.50 82157810404 10"11.50 5.00 82157810411 12"13.60 5.00 82157810428 14"15.00 5.00 82157810503 16"17.00 5.50 82157810527 * Molded Cap – base is raised instead of flat. SURE-FIT CAPS FEMALE Nominal Size OD (in) Length (in)Part Number 4"5.000 9.500 82157690808 4 1/2"5.563 10.500 82157690952 5"6.125 12.500 82157690815 6"7.313 12.500 82157690822 6 1/8", 6 1/4", 6.9"7.438 14.000 82157690938 8"9.375 13.500 82157690839 10"11.625 14.000 82157690846 12"13.750 15.000 82157690853 14"14.875 14.000 Contact Sales 16"17.125 15.500 82157690860 SURE-FIT COUPLINGS FEMALE X FEMALE 4WATER WELL Sure-Fit® Solvent Weld PVC Well Fittings Note: All dimensions are subject to normal manufacturing tolerances. Nominal Size OD (in) Length (in)Part Number 4 1/2" x 4" FxF 5.54 11.00 82157690969 5" x 4" FxM 6.10 15.15 82157690914 5" x 4 1/2" FxF 6.10 11.50 82157690921 6 1/8", 6 1/4", 6.9" x 6" FxF 7.60 11.00 82157690945 SURE-FIT REDUCERS FEMALE X FEMALE X FEMALE X MALE Nominal Size OD (in) Length (in)Part Number 4"5.20 13.50 82157691010 6"7.50 15.00 82157691027 Solvent Weld Bell x NPT Thread PUMP ADAPTERS MALE NPT X FEMALE 5WATER WELL Certa-Lok PVC Well Casing utilizes Westlake Pipe & Fittings' eld- proven spline-locking design to form a full strength joint instantly in all weather conditions. No solvents, arc welding, or reinforcement screw attachments are required. Certa-Lok Integral Bell Well Casing, available in sizes 4"-12", is supplied with a conventional belled-end joint for even faster assembly. · No couplings required · Economical · Greatly reduced assembly timee · Only one spline to install per joint Designed and manufactured to meet or exceed the requirements of ASTM F480, all Certa-Lok PVC Well Casing products are also listed by NSF International as safe for use with potable water. Certa-Lok is ideal for a wide range of water well applications, including: · Domestic · Municipal · Irrigation · Aquifer storage and recovery Certa-Lok well casing is available in a variety of sizes ranging from 4" to 17.4". There are many good reasons why most smaller diameter residential systems, and more and more larger public water supply systems, now use PVC as the preferred casing material. · Long Life: PVC is completely immune to electrolytic and galvanic corrosion, so it won’t rust or rot like most metal pipe. PVC water inlet screens are also inherently more resistant than conventional steel products to clogging and encrustation, which means the amount of water a well can deliver will not be signicantly reduced over time. · PVC’s excellent chemical resistance makes it immune to virtually all chemicals normally found in wells, including chlorine-based disinfectants and the highly corrosive acids used for well rehabilitation. · NSF approved as safe for use with potable water. When you combine the above features with the added benets of economy, strength, and reliability, it’s easy to see why Certa-Lok PVC Well Casing has become the material of choice among modern well drillers. Certa-Lok® – The Next Generation in PVC Well Casing from the Industry Leader Certa Lok 6WATER WELL Rapid Joint Assembly You simply can’t beat Certa-Lok® for down-the-hole installation speed. The Certa- Lok joint can be assembled or disassembled in seconds – by hand, without any special tools. Follow these simple steps for rapid joint assembly: 1. Clean Clean the joining surfaces and make sure gaskets are clean and evenly seated in the gasket groove(s). Inspect gaskets for damage. 2. Lubricate If lubrication is needed to ease joint assembly, soapy water or Westlake Pipe & Fittings-approved PVC pipe lubricant can be applied to the joining surfaces prior to assembly. Apply only to the exposed gasket surface and to the tapered end of the casing. CAUTION: To maintain joint integrity, do not apply lubricant to the spline or to the spline grooves. 3. Assemble Insert the casing into the coupling or bell until it seats against the stop. Both sections of the casing should be in straight alignment. This automatically aligns the locking grooves for receiving the spline. Insert the spline through the entry hole until it is fully seated. This securely locks the joint, while the gasket is designed to provide a reliable, watertight seal. The joint is now complete – no waiting, no welding, no gluing or threading required. If needed, the joint can be just as easily disassembled and reused. IMPORTANT: During the assembly process, it is standard practice to use a tight-fitting holding clamp which conforms to the pipe-to-bell transition section in order to provide adequate casing support. Contact Westlake Pipe & Fittings for suggested source(s) of supply. 1 2 3 7WATER WELL The Certa-Lok® Difference Certa-Lok PVC Well Casing represents a new evolution in well products, offering distinct advantages that will boost your bottom line. Cost effective – Lower installed cost on an annualized basis compared to conventional casing. Reliable – The Certa-Lok joint has been used for over 40 years in demanding water supply applications. Easy to handle – Weight is much less than comparable steel casing. Instant joint – Joint achieves full strength immediately upon assembly in all weather conditions. Weather resistant – Heat, cold, moisture, humidity, and wind do not affect Certa-Lok PVC Well Casing assembly or disassembly. Solvent-free, environmentally sound – The environmentally acceptable Certa-Lok joint is ideal for monitoring well applica- tions. Adaptable – A full line of Certa-Lok adapt- ers facilitates connection to plain-end PVC casing and threaded casing. Easy removal – Certa-Lok casing can be quickly disassembled and removed from the bore hole without having to cut joints. Reinstallation does not require the use of special solvent weld couplings. Colton Aardal Associated Services Stephenville, TX Steve Arthur Arthur and Orum Drilling Fresno, CA • • • • Frank Glass Associated Drilling Dripping Springs, TX Reed Scuby Aqua Tech Drilling Bandera, TX Travis Flint Thomas Flint & Son, Inc. Cadillac, MI Certa-Lok – Rapid assembly in all weather conditions without solvent cements. Contractor Proven 8WATER WELL 1.0 SCOPE This specification covers Polyvinyl Chloride (PVC) Well Casing which utilizes a spline-lock mechanical joining system. Pipe is produced in nominal sizes 4"–1 7.4", and is available in both solid and slotted configurations. 2.0 REFERENCE DOCUMENTS ASTM International: ASTM D1784 – Standard Specication for Rigid PVC Compounds and Chlorinated PVC Compounds. ASTM D2837 – Standard Test Method for Obtaining Hydrostatic Design Basis for Thermoplastic Pipe Materials. ASTM F480 Standard Specification for Thermoplastic Well Casing Pipe Made in Standard Dimension Ratios (SDR), SCH 40 and SCH 80. NSF International: NSF-61 – Drinking Water System Components – Health Effects NSF-14 – Plastic Piping System Components and Related Materials. 3.0 REQUIREMENTS 3.1 Materials: Pipe and PVC couplings shall be made from unplasticized PVC compounds having a minimum cell class-i- cation of 12454, as dened in ASTM D1784. The compound shall qualify for a Hydrostatic Design Basis (HDB) of 4000 psi for water at 73.4°F, in accordance with the requirements of ASTM D2837. White pipe shall be supplied, unless otherwise agreed upon at time of purchase. 3.1.1 Composite Couplings: 58% – 62% volume (60% – 80% weight) 450 yield E-Glass Rovings, Bisphenol-A-Epoxy, Resin, and Anhydride Curing Agent. 3.2 Approvals: Products intended for contact with potable water shall be evaluated, tested, and certied for conformance with NSF-61 by an acceptable certifying organization, when required by the regulatory authority having jurisdiction. Casing, as applicable shall be approved and listed under NSF-14. 3.3 Physical Requirements: Product dimensions, weights, and performance data are summarized on pages 9, 10, & 11. Standard pipe laying length is 20'. Nominal casing size should be selected by the Design Engineer based on required ow performance, pump diameter, and the local installation conditions under which the well will be constructed. 3.4 Performance: 4'' through 16'' pipe supplied to this specification shall meet the stiffness (crush resistance), flattening, impact, and puncture test requirements of ASTM F480. 3.5 Joints: Pipe shall be joined using non-metallic couplings which, together, have been designed as an integral system for maximum reliability and interchangeability. On small to medium diameter casing, the coupling may be replaced by an integral bell spline lock joint. High-strength exible thermoplastic splines shall be inserted into mating precision- machined grooves to provide continuous restraint with evenly distributed loading. No external pipe-to-pipe restraining devices which clamp onto or otherwise damage the pipe surface as a result of point-loading shall be permitted. The joining system shall incorporate elastomeric sealing gasket(s) which are designed to provide a watertight seal. Note that this specica tion does not cover integral bell pipe with solvent-cement joints. 3.6 Marking: Well Casing pipe shall be legibly and permanently marked in ink with the following information: · Manufacturer and Trade Name · Nominal Size and SDR or SCH Rating · Manufacturing Date Code · NSF® -61-G · NSF®-pw-G, as applicable 3.7 Workmanship: Pipe and couplings shall be homogeneous throughout and free from visible cracks, holes, foreign inclusions, blisters and dents, interior roughness, and other injurious defects that may aect wall integrity. The pipe and couplings shall be as uniform as commercially practi cable in color, opacity, density, and other physical characteristics. 4.0 SLOTTING Pipe can be supplied with multiple rows of machined circumferential slots, to allow for water entry into the casing. Slot patterns should be specified to provide the required open area and flow rate (taking into account the surrounding embedment material), while maintaining structural integrity of the installed system. Consult the manufacturer for design data and product availability. 5.0 SUGGESTED SOURCE OF SUPPLY Certa-Lok PVC Drop Pipe as supplied by: Westlake Pipe & Fittings 2801 Post Oak Blvd., Suite 600 Houston, TX 77056 855.624.7473 Engineering Specification 9WATER WELL Certa-Lok® Dimensions, Weight & Performance Data B.O.D. L O.D. O.D.Groove and Bevel Dimensions Nom. Size O.D.X W D P Bell DepthMin.Max. 4"4.500 1.313 0.375 0.125 0.145 0.271 3.000 4 1/2"4.950 3.000 0.375 0.125 0.145 0.271 4.250 5"5.563 3.000 0.375 0.125 0.145 0.271 4.250 6"6.625 1.313 0.375 0.125 0.145 0.271 3.000 6 1/8", 6.9"6.900 1.313 0.375 0.125 0.145 0.271 3.000 8"8.625 3.163 0.500 0.135 0.155 0.634 5.000 10"10.750 3.500 0.500 0.205 0.225 0.634 5.300 12"12.750 3.500 0.500 0.205 0.225 0.634 5.300 14"14.004 3.563 0.625 0.205 0.225 0.634 5.300 16"16.004 3.563 0.625 0.205 0.225 0.634 5.300 17.4"17.400 3.578 0.620 0.205 0.225 0.634 5.300 Certa-Lok Coupled Joint Nom. Size O.D.X W D P L Coupling B.O.D.Min.Max. 14"14.000 3.500 0.500 0.205 0.225 0.634 12.000 16.000 16"16.000 3.500 0.500 0.205 0.225 0.634 12.000 17.400 17.4"17.400 3.500 0.500 0.205 0.225 0.634 12.000 18.701 Performance Data Nom. Size O.D.Class T Min. I.D. Min. Bell O.D. Casing Weight (lbs./ft.) Max. Tensile Strength (lbs.) R.H.C.P. (psi) Max. Internal Pressure (psi) Part Number 4"4.500 SCH 40 0.237 3.951 5.063 2.09 4,900 152 115 34S0400202100F 4 1/2"4.950 SCH 40 0.248 4.368 5.563 2.43 4,700 130 130 34S04502021020 SDR 17 0.291 4.272 5.625 2.82 6,300 215 160 34D04502021020 5"5.563 SDR 21/SCH 40 0.265 4.946 6.188 2.92 6,300 111 130 34G05002021020 SDR 17 0.327 4.808 6.313 3.56 8,500 215 180 34D05002021020 SCH 80 0.375 4.700 6.438 4.05 8,500 329 215 34T05002021020 6"6.625 SCH 40 0.280 5.970 7.313 3.68 8,500 77 115 34S06002021000 SDR 21 0.316 5.890 7.375 4.13 8,800 111 150 34G06002021000 SDR 17 0.390 5.724 7.500 5.04 10,000 215 200 34D06002021000 6 1/8"6.900 SDR 21 0.329 6.137 7.688 4.47 7,400 111 160 34G06902021000 6.9"6.900 SDR 17 0.406 5.965 7.688 5.44 9,400 215 200 34D06902021000 8"8.625 SDR 17 0.508 7.450 9.625 8.59 17,000 215 140 34D08002021000 10"10.750 SDR 17 0.632 9.294 12.188 13.40 24,200 215 160 34D10002021000 12"12.750 SDR 17 0.750 11.020 14.250 18.79 29,000 215 200 34D12002021000 14"14.004 SDR17 0.823 12.146 15.656 22.09 Contact Tech Services 215 Contact Tech Services 34D14002021000 16"16.004 SDR26 0.616 14.61 17.540 19.61 35,700 58 200 34I16002021000 SDR17 0.941 13.882 17.896 28.88 35,700 215 200 34D16002021000 17.4 17.400 SDR 17 1.024 15.021 19.456 34.16 37,000 215 200 34D17402021000 FG = FIBERGLASS COUPLING PVC = PVC COUPLING R.H.C.P. = RESISTANCE TO HYDRAULIC COLLAPSE PRESSURE (PREDICTED FAILURE POINT AT ROOM TEMPERATURE – NO SAFETY FACTOR INCLUDED). SEE BROCHURE ON THE , FOR ADDITIONAL DETAILS. Note 1: Dimensions in all tables are in inches. All dimensions and weights are subject to manufacturing tolerances. Note 2: Standard setting length = 20'. Certa-Lok Coupled (Includes Casing and Coupling) Nom. Size O.D.Class T Min. I.D. Min. Coupling Weight (lbs.) Casing Weight (lbs./ft.) Max. Tensile Strength (lbs.) R.H.C.P. (psi) Max. Internal Pressure (psi) Part Number 14"14.000 SDR 17 0.824 12.071 22.15 22.09 36,440 215 150 34D14002031000 16"16.000 SDR 26 0.616 14.535 34.40 19.31 35,200 58 150 34I16002031000 SDR 17 0.941 13.807 34.40 28.86 35,200 215 150 34D16002031000 Max tensile strengths are applicable to both solid wall and slotted Certa-Lok casing and joints. 10WATER WELL Certa-Lok® Accessories B.O.D. L B.O.D. L B.O.D. LB.O.D. L C/S = O-Ring Cross-Section Diameter Spline (Nylon)O-Ring Nom. Size Part Number L Size Part Number C/S Color Material 4"4"S4518RN0 18 .250 RND OR040YMNN .210 Brown NBR 4 1/2"S4518RN0 18 .250 RND OR045IBON .210 Brown NBR 5"5"S4518RN0 18 .250 RND OR050IBON .210 Brown NBR 6"6"S0624RN0 24 .250 RND OR060IBON .210 Brown NBR 6 1/8", 6.9"S0624RN0 24 .250 RND OR069IBON .210 Brown NBR 8"8"S0832SN0 32 .313 SQR OR080YMNI .375 Blue NBR 10"S1039SN0 39 .375 SQR OR100WCOI .375 Green IR/SBR 12"S1246SN0 46 .375 SQR OR120WCOI .375 Green IR/SBR 14"S1448SN0 48 .375 SQR OR140WCOI .375 Green IR/SBR 16"S1653SN0 53 .375 SQR OR160WCOI .375 Green IR/SBR 17.4"S1760SN0 60 .375 SQR OR174WCOI .407 Green IR/SBR CERTALOK x SOLVENT WELD ADAPTER Certa-Lok Female x Solvent Weld Female Includes Gasket and Spline L B.O.D. Nom. Size Part Number L B.O.D. 4"4"82157707032 6.00 4.950 4 1/2"82157707179 8.25 5.563 5"5"82157717178 8.25 6.180 6"6"82157707063 6.00 7.600 6 1/8", 6.9"82157707278 7.00 7.840 6 1/8", 6.9" x 6"1 82157707285 7.00 7.840 8"8"82157707087 10.00 9.854 10"82157707124 12.00 12.438 12"82157707094 12.00 14.000 14"82157707100 12.00 16.000 16"82157707117 12.00 17.400 17.4"82157707193 12.00 18.701 24" FG 82157741289 13.00 25.375 Nom. Size Part Number L B.O.D. 4"4"82157810619 4.00 4.950 4 1/2"82157810923 4.00 5.563 5"5"82157810930 4.00 6.180 6"6"82157810640 4.25 7.600 6 1/8", 6.9"82157810602 4.25 7.600 8"8"82157810664 4.50 9.854 10"82157810688 5.00 11.600 12"82157810695 5.00 14.000 14"82157810701 5.00 15.300 16"82157810718 5.25 17.400 17.4"82157810725 5.50 18.700 Nom. Size Female Thread Size Part Number L B.O.D. 4"4"4"4"82157810770 6.00 5.470 4 1/2"4"4"82157810909 8.25 5.563 5"5"5"5"82157810916 8.25 6.180 6"6"6"6"82157810800 6.63 7.600 6 1/8", 6.9"6"6"82157810862 6.63 7.840 8"8"8"8"82157810824 10.00 9.854 10"10"82157810848 12.35 12.438 12"12"82157810855 12.23 14.000 Nom. Size Part Number L B.O.D. 4"4"82157717031 6.00 4.950 4 1/2"82157717161 8.25 5.563 5"5"82157717185 8.25 6.180 6"6"82157717062 6.00 7.600 6 1/8", 6.9"82157717130 7.00 7.840 6 1/8", 6.9" x 6"1 82157717147 7.00 7.840 8"8"82157717079 10.00 9.854 10"82157717109 12.00 12.438 12"82157717116 12.00 14.000 Nom. Size Part Number L B.O.D. 8" X 6"82157712258 8.25 8.625 10" X 8"82157712272 10.00 10.750 12" X 10"82157712296 12.00 12.750 14" X 12"82157712302 12.00 14.000 16" X 14"82157712326 12.00 16.000 17.4" X 16"82157712319 12.00 17.400 COUPLING Certa-Lok Female x Certa-Lok Female Includes Gaskets and Splines 1 Reducing 1 Reducing REDUCER BUSHING Certa-Lok Male x Certa-Lok Female Includes Gasket and Spline CASING & SCREEN CAP Certa-Lok Female Includes Spline THREADED ADAPTER Certa-Lok Female x Female NPT Includes Gasket and Spline 1111WATER WELL Sure-Fit®& Certa-Lok® Slotted PVC Well Casing Westlake Pipe & Fittings – the name that contractors have come to associate with the industry’s broadest line of high-quality PVC well products – is also the industry leader in high performance slotted well casing. Using new manufacturing technology, slotted casing can now be produced with open areas and efficiencies that rival those of other screens, often at a fraction of the cost. Combine PVC screens with PVC well casing for the ultimate corrosion-resistant, low-maintenance water well! A Size and Joining System for Every Application Slotted casing can be produced in sizes from 2" up to 17.4" O.D., in a variety of wall thicknesses and strengths to suit virtually all applications: · Domestic · Irrigation · Municipal · Aquifer Storage and Recovery · Environmental Westlake Pipe & Fittings also offers a choice of joining systems: traditional Sure-Fit™ solvent-weld or the contractor-proven, all-weather Certa-Lok® mechanical joint. Slot Width Selection A wide selection of precision-machined factory slot designs (.010"-.125") with closely spaced inlet openings provides for uniform development over the length of the screen and proper stabilization of the gravel pack. Long Life Well rehabilitation costs are minimized, as PVC screens are inherently more resistant than conventional steel products to clogging and encrustation. PVC also outperforms stainless steel in highly corrosive environments, at a fraction of the cost. All screens are manufactured from PVC casing that is listed by NSF International as safe for use with potable water. Single Source for All Your Well Product Needs No more unloading, local-machining, and repackaging required. With Westlake Pipe & Fittings, the industry’s best slotted casing is shipped ready to use – no field fabrication required – along with your other PVC well product needs, including solid casing, drop pipe for submersible pumps, and a variety of fittings. 1212WATER WELL Sure-Fit®& Certa-Lok® Underdrain Pipe Slotted PVC well casing is also ideal for use as underdrain pipe. Applications include, but are not limited to: · Leachate collection systems for solid waste landfills · Drainage and dewatering applications · Mining heap leach projects PVC underdrain pipe is supplied with precision-machined slots, which provide greater intake capacity and continuous, clog-resistant drainage of fluids, as compared to standard round-hole perforated pipe. Slotted underdrain reduces entrance velocity into the pipe, thereby reducing the possibility that solids will be carried into the system. Slot rows can generally be positioned symmetrically or asymmetrically around the pipe circumference, depending upon the application. Outside diameters are generally the same for PVC and non-corrugated polyethylene (HDPE) pipe. However, the HDPE pipe must be extruded with a thicker wall (and therefore a reduced cross-sectional flow area) to obtain a comparable stiffness rating. Use this formula along with the outside diameter open area information from the tables to calculate the estimated flow rate per foot of slotted casing: Flow Rating gpm = 3.12 x Aopen x Fblockage x Vflow Aopen = O.D. Open area of screen from tables, in2/ft. Fblockage = 0.5 for gravel-packed well, 1.0 for fully open flow. Vflow = Water flow velocity at entrance to screen slots, ft/s. Generally 0.1 ft/s. ft of screen Calculating Flow in Gravel-Packed Well 13WATER WELL Slotted PVC Well Casing & Underdrain Pipe Specifications This chart illustrates standard manufacturing capabilities only. Not all products shown are routinely stocked – call for availability. Slot configura- tions not included on this chart are covered under Westlake Pipe & Fittings’ non-standard product warranty. Westlake Pipe & Fittings can supply a detailed Engineering Specification for any of the products shown, or for special made-to-order products. 1/8" SLOT SPACING Nom. Size OD Number of Slot Rows Class Joint Availability O.D. Open Area (in2/foot of Slotted Casing) Slot Width @ 1/8" Slot Spacing 0.008 0.01 0.013 0.016 0.02 0.025 0.032 0.04 2"2.375"4 Sch. 40 SW 3.7 4.6 5.9 7.0 9.3 4"4.5 4 Sch. 40 SW 5.9 7.4 9.0 14.8 6 8.8 11.2 13.5 16.4 5"5.563 4 SDR 21/Sch. 40 SW 8.5 10.3 18.7 22.6 23.0 27.4 6 10.0 12.8 15.4 6 SDR 17 1/4" SLOT SPACING Nom. Size OD Length Num- ber of Slot Rows Class Joint Availability O.D. Open Area (in2/foot of Slotted Casing) Slot Width @ 1/4" Spacing 0.008 0.010 0.013 0.016 0.020 0.025 0.032 0.040 0.050 0.085 0.100 0.125 2"2.375 10'4 Sch. 40 SW 1.8 2.2 2.9 3.5 4.3 20'2.4 3.1 3.7 4.6 5.6 7.0 3"3.500 20'4 Sch. 40 SW 1.9 2.6 3.4 4.1 5.0 6.2 7.7 4"4.500 10'4 Sch. 40 SW 2.8 3.7 4.5 7.4 9.1 11.4 6 SW 4.3 5.5 6.7 20' 6 SW 3.7 4.6 5.9 7.1 4 SW, CLIC, CLIB 2.5 (SW only)3.0 3.9 4.8 (SW only)8.0 9.7 12.2 14.8 (CLIB/ CLIC only) 17.9 (SW only) 4 SDR 21, SDR 26 SW 3.9 (SDR21)4.8 12.2 (SDR21)14.8 6 7.1 4 1/2"4.950 20' 6 Sch. 40 SW 6.7 8.2 25.7 4 SW, CLIB, CLIC 4.5 5.4 9.2 11.3 (SW) 14.1 17.1 (SW) 4 SDR 17 SW, CLIB, CLIC 11.3 17.1 20.7 (CLIB & CLIC Only) 4 SDR 26 SW2 2.2 4.6 5.6 7.0 5"5.563 20' 4 Sch. 80 CLIB, CLIC 10.0 12.3 15.4 18.7 6 SDR 17 SW 6.7 8.2 28.0 4 SW, CLIB, CLIC 4.5 5.4 (CLIB,CLIC)10.0 12.3 15.4 18.7 22.6 45.2 (SW) 4 SDR 21/ Sch. 40 SW, CLIB, CLIC 4.5 (SW,CLIC) 8.2 (SW), 5.4 (CLIC, CLIC) 12.3 (SW) 6 SW 5.2 6.7 8.2 15.1 6 SDR 26 SW 19.2 4 10.0 12.3 15.4 Key: SW = Sure-Fit Solvent Weld Belled End CL = Certa-Lok Restrained Joint (w/ coupling) CLIB = Certa-Lok Restrained Joint Integral Bell CLIC = Certa-Lok Restrained Joint Integral Bell (w/ CLIC spline) Notes: 1. All dimensions are in inches unless otherwise specified. 2. Specifications subject to change. Standard manufacturing tolerances apply. 14WATER WELL 1/4" SLOT SPACING Nom. Size OD Length Number of Slot Rows Class Joint Availability O.D. Open Area (in2/foot of Slotted Casing) Slot Width @ 1/4" Spacing 0.008 0.010 0.013 0.016 0.020 0.025 0.032 0.040 0.050 0.085 0.100 0.125 6"6.625 20'6 SDR 17 SW, CLIB, CLIC 12.6 15.4 19.2 23.4 SDR 21 SW, CLIB, CLIC 12.6 (SW)15.4 (SW)28.2 Sch. 40 SW, CLIB, CLIC 12.6 28.2 (SW) SDR 26 SW 15.4 6.9"6.900 20' 4 SDR 17 SW 10.3 12.8 15.6 6 SW, CLIB, CLIC 12.6 15.4 19.2 23.4SDR 21 SW, CLIB, CLIC 12.6 (SW)28.2 (SW) SDR 27.6 SW 12.6 8"8.625 20'6 SDR 17 CLIB & CLIC 21.4 26.7 32.4 39.2 78.4 SDR 21 SW 17.4 59.6SDR 26 SW 14.9 10"10.750 20'6 SDR 17 CL 23.0 28.8 34.9 42.2 64.2 CLIB & CLIC 23.7 29.5 35.9 43.4 66.0SDR 21 SW SDR 26 SW 19.3 12"12.750 20' 8 SDR 17 CL 38.3 46.6 56.3 85.6 CLIB & CLIC 39.4 47.9 57.8 88.0 Sch. 40 SW 37.2 54.7 83.3 93.8 18'8"SW 55.1 20'SDR 21 SW 39.4 47.9 57.8 88.0SDR 26 SW 31.5 14"14.000 20'8 SDR 17 CL 42.1 51.1 61.7 CLIB & CLIC 43.2 52.5 63.4 Sch. 40 SW 40.7 59.7 90.8 119.4 16"16.000 20' 8 SDR 17 CL 44.5 54.1 65.3 105.0 CLIB & CLIC 45.7 55.6 67.1 102.2 10 Sch. 40 SW 47.6 57.9 69.9 106.5 139.9 SDR 26 SW CLIB & CLIC 106.5 139.9 CL 103.6 136.2 17.4"17.400 20'8 SDR 17 CLIB & CLIC 45.7 55.6 74.6 113.6 CL 44.5 54.1 72.6 110.5 1/2" SLOT SPACING Nom. Size OD Length Number of Slot Rows Class Joint Availability O.D. Open Area (in2/foot of Slotted Casing) Slot Width @ 1/2" Spacing 0.032"0.050"0.085"0.125" 4.5"4.950"20'2 SDR 17 CLIB & CLIC 3.7 5.6 12"12.750"20'8 SDR 17 CLIB 69.4 CL 67.4 16"16.000"20'10 SDR 26 SW 59.3 17.4"17.400"20'8 SDR 17 CLIC 80.6 CL & CLIB 78.3 15WATER WELL Key: SW = Sure-Fit Solvent Weld Belled End CL = Certa-Lok Restrained Joint (w/ coupling) CLIB = Certa-Lok Restrained Joint Integral Bell CLIC = Certa-Lok Restrained Joint Integral Bell (w/ CLIC spline) Notes: 1. All dimensions are in inches unless otherwise specified. 2. Specifications subject to change. Standard manufacturing tolerances apply. Certa-lok® Packaging & Weights Nom. Size Class Weight per Foot Feet per Lift Lifts per Truckload Feet per Truckload Lbs. per Truckload 4"SCH 40 2.09 580 28 16,240 33,454 4 1/2" SCH 26 1.87 520 24 12,480 23,213 SCH 40 2.43 520 24 12,480 29,578 SDR 17 2.82 520 24 12,480 34,320 5" SDR 21/SCH 40 2.92 460 24 11,040 31,574 SDR 17 3.56 460 24 11,040 38,530 SCH 80 4.05 460 24 11,040 43,718 6" SCH 40 3.68 400 20 8,000 29,040 SDR 21 4.13 400 20 8,000 32,480 SDR 17 5.04 400 20 8,000 39,600 6 1/8"SDR 21 4.47 340 20 6,800 30,396 6.9"SDR 17 5.44 340 20 6,800 35,496 8"SDR 17 8.59 280 16 4,480 37,542 10"SDR 17 13.40 80 36 2,880 38,217 12"SDR 17 18.79 80 28 2,240 42,314 14"SDR 17 23.19 120 12 1,440 32,472 16"SDR 26 21.03 120 12 1,440 29,491 SDR 17 30.58 120 12 1,440 45,590 17.4"SDR 17 35.46 60/40 10/10 1,000 34,430 1" SLOT SPACING Nom. Size OD Length Number of Slot Rows Class Joint Availability O.D. Open Area (in2/foot of Slotted Casing) Slot Width @ 1" Spacing 0.020"0.025"0.032"0.040"0.125" 4"4.5"20' 3 SDR 21 SW 1.5 1.9 2.5 3 Sch. 40 SW, CLIB, CLIC 2.5 4 SW 3.3 11.9 4.5"4.950"20' 3 Sch. 40 SW 2.9 3.6 4 SW 3.8 CLIB & CLIC 2.9 3.8 4.7 SDR 17 CLIB & CLIC 3.8 5"5.563"20'4 SDR 21/Sch. 40 SW 4.2 15 SDR 17 CLIB & CLIC 4.2 6"6.625"20'4 Sch. 40 CLIB & CLIC 2.7 4.3 SW 3.5 10"10.750"20'6 SDR17 CLIB & CLIC 28.9 Key: SW = Sure-Fit Solvent Weld Belled End CL = Certa-Lok Restrained Joint (w/ coupling) CLIB = Certa-Lok Restrained Joint Integral Bell CLIC = Certa-Lok Restrained Joint Integral Bell (w/ CLIC spline) Notes: 1. All dimensions are in inches unless otherwise specified. 2. Specifications subject to change. Standard manufacturing tolerances apply. www.westlakepipe.com ©2023 Westlake Pipe & Fittings All rights reserved WW-BR-003-US-EN-1123.1 16WATER WELL Series: V50000HV D]MUPZ[SMTP 7P_L\PZSVQ B]UX[ .e @BE 9PULTP 7S[NRLZQP 7<D6;4C:8 64D8 8Zc[X\c[)$?P‘S$8\]SXhTS 7<99FD8C 8Zc[X\c[)$?P‘S$8\]SXhTS DF6E<A@ 64D8 8Zc[X\c[)$?P‘S$8\]SXhTS)$eXbW$eTP‘$ ‘TaXaXbP\b$^]Zgc‘TbWP\T$ZX\T‘ 9C4?8 $ AFE8C 64D8 8Zc[X\c[)$?P‘S$8\]SXhTS H84C B>4E8 F]Zgc‘TbWP\T BF?B D;49E HbPX\ZTaa$HbTTZ <?B8>>8C ?P‘ST\TS$.4*1$HbPX\ZTaa$HbTTZ ;4C7H4C8 HbPX\ZTaa$HbTTZ A(C<@:D 9c\P*D D84>IP\ST[$[TRWP\XRPZ)$EXZ$ZcQ‘XRPbTS <@5A4C7 CPbT‘XPZ7$G]bPbX\V$=PRT$*$:P‘Q]\ HbPbX]\P‘g$=PRT$*$:T‘P[XR <ZPab][T‘$*$9c\P*D ?P‘SeP‘T$*$0--$HT‘XTa$HbPX\ZTaa AFE5A4C7 CPbT‘XPZ7$G]bPbX\V$=PRT$*$HXZXR]\$:P‘QXST HbPbX]\P‘g$=PRT$*$HXZXR]\$:P‘QXST <ZPab][T‘$*$KXb]\l ?P‘SeP‘T$*$0--$HT‘XTa$HbPX\ZTaa DEC4<@8C HbPX\ZTaa$HbTTZ)$.,1j$?]ZTa FBB8C 584C@:HX\VZT$G]e)$HWXTZSTS)$9PZZ BcQ‘XRPbX]\7$F‘TZcQ‘XRPbTS$WXVW* bT[^T‘Pbc‘T$V‘TPaT B]PS7$GPSXPZ >AH8C 584C<@:HX\VZT$G]e)$HWXTZSTS)$9PZZ BcQ‘XRPbX]\7$F‘TZcQ‘XRPbTS$WXVW* bT[^T‘Pbc‘T$V‘TPaT B]PS7$GPSXPZ$&$IW‘cab 6AC7 8@ECJ 2-=b+$eXbW$Hb‘PX\$GTZXTU$P\S F‘Taac‘T$>‘][[Tb$U]‘$HTPZX\V ?AEAC @\acZPbX]\7$:ZPaa$= 6A@ECA>D<C8$0G$GPX\^‘]]U K*F]eT‘$$^c[^a$P‘T$R][^PRb)$ZXVWbeTXVWb$^]eT‘UcZ$ F]‘bPQZT$<ZTRb‘XR$HcQ[T‘aXQZT$Fc[^a+$IWTg$P‘T$eWXa^T‘$ _cXTb$P\S$eXZZ$^T‘U]‘[$X\$P\g$^]aXbX]\+$K*F]eT‘$^c[^a$ RP\$QT$abPVTS$X\$aT‘XTa$U]‘$WXVWT‘$WTPS$P^^ZXRPbX]\a+$ IWT$K*F]eT‘$X\*ZX\T$STaXV\$Paac‘Ta$[PfX[c[$ WTPb$b‘P\aUT‘‘TS$b]$bWT$^c[^TS$ZX_cXS+$K*F]eT‘$^c[^a$ RP\$]^T‘PbT$X\$c^$b]$.1-m=$’3-m:($bT[^T‘Pbc‘T$ePbT‘+$ K*F]eT‘$STaXV\$^‘]dXSTa$bWT$R]]ZTab$]^T‘PbX\V$[]b]‘$ U]‘$[PfX[c[$ZXUT+ :]\acZb$bWT$UPRb]‘g$^‘X]‘$b]$^c[^X\V$!$cXSa$]bWT‘$bWP\$ ePbT‘$U]‘$^‘]UTaaX]\PZ$X\ab‘cRbX]\a+ GLN]]U BZP[[]ZP <UXZPQVL\SWV dGB<e DPLTPO <V[]TL\SWV Da[\PU KF@$[]b]‘$T\WP\RT[T\b$agabT[$ePa$STdTZ]^TS$b]$ V‘TPbZg$TfbT\S$bWT$eX\SX\V$ZXUT$Tf^TRbP\Rg$]U$P\$ TZTRb‘XR$[]b]‘+$IWT$[]b]‘$abPb]‘$Xa$Z]PSTS$X\b]$P$ ^‘Taac‘T$dTaaTZ$P\S$X[[T‘aTS$X\$bWT$a^TRXPZbg$aTZTRbTS$ dP‘\XaW+ 8ZZ$VPa$^]RYTba$Z]RPbTS$eXbWX\$bWT$abPb]‘$P‘T$TdPRcPbTS$ c\ST‘$dPRcc[+$IWT$dP‘\XaW$Xa$S‘Pe\$X\b]$bWT$abPb]‘$ R]‘T)$R][^ZTbTZg$]RRc^gX\V$PZZ$d]XSa$X\$bWT$eX\SX\V+$ =]ZZ]eX\V$P$aT‘XTa$]U$^‘]RTaaTa)$T\SX\V$X\$P$R]\b‘]ZZTS$ QPYT)$bWT$eX\SX\V$Xa$.--%$X[^‘TV\PbTS$P\S$aTPZTS+$ $ CE;<B FEL<G$:EG;$ L<@>?I :EDIGEB$9EM$ L<@>?I FJCF$EDBN$ L<@>?I H?@FF@D>$ L<@>?I 2$W^ .0+/$ZQa 5+5$ZQa 4/+3$ZQa .-1$ZQa KF@$Xa$V‘TPbZg$ac^T‘X]‘$b]$bWT$iSX^$P\S$QPYTj$[TbW]S$eWXRW$[Pg$ ^‘]dXST$]\Zg$2-%$b]$4-%$]U$T"$TRbXdT$X\acZPbX]\$ZTPdX\V$d]XSa$P\S$ PX‘$^]RYTba+$KF@$^‘]dXSTa$.--%$a]ZXS$[Paa$ab‘cRbc‘T$eWXRW$^‘]dXSTa$ bWT$V‘TPbTab$[TRWP\XRPZ$ab‘T\VbW$P\S$P$R]]ZT‘$‘c\\X\V$[]b]‘$ScT$ b]$ac^T‘X]‘$WTPb$SXaaX^PbX]\+$$ 7 7 DF 9C 64 H BF <? 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roducts, Inc. • 800-928-7763 Series: V81500 (HH & HV models) F_OWR\]UOVR 9RaN^R\UXS D_WZ] /g BDG ;RWNVR 9U]PTN\SR WCT Products, Inc. • 800-928-7763 Series: V81500 (HH & HV models) F_OWR\]UOVR 9RaN^R\UXS D_WZ] /g BDG ;RWNVR 9U]PTN\SR B:A6 .E E6>BDECC; 8CBGEC@ D_WZ D*B5 8YX^\YV D*B M6/310@@$$ M6/3610 M6/312@@$$ M6/3612 M6/310@M$$ M6/3610 M6/312@M$ M6/3612 ,0 TZ %.DTN]R& 8YX^\YV 7Yb May 14, 2025 02.0178063.00 Temporary Dewatering Design Submittal Stevens St. Pump Station, Barnstable, MA Page | 10 Proactive by Design An Equal Opportunity Employer M/F/V/H QUALIFICATIONS Proactive by Design An Equal Opportunity Employer M/F/V/H GZA Dewatering Design Qualifications Recent Projects Summary Table Proactive by Design An Equal Opportunity Employer M/F/V/H GZA Dewatering Design Qualifications - Recent Projects Summary Table # Project Name Location Date Description 1 Southern Extra High Pipeline Section 111 – Rustcraft Road Dedham, MA April, 2019 Temporary Well Point Dewatering System 2 Southern Extra High Pipeline Section 111 – I-95 Trenchless Crossing Dedham, MA July, 2019 Temporary Deep Well Dewatering System 3 Southern Extra High Pipeline Section 111 - MBTA Trenchless Crossing Dedham, MA February, 2020 Temporary Deep Well Dewatering System 4 Wastewater Treatment Plant Expansion - Marion Dirve Wastewater Pumping Station Kingston, MA May, 2021 Temporary Well Dewatering System 5 Pameacha Avenue Culvert & Water Main Improvements Middletown, CT July, 2022 Typical Trench Dewatering Design 6 Water Pollution Control Facility Flood Barrier Gloucester, MA January, 2023 Typical Trench Dewatering Design 7 Stamford Water Pollution Control Facility Stamford, CT May, 2023 Temporary Deep Well Dewatering System 8 Bradley Airport – Jacking & Receiving Pits Windsor Locks, CT April, 2024 Temporary Deep Well Dewatering System 9 Bradley Airport – 55” dia. HOBAS utility Pipe Repair Windsor Locks, CT February, 2025 Temporary Deep Well Dewatering System 10 Dennis Water Resource Recovery Facility Dennis, MA April, 2025 Temporary Deep Well Dewatering System Proactive by Design An Equal Opportunity Employer M/F/V/H GZA Dewatering Design Qualifications Recent Submittal Excerpts An Equal Opportunity Employer M/F/V/H RUSTCRAFT ROAD ‐TEMPORARY WELL POINT DEWATERING SYSTEM SOUTHERN EXTRA HIGH PIPELINE SECTION 111 (DEDHAM‐SOUTH) MWRA CONTRACT NO. 7505 – DWSRF PROJECT #4119 Dedham, Massachusetts Prepared For: RJV Construction Corp. 5 Lincoln Street │Canton, MA 02021 Prepared By: GZA 249 Vanderbilt Avenue │Norwood, MA 02062 781‐278‐3700 31 Offices Nationwide www.gza.com April 26, 2019 File No.: 02.0174151.00 Copyright ©2019 GZA GeoEnvironmental,Inc. SHEET NO. GZA GeoEnvironmental, Inc. Engineers and Scientists PREPARED BY:PREPARED FOR: www.gza.com PROJECT NO.DATE:REVISION NO. DESIGNED BY: PROJ MGR: DRAWN BY: REVIEWED BY:CHECKED BY: SCALE: 04/26/2019 002.0174151.00 N.T.S. EPB DP RT DP EPB 1 OF 1 DW-1 DRAWING RUSTCRAFT ROAD STA 2+00 - STA 12+00 TEMPORARY WELL POINT DEWATERING SYSTEM TYPICAL PLAN, ELEVATION, AND SECTION VIEWS SOUTHERN EXTRA HIGH PIPELINE-SECTION 111 (DEDHAM-SOUTH) MWRA CONTRACT NO. 7505 - DWSRF PROJECT #4119 DEDHAM, MA An Equal Opportunity Employer M/F/V/H TEMPORARY WELL DEWATERING SYSTEM I‐95 TRENCHLESS CROSSING EXCAVATION SOUTHERN EXTRA HIGH PIPELINE SECTION 111 (DEDHAM‐SOUTH) MWRA CONTRACT NO. 7505 – DWSRF PROJECT #4119 Dedham, Massachusetts Prepared For: RJV Construction Corp. 5 Lincoln Street │Canton, MA 02021 Prepared By: GZA 249 Vanderbilt Avenue │Norwood, MA 02062 781‐278‐3700 31 Offices Nationwide www.gza.com July 30, 2019 File No.: 02.0174151.00 Task 5 Copyright ©2019 GZA GeoEnvironmental,Inc. 0 4'8'16'24' SCALE: 1/8" = 1' - 0" SHEET NO. GZA GeoEnvironmental, Inc. Engineers and Scientists PREPARED BY:PREPARED FOR: www.gza.com PROJECT NO.DATE:REVISION NO. DESIGNED BY: PROJ MGR: DRAWN BY: REVIEWED BY:CHECKED BY: SCALE: SCHEMATIC LAYOUT DRAWINGS *DESIGN BY OTHERS* AS NOTED DP TSA EPB DP EPB 2 OF 3 DW-1 DRAWING 002.0174151.0007/30/2019 I-95 CROSSING DEWATERING SCHEMATIC LAYOUT DRAWINGS PLAN SOUTHERN EXTRA HIGH PIPELINE-SECTION 111 (DEDHAM-SOUTH) MWRA CONTRACT NO. 7505 - DWSRF PROJECT #4119 DEDHAM, MA 0 4'8'16'24' SCALE: 1/8" = 1' - 0" SHEET NO. GZA GeoEnvironmental, Inc. Engineers and Scientists PREPARED BY:PREPARED FOR: www.gza.com PROJECT NO.DATE:REVISION NO. DESIGNED BY: PROJ MGR: DRAWN BY: REVIEWED BY:CHECKED BY: SCALE: SCHEMATIC LAYOUT DRAWINGS *DESIGN BY OTHERS* AS NOTED DP TSA EPB DP EPB 3 OF 3 DW-2 DRAWING 002.0174151.0007/30/2019 I-95 CROSSING DEWATERING SCHEMATIC LAYOUT DRAWINGS SECTION SOUTHERN EXTRA HIGH PIPELINE-SECTION 111 (DEDHAM-SOUTH) MWRA CONTRACT NO. 7505 - DWSRF PROJECT #4119 DEDHAM, MA 0 0.5' 1'2'3' SCALE: 1" = 1' - 0" An Equal Opportunity Employer M/F/V/H TEMPORARY WELL DEWATERING SYSTEM MBTA TRENCHLESS CROSSING SOUTHERN EXTRA HIGH PIPELINE SECTION 111 (DEDHAM-SOUTH) MWRA CONTRACT NO. 7505 – DWSRF PROJECT #4119 Dedham, Massachusetts Prepared For: RJV Construction Corp. 5 Lincoln Street │ Canton, MA 02021 Prepared By: GZA 249 Vanderbilt Avenue │ Norwood, MA 02062 781-278-3700 31 Offices Nationwide www.gza.com February 17, 2020 File No.: 02.0174151.00 Task 4 Copyright ©2020 GZA GeoEnvironmental, Inc. 0 4' 8' 16' 24' SCALE: 1/8" = 1' - 0" SHEET NO. GZA GeoEnvironmental, Inc. Engineers and Scientists PREPARED BY:PREPARED FOR: www.gza.com PROJECT NO.DATE:REVISION NO. DESIGNED BY: PROJ MGR: DRAWN BY: REVIEWED BY:CHECKED BY: SCALE: 02/17/2020 0 AS NOTED RT JPM EPB JPM EPB 2 OF 5 DW-1 DRAWING 02.0174151.00 MBTA CROSSING SCHEMATIC DEWATERING LAYOUT DRAWINGS PLAN & ELEVATION VIEWS SOUTHERN EXTRA HIGH PIPELINE-SECTION 111 (DEDHAM-SOUTH) MWRA CONTRACT NO. 7505 - DWSRF PROJECT #4119 DEDHAM, MA 0 0.5' 1' 2' 3' SCALE: 1" = 1' - 0" An Equal Opportunity Employer M/F/V/H TEMPORARY WELL DEWATERING SYSTEM WASTEWATER TREATMENT PLANT EXPANSION MARION DRIVE WASTEWATER PUMPING STATION Kingston, Massachusetts Prepared For: Methuen Construction 144 Main Street P.O. Box 980 │Plaistow,NH 03865 Prepared By: GZA 249 Vanderbilt Avenue │Norwood, MA 02062 781‐278‐3700 31 Offices Nationwide www.gza.com May 10,2021 File No.: 02.0174874.10 Copyright ©2021GZA GeoEnvironmental, Inc. An Equal Opportunity Employer M/F/V/H May 10, 2021 File No. 02.0174874.10 Mr. Ryan Bregman Methuen Construction 144 Main Street, PO Box 980 Plaistow, NH 03865 Re:Temporary Well Dewatering System Marion Drive Wastewater Pumping Station Wastewater Treatment Plant Expansion Kingston, Massachusetts Dear Mr. Bregman, At your request, GZA has prepared the attached design computations and drawings for the temporary dewatering system required to facilitate the installation of the precast pump station at Marion Drive, located in Kingston, Massachusetts for the above referenced Project. The type and layout of the dewatering system has been developed through a collaborative effort between GZA and Methuen Construction (Methuen) and is based on the proposed construction requirementsshownontheContractDocuments.Theenclosedpackageprovides typical plans, sections, and proposed equipment for the proposed dewatering system. General Assumptions The soil permeability value considered in our dewatering analysis is based on the nearest available relevant Contract Boring (B‐206)taken from the Technical Memorandum (G‐1A), titled “Summary of Geotechnical Field Exploration Program and Geotechnical Engineering Recommendations: Kingston Wastewater Treatment Plant Upgrade”, by CDM Smith, dated January 14, 2020, provided to GZA by Methuen. Typical permeability values for natural soils were considered since site specific permeability data were not provided in the Contract Documents. The permeability value used was based on the soil descriptions in the boring log and the soil gradation information provided. Refer to the attached calculations for the basis of our temporary dewatering design. Estimated Flow Rates Our analyses consider an estimated soil permeability of 1x10‐2 cm/sec. Gravity flow to a partially penetrating well system was assumed in the design. Groundwater was taken as elevation EL. 83’ based on the measured groundwater table in the field and the approximate wetlands delineation line of the nearby Smelter Brook. The required drawdown elevation was taken as elevation EL.73’(2‐ft below bottom of excavation).The bottom of the aquifer was assumed to be 5‐ft into the lower Silt/Sand layer (elevation EL.62.2’).Refer to the attached calculations for estimated flow rates for the temporary dewatering system. Please note that the groundwater flow rates will vary based on the actual field conditions encountered and the initial flow rates may be greater than the estimated steady state flow rates. Any potential changes to the system, such has the addition or removal of wells, will be assessed if observed flow rates are higher than anticipated. May 10,2021 File no.02.0174874.10 Town of Kingston – WastewaterTreatment PlantExpansion Marion Drive WastewaterPump Station – Temporary Well DewateringSystem Proactive by Design An Equal Opportunity Employer M/F/V/H Dewatering System The dewatering system shall consist of a total of three (3) deep wells drilled to the elevation EL. 71.0’ at the locations indicated on the drawings herein.Each well shall be drilled to a nominal 24‐in diameter borehole to an approximate tip elevation of EL.71.0’.A 12‐inch diameter well with standard PVC mill‐slot screen (0.25”slot spacing and 0.05” slot openings) and a PVC riser casing shall be placed within the annulus of the cased borehole. Select gravel filter pack shall be placed within the screened zone of each well. The remainder of the borehole shall be filled with clean sand up to ground surface. Refer to attached drawings for proposed well locations, well depths, and details. Select gravel filter pack gradation shall be type “2S” (min.) as indicated in the sieve gradation included herewith.In‐situ soil conditions be evaluated by the Contractor at the time of drilling.Notify GZA if in‐ situ soil conditions vary from what has been assumed and been considered in the design so that the effect on the design may be evaluated and the design modified if required. Each well shall be furnished with an electric well pump capable of maintaining the estimated flow rates. Standby equipment and standby power supply shall be provided as required per Project Specifications.Refer to Appendix‐ A for the proposed material and equipment specifications provided by Methuen. Dewatering system installation (means and methods) and maintenance is by others. Groundwater Discharge & Monitoring Treatment and monitoring of groundwater shall be conducted in accordance with Project requirements. Summary The temporary dewatering system design provided herewith has been prepared based on the information provided in the Contract Documents and made available to GZA at the time of design. Note that the actual flow rates will vary in the field. The dewatering system shall be adjusted in the field based on an observational approach, as required, to facilitate the proposed excavation and pump station construction/installation. GZA shall be notified if the soil and groundwater conditions encountered differ substantially from those presented in the Contract Documents. We trust this satisfies the needs of the project at this time.Please contact Eric Bregman at (508)667‐4376 or Rasim Tumer at (617)785‐4722 with any questions or comments that you may have. Sincerely, GZA GeoEnvironmental, Inc. Eric P. Bregman, P.E. Bradford W. Roberts, P.E. Senior Project Manager Senior Principal/Consultant Reviewer Rasim Tumer, P.E. Principal 0 2'2'4'4'8'8'12' SCALE: 1/4" = 1' - 0" SHEET NO. GZA GeoEnvironmental, Inc. Engineers and Scientists PREPARED BY:PREPARED FOR: www.gza.com PROJECT NO.DATE:REVISION NO. DESIGNED BY: PROJ MGR: DRAWN BY: REVIEWED BY:CHECKED BY: SCALE: 0 AS NOTED EPB JPM RTRT JPM EPB 1 OF 1 DW-1 SKETCH 02.0174874.1005/10/2021 METHUEN CONSTRUCTION WASTEWATER PUMPING STATION DEWATERING SYSTEM PLAN & SECTION VIEW WASTEWATER TREATMENT PLANT EXPANSION MARION DRIVE WASTEWATER PUMPING STATION KINGSTON, MA 0 1'1'2'2'4'4'6'6' SCALE: 1/2" = 1' - 0" 0 0.5'1'1'2'2'3'3' SCALE: 1" = 1' - 0" An Equal Opportunity Employer M/F/V/H TEMPORARY WATER DIVERSION AND TYPICAL TRENCH DEWATERING DESIGN Pameacha Avenue Culvert & Water Main Improvements Bid No. 2021‐008 Middletown, Connecticut Prepared For: Ludlow Construction Company Inc. 19 Carmelina’s Circle │Ludlow, MA 01056 Prepared By: GZA 249 Vanderbilt Avenue │Norwood, MA 02062 781‐278‐3700 www.gza.com July 13, 2022 File No.: 02.0175683.00 Copyright ©2022 GZA GeoEnvironmental,Inc. An Equal Opportunity Employer M/F/V/H TYPICAL TRENCH DEWATERING DESIGN Water Pollution Control Facility Flood Barrier Gloucester, Massachusetts Prepared For: Methuen Construction Inc. 144 Main Street│PO Box 980 │Plaistow, NH 03865 Prepared By: GZA 249 Vanderbilt Avenue │Norwood, MA 02062 781‐278‐3700 www.gza.com January 20, 2023 File No.: 02.0177025.00 Copyright ©2023 GZA GeoEnvironmental,Inc. An Equal Opportunity Employer M/F/V/H Temporary Dewatering Design Submittal Sludge Degritting System Improvements Stamford Water Pollution Control Facility Stamford, Connecticut Prepared For: C.H. Nickerson & Company, Inc. 49 Hayden Hill Rd.│Torrington, CT 06790 Prepared By: GZA 249 Vanderbilt Avenue │Norwood, MA 02062 781‐278‐3700 31 Offices Nationwide www.gza.com May 11, 2023 File No.: 02.0177090.10 Copyright ©2023 GZA GeoEnvironmental,Inc. SHEET NO. GZA GeoEnvironmental, Inc. Engineers and Scientists PREPARED BY:PREPARED FOR: www.gza.com PROJECT NO.DATE:REVISION NO. DESIGNED BY: PROJ MGR: DRAWN BY: REVIEWED BY:CHECKED BY: SCALE:AS NOTED RT JPM BWR JPM JPM 1 OF 2 DW-1 DRAWING 002.0177090.10-T205/11/2023 TEMPORARY DEWATERING PLAN VIEW - DRAWDOWN ESTIMATE SLUDGE DEGRITTING SYSTEM IMPROVEMENTS STAMFORD WATER POLLUTION CONTROL FACILITY STAMFORD, CT 0 8' 16' 32' 48' SCALE: 1/16" = 1'-0" An Equal Opportunity Employer M/F/V/H Temporary Dewatering Design Submittal Bradley International Airport Emergency Storm Drain Repair Windsor Locks, Connecticut Prepared For: Arborio Corporation 231 Shunpike Rd.│Cromwell,CT 06416 Prepared By: GZA 249 Vanderbilt Avenue │Norwood, MA 02062 781‐278‐3700 31 Offices Nationwide www.gza.com April 5, 2024 File No.: 02.0177530.00 Copyright ©2024 GZA GeoEnvironmental, Inc. SHEET NO. GZA GeoEnvironmental, Inc. Engineers and Scientists PREPARED BY:PREPARED FOR: www.gza.com PROJECT NO.DATE:REVISION NO. DESIGNED BY: PROJ MGR: DRAWN BY: REVIEWED BY:CHECKED BY: SCALE: 4/5/2024 02.0177532.00 0 AS NOTED RMC JPM RT JPM JPM 2 OF 4 DRAWING TEMPORARY DEWATERING SYSTEM PLAN VIEW BRADLEY INTERNATIONAL AIRPORT EMERGENCY STORM DRAIN REPAIR WINDSOR LOCKS, CT GRAPHIC SCALE: 1/8" = 1'-0" 06' 4' 2'8'8' An Equal Opportunity Employer M/F/V/H Temporary Dewatering Design Submittal Bradley International Airport Emergency Storm Drain Repair 55” Dia. Pipe Between Junction Chamber C – MH1 Windsor Locks, Connecticut Prepared For: Arborio Corporation 231 Shunpike Rd.!Cromwell,CT 06416 Prepared By: GZA 249 Vanderbilt Avenue !Norwood, MA 02062 781‐278‐3700 31 Offices Nationwide www.gza.com February 5, 2025 File No.: 02.0177530.20 Copyright ©2025 GZA GeoEnvironmental,Inc. GRAPHIC SCALE: 1/8" = 1'-0" 06' 4' 2'8'8' SHEET NO. GZA GeoEnvironmental, Inc. Engineers and Scientists PREPARED BY:PREPARED FOR: www.gza.com PROJECT NO.DATE:REVISION NO. DESIGNED BY: PROJ MGR: DRAWN BY: REVIEWED BY:CHECKED BY: SCALE: 2/5/2025 02.0177532.20 0 AS NOTED RMC JPM RT JPM JPM 2 OF 4 DRAWING TEMPORARY DEWATERING SYSTEM PLAN VIEW BRADLEY INTERNATIONAL AIRPORT EMERGENCY STORM DRAIN REPAIR WINDSOR LOCKS, CT An Equal Opportunity Employer M/F/V/H Temporary Dewatering Design Submittal Dennis Water Resource Recovery Facility Project No. CWSRF – 16676/1 Dennis, Massachusetts Prepared For: CC Construction 11 Cantor Court 1#%*&’)($+ "! -./0- Prepared By: GZA 249 Vanderbilt Avenue 1 Norwood, MA 02062 781-278-3700 31 Offices Nationwide www.gza.com April 23, 2025 File No.: 02.0178027.00 Copyright ©2025 GZA GeoEnvironmental, Inc. GRAPHIC SCALE: 1/16"=1'-0" 16'8'0 16' SHEET NO. GZA GeoEnvironmental, Inc. Engineers and Scientists PREPARED BY:PREPARED FOR: www.gza.com PROJECT NO.DATE:REVISION NO. DESIGNED BY: PROJ MGR: DRAWN BY: REVIEWED BY:CHECKED BY: SCALE: 4/23/2025 02.0178027.00 0 AS NOTED RMC JPM RT JPM JPM 2 OF 4 DRAWING TEMPORARY DEWATERING SYSTEM PLAN VIEW DENNIS WATER RESOURCE RECOVERY FACILITY PROJECT NO. CWSRF - 16676/1 DENNIS, MA May 14, 2025 02.0178063.00 Temporary Dewatering Design Submittal Stevens St. Pump Station, Barnstable, MA Page | 11 Proactive by Design An Equal Opportunity Employer M/F/V/H CERTIFICATES Stevens Street – Dewatering and Discharge Site Restoration: • Following the completion of the dewatering scope, all materials and debris related to the dewatering shall be removed. The site will be restored to its initial state where the duff layer will be restored via blower, minus the vegetation that was removed. • At this time, it is anticipated that no additional planting and/or seeding is needed given the preexisting state of this understory. • Conservation Commission will perform a final inspection to ensure restoration is satisfactory. Further Alterations • If further alterations are to arise, then CC Construction will submit a proposed updated plan and will submit it to APEX for review and approval. Contingency Plan • The risk of an adverse impact taking place within our current dewatering plan is low and unlikely to occur; if such an event should take place, CC Construction will have the appropriate personnel turn off the pumps and discontinue dewatering until the issue is resolved. • CC Construction will have an employee on call 24/7 if the need to shut the pumps off if this does occur. • CC Construction is also monitoring the operation twice daily (Water levels, Wetland impacts, turbidity Etc.) Acceptable Effects to nearby Wetlands • Rise in nearby wetland water level – Acceptable • Drop in water level in nearby wetland less than 4” – Acceptable • Destruction of wetland – Unacceptable, will turn off pumps if this is observed • Flooding wetland – Unacceptable, will turn off pumps if this is observed Contact List • Don McQuilkin – (860) 987-2818 • Patrick McQuilkin – (860) 471-9000 Sediment Tank Size: • 8,000 Gallons BIT. C O N C . DRIV E W A Y OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW W W W W W W WWWWWWLPL MHO R=18.04 SIGN: CAUTION SHARP RIGHT TURN AHEAD SIGN POST SIGN: 30MP H UP 45 A UP 428-2 D 10''(DI)W B 8''(DI)WW W W W W W W W W W W W W W W W W W W W W W W W W W APPROXIMATE 10"(P V C ) W CBN R=20.90 I(A)=19 . 0 0 2''(CS)GWW CBN R=20.36 LEACHING S=16.0± LIMIT OF R I G H T O F W A Y ( T Y P . ) APPROXIMA T E BUILDING #340 ASSESSORS MAP 308 LOTS 9, 10 AND 11 340 NORTH STREET N/F MARY and BENJAMIN PERRY DEED BOOK 1767 PAGE 247 DEED BOOK 1435 PAGE 1123 DEED BOOK 31644 PAGE 340 ASSESSORS MAP 308 LOT 17 268 STEVENS STREET LLC 268 STEVENS STREET N/F TOWN OF BARNSTABLE DEED BOOK 30351 PAGE 194 OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHWOHWOHWOHWOHWOHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWGGGGGGGGGG GRASS PVC PIPE ELECTRIC SERVICE POST PVC PIPE DIRT PILE DIRT WOODED GRASS ASPHALT BERM ASPHALT BERM ASPHALT IRON ROD FOUND 0.3' SOUTHEAST OF CORNER 36"(RCP)D 22 21 2 0 1 9 1 8 1 9 21 21 21 2 0 2''(CS)G ASPHALT BERM ASPHA L T B E R M EOP EOP GUY GUY GUY LPL LPL 20GG GGGGGGG G G G G G G G G G G G G G G G G G G G G G G G G G GGGG G G G G G G MHO DISTRIBUTION BOX R=19.12 100 100 100100100100100100100200 200 200 200 200 200 200200200200200200200200200200200200200200200200200100' WETLAND BUFFER ZONE 200' RIPARIAN ZONE B-1 ETCETCTEGGGG G E E EE E E 2 2 2 0 20 2418 202018222020 EASEEASEEASE EASE EASE EASE EASE EASEEASE EASE EASE EASE EASE EASE EASEGGGSSSSSSSSSSS S FM FMFMFMFMFMFMFMFMF M F M F M FM FM FM FM FM FMSPROP. 5' GRAVITY SEWER MANHOLE RIM EL = 18.83 (E) 8"Ø INV EL = 8.00 (W) 8"Ø INV EL = 8.00 (N)8"Ø INV EL = 7.90 PROP. 5' GRAVITY SEWER MANHOLE RIM EL = 19.94 (S) 8"Ø INV EL = 7.80 (N) 8"Ø INV EL = 14.60 (E)8"Ø INV EL = 7.70 20 22 21EEE EEEW0+00 1+002+00 SCALE: PLAN 1"=10' 268 STEVENS STREET PUMP STATION PROPOSED CONDITIONS PLAN ZFK ZFK JEC FJB/MSP AS NOTED C-4THIS LINE IS ONE INCH LONG WHEN PLOTTED AT FULL SCALE ON A 22" X 34" DRAWING Sheet No.Drawing file: I:\Barnstable.271\Wastewater\268 Stevens St PS\05 Final Design\Drawings\02 Civil Sheets.dwg Plot Date: Nov 06,2024-4:11pmDATEMARK DESCRIPTION Approved by Checked by Job No. Scale Date Designed by Drawn by T:\05 Updated Logos\01 Full Logo\01 PNG\03 EP Apex - Navy and Powder 2021.png FOR CONSTRUCTION 23012034 NOVEMBER 2024 TOWN OF BARNSTABLE, MA 268 STEVENS STREET PUMP STATION N PRECAST CONCRETE VALVE VAULT. MINIMUM 5' X 6' INTERIOR DIMENSIONS 6' DIAMETER PRECAST CONCRETE WET WELL APPROXIMATE LIMITS OF EASEMENT 4" SDR18 PVC SEWER FORCE MAIN (SEE SHEET C-5 AND C-6 FOR PROFILE) 8"Ø GRAVITY SEWER (TYP). GRAVITY SEWER STUB FOR FUTURE CONNECTION (TYP.) EL. = 8.05 ELECTRIC AND CONTROLS PANEL PUMP STATION ELECTRIC SERVICE 3.5' X 7' CONCRETE PAD FOR GENERATOR T.O.C. EL. =21.5' VERSA-LOK RETAINING WALL AT BACK OF SIDEWALK (BY OTHERS) CONCRETE BOLLARD (TYP.)HOLMES LANEMITCHELLS W A Y NORTH S T R E E T 4" SEWER FORCE MAIN PLUG VALVE. SEE DETAIL SHEET C-7 1-1/4" UNDERGROUND GAS SERVICE (377 CFH) TO GENERATOR IMPERVIOUS CLAY DAM (TYP.) 4" DI 45° BEND 4" DI 22.5° BEND 4" DI 45° BEND NOTES: 1. SEE SHEET C-5 FOR DETAILED SEWER FORCE MAIN PLANS ON MITCHELLS WAY AND NORTH STREET. 2. PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL REMOVE/RELOCATE EXISTING MATERIAL STOCKPILES AT 268 STEVENS STREET TO ALLOW FOR CONSTRUCTION OF THE PUMP STATION. FINAL MATERIAL LOCATION TO BE DETERMINED BY THE TOWN OF BARNSTABLE. 3. FOLLOWING PUMP STATION CONSTRUCTION, SITE TO BE GRADED TO MEET PROPOSED SITE ELEVATIONS. FINAL LOAM AND SEED RESTORATION TO BE COMPLETED BY OTHERS. 4. DEWATERING OPERATIONS (I.E. BAGS AND FRAC TANKS) SHALL BE CONFINED TO THE 268 STEVENS STREET PARCEL. 5. REFER TO ELECTRICAL SHEETS FOR ADDITIONAL REQUIREMENTS AND DETAILS. 6. INCLUDED IN OWNERS ALTERNATE NO. 2 - 1.5" MILL AND OVERLAY. GRAVITY SEWER STUB FOR FUTURE CONNECTION (TYP.) EL. = 14.8 CLEAR AND GRUB EXISTING VEGETATION AS REQUIRED FOR PUMP STATION INSTALLATION. 12" DIAMETER FILTER SOCK SEE NOTES 2 AND 3 GRAVITY SEWER STUB FOR FUTURE CONNECTION (TYP.) EL. = 8.05 4" DI DRAIN GRADE SITE TO MEET PROPOSED ELEVATIONS 4" DI WET WELL VENT PROPOSED LIMIT OF ROAD SAWCUT (BY OTHERS) 5' PRECAST CONCRETE WATER METER MANHOLE 1" PE WATER SERVICE 1" CORPORATION STOP NON-FREEZE YARD HYDRANT CATCH BASIN TO BE REMOVED BY OTHERS. 1.5" MILL AND OVERLAY LIMITS. REFER TO NOTE 6 THIS SHEET (SEE DETAIL SHEET C-9). 1 11/8/24 Addendum 2 - Construction Drawings 12' ON CENTER SWALECLFLOW ELEVATIONPLANBALED HAYOR STRAWFILL SLOPE2 - 2"X 2"X 3'OAK STAKES 20" TO24" IN GROUNDEXIST.GROUNDOVERLAP EDGESNOTES:1. INSTALLATION: REMOVE GRATE FROM CATCH BASIN. IF USING OPTIONAL OILABSORBENTS; PLACE ABSORBENT PILLOW IN UNIT. STAND GRATE ON END. MOVETHE TOP LIFTING STRAPS OUT OF THE WAY AND PLACE THE GRATE INTO THEFILTER BAG, SO THAT THE GRATE IS BELOW THE TOP STRAPS AND ABOVE THELOWER STRAPS. HOLDING THE LIFTING DEVICES, INSERT THE GRATE INTO THEINLET.2. MAINTENANCE: REMOVE ALL ACCUMULATED SEDIMENT AND DEBRIS FROMVICINITY OF UNIT AFTER EACH STORM EVENT. AFTER EACH STORM EVENT AND ATREGULAR INTERVALS, LOOK INTO THE FILTER BAG. IF THE CONTAINMENT AREA ISMORE THAN ONE-THIRD FULL OF SEDIMENT, THE UNIT MUST BE EMPTIED. TOEMPTY UNIT, LIFT THE UNIT OUT OF THE INLET USING THE LIFTING STRAPS ANDREMOVE THE GRATE. IF USING OIL ABSORBENTS, REPLACE ABSORBENT WHENNEAR SATURATION. REMOVED SEDIMENT SHALL BE DEPOSITED IN A SUITABLEAREA AND IN SUCH A MANNER THAT WILL NOT ERODE.3. THE FILTER BAG SHALL BE REMOVED WHEN THE DRAINAGE AREA HAS BEENADEQUATELY STABILIZED.GRATELIFT STRAPSDUMPING STRAPEXISTING ORPROPOSEDCATCH BASINSTRUCTUREDANDY BAG IIFILTER BAG, ORAPPROVED EQUALBALES SHALL BE PLACED IN A ROW WITH ENDS TIGHTLY ABUTTING THE ADJACENTBALES. EACH BALE SHALL BE EMBEDDED IN THE SOIL A MINIMUM OF 3". BALESSHALL BE SECURELY ANCHORED IN PLACE BY STAKES OR RE-BARS DRIVENTHROUGH THE BALES. THE FIRST STAKE IN EACH BALE SHALL BE ANGLEDTOWARD PREVIOUSLY PLACED BALE TO FORCE THE BALES TOGETHER.INSPECTION SHALL BE FREQUENT AND REPAIR OR REPLACEMENT SHALL BE MADEPROMPTLY AS DIRECTED BY THE ENGINEER. BALES SHALL BE REMOVED WHENTHEY HAVE SERVED THEIR USEFULNESS SO AS NOT TO BLOCK OR IMPEDE STORMFLOW OR DRAINAGE.SECTIONPLAN1'-0"TO TOE OF SLOPE6" MIN.EROSION BARRIER SHALLPLACED ALONG LIMITS OFCONSTRUCTION ORWETLANDS EDGE ASINDICATED ON THE PLANHEAVY-DUTY POLYPROPYLENE CABLE SEWNIN SILT FENCE FABRIC (TOP & BOTTOM),CABLE SHALL ATTACHED TO SILT FENCE POST.SILT FENCE FABRICBALED HAY OR STRAW STAKED IN PLACEOAK POST2"x 2"x 4'-6'(MAX.)METAL CONNECTORCABLE, 1/8" 0 (MIN.)INDUSTRIAL SUPPORT NETTING2"x2"x3' STAKES2 PER HAYBALEHAYBALES TOBUTT TOGETHERSILTATION FENCEDOUBLE ROW BALEDSTRAW (TYP.)PLAN-CONCRETE BASE7'-0" 6'-0" FABRIC 12'-0"2'-0"12"12"2'-0" 12"1 5/8" 40 WEIGHT FRAME2.067" I.D.SLEEVEGRADELINEFABRIC FASTENERS@ 15" O.C.TOP & BOTTOMBAND ADJACENTSECTION @ 18" O.C.1/4" X 3/4" STRETCHERBARS W/ 11 GAGEFASTENERS @ 12" O.C.1.900" O.D.POSTS2'X2'X4' MINCONC. BASE(TYP.)DURING CONSTRUCTION AND THEREAFTER, EROSION CONTROL MEASURES ARESHALL IMPLEMENTED AS NOTED:1.INSTALLATION OF STRAW BALE BARRIERS AND SILTATION FENCE WHEREINDICATED SHALL BE COMPLETED PRIOR TO THE START OF SITE WORK IN ANYGIVEN AREA.2.STRAW BALE BARRIERS AND SILTATION FENCES SHALL BE KEPT CLEAN DURINGCONSTRUCTION AND REMOVED WHEN ALL DISTURBED AREAS HAVE A HEALTHYSTAND OF VEGETATIVE COVER. EROSION CONTROL MEASURES SHALL BEINSPECTED ON A WEEKLY BASIS AND AFTER EVERY RAINFALL.3.EXISTING VEGETATION IS TO REMAIN UNDISTURBED WHEREVER POSSIBLE.4.THE AREA OF LAND EXPOSED AND THE TIME OF EXPOSURE SHALL BE MINIMIZED.ALL NON-ACTIVE DISTURBED AREAS (ie: CLEARED FOR CONSTRUCTION BUT NOTPRESENTLY UNDERGOING CONSTRUCTION) SHALL BE STABILIZED WITHIN 28DAYS OF DISTURBANCE. ALL DISTURBED AREAS SHALL BE STABILIZED WITHIN 72HOURS AFTER FINAL GRADING.5.ALL DITCHES, SWALES AND BASINS SHALL BE STABILIZED PRIOR TO DIRECTINGSTORM WATER FLOW TO THEM.6.AN AREA MAY BE CONSIDERED STABILIZED WHEN ONE OF THE FOLLOWING HASOCCURED:A.BASE COURSE GRAVELS HAVE BEEN INSTALLED IN AREAS SHALL PAVED;B.A MINIMUM OF 85% VEGETATED GROWTH HAS BEEN ESTABLISHED;C.A MINIMUM OF 3" OF NON-EROSIVE MATERIAL SUCH AS STONE OR RIPRAPHAS BEEN INSTALLED; ORD.EROSION CONTROL BLANKETS HAVE BEEN PROPERLY INSTALLED.7.ALL DISTURBED AREAS SHALL BE COVERED WITH A MINIMUM OF 6" OF LOAM.LOAM SHALL BE COVERED WITH A SEED MIXTURE OR OTHER LANDSCAPINGCOVER (BARK MULCH, ETC.). THE SEED MIXTURE SHALL BE APPLIED AT A RATEOF 220 POUNDS PER ACRE AND SHALL CONSIST OF THE FOLLOWING:TYPICAL LAWN SEEDCREEPING RED FESCUE HARD FESCUE RED FESCUESHEEP FESCUE CHEWING FESCUE8.LIME AND FERTILIZER SHALL BE INCORPORATED INTO THE SOIL PRIOR TO OR ATTHE TIME OF SEEDING. A MINIMUM OF 100 LBS. PER 1,000 S.F. OFAGRICULTURAL LIMESTONE AND 11.5 LBS. PER 1,000 S.F. OF 10-20-20 FERTILIZERSHALL BE APPLIED. SEEDING PRACTICES SHALL COMPLY WITH MASSDOTSPECIFICATIONS FOR CONSTRUCTION.9.PERMANENT OR TEMPORARY COVER MUST BE IN PLACE BEFORE THE GROWINGSEASON ENDS. WHEN SEEDED AREAS ARE MULCHED, PLANTINGS MAY BE MADEFROM EARLY SPRING TO EARLY OCTOBER. WHEN SEEDED AREAS ARE NOTMULCHED, PLANTINGS SHOULD BE MADE FROM EARLY SPRING TO MAY 20 ORFROM AUGUST 10 TO SEPTEMBER 15. NO DISTURBED AREA SHALL BE LEFTEXPOSED DURING THE WINTER MONTHS.10.EXPOSED EARTH SHALL BE KEPT MOIST OR MULCHED AT ALL TIMES TO PREVENTDUST FORMATION. SPECIAL ATTENTION SHALL BE PAID TO HIGH TRAFFIC AREAS.11.ALL SLOPES STEEPER THAN 3:1 SHALL BE PROTECTED WITH WILDLIFE FRIENDLYCURLEX NET FREE (OR EQUAL) EROSION FABRIC.NOTES ON EROSION CONTROL:DIRECTION OFFLOW20' (APPROX.)SEDIMENTATION CONTROL CHECK DAM NOTES:1.SEDIMENTATION CONTROL CHECK DAMS SHALL BE PLACED IN SERIESBETWEEN THE DEWATERING DISCHARGE AND RECEIVING DRAINAGESTRUCTURE(S).2.CHECK DAM HEIGHT AND WIDTH VARIES BASED ON SLOPE OF THEROADWAY, DISCHARGE FLOW RATE AND CLEARANCE FROMVEHICULAR TRAFFIC.3.CHECK DAMS MUST NOT IMPEDE VEHICULAR TRAFFIC IN THEIMPACTED LANE OF TRAVEL.HEIGHT AND WIDTH VARIESEXISTING CURB AND/OREDGE OF PAVEMENT3/4" CRUSHEDSTONE WRAPPED INFILTER FABRICANCHORED FLOCLOGS SITTING ONJUTE NETTINGINSTALLATIONDEWATERINGDISCHARGEDEWATERINGDISCHARGE10' (APPROX.)SEDIMENTATION CONTROL BASIN NOTES:1.SEDIMENTATION CONTROL BASINS SHALL BE SIZEDAND INSTALLED TO HANDLE ALL OF THE DEWATERINGNECESSARY DURING CONSTRUCTION. NO OVERFLOWOF THE BASIN SHALL OCCUR. CONTRACTOR TO INSTALLAND MAINTAIN MULTIPLE SEDIMENTATION BASINS ASNECESSARY TO HANDLE ALL TRENCH DEWATERINGDISCHARGE AND MEET THE REQUIREMENT OF ALLPERMITS.2.SEDIMENTATION BASINS SHALL LOCATED ADJACENT TOTHE ROADWAY GUTTER LINE, WITHIN THE TOWNRIGHT-OF-WAY.3.CRUSHED STONE, FILTER FABRIC, JUTE NETTING ANDFLOC LOG CHECK DAMS SHALL BE PLACED IN THEROADWAY GUTTER LINE BETWEEN THESEDIMENTATION CONTROL BASIN AND RECEIVINGDRAINAGE STRUCTURES, AS DETAILED ON THIS SHEET.FLOC LOGS SHALL BE SPECIFICALLY DESIGNED FORNATIVE SEDIMENT TYPE AND SIZE.4. DETAIL PROVIDED IS AN EXAMPLE OF A SEDIMENTCONTROL BASIN THE CONTRACTOR SHALL SUBMIT FORREVIEW AND APPROVAL. PROPOSED DEWATERING ANDASSOCIATED SEDIMENT CONTROLS FOR DEWATERINGFOR REVIEW AND APPROVVAL, DESIGNED BY APROFESSIONAL ENGINEER LICENSED IN THECOMMONWEALTH OF MASSACHUSETTS.8' (APPROX.)BALED STRAW(SEE DETAIL #23)3/4" CRUSHEDSTONE LAYERBELOW FILTER BAGFILTER FABRIC BELOW CRUSHED STONELAYER, OVERLAP ABOVE STRAW BALESFILTER BAG3/4" CRUSHED STONE LAYERBELOW FILTER BAGBALED STRAW(FOR DETAIL SEE DETAIL #21)FILTER BAGSECTIONPROTECTED AREAWORK AREA36" MIN EXPOSED HEIGHTSHEET FLOWWOODEN POST STAKES USE 2"X4"SOFTWOOD OR 1-1/2"x1-1/2" OAKSPACED MAXIMUM OF 8' O.C.UNDISTURBED GOUNDSTAKE STRAW WATTLESCONTINUOUSLY ON CONTOURSWITH 24" STAKES AT MAX 5' O.C.UV RESISTANT HIGH-TENACITYPOLYPROPYLENE WOVEN FABRICEMBED FILTER FABRIC 6" INTO GROUNDCLIENT:PROJECT NO.REVISION DESCRIPTIONREV.DATEAPPRVDCHKDPROJECTTITLE:CONTRACTOR:DRAWNStantec Consulting Services Inc.CENTERVILLE VILLAGE SEWEREXPANSION PROJECT - NORTH PHASESHEET DWG. NO.REV:OF1951134973SCALEFORMAT/SIZECopyright ReservedThe Contractor shall verify and be responsible for all dimensions. DO NOT scale the drawing- any errors or omissions shall be reported to Stantec without delay.The Copyrights to all designs and drawings are the property of Stantec. Reproduction oruse for any purpose other than that authorized by Stantec is forbidden.TOWN OF BARNSTABLE, MADEPARTMENT OF PUBLIC WORKSCWSRF PROJECT NO.02023-12-22ISSUED FOR MADEP WP-68 PERMITBTBBMRJDT12024-01-26FINAL DESIGN TOWN IFRBTBJRBBMR22024-03-18MASSDEP CWSRF SUBMISSIONBTBBASBMR32024-04-01ISSUED FOR BIDBTBBASBMREROSION AND SEDIMENTATIONCONTROL DETAILSHAY BALE CHECK DAM DETAILNOT TO SCALEC-5091NOT TO SCALEC-5092INLET PROTECTION DETAIL -FILTER BAGNOT TO SCALEC-5093EROSION CONTROL BARRIER DETAILWITH HAYBALESNOT TO SCALEC-5094TEMPORARY CONSTRUCTION FENCENOT TO SCALEC-5096SEDIMENTATION CONTROL CHECK DAMSNOT TO SCALEC-5097SEDIMENTATION CONTROL BASINNOT TO SCALEC-5098SILT FENCE DETAIL WITH WATTLESNOT TO SCALEC-5095EROSION CONTROL NOTESRDNRDNRDN4.1.2024 Ph : (508)398-1811 11 Cantor Court Plymouth, MA 02360 Job: Stevens St. Sewer, Barnstable Spec Section No: Stevens Street Barnstable, MA Submittal No: 02140 003 Sent Date: Revision No:002 Submittal 8/14/2025 2024-159 Spec Section Title:Dewatering and Discharge Submittal Title:Monitoring Plan Contractor's Stamp Architect's Stamp Engineer's Stamp C.C. Construction, Inc. Contractor: ENVIRONMENTAL PARTNERS An Equal Opportunity Employer M/F/V/H August 8, 2025 File No. 02.0178063.00 Mr. Zach Gonneville CC Construction 11 Cantor Court Plymouth, MA 02360 Re: Water Monitoring Instrumentation Plan Stevens St. Pump Station Barnstable, Massachusetts Dear Mr. Gonneville, GZA understands that the Contractor has been asked to monitor the water level of adjacent bodies of water to the temporary excavation and dewatering activities required to facilitate the construction of the proposed Wet Well and Valve Vault structures as part of the above referenced project located in Barnstable, Massachusetts. The “Temporary Dewatering Design Submittal” prepared by GZA and dated 5/14/2025, assumes a radius of influence of approximately 850-ft for the proposed temporary dewatering system. Accordingly, the Contractor intends to monitor the water level of nearby existing standing bodies of water within this radius, including Aunt Bettys Pond and any other water bodies within the anticipated radius of influence. GZA recommends implementing a water monitoring system using a typical USGS-style staff gauge to allow for visual observation of water levels. The staff gauge will be secured to a stationary object such as fencepost, pipe, or concrete wall and will be installed vertically. We recommend that this system and the water levels be monitored twice a day, and we understand that CC Construction (the Contractor) plans to install and visually monitor the system and its upstream and downstream components as required. The monitoring data shall be reported to all required parties on a daily basis. The areas to be monitored shall include: Upgradient wetland system; Crooked Pond Aunt Betty’s Pond (at sediment basin discharge) Culvert under North Street Stewarts Creek Additionally, turbidity testing shall be performed and water temperature shall be monitored at the discharge location into Aunt Betty’s Pond. Turbidity testing shall be conducted in accordance with Section 7.0 “Turbidity Benchmark Monitoring for Dewatering Discharges” of the Stormwater Pollution Prevention Plan prepared by GZA and dated 7/25/2025, and Section 3.3 “Turbidity Benchmark Monitoring for Sites Discharging Dewatering Water to Protect the Water Quality of Sensitive Waters” of the 2022 Construction General Permit. The Contractor shall also monitor water temperature at the discharge location as required. August 8, 2025 02.0178063.00 Water Monitoring Instrumentation Plan Stevens St. Pump Station, Barnstable, MA Page | 2 Proactive by Design An Equal Opportunity Employer M/F/V/H We trust this meets the Project requirements at this time. Please contact James McDermott at (781) 223-0980 or Rasim Tumer at (781) 278-5884 with any questions or comments that you may have. Sincerely, GZA James McDermott Bradford Roberts, P.E. Project Manager Senior Principal/Consultant Reviewer Rasim Tumer, P.E. Senior Principal Stevens Street – Dewatering and Discharge Acceptable Effects to nearby Wetlands • Rise in nearby wetland water level – Acceptable • Drop in water level in nearby wetland less than 4” – Acceptable • Drop in water level in nearby wetland more than 4” – Under watch • Drop in water level in nearby wetland more than 7” – Unacceptable Ph : (508)398-1811 11 Cantor Court Plymouth, MA 02360 Job: Stevens St. Sewer, Barnstable Spec Section No: Stevens Street Barnstable, MA Submittal No: 02140 002 Sent Date: Revision No:0 Submittal 8/7/2025 2024-159 Spec Section Title:Dewatering and Discharge Submittal Title:Stormwater Pollution Prevention Plan Contractor's Stamp Architect's Stamp Engineer's Stamp C.C. Construction, Inc. Contractor: ENVIRONMENTAL PARTNERS An Equal Opportunity Employer M/F/V/H STORMWATER POLLUTION PREVENTION PLAN 268 STEVENS STREET PUMP STATION BARNSTABLE, MASSACHUSETTS Estimated Project Dates: Project Start Date: 06/16/2025 Project Completion Date: 08/08/2025 SWPPP PREPARATION DATE: July 25, 2025 PREPARED FOR: CC Construction 11 Cantor Court Plymouth, MA 02360 GZA GeoEnvironmental, Inc. 249 Vanderbilt Avenue │ Norwood, MA 02062 800-789-5848 31 Offices Nationwide www.gza.com Copyright© 2025 GZA GeoEnvironmental, Inc An Equal Opportunity Employer M/F/V/H July 25, 2022 File No. 02.0177358.00 Mr. Zachary Gonneville CC Construction 11 Canton Court Plymouth, MA 02360 Re: Stormwater Pollution Prevention Plan 268 Stevens Street Pump Station Barnstable, Massachusetts Dear Mr. Gonneville: GZA GeoEnvironmental, Inc. (GZA) is pleased to provide this Stormwater Pollution Prevention Plan (SWPPP), for the 268 Stevens Street Pump Station Project. If you have any questions regarding this information, or we may be of further assistance, please contact the undersigned. Sincerely, GZA GEOENVIRONMENTAL, INC. Alyssa J. Chadwick Richard F. McGanty Project Engineer Consultant/Reviewer Adam C. Swederskas Senior Project Manager Attachment: Stormwater Pollution Prevention Plan TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA Proactive by Design 1.0 CONTACT INFORMATION/ RESPONSIBLE PARTIES ...........................................................................................1 1.1 OPERATOR(S) / SUBCONTRACTORS .............................................................................................................. 1 1.2 STORMWATER TEAM .................................................................................................................................... 2 2.0 SITE EVALUATION, ASSESSMENT, AND PLANNING ...........................................................................................5 2.1 PROJECT/SITE INFORMATION ....................................................................................................................... 5 2.2 DISCHARGE INFORMATION ........................................................................................................................... 5 2.3 NATURE OF THE CONSTRUCTION ACTIVITIES ............................................................................................... 6 2.4 SEQUENCE AND ESTIMATED DATES OF CONSTRUCTION ACTIVITIES ........................................................... 9 2.5 AUTHORIZED NON-STORMWATER DISCHARGES .......................................................................................... 9 2.6 SITE MAPS ................................................................................................................................................... 10 3.0 DOCUMENTATION OF COMPLIANCE WITH OTHER FEDERAL REQUIREMENTS ................................................. 12 3.1 ENDANGERED SPECIES PROTECTION .......................................................................................................... 12 3.2 HISTORIC PROPERTY SCREENING PROCESS ................................................................................................ 12 3.3 SAFE DRINKING WATER ACT UNDERGROUND INJECTION CONTROL REQUIREMENTS .............................. 13 4.0 EROSION AND SEDIMENT CONTROLS AND DEWATERING PRACTICES ............................................................. 13 4.1 NATURAL BUFFERS OR EUIVALENT SEDIMENT CONTROLS ........................................................................ 13 4.2 PERIMETER CONTROLS ............................................................................................................................... 13 4.3 SEDIMENT TRACK OUT ................................................................................................................................ 14 4.4 STOCKPILES OR LANDCLEARING DEBRIS PILES COMPROMISED OF SEDIMENT OR SOIL ............................ 14 4.5 MINIMIZE DUST .......................................................................................................................................... 14 4.6 MINIMIZE STEEP SLOPE DISTURBANCES ..................................................................................................... 15 4.7 TOPSOIL ....................................................................................................................................................... 15 4.8 SOIL COMPACTION...................................................................................................................................... 15 4.9 STORM DRAIN INLETS ................................................................................................................................. 15 4.10 CONSTRUCTED SITE DRAINAGE FEATURE ................................................................................................... 16 TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA Proactive by Design 4.11 SEDIMENT BASINS OR SIMILAR IMPOUNDMENTS ..................................................................................... 16 4.12 CHEMICAL TREATMENT .............................................................................................................................. 16 4.13 DEWATERING PRACTICES ............................................................................................................................ 17 4.14 OTHER STORMWATER CONTROLS .............................................................................................................. 17 4.15 SITE STABILIZATION..................................................................................................................................... 17 5.0 POLLUTION PREVENTION CONTROLS ............................................................................................................ 19 5.1 POTENTIAL SOURCES OF POLLUTION ................................................... ERROR! BOOKMARK NOT DEFINED. 5.2 SPILL PREVENTION AND RESPONSE ............................................................................................................ 19 5.3 FUELING AND MAINTENANCE OF EQUIPMENT OR VEHICLES .................................................................... 20 5.4 WASHIGN FO EQUIPMENT AND VEHICLES ................................................................................................. 20 5.5 STORAGE, HANDLING, AND DISPOSAL OF BUILDING PRODUCTS, MATERIALS, AND WASTES ................... 20 5.5.1 Pesticides, Herbicides, Insecticides, Fertilizers, and Landscape Materials ................................................. 21 5.5.2 Diesel Fuel, Oil, Hydraulic Fluids, Other Petroleum Products, and other Chemicals ................................. 21 5.5.3 Hazardous or Toxic Waste .......................................................................................................................... 22 5.5.4 Construction and Domestic Waste ............................................................................................................. 22 5.5.5 Sanitary Waste ............................................................................................................................................ 22 5.6 WASHING OF APPLICATORS AND CONTAINERS USED FOR STUCCO, PAINT, CONCRETE, FORM RELEASE OILS, CUTTING COMPOUNDS, OR OTHER MATERIALS ............................................................................... 23 5.7 APPLICATION OF FERTILIZERS ..................................................................................................................... 23 6.0 INSPECTION, MAINTENANCE, AND CORRECTIVE ACTION ............................................................................... 24 6.1 INSPECTION PERSONNEL AND PROCEDURES ............................................................................................. 24 6.2 CORRECTIVE ACTION ................................................................................................................................... 30 6.3 DELEGATION OF AUTHORITY ...................................................................................................................... 32 7.0 TURBIDITY BENCHMARK MONITORING FOR DEWATERING DISCHARGES ....................................................... 32 8.0 MAR100000 COMMONWEALTH OF MASSACHUSETTS REQUIREMENTS ......................................................... 34 9.0 CERTIFICATION AND NOTIFICATION .............................................................................................................. 35 TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA 1 Proactive by Design 1.0 CONTACT INFORMATION/ RESPONSIBLE PARTIES 1.1 OPERATOR(S) / SUBCONTRACTORS This Stormwater Pollution Prevention Plan (SWPPP) is a necessary component in applying for a NPDES General Permit for Storm Water Discharges from Construction Activities (Construction General Permit, or CGP), which authorizes storm water discharges from construction activities that result in a total land disturbance of one acre or more. This document has been prepared in accordance with the CGP as a preliminary Construction SWPPP document. Since the SWPPP is a living document, it requires consistent maintenance and additional information from the applicable Operators. For the purposes of the CGP and in the context of stormwater discharges associated with construction activity, an “operator” is defined as any party associated with a construction project that meets either of the following two criteria: a) The party has operational control over construction plans and specifications, including the ability to make modifications to those plans and specifications; or b) The party has day-to-day operational control of those activities at a project that are necessary to ensure compliance with the permit conditions. Where there are multiple operators associated with the same project, all operators must obtain permit coverage. Subcontractors generally are not considered operators for the purposes of the CGP. Each Operator is responsible for fulfilling the requirements of the CGP, and supplementing this document to reflect actual site conditions, practices, and construction sequencing. The Operators are equally responsible for all SWPPP requirements, including but not limited to plan maintenance, reporting, and inspections. • Each Operator must file their own Notice of Intent (NOI) and Notice of Termination (NOT) applications and maintain all necessary documentation for permit compliance. • A sign must be posted at a safe, publicly accessible location in close proximity to the construction site. It must be posted so it is visible from the public road that is nearest to the active part of the construction site and must use a font large enough to be readily viewed from a public right-of- way. At a minimum, the sign must include: o the NPDES permit tracking number and the EPA webpage where a copy of the NOI can be found (https://permitsearch.epa.gov/epermit-search/ui/search) o a contact name and phone number for obtaining additional project information o The following statement: “If you would like to obtain a copy of the Stormwater Pollution Prevention Plan (SWPPP) for this site, contact the EPA Regional Office at (617) 918-1732 or spahn.marian@epa.gov TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA 2 Proactive by Design • Each Operator must sign the Operator’s Certification Form included in Section 9 of this document. • Forms in the appendices must also be completed with additional required documentation. Inspection and maintenance reports must be performed regularly for permit compliance. • A copy of the CGP and associated forms is included as Appendix B of this document. Documentation from the United States Environmental Protection Agency (EPA) regarding the permit filing and acceptance should be filed in Appendix C as it is received. Operator(s): CC Construction Zachary Gonneville 11 Cantor Court Plymouth, MA 02360 (774) 487-7434 Area of Control: Day-to-Day Operations Barnstable Housing Assistance Corporation David Quinn 255 Independence Dr Hyannis, MA 02601 (508) 771-5400 Area of Control: Contract Plans and Specifications Emergency 24-Hour Contact CC Construction Zachary Gonneville (774) 487-7434 zach@ccconstruction.net 1.2 STORMWATER TEAM Each operator, or group of multiple operators, must assemble a “stormwater team” that will be responsible for carrying out activities necessary to comply with this permit. The stormwater team must include the following people: • Personnel who are responsible for the design, installation, maintenance, and/or repair of stormwater controls (including pollution prevention controls); • Personnel responsible for the application and storage of treatment chemicals (if applicable); • Personnel who are responsible for conducting inspections as required in Part 4. of the CGP; • and Personnel who are responsible for taking corrective actions as required in Part 5 of the CGP. Each member of the stormwater team must have ready access to either an electronic or paper copy of applicable portions of the 2022 CGP and the SWPPP. Each member of the stormwater team must TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA 3 Proactive by Design understand the requirements of the 2022 CGP and their specific responsibilities with respect to those requirements, including the information in CGP Part 6.2. To be considered a qualified person under Part 4.1 to conduct inspections under Part 4, Personnel must, at a minimum, either: • Have completed the EPA construction inspection course developed for this permit and have passed the exam; or • Hold a current valid construction inspection certification or license from a program that, at a minimum, covers the following: o Principles and practices of erosion and sediment control and pollution prevention practices at construction sites; o Proper installation, and maintenance of erosion and sediment controls and pollution prevention practices used at construction sites; and o Performance of inspections, including the proper completion of required reports and documentation, consistent with the requirements of Part 4. Documentation showing completion of trainings has been included in Appendix I of this SWPPP. Any personnel conducting site inspections pursuant to Part 4 on this Site must, at a minimum: • Be knowledgeable in the principles and practice of erosion and sediment controls and pollution prevention, • Possess the appropriate skills and training in conditions at the construction site that could impact stormwater quality, and • Possess the appropriate skills and training in the effectiveness of any stormwater controls selected and installed to meet the requirements of this permit. TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA 4 Proactive by Design Stormwater Team Name and/or Position, and Contact Responsibilities I Have Completed Training Required by CGP Part 6.2 I Have Read the CGP and Understand the Applicable Requirements Zachary Gonneville (774) 487-7434 zach@ccconstruction.net SWPPP compliance/ stormwater control maintenance and repair ☒ Yes ☐ No ☒ Yes Date: ___________ Zachary Gonneville SWPPP Inspector (774) 487-7434 zach@ccconstruction.net SWPPP inspections, 24-hour emergency response ☒ Yes ☐ No ☒ Yes Date: ___________ Stormwater Team Members Who Conduct Inspections Pursuant to CGP Part 4 Name and/or Position and Contact Training(s) Received Date Training(s) Completed If Training is a Non-EPA Training, Confirm that it Satisfies the Minimum Elements of CGP Part 6.3.b Zachary Gonneville SWPPP Inspector (774) 487-7434 zach@ccconstruction.net Date: ________ ☐ Principles and practices of erosion and sediment control and pollution prevention practices at construction sites ☐ Proper installation and maintenance of erosion and sediment controls and pollution prevention practices used at construction sites ☐ Performance of inspections, including the proper completion of required reports and documentation, consistent with the requirements of Part 4 TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA 5 Proactive by Design 2.0 SITE EVALUATION, ASSESSMENT, AND PLANNING 2.1 PROJECT/SITE INFORMATION This Stormwater Pollution Prevention Plan (SWPPP) has been prepared on behalf of CC Construction by GZA GeoEnvironmental, Inc. (GZA), for the 268 Stevens Street Pump Station Project, located at 268 Stevens Street in Barnstable, Massachusetts; see Figure 1 for a Site Locus Map. Project Name and Address 268 Stevens Street Pump Station Project; see Figure 1 Barnstable, Massachusetts 02601 Barnstable County Latitude: 41.650422°N Longitude: 70.293943°W The site’s latitude and longitude were determined using Google Earth. Additional Site Information This project site (the Site) is not located on Indian country lands, or on a property of religious o r cultural significance to an Indian Tribe 2.2 DISCHARGE INFORMATION The nearest water body to the Project is Aunt Bettys Pond which is located more than 50 feet from the project limits. Aunty Bettys Pond channels into Stewart’s Creek (MA96-94), which is located more than 50 feet from the project limits. Aunt Bettys Pond is not listed as an Impaired Water under the 2022 Massachusetts List of Integrated Waters. Stewart’s Creek (MA96-94) is listed as a receiving water on the Barnstable Municipal Separate Storm Sewer System (MS4) Notice of Intent. Stewart’s Creek (MA96-94) is listed as an Impaired Water under the 2022 Massachusetts List of Integrated Waters. The pollutant causing the impairment is Fecal Coliform. Although Stewart’s Creek is considered an SA waterbody according to the MassDEP Final Pathogen TMDL, Stewart’s Creek is prohibited for shellfishing due to fecal coliform contaminations that is thought to be related to pet waste, septic systems, and/or stormwater discharges from the MS4 system and is therefore not tier classified as defined by the 2022 CGP. This project will comply with the MassDEP and Town of Barnstable Orders of Conditions in order to ensure that there will be no impacts to either Aunt Bettys Pond or Stewart’s Creek as a result of the Project. Dewatering waters will be pumped into a sedimentation tank and then into a temporary sedimentation control basin down gradient from the proposed excavation before being discharged into Aunt Bettys pond. TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA 6 Proactive by Design Point of Discharge ID Name of receiving water that receives stormwater discharge: Is the receiving water impaired (on the CWA 303(d) list)? If yes, list the pollutants that are causing the impairment: Has a TMDL been completed for this receiving waterbody? Is this receiving water designated as a Tier 2, Tier 2.5, or Tier 3 Water? If yes, specify which Tier (2, 2.5, or 3)? [001] Aunt Betty’s Pond ☒ Yes ☐ No Fecal Coliform ☒ Yes ☐ No ☐ Yes ☒ No [002] Stewart’s Creek MA96-94 ☒ Yes ☐ No Fecal Coliform ☒ Yes ☐ No ☐ Yes ☒ No 2.3 NATURE OF THE CONSTRUCTION ACTIVITIES General Description of the Project The scope of work to be completed on this project consists of the construction of the new 268 Stevens Street Pump Station and installation of new gravity sewers and sewer force main on Mitchell’s Way, and Stevens Street. The installation, testing, and commissioning of new 4-inch SDR18 C900 PVC force main including all connections and appurtenances (ductile iron fittings, plug valves, manholes and fittings); installation and testing of new precast concrete sewer manholes including frames and covers and 8” gravity stubs leaving the manholes. The Contractor for this project is CC Construction out of Plymouth , Massachusetts. Business days and hours for the project: The Owner observes a five-day work week, Monday through Friday, from 7:00 AM to 3:30 PM, except on Owner holidays. Town of Barnstable Department of Public Works Holidays include: New Year's Day, Martin Luther King Day, Presidents' Day, Patriots Day, Memorial Day, Juneteenth, Independence Day, Labor Day, Columbus Day, Veterans Day, Thanksgiving, the day after Thanksgiving, Christmas Day. Work will not be permitted on the day before each of the Owner Holiday. Work will also not be permitted the Friday before or the Tuesday after any of the Monday Holidays listed. Additionally there is a Summer Moratorium stating that no work shall be performed within public roadways in any calendar year between May 15th and September 15th unless otherwise approved by the town in writing. TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA 7 Proactive by Design Size of the Construction Site Size of Property 1.00 Acre Total Area Expected to be Disturbed by Construction Activities 0.50 Acres Maximum Area Expected to be Disturbed at Any One Time, Including On-site and Off-site Construction Support Areas 0.50Acres Pollutant Generating Activities Below is a list of potentially pollutant-generating activities and the associated pollutants or pollutant constituents that could be discharged in stormwater from the construction site. Pollutant-Generating Activity/Area Pollutants or Pollutant Constituents Cleared and Graded Areas Soil erosion, fertilizer Paving and Construction Areas Soil erosion, asphalt, concrete, vehicle fluids, paints, solvents Portable Toilets Sewage Fuel Tanks Fuel oil, gasoline, and other fuels Staging Areas Soil erosion, fuel oil, gasoline, asphalt, concrete, vehicle fluids, paints, solvents, pesticides, fertilizer, plaster, cleaning solvents, glue, adhesives, curing compounds, wood preservatives, antifreeze/coolant, hydraulic oil/fluids Waste Containers Construction demolition debris, trash Chemical Storage Areas Asphalt, concrete, vehicle fluids, paints, solvents, pesticides, fertilizer, plaster, cleaning solvents, glue, adhesives, curing compounds, wood preservatives, antifreeze/coolant, hydraulic oil/fluids Concrete/Paint/Stucco Washout & Waste Disposal Areas Concrete, paint, stucco TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA 8 Proactive by Design Potential Pollutant Descriptions Material Description Stormwater Pollutants Pesticides Various colored to colorless liquid, powder, pellets, or grains Chlorinated hydrocarbons, organophosphates, carbamates, arsenic Fertilizer Liquid or solid Nitrogen, Phosphorus Cleaning Solvents Colorless, blue, or yellow- green liquid Perchloroethylene, methylene chloride, trichloroethylene, petroleum distillates Asphalt Black solid Oil, petroleum distillates Concrete White solid Limestone, sand (particulates with pH affecting properties) Glue, adhesives White or yellow liquid Polymers, epoxies Paints Various colored liquid Metal oxides, Stoddard solvent, talc, calcium carbonate, arsenic Curing compounds Creamy white liquid Naphtha Wastewater from construction equipment washing Liquid Soil, oil and grease, misc. solids Wood preservatives Clear amber or dark brown liquid Stoddard solvent, petroleum distillates, arsenic, copper, chromium Gasoline Colorless, pale brown or pink petroleum hydrocarbon Benzene, ethyl benzene, toluene, xylene, MTBE Diesel Fuel Clear, blue green to yellow liquid Petroleum distillate, oil and grease, naphthalene, xylenes Kerosene Pale yellow liquid petroleum hydrocarbon Coal oil, petroleum distillates TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA 9 Proactive by Design Material Description Stormwater Pollutants Antifreeze/coolant Clear green/yellow liquid Ethylene glycol, propylene glycol, heavy metals (Cu, Pb, Zn) Hydraulic oil/fluids Brown oily petroleum hydrocarbon Mineral Soil/sediments eroding Solid particles Soil, sediment 2.4 SEQUENCE AND ESTIMATED DATES OF CONSTRUCTION ACTIVITIES A general sequence for the project is described in the following sections. The intended timing of these activities shall be added to the tables below by the Operator(s) to ensure completeness of this document. In addition, amendments to this sequence shall also be appended to the SWPPP by the Operator(s) as appropriate. To the extent possible, the project shall be phased to minimize the total amount of earth disturbance at any one time. Sequence of Major Activities • Temporary Fence Installation • Pre-construction Surveys • Install Environmental Controls • Install Wet Well Points • Dig Trench for Dewatering Force Main • Install SOE and Shoring • Set Wet Well • Liquid Test • Backfill Wet Well • Install Valve Vault Structure • Install Water Meter Manhole • Install Gravity Sewer Pipe 2.5 AUTHORIZED NON-STORMWATER DISCHARGES The authorized non-stormwater discharges identified in Part 1.2.2 of the 2022 CGP include: • Discharges from emergency fire-fighting activities; • Fire hydrant flushings; • Landscape irrigation; • Waters used to wash vehicles and equipment, provided that there is no discharge of soaps, solvents, or detergents used for such purposes; • Water used to control dust; TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA 10 Proactive by Design • Potable water including uncontaminated water line flushings; • External building washdown, provided soaps, solvents and detergents are not used, and external surfaces do not contain hazardous substances as defined in CGP Appendix A (e.g., paint or caulk containing polychlorinated biphenyls); • Pavement wash waters provided spills or leaks of toxic or hazardous materials have not occurred (unless all spilled material has been removed) and detergents are not used. You are prohibited from directing pavement wash waters directly into any receiving water, storm drain inlet, or constructed or natural site drainage features, unless the conveyance is connected to a sediment basin, sediment trap, or similarly effective control; • Uncontaminated air conditioning or compressor condensate; • Uncontaminated, non-turbid discharges of ground water or spring water; • Foundation or footing drains where flows are not contaminated with process materials such as solvents or contaminated ground water; and • Uncontaminated construction dewatering water discharged in accordance with CGP Part 2.4. List of Authorized Non-Stormwater Discharges Present at the Site Authorized Non-Stormwater Discharge Will or May Occur at Your Site? Discharges from emergency fire-fighting activities ☒ Yes ☐ No Fire hydrant flushings ☐ Yes ☒ No Landscape irrigation ☒ Yes ☐ No Water used to wash vehicles and equipment ☐ Yes ☒ No Water used to control dust ☒ Yes ☐ No Potable water including uncontaminated water line flushings ☐ Yes ☒ No External building washdown (soaps/solvents are not used and external surfaces do not contain hazardous substances) ☐ Yes ☒ No Pavement wash waters ☐ Yes ☒ No Uncontaminated air conditioning or compressor condensate ☐ Yes ☒ No Uncontaminated, non-turbid discharges of ground water or spring water ☒ Yes ☐ No Foundation or footing drains ☒ Yes ☐ No Uncontaminated construction dewatering water ☒ Yes ☐No Note: The Operator(s) are required to identify the likely locations of these authorized non-stormwater discharges on SWPPP site map in Appendix A of this document 2.6 SITE MAPS Site maps for this project are include in Appendix A of the SWPPP. The Operator(s) shall amend these maps to indicate the locations of the following features: • Boundaries of the property and of the locations where construction will occur, including: TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA 11 Proactive by Design o Locations where earth-disturbing activities will occur, noting any phasing of construction activities and any demolition activities; o Approximate slopes before and after major grading activities. Note any areas of steep slopes, as defined in CGP Appendix A; o Locations where sediment, soil, or other construction materials will be stockpiled; o Locations of any crossings of receiving waters; o Designated points where vehicles will exit onto paved roads; o Locations of structures and other impervious surfaces upon completion of construction; and o Locations of on-site and off-site construction support activity areas covered by the permit (see CGP Part 1.2.1.c). • Locations of any receiving waters, including wetlands, within your site and all receiving waters within one mile downstream of the site’s discharge point(s). Indicate which receiving waters are listed as impaired, and which are identified by your State, Tribe, or EPA as Tier 2, Tier 2.5, or Tier 3 waters. • Any areas of Federally listed critical habitat for endangered or threatened species within the action area of the site as defined in CGP Appendix A. • Type and extent of pre-construction cover on the site (e.g., vegetative cover, forest, pasture, pavement, structures). • Drainage pattern(s) of stormwater and authorized non-stormwater before and after major grading activities. • Stormwater and authorized non-stormwater discharge locations, including: o Locations where stormwater and/or authorized non-stormwater will be discharged to storm drain inlets, including a notation of whether the inlet conveys stormwater to a sediment basin, sediment trap, or similarly effective control; and o Locations where stormwater or allowable non-stormwater will be discharged directly to receiving waters, including wetlands (i.e., not via a storm drain inlet). o Locations where turbidity benchmark monitoring will take place to comply with CGP Part 3.3, if applicable to your site. • Locations of all potential pollutant-generating activities identified in CGP Part 7.2.3g • Designated areas where construction wastes that are covered by the exception in CGP Part 2.3.3e.ii (i.e., they are not pollutant-generating) will be stored. • Locations of stormwater controls, including natural buffer areas and any shared controls utilized to comply with the permit. • Locations where polymers, flocculants, or other treatment chemicals will be used and stored. TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA 12 Proactive by Design 3.0 DOCUMENTATION OF COMPLIANCE WITH OTHER FEDERAL REQUIREMENTS 3.1 ENDANGERED SPECIES PROTECTION Eligibility Criterion There are no ESA-listed species and/or designated critical habitats present on or immediately adjacent to the construction site, or within the waters receiving discharges from the construction site. A U.S. Fish and Wildlife Service (USFWS) IPaC report identified the Northern Long-eared Bat, the Tricolored Bat, the Monarch Butterfly as potential ESA-listed species or designated critical habitats located on or in close proximity to the project site. According to the IPac report, no critical habitats are designated within this location. A copy of this report is included in Appendix K of this plan. Additionally, a technical assistance letter including a review of the determination keys has been included in Appendix K. The National Oceanic and Atmospheric Administration (NOAA) Fisheries Section 7 Mapper did not identify potential for protected species habitats in the receiving water bodies for this Site. There is the potential for several species to be encountered in waterways downstream of the receiving water. Based on the water treatment system in place and the distance to potential habitats, the project is not anticipated to have any long or short term effects on listed species. The project meets eligibility requirements for the rare species component of the permit under Appendix D, Criterion C, and no specific measures for threatened or endangered species protection appear to be needed because discharges are not likely to result in any short- or long-term adverse effects to ESA-listed species and/or designated critical habitats. The Massachusetts Natural Heritage and Endangered Species Program (NHESP) geographic information system (GIS) data layer of Estimated Habitats for Rare Wildlife (for use with the MA Wetlands Protection Act Regulations – 310 CMR 10) 2022 and Certified Vernal Pools 2022 was consulted to determine whether state-listed species or critical habitat could be affected by stormwater discharges or related activities from the project. 3.2 HISTORIC PROPERTY SCREENING PROCESS According to the Massachusetts Cultural Resource Information System (MACRIS), there are no historically or culturally significant properties located within the Project limits. In the event that potential cultural resources are discovered during subsurface excavations at the Site, the following procedures will be instituted: 1. The Owner will issue a temporary Notice to Suspend Work directing the Contractor to cease construction operations at the location of such potential cultural resources find. 2. The suspension Notice will contain the following: a. A clear description of the Work to be suspended. b. Instructions regarding issuance of further orders by the Contractor for material services. c. Guidance as to the action to be taken on subcontracts. d. Suggestions to the Contractor to minimize incurred costs. e. Estimated duration of the temporary suspension. 3. Such suspension will be effective until such time as a qualified archeologist can assess the value of the potential cultural resources and make recommendations to the Massachusetts Historical Commission. TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA 13 Proactive by Design 4. The Owner will implement appropriate actions as directed by The Massachusetts Historical Commission or Project Manager. The Contractor will cease work in the area of discovery until appropriate actions have been determined. 5. If human remains are discovered, work in the immediate vicinity of the find will stop and the County Coroner will be notified. If the archeologist determines that the potential find is a bonafide cultural resource, at the direction of the Massachusetts Historical Commission, the Owner will extend the duration of the suspension of work. 3.3 SAFE DRINKING WATER ACT UNDERGROUND INJECTION CONTROL REQUIREMENTS Installation of underground injection controls is not anticipated on this project. 4.0 EROSION AND SEDIMENT CONTROLS AND DEWATERING PRACTICES 4.1 NATURAL BUFFERS OR EUIVALENT SEDIMENT CONTROLS Part 2.2.1 of the 2022 CGP requires that a natural buffer of 50 feet or equivalent erosion and sediment controls be provided and maintained for discharges to any potential receiving waters located within 50 feet of the Site’s earth disturbances, unless the project qualifies for one of the exceptions under CGP Appendix F.2.2. There are no receiving waters within 50 feet of earth disturbing activities and therefore, no additional specific measures need to be taken. 4.2 PERIMETER CONTROLS In accordance with Part 2.2.3 of the 2022 CGP, the following perimeter sediment controls shall be installed per contract drawings. Specific Perimeter Controls Staked Straw Bales with trenched in Siltation Fencing/Straw Wattles Description: Prior to earth disturbance, staked straw bales with trenched in siltation fencing shall be installed along the perimeter of the project limits and downslope of stormwater flow in accordance with the project specifications. Wattles may be substituted with the approval of the conservation agent. Installation July/August 2025 Maintenance Requirements Remove sediment before it has accumulated to one-half of the above-ground height of any perimeter control. After a storm event, if there is evidence of stormwater circumventing or undercutting the perimeter control, extend controls and/or repair undercut areas to fix the problem. TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA 14 Proactive by Design Staked Straw Bales with trenched in Siltation Fencing/Straw Wattles Design Specifications See manufacturer’s instructions. If wattles are to be utilized, they will be at a minimum 8” in height. 4.3 SEDIMENT TRACK OUT In accordance with Part 2.2.4 of the 2022 CGP, sediment track-out is to be minimized on Site by restricting vehicle use to the properly designated entrance and exit point and using the appropriate stabilization techniques. The contractor will construct a construction exit/entrance with rip-rap or other approved track out control feature, such as rumble strips, and/or rattle plates, to minimize the amount of sediment leaving the Site. Additional exit point controls include preventing exit point use during wet periods, minimizing exit point use by keeping vehicles on-site as much as possible, limiting exit point size to just the width needed for vehicles/equipment, and avoiding establishing any exit points in environmentally sensitive areas. Where sediment has been tracked-out from the Site onto paved roads, sidewalks, or other paved areas outside of the Site, the Contractor will remove the deposited sediment by the end of the same business day in which the track-out occurs or by the end of the next business day if track-out occurs on a non- business day. Track-out will be removed by sweeping, shoveling, or vacuuming these surfaces, or by using other similarly effective means of sediment removal. Hosing or sweeping tracked-out sediment into any constructed or natural site drainage feature, storm drain inlet, or receiving water is prohibited. 4.4 STOCKPILES OR LANDCLEARING DEBRIS PILES COMPROMISED OF SEDIMENT OR SOIL In accordance with Part 2.2.5 of the 2022 CGP, stockpiles shall be located outside of any natural buffers and away from any constructed or natural site drainage features, storm drain inlets, or areas where stormwater flow is concentrated. Soil on this Site has been pre-characterized to minimize the need for soil stockpiling. Should stockpiling of excess soil be necessary, temporary perimeter sediment barriers will be installed along all downgradient perimeter areas of stockpiled soil or land clearing debris piles. When not in use, all stockpiles of soil that has been classified as contaminated shall be completely covered with a 6 -mil thick layer of plastic tarp. 4.5 MINIMIZE DUST In accordance with Part 2.2.6 of the 2022 CGP, application of water may be utilized to minimize the generation of dust during construction. Materials in stockpiles or in transit shall also be covered to prevent blowing. All other methods of dust control including use of calcium chloride are prohibited on this project. Pursuant to 314 CMR 3.11 (2)(a)6., and in accordance with MassDEP’s obligation under 314 CMR 4.05(5)(e) to maintain surface waters free from pollutants in concentrations or combinations that are toxic to humans, aquatic life, or wildlife, permittees who seek coverage under the 2022 CGP and anticipate to carry out dust control shall limit their dust control methodology to using water only and specifically avoid using other techniques, such as solutions containing calcium chloride. TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA 15 Proactive by Design Specific Dust Controls Watering for Dust Control Description: Keep earth surfaces subject to dusting moist with water. Installation Throughout construction Maintenance Requirements Perform watering as directed by contracting officer to ensure dust generation is continuously minimized. Design Specifications N/A 4.6 MINIMIZE STEEP SLOPE DISTURBANCES In accordance with Part 2.2.7 of the 2022 CGP, disturbances to steep slopes (grade of 15% or greater) shall be minimized to the maximum extent practicable. Disturbances to steep slopes are not anticipated on this Site. 4.7 TOPSOIL In accordance with Part 2.2.8 of the 2022 CGP, the Contractor will preserve native topsoil on Site, to the extent practicable. unless it is infeasible. 4.8 SOIL COMPACTION In accordance with Part 2.2.9 of the 2022 CGP, in areas of the site where final vegetative stabilization will occur or where infiltration practices will be installed, vehicle and equipment use shall be restricted to avoid soil compaction. Should compaction occur in these areas, techniques to condition the soils to support vegetative growth shall be applied prior to seeding or planting areas. 4.9 STORM DRAIN INLETS In accordance with Part 2.2.10 of the 2022 CGP, temporary inlet protection measures shall be installed to remove sediment from stormwater discharges prior to entry into all storm drain inlets on the project site. TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA 16 Proactive by Design Specific Storm Drain Inlet Controls Sediment Filter Device Description: Protect catch basins by installing sediment filter devices as specified in project specifications in every catch basin within and downstream of the project limits. Sediment filters devices shall be installed before any work begins. Installation July/August 2025 Maintenance Requirements Clean, or remove and replace, the inlet protection measures as sediment accumulates, the filter becomes clogged, and/or performance is compromised. Where there is evidence of sediment accumulation adjacent to the inlet protection measure, remove the deposited sediment by the end of the same business day in which it is found or by the end of the following business day if removal by the same business day is not feasible. Design Specifications See project specifications 4.10 CONSTRUCTED SITE DRAINAGE FEATURE In accordance with Part 2.2.11 of the 2022 CGP, stormwater discharges, including both peak flowrates and total stormwater volume, shall be controlled to minimize channel and streambank erosion and scour in the immediate vicinity of discharge points. 4.11 SEDIMENT BASINS OR SIMILAR IMPOUNDMENTS Sediment Basins are not anticipated to be used for this project. The information in this section shall apply if sediment basins become necessary on the project Site. In accordance with Part 2.2.12 of the 2022 CGP, sediment basins must be situated outside of receiving waters and any natural buffers; and designed to avoid collecting water from wetlands. At a minimum, sediment basins provide storage for either (1) the calculated volume of runoff from the 2- year, 24-hour storm (see https://www.epa.gov/npdes/construction-general-permit-2-year-24-hour- storm-frequencies), or (2) 3,600 cubic feet per acre drained. Sediment basins must also utilize outlet structures that withdraw water from the surface, unless infeasible. Use erosion controls and velocity dissipation devices to prevent erosion at inlets and outlets. 4.12 CHEMICAL TREATMENT Treatment Chemicals are not anticipated to be used for this project. TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA 17 Proactive by Design 4.13 DEWATERING PRACTICES Groundwater and surface water dewatering is anticipated to occur on this project. All dewatering will occur according to the project specifications and the following requirements as stated in Part 2.4 of the CGP, to minimize the discharge of pollutants: • Route dewatering water through a sediment control (e.g., sediment trap or basin, pumped water filter bag) designed to prevent discharges with visual turbidity; • Do not discharge visible floating solids or foam; • The discharge must not cause the formation of a visible sheen on the water surface, or visible oily deposits on the bottom or shoreline of the receiving water. Use an oil-water separator or suitable filtration device (such as a cartridge filter) designed to remove oil, grease, or other products if dewatering water is found to or expected to contain these materials; • To the extent feasible, use well-vegetated (e.g., grassy or wooded), upland areas of the site to infiltrate dewatering water before discharge.56 You are prohibited from using receiving waters as part of the treatment area; • To prevent dewatering-related erosion and related sediment discharges: o Use stable, erosion-resistant surfaces (e.g., well-vegetated grassy areas, clean filter stone, geotextile underlayment) to discharge from dewatering controls; o Do not place dewatering controls, such as pumped water filter bags, on steep slopes (as defined in CGP Appendix A); and o At all points where dewatering water is discharged, comply with the velocity dissipation requirements of CGP Part 2.2.11. • For backwash water, either haul it away for disposal or return it to the beginning of the treatment process; • Replace and clean the filter media used in dewatering devices when the pressure differential equals or exceeds the manufacturer’s specifications; and • Comply with dewatering-specific inspection requirements (see Section 6 of this submittal) 4.14 OTHER STORMWATER CONTROLS No other stormwater controls are anticipated to be used for this project. 4.15 SITE STABILIZATION The CGP requires that stabilization be immediately initiated when work in an area of the Site has permanently or temporarily stopped, and to complete certain stabilization activities within prescribed deadlines. In accordance with Part 2.2.14 of the CGP, the stabilization deadline is determined by the amount of land disturbance occurring at any one time (more or less than 5 acres. This project will not disturb more than five acres of land at any one time; therefore, the following stabilization deadlines apply: • Initiate the installation of stabilization measures immediately in any areas of exposed soil where construction activities have permanently ceased or will be permanently inactive for 14 or more calendar days and TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA 18 Proactive by Design • Complete the installation of stabilization measures as soon as practicable, but no later than seven (7) calendar days after stabilization has been imitated. The requirement to initiate stabilization immediately is triggered as soon as it is known that construction work on a portion of the Site is temporarily ceased and will not resume for 14 or more days, or as soon as it is known that construction work is permanently ceased. In the context of this provision, “immediately” means as soon as practicable, but no later than the end of the next business day, following the day when the construction activities have temporarily or permanently ceased. Any of the following types of activities constitute the initiation of stabilization: • Prepping the soil for vegetative or non-vegetative stabilization as long as seeding, planting, and/or installation of non-vegetative stabilization products takes place as soon as practicable, but no later than one (1) calendar day of completing soil preparation; • Applying mulch or other non-vegetative product to the exposed area, • Seeding or planting the exposed area, • Starting any of the preceding stabilization activities on a portion of the area to be stabilized; and • Finalizing arrangements to have stabilization product fully installed in compliance with the applicable deadline for completing stabilization. Exceptions to the deadlines for initiating and completing stabilization activities may be granted in cases of drought or when circumstances beyond the control of the Operator cause delays, as described in Part 2.2.14b of the CGP. Any circumstances that prevent meeting the deadlines and the anticipated schedule must be documented in the SWPPP. A table for this purpose is included in this section. For any areas not covered by permanent structures, final stabilization must establish uniform, perennial vegetation to provide 70 percent or more of the vegetive cover native to local undisturbed areas, and/or implement permanent non-vegetative stabilization measures to provide effective cover of any areas of exposed soil. Stabilization practices for this project will include but are not limited to backfilling and compacting all trenches, temporary vegetation, mulching, and paving. In areas to be maintained as lawn areas, sod shall be grown and provided consisting of two or more propriety Kentucky bluegrass cultivars with a 30 percent minimum composition of fine leaf fescues (chewings, creeping red, of hard fescues). Use this table if unforeseen circumstances have delayed the initiation and/or completion of vegetative stabilization. TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA 19 Proactive by Design 5.0 POLLUTION PREVENTION CONTROLS 5.1 SPILL PREVENTION AND RESPONSE The following good housekeeping and material management practices shall be followed to reduce the risk of spills or other accidental exposure of hazardous materials to stormwater runoff: • Store quantities of materials required for the project and not more, • Store materials on-site in a neat, orderly manner in appropriate labeled containers, • Store materials indoors or under cover, • Follow manufacturers’ recommendations for proper use and disposal of materials • Monitor all on-site vehicles for leaks and perform preventive maintenance to reduce the potential for leaks, • Conduct vehicle fueling and maintenance activities in a controlled or covered area or off-site, when possible, and • Work applied fertilizer into the soil to limit exposure to storm water and store partially used bags of fertilizer in sealable plastic bins. • Use drip pans or absorbents under or around leaky vehicles. • Manufacturers’ recommended methods for spill cleanup shall be clearly posted and site personnel will be made aware of the procedures and the location of the information and cleanup supplies. • Adequate supplies of spill kit materials and equipment shall be kept in the hazardous material storage area and any on-site fueling and maintenance areas on-site. Spill kit equipment and materials shall include but not be limited to: spill pads, absorbent booms, brooms, dust pans, mops, rags, gloves, goggles, speedi-dri, kitty litter, sand, sawdust, and plastic and metal trash containers specifically for this purpose. If an emergency spill or release occurs, site personnel will report the spill or release to the Contractor’s Site Health and Safety Officer (SSO), the Engineer, and/or site management and evacuate the area. All employees shall receive Awareness Level training as part of their hazard communication training. Only employees trained at the First Responder Operations Level of 29 CFR 1910.120(q) will be authorized to respond in a defensive manner to emergency spills or releases of fuel and other materials. If a spill occurs, the SSO and/or site management shall be contacted and the SSO and/or site management with assistance from appropriately trained personnel will contain the spill. If necessary, the SSO and/or site management will contact an emergency response contractor and will also notify the Engineer and all other authorities and agencies in accordance with state and local regulations. Absorptive materials and other supplies will be used as needed to clean up and prevent the spill from spreading. The source of the spill shall be eliminated immediately. Water shall not be used to wash the spill down. Recycled oil and oily wastes shall be disposed in accordance with all applicable federal, state, tribal, and local requirements. In the event that an accident or some other incident, such as an explosion, a release to groundwater or the environment, or an exposure to toxic chemical levels as described in 310 CMR 40.1600, Revised Massachusetts Contingency Plan, occurs during the course of the project, the Massachusetts Department of Environmental Protection, (Southeast Region) in Lakeville (508-946-2700), the Local Emergency Planning Committee (LEPC) and all other appropriate federal, state, and local authorities and agencies will TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA 20 Proactive by Design be notified by the Contractor in accordance with 310 CMR 40.0333. The local Fire Department should be notified of any releases or incidents at 911 for emergencies. The National Response Center (NRC) must be notified at 800-424-8802 where a leak, spill, or other release containing a hazardous substance or oil in an amount equal to or in excess of a reportable quantity established under either 40 CFR Part 110, 40 CFR Part 117, or 40 CFR Part 302 occurs during a 24-hour period. A description of the release, the circumstances leading to the release, and the date of the release must be provided within 7 calendar days of the knowledge of the release. 5.2 FUELING AND MAINTENANCE OF EQUIPMENT OR VEHICLES Discharges of fuels, oils, or other chemicals used in vehicle equipment operation and maintenance are prohibited. If vehicle fueling and maintenance activities are to be completed on-site, a designated area shall be established in a controlled and covered area, when possible, and marked on the SWPPP Site Map (Appendix A) by the Operator(s). The area shall be located away from surface waters and stormwater inlets or conveyances, and/or secondary containment shall be provided (e.g., spill berms, decks, spill containment pallets). Drip pans and absorbents shall be placed under or around leaky vehicles. The fueling and maintenance area shall have a spill kit that is located in a visible and accessible location. Spills or contaminated surfaces shall be cleaned up immediately, using dry clean up measures where possible, and the source of the spill shall be eliminated. Surfaces shall not be cleaned by hosing the area down. Recycled oil and oily wastes shall be disposed in accordance with all federal, state, tribal, and local requirements. If applicable, the Operator(s) shall comply with the Spill Prevention Control and Countermeasures (SPCC) requirements in 40 CFR 112 and Section 311 of the Clean Water Act. 5.3 WASHIGN FO EQUIPMENT AND VEHICLES Vehicle wash water is an allowable non-storm water discharge under the Construction General Permit, when detergents, soaps, or solvents are not used. Non-storm water discharges should be eliminated or reduced to the extent feasible. Discharges of wash water can be eliminated through infiltration. Vehicle washing using detergents, soaps, or solvents is not permitted on-site. Detergent-free wash water discharges should only be directed to areas that are stabilized to minimize erosion and should not be discharged to disturbed areas. Discharges with a sediment load shall be directed to pass through a sediment collection or filtering structural control prior to entering the receiving water body. Vehicles and equipment requiring wash-down shall not be washed down within 200 feet of a wetlands area or water body. If vehicle and equipment washing is to be completed on-site, a designated area shall be established in a contained area and marked on the SWPPP Site Map (See Appendix A) by the Operator(s). The area shall be located away from surface waters and stormwater inlets or conveyances. 5.4 STORAGE, HANDLING, AND DISPOSAL OF BUILDING PRODUCTS, MATERIALS, AND WASTES Building products, such as asphalt sealants, copper flashing, roofing materials, adhesives, concrete admixtures, etc., shall be covered by plastic sheeting, temporary roofs, or other suitable means to prevent TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA 21 Proactive by Design the products from being contacted by rainwater; or an effective means of preventing the discharge of pollutants from areas used to store building products shall be provided. Pursuant to 314 CMR 3.11 (2)(a)6., and in accordance with MassDEP’s obligation under 314 CMR 4.05 to maintain surface waters free from color and turbidity in concentrations or combinations that are aesthetically objectionable or would impair any use assigned to the waterbody, permittees shall store materials outside the Base Flood Elevation when feasible to prevent displacing runoff and erosion. Base Flood Elevation is the elevation of surface water resulting from a flood that has a 1% chance of equaling or exceeding that level in any given year. 5.4.1 Pesticides, Herbicides, Insecticides, Fertilizers, and Landscape Materials In compliance with CGP Part 2.3.3.b, products shall be covered by plastic sheeting, temporary roofs, or other suitable means to prevent the products from being contacted by rainwater; or an effective means of preventing the discharge of pollutants from areas used to store products shall be provided. Comply with all application and disposal requirements included on the registered pesticide, herbicide, insecticide, and fertilizer label. Pursuant to 314 CMR 3.11 (2)(a), and in accordance with MassDEP’s obligation to maintain surface waters free from nutrients in concentrations that would cause or contribute to impairment of existing or designated uses under 314 CMR 4.05(5)(c), all applicants who apply for coverage under the 2022 CGP shall follow guidelines on fertilizer application, including use of fertilizer containing no phosphorus, in accordance with 330 CMR 31.00 Plant Nutrient Application Requirements for Agricultural Land and Non- Agricultural Turf and Lawns. Further, fertilizer shall never be applied to a site when a rain event greater than 0.5 inches is forecast in the next 48 hours. 5.4.2 Diesel Fuel, Oil, Hydraulic Fluids, Other Petroleum Products, and other Chemicals In compliance with CGP Part 2.3.3.c, chemicals shall be stored in water-tight containers, which shall be covered by plastic sheeting, temporary roofs, or other suitable means to prevent the products from being contacted by rainwater. If cover is not provided, then secondary containment (e.g., spill berms, decks, spill containment pallets) shall be used, and spill kits shall be readily accessible. If any chemical container has a storage capacity of less than 55 gallons: a) The containers must be water-tight, and must be kept closed, sealed, and secured when not being actively used; b) If stored outside, use a spill containment pallet or similar device to capture small leaks or spills; and c) Have a spill kit available on site that is in good working condition (i.e., not damaged, expired, or used up) and ensure personnel are available to respond immediately in the event of a leak or spill. If any chemical container has a storage capacity of 55 gallons or more: a) The containers must be water-tight, and must be kept closed, sealed, and secured when not being actively used; TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA 22 Proactive by Design b) Store containers a minimum of 50 feet from receiving waters, constructed or natural site drainage features, and storm drain inlets. If infeasible due to site constraints, store containers as far away from these features as the site permits. If site constraints prevent you from storing containers 50 feet away from receiving waters or the other features identified, you must document in your SWPPP the specific reasons why the 50-foot setback is infeasible, and how you will store containers as far away as the site permits; Provide either (1) cover (e.g., temporary roofs) to minimize the exposure of these containers to precipitation and to stormwater, or (2) secondary containment (e.g., curbing, spill berms, dikes, spill containment pallets, double-wall, above-ground storage tank); and (d) Have a spill kit available on site that is in good working condition (i.e., not damaged, expired, or used up) and ensure personnel are available to respond immediately in the event of a leak or spill. Additional secondary containment measures are listed at 40 CFR § 112.7(c)(1). 5.4.3 Hazardous or Toxic Waste In compliance with CGP Part 2.3.3.d, any hazardous or toxic wastes including paints, solvents, petroleum- based products, wood preservatives, additives, curing compounds, and acids shall be separated from construction and domestic waste and stored in sealed containers constructed of suitable materials to prevent leakage and corrosion and labeled in accordance with applicable Resource Conservation and Recovery Act (RCRA) requirements and all other federal, state, tribal, and local requirements. Containers shall be stored under cover or within appropriately sized secondary containment and spill kits shall be readily available. Comply with the manufacturer’s recommended disposal method and all federal, state, tribal, and local disposal requirements. 5.4.4 Construction and Domestic Waste In compliance with CGP Part 2.3.3.e, all waste materials shall be collected and stored in a manner that will prevent materials from entering watercourses, wetlands, or other off-site areas. Waste containers of sufficient size and number to contain wastes shall be provided. For waste containers with lids, keep waste container lids closed when not in use, and close lids at the end of the business day and during storm events. For waste containers without lids, provide either cover to minimize exposure of wastes to precipitation, or a similarly effective means designed to minimize the discharge of pollutants. Wastes shall be placed in designated waste containers on a daily basis. Material shall be regularly collected and disposed of off-site in a manner consistent with all federal, state and local regulations. Clean up any overflowing containers or litter elsewhere on-site immediately. Waste materials for this project may consist of earthen materials, granular materials, and any surplus materials. 5.4.5 Sanitary Waste In compliance with CGP Part 2.3.3.f, during construction, all sanitary waste shall be collected in portable sanitary units, which shall be positioned so that they are secure and will not be tipped or knocked over. Units shall be located away from any receiving waters, storm drain inlets, and constructed or natural drainage features. These units shall be emptied as necessary by a qualified contractor and disposed of in accordance with all State and local regulations. TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA 23 Proactive by Design 5.5 WASHING OF APPLICATORS AND CONTAINERS USED FOR STUCCO, PAINT, CONCRETE, FORM RELEASE OILS, CUTTING COMPOUNDS, OR OTHER MATERIALS In compliance with CGP Part 2.3.4, the discharge of wastewater from washout of concrete, and washout and cleanout of stucco, paint, form release oils, curing compounds, and other construction materials is prohibited. However, if appropriate options for water handling are implemented to keep these materials from reaching any drainage system or outlet to a surface water body, washout/cleanout may be allowed on-site, in accordance with all applicable local, state, or federal regulations and permits. If washout/cleanout is to be completed on-site, a fully contained, designated area(s) shall be established and marked on the SWPPP Site Map (see Appendix A) by the Operator(s). This area shall be a minimum of 50 feet from all drainage structures, ditches, waterbodies, and resource areas, as well as property boundaries. The area shall not have an outlet to discharge wastes or flows. No detergents shall be used, or vehicles washed in this location. The washout area should be inspected daily, and the contents removed when they reach 75% of the capacity of the washout pit. Liquids may be vacuumed and disposed of in accordance with local, state, and federal requirements. Hardened solids shall be removed from the washout either as a whole or after being broken up. These solids may be removed from the site and properly recycled or disposed of, or may be used on-site as appropriate, in accordance with all applicable regulations and the project plans and specifications. If a plastic lined pit is used, new plastic must be laid down after every cleanout, since the wash water removal process is likely to damage the plastic. Records of all cleanouts and how the waste materials were disposed of shall be maintained with the SWPPP and mentioned in the weekly construction site inspection forms. The Operator(s) is/are responsible for proper waste handling and disposal and for following all applicable regulations associated with this activity. EPA maintains a fact sheet regarding this practice on its website (www.epa.gov) under the NPDES Stormwater Menu of BMPs fact sheets. 5.6 APPLICATION OF FERTILIZERS In compliance with CGP Part 2.3.5, discharges of fertilizers containing nitrogen or phosphorus shall be minimized as follows: • Apply at a rate and in amounts consistent with manufacturers’ specifications, • Apply at the appropriate time of year for the site’s location and to coincide as closely as possible to the period of maximum vegetation uptake and growth, • Avoid applying before heavy rains that could wash away the fertilizer, • Never apply to frozen ground, • Never apply to stormwater conveyance channels that contain flowing water, and • Follow all federal, state, tribal, and local requirements regarding fertilizer application. TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA 24 Proactive by Design 6.0 INSPECTION, MAINTENANCE, AND CORRECTIVE ACTION 6.1 INSPECTION PERSONNEL AND PROCEDURES Personnel: Inspections shall be conducted by qualified personnel (as defined in Section 4.1 of the Construction General Permit) provided by the Contractor. To be considered a qualified person under Part 4.1 to conduct inspections under Part 4 of the CGP, The inspector must, at a minimum, either: • Have completed the EPA construction inspection course developed for this permit and have passed the exam; or • Hold a current valid construction inspection certification or license from a program that, at a minimum, covers the following: o Principles and practices of erosion and sediment control and pollution prevention practices at construction sites; o Proper installation and maintenance of erosion and sediment controls and pollution prevention practices used at construction sites; and o Performance of inspections, including the proper completion of required reports and documentation, consistent with the requirements of Part 4. Site inspectors under Part 4 of the CGP must, at a minimum, be knowledgeable in the principles and practice of erosion and sediment controls and pollution prevention, who possesses the appropriate skills and training to assess conditions at the construction site that could impact stormwater quality, and the appropriate skills and training to assess the effectiveness of any stormwater controls selected and installed to meet the requirements of the CGP. Items to Be Inspected: Inspections must include all areas of the site disturbed by construction activities and areas used for storage of materials that are exposed to precipitation. Inspectors must look for evidence of, or the potential for, pollutants entering the stormwater conveyance system or surface waters. All BMPs, sedimentation and erosion controls, entrance/egress points, and discharge locations must also be included in the inspection. More specific requirements are listed in the table at the end of this section. The Operator is responsible for making sure that all inspection information required by the Construction General Permit is collected, maintained, and responded to, as per Permit terms. The completed inspection forms should be maintained in Appendix D for reference. A daily inspection of the project site and the construction equipment will be performed to ensure that no fuels or other toxic materials are leaking in the vicinity of a resource area. TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA 25 Proactive by Design Site Inspection Schedule In accordance with CGP Parts 4.2, 4.3, and 4.4, Site inspections must be conducted, at a minimum: • At least once every seven (7) calendar days; or • Once every 14 calendar days and within 24 hours of the occurrence of: o A storm event that produces 0.25 inches or more of rain within a 24-hour period ▪ If a storm event produces 0.25 inches or more of rain within a 24 -hour period (including when there are multiple, smaller storms that alone produce less than 0.25 inches but together produce 0.25 inches or more in 24 hours), you are required to conduct one inspection within 24 hours of when 0.25 inches of rain or more has fallen. ▪ If a storm event produces 0.25 inches or more of rain within a 24-hour period on the first day of a storm and continues to produce 0.25 inches or more of rain on subsequent days, you must conduct an inspection within 24 hours of the first day of the storm and within 24 hours after the last day of the storm that produces 0.25 inches or more of rain (i.e., only two inspections would be required for such a storm event). o A discharge caused by snowmelt from a storm event that produces 3.25 inches or more of snow within a 24-hour period. You are required to conduct one inspection once the discharge of snowmelt from a 3.25-inch or more snow accumulation occurs. Additional snowmelt inspections are only required if following the discharge from the first snowmelt, there is a discharge from a separate storm event that produces 3.25 inches or more of snow. Since this site will discharge dewatering water, in accordance with Part 4.3.2 of the 2022 CGP, you must conduct an inspection during the discharge once per day on which the discharge occurs. Increases in Inspection Frequency: The receiving water for the project Site, Aunt Bettys Pond/Stewert’s Creek, is an impaired water according to the Massachusetts Integrated List of Waters for the Clean Water Act 2018/2020 Reporting Cycle. In accordance with Part 4.3.1 of the CGP, if any portion of the Site is to discharge dewatering water to Stewert’s Creek, inspection frequency must be increased to the following: • An inspection must be conducted once every seven (7) days and within 24 hours of the occurrence of a storm event that produces 0.25 inches or more of rain within a 24 -hour period, or within 24 hours of a snowmelt discharge from a storm event that produces 3.25 inches or more of snow within a 24-hour period. Reductions in Inspection Frequency: For areas that have been stabilized, inspection frequency can be reduced to twice per month for the first month, no more than 14 calendar days apart, then once per month until permit coverage is terminated. If construction activity resumes in this portion of the Site at a later date, the inspection frequency must TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA 26 Proactive by Design immediately increase to the schedule described above. The beginning and ending dates of this period shall be documented in the SWPPP. A form for this purpose has been included in Appendix D. Rain Gauge Location A rain gauge should be utilized on-site to determine whether a rain event greater than 0.25 inches has occurred. When a location for the rain gauge is determined, it shall be marked on the SWPPP Site Map in Appendix A. If a rain gauge is not available at the site, the following weblink for the National Weather Service Forecast Office can be used to obtain unofficial rainfall data: https://www.weather.gov. Record Keeping An inspection report must be completed within 24 hours of completing any site inspection. Each inspection report (except for dewatering inspection reports) must include the following: • The inspection date; • Names and titles of personnel making the inspection; • A summary of the inspection findings, covering at a minimum the observations made in accordance with the inspection procedures listed in the table at the end of this section, including any problems found during the inspection that make it necessary to perform routine maintenance or a corrective action. Also include any documentation as to why the corrective action procedures are unnecessary to fix a problem that repeatedly occurs; • If conducting an inspection because of a storm event, included the applicable rain gauge or weather station readings that triggered the inspection. Similarly, if conducting an inspection because of snowmelt, include any measurements taken of snowfall at the Site, or weather station information used; • If it is determined to be unsafe to inspect a portion of the Site, the reason it was found to be unsafe must be described and the specific locations to which the unsafe condition applies. Inspection reports must be signed by the Operator’s signatory as defined in Appendix G, Part G.11 of the 2022 CGP. A copy of all inspection reports must be kept at the Site or at an easily accessible location, so that it can be made immediately available at the time of an on-site inspection or upon request by the EPA. All completed inspection reports must be retained for at least three (3) years from the date that CGP coverage for this project expires or is terminated. For dewatering inspections conducted pursuant to CGP Part 4.3.2, record the following in a report within 24 hours of completing the inspection: • The inspection date; • Names and titles of personnel making the inspection; • Approximate times that the dewatering discharge began and ended on the day of inspection; • Estimates of the rate (in gallons per day) of the discharge on the day of the inspection; TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA 27 Proactive by Design • Whether or not any of the following indications of pollutant discharge were observed at the point of discharge to any receiving waters flowing through or immediately adjacent to the site and/or to constructed or natural site drainage features or storm drain inlets: o a sediment plume, suspended solids, unusual color, presence of odor, decreased clarity, or presence of foam; and/or o a visible sheen on the water surface or visible oily deposits on the bottom or shoreline of the receiving water; and • Photographs of (1) the dewatering water prior to treatment by a dewatering control(s) and the final discharge after treatment; (2) the dewatering control(s); and (3) the point of discharge to any receiving waters flowing through or immediately adjacent to the site and/or to constructed or natural site drainage features, storm drain inlets, and other conveyances to receiving waters. In addition, the following records must be maintained as part of the SWPPP: 1. Dates when major grading activities occur 2. Dates when construction activities temporarily or permanently cease on a portion of the site 3. Dates when stabilization measures are initiated 4. The signed and certified NOI form(s) for each Operator 5. A copy of the letter(s) from EPA notifying receipt of the NOI(s) 6. A copy of the CGP 7. Records relating to endangered species and historic preservation 8. Inspection Report Forms See Appendix D of the SWPPP. Inspection Procedures: Item Inspection Procedure Maintenance Procedure General Disturbed areas shall be inspected for evidence of, or the potential for, pollutants entering the drainage system. Construction areas and perimeter of the site shall be inspected for any evidence of debris that may blow or wash off site, and for debris that has blown or washed off site. Construction areas shall be inspected for any spills or unsafe storage of materials that could pollute off site waters. Identify any locations where new or modified stormwater controls are necessary. Debris blowing or flowing off the site shall be immediately cleaned up. Unsafe storage practices noted in the inspection shall be immediately remedied. TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA 28 Proactive by Design Siltsacks Siltsacks shall be inspected to ensure proper seating within the catch-basin and for any damage. Sediment or debris accumulated shall be removed and properly disposed of in accordance with applicable regulations. Compost Tubes (Fiber Rolls) Compost tubes shall be inspected to ensure that the tubes are intact and remain snugly butted to each other and firmly embedded in the ground. Depth of sediment behind the tubes shall be noted. Broken, excessively tilted or undermined tubes shall be promptly replaced. Sediment shall be removed when it builds up behind the compost tubes to over one half of the height of the tubes. Discharge Points Identify all points of the property from which there is a discharge. All discharge points shall be inspected to ascertain whether erosion control measures are effective in preventing significant impacts to receiving waters. Discharge points shall also be inspected to ensure that erosion protection measures at the discharge are functioning. If a discharge is occurring, observe and document the visual quality and characteristics of the discharge, including color, odor, floating, settled, or suspended solids, foam, and oil sheen. Sediment or debris accumulated at discharge points shall be removed and properly disposed of in accordance with applicable regulations. Material Storage Areas Areas used for storage of materials that are exposed to precipitation shall be inspected for evidence of, or the potential for, conditions that could lead to spills, leaks, or pollutants entering the drainage system. Material storage areas found to be releasing pollutants to the drainage system or to areas offsite shall be modified to prevent the release of pollutants. Modifications may include, but are not limited to, covering material storage areas to reduce exposure to precipitation, installing secondary containment around storage containers, or installing sediment and erosion controls downgradient of storage areas. Vehicle/Equipment Maintenance Area Areas used for vehicle/equipment maintenance shall be inspected for evidence of, or the potential for, Maintenance areas found to be releasing pollutants to the drainage system or to areas offsite shall be TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA 29 Proactive by Design conditions that could lead to spills, leaks, or pollutants entering the drainage system. modified to prevent the release of pollutants. Modifications may include, but are not limited to, covering maintenance areas to reduce exposure to precipitation, installing secondary containment around the area, or installing sediment and erosion controls downgradient of maintenance areas. Vehicle/Equipment Washing Areas Areas used for vehicle/equipment washing shall be inspected for evidence of, or the potential for, conditions that could lead to spills, leaks, or pollutants entering the drainage system. No detergents shall be used on-site. A washout depression found to not be performing its function of preventing vehicle/equipment washings from entering the drainage system or surface waters shall be discontinued, modified, or repaired, as necessary. Concrete Truck Washout Area Area used for concrete truck washout shall be inspected for evidence of, or the potential for, conditions that could lead to spills, leaks, or concrete washings entering the drainage system or surface waters. A washout depression found to not be performing its function of preventing concrete washings from entering the drainage system or surface waters shall be discontinued, modified, or repaired as necessary. Waste Storage Areas Waste storage areas shall be inspected for evidence of, or the potential for, conditions that could lead to spills, leaks, or wastes entering the drainage system or surface waters. Any waste storage areas found to be releasing pollutants to the drainage system or to areas offsite shall be modified to prevent the release of pollutants. Modifications may include, but are not limited to, covering waste storage areas to reduce exposure to precipitation, installing secondary containment around the area, or installing sediment and erosion controls downgradient of the areas. Stabilization Measures Check that stabilization measures are intact and functioning as intended. Inspect areas of vegetation growth and note if re-seeding, watering, or fertilization is required. Geotextiles or other non-vegetative measures shall be inspected to ensure that the measures are secure, that there are Stabilization measures shall be maintained, corrected or replaced as necessary if not functioning effectively. TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA 30 Proactive by Design no gaps, and erosion is not occurring beneath the measures. Straw Wattles Straw wattle lines shall be inspected to ensure that straw wattles are intact and remain snugly butted to each other and firmly embedded in the ground. Depth of sediment behind the straw wattles shall be noted. Any broken, excessively tilted or undermined straw wattles shall be promptly replaced. When sediment builds up behind the straw wattles to over one half of the height of the straw wattles, the sediment shall be removed, or a second layer of straw wattles added. Temporary Sediment Settling Basin Basin bottom and crushed stone filter shall be monitored for sediment deposition. If present, embankment, emergency spillway, and outlet shall be inspected for erosion damage. Embankment shall also be inspected for settlement, seepage, slumping or piping. Area shall be inspected for trash and debris. Sediment shall be removed when the basin becomes half full. Any erosion damage, settlement, seepage, slumping or piping shall be repaired immediately. Trash and debris shall be removed. Gravel shall be cleaned or replaced when sediment pool does not drain properly. Erosion Control Blankets Erosion control blankets shall be inspected for proper placement with 4-in minimum side overlaps and that the staples are secure, and the blankets present a smooth surface in full contact with the soil below. Any blankets that are not installed securely shall be repaired or replaced as needed. 6.2 CORRECTIVE ACTION Personnel Responsible for Corrective Actions Contractor foremen shall be responsible for corrective actions. Corrective Action Logs See Appendix E of this SWPPP The contractor must take corrective action as soon as any of the following conditions are identified at the Site: • A stormwater control needs a significant repair or a new replacement control is needed, or, it is necessary to repeatedly (i.e., three (3) or more times) to conduct the same routine maintenance fix to the same control at the same location (unless documented in the inspection report that the specific reoccurrence of this same problem should still be addressed as a routine maintenance fix; or TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA 31 Proactive by Design • A required stormwater control was never installed, was installed incorrectly, or not in accordance with the specifications of the CGP; or • Discharges are not meeting applicable water quality standards • A prohibited discharge has occurred; • During discharge from the site dewatering activities: o The weekly average of turbidity monitoring results exceeds the 50 NTU benchmark; or o A sediment plume, suspended solids, unusual color, presence of odor, decreased clarity, presence of foam, a visible sheen or visible oily deposits are observed. Corrective actions include actions taken to: • Repair, modify, or replace any stormwater control used at the site; • Clean up and properly dispose of spills, releases, or other deposits; or • Remedy a permit violation. When one of the triggering conditions described above is discovered, all reasonable steps to address the condition must be taken immediately. When the problem does not require a new or replacement control or significant repair, the corrective action must be completed by the close of the next business day. When the problem does require a new or replacement control or significant repair, the installation or repair must be completed by no later than seven (7) calendar days from the time of discovery. If it is infeasible to complete the corrective action within seven (7) calendar days, the reason and anticipated schedule shall be documented in the SWPPP. If responding to conditions related to dewatering, you must immediately take all reasonable steps to minimize or prevent the discharge of pollutants until you can implement a solution, including shutting off the dewatering discharge as soon as possible depending on the severity of the condition taking safety considerations into account. Determine whether the dewatering controls are operating effectively and whether they are causing the conditions. Finally, make any necessary adjustments, repairs, or replacements to the dewatering controls to lower the turbidity levels below the benchmark or remove the visible plume or sheen. A Corrective Action Log form is included in Appendix E to document actions taken to repair, replace, and/or maintain BMPs. A Corrective Action Log form must be completed within 24 hours of discovering the need for a corrective action and must include a description of the conditions that were identified at the site, the nature of the conditions, the date and time of the conditions and how it was identified. Upon completion of the corrective action (within seven (7) calendar days of discovering the need for the corrective action), a Corrective Action Log form must be completed to document: • Follow-up actions taken to review the design, installation, and maintenance of stormwater controls, including dates such actions occurred, • A summary of stormwater control modifications taken or to be taken, including a schedule of activities necessary to implement changes, and • Notice of whether SWPPP modifications are required because of the condition identified or corrective action. TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA 32 Proactive by Design This documentation must be kept with the SWPPP for at least three (3) years from the date that permit coverage expires or is terminated. The Corrective Action Log form must be signed and certified in accordance with CGP certification requirements. A copy of all inspection reports must be kept at the Site or at an easily accessible location, so that it can be made immediately available at the time of an on-site inspection or upon request by the EPA. 6.3 DELEGATION OF AUTHORITY Duly Authorized Representative(s) or Position(s): CC Construction Zachary Gonneville Project Manager 11 Cantor Court Plymouth, MA 02360 774-487-7434 7.0 TURBIDITY BENCHMARK MONITORING FOR DEWATERING DISCHARGES For sites discharging dewatering water to “sensitive waters” (i.e., receiving waters listed as impaired for sediment or a sediment-related parameter, or receiving waters designated as a Tier 2, Tier 2.5, or Tier 3 for antidegradation purposes) you are required to comply with the turbidity benchmark monitoring requirements in Part 3.3 of the 2022 CGP and document the procedures you will use at your site in your SWPPP pursuant to Part 7.2.8. A summary of these requirements is included in this section. As dewatering discharges on this project will discharge to waterbodies that are designated as Tier 2.5, the Contractor is required to comply with all of the all dewatering and turbidity monitoring requirements as outlined in this section and as covered in the EPA’s 2022 CGP Inspection and Monitoring Guide for Construction Dewatering that has been included as Appendix D. Turbidity Monitoring Requirements • At least one turbidity sample from dewatering discharges will be collected each day a discharge occurs. • Samples will be taken at all points where dewatering water is discharged. Samples will be taken after the dewatering water has been treated by installed treatment devices and prior to its discharge off site into a receiving water, constructed or natural site drainage feature, or storm drain inlet. • Samples taken will be representative of the dewatering discharge for any given day as required in Appendix G of the 2022 CGP. • Samples will be measured using a turbidity meter that reports results in nephelometric turbidity units (NTUs). The Contractor is required to use the meter, and conduct a calibration verification prior to each day’s use, consistent with the manufacturer’s instructions. TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA 33 Proactive by Design Turbidity Benchmark In accordance with the 2022 CGP Part 3.3.2, the benchmark threshold for turbidity is 50 NTUs. The EPA has the authority to authorize the use of an alternate benchmark in accordance with Part 3.3.2b. Prior to submitting an NOI, the Contractor may request that EPA approve a benchmark for your site that is higher than 50 NTUs if you have information demonstrating the higher number is the same as your receiving water’s water quality standard for turbidity. Turbidity Monitoring and Housekeeping Weekly turbidity averages will be compared to the 50 NTU benchmark or alternate approved benchmark if approved by the EPA. If the weekly average of your turbidity monitoring results exceeds the standard, corrective actions will be taken in accordance with Part 5.2.2 of the CGP. If conducting turbidity monitoring for more than one dewatering discharge point, a weekly average turbidity value for each discharge point will be collected and compare to the turbidity benchmark. Weekly average turbidity reports must be submitted to EPA no later than 30 days following the end of each monitoring quarter. If there are monitoring weeks in which there was no dewatering discharge, or if there is a monitoring quarter with no dewatering discharge, indicate this in your turbidity monitoring report. Reporting timelines are as follows: Monitoring Quarter # Months Reporting Deadline 1 January 1 – March 31 April 30 2 April 1 – June 30 July 30 3 July 1 – September 30 October 30 4 October 1 – December 31 January 30 Turbidity monitoring reports will be submitted using EPA’s NPDE eReporting Tool (NeT). For each day that monitoring is required, the person collecting samples will record the date, exact place, and time of sampling or measurements as well as the analytical techniques or methods used and the results of all analysis. Monitoring information including all calibration and maintenance records and all original strip chart recordings for continuous monitoring instrumentation, copies of all reports required by this permit, and records of all data used to complete the application for this permit, will be retained for a period of at least three years from the date this permit expires or from the date authorization is terminated. TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA 34 Proactive by Design 8.0 MAR100000 COMMONWEALTH OF MASSACHUSETTS REQUIREMENTS Pursuant to 314 CMR 3.11 (2)(a)6., and in accordance with MassDEP’s obligation under 314 CMR 4.05(5)(e) to maintain surface waters free from pollutants in concentrations or combinations that are toxic to humans, aquatic life, or wildlife, applicants that propose to dewater under the 2022 CGP and plan to discharge to an impaired water as identified in the most recent final Massachusetts Integrated List of Waters, shall test one sample of the proposed dewatering discharge water for the parameter(s) for which the waterbody is impaired. To determine if the dewatering discharge could be covered under the 2022 CGP, the effluent at zero dilution must meet numeric water quality criteria. If the effluent does not meet numeric water quality criteria, the applicant shall contact EPA Region 1 to discuss coverage under the Remediation General Permit and shall apply for RGP coverage if required. TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA 35 Proactive by Design 9.0 CERTIFICATION AND NOTIFICATION I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I have no personal knowledge that the information submitted is other than true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. Name Zachary Gonneville Title: Project Manager Signature Date: I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I have no personal knowledge that the information submitted is other than true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. Name Matt St- Piere Title: Engineer (Apex Cos) Signature Date: TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA Proactive by Design SWPPP APPENDICES Attach the following documentation to the SWPPP: Appendix A – Site Maps Appendix B – Copy of 2022 CGP Appendix C – NOI and EPA Authorization Email Appendix D – Site Inspection Form and Dewatering Inspection Form Appendix E – Corrective Action Log Appendix F – SWPPP Amendment Log Appendix G – Subcontractor Certifications/Agreements Appendix H – Grading and Stabilization Activities Log Appendix I – Training Documentation Appendix J – Delegation of Authority Appendix K – Endangered Species Documentation Appendix L – Historic Preservation Documentation Appendix M – Rain Gauge Recording Appendix N – Erosion and Sediment Control Documents Appendix O – Limitations TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA Proactive by Design Appendix A – Site Maps ts nm 1 I 0 0 f 0 0 0 C-5 I I r-11 / K? 32îSuâ ENVIRONMENTAL PARTNERS* \ <■ \Q IO-2“?-2 °2-4- * [ /V/zZ^F^' ^wwMSS BÆRNSTABEE, 1 * MASS. js!639. 12" 10" 10" CONCRETE CONCRETE BIT. CONC.DRIVEWAY OHW OHW OHW OHW OHW OHW OHW O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W VGC W W W W W W W W W WWWW WWWWWC/O (2) LPL MHO R=18.04 CBN R=20.58 I=17.3 S=16.8 SIGN: CAUTION SHARP RIGHT TURN AHEAD SIGN POST SIGN: 30MPH SIGN: STEVENS STREET/ NORTH STREET SIGN: STOP SMH R=23.11 U P 4 5 A UP 428-2 UP 45-30 D D D D D D D D D D D D D DDDDDDD1 0''(DI )W A B C A B 8''(PVC)W12''(DI)W8''(DI)WW W W W W W W W W W W W W W W W APPROXIMATE 10"(PVC)W AB CB D A DMH R=20.67 I(A)=16.78 I(B)=17.67 I(C)=16.85 I(D)=10.74 D D D A BC CBN R=21.02 I(A)=17.55 I(B)=16.42 I(C)=16.34 DMH R=22.33 I(A)=16.35 I(B)=15.92 I(C)=15.87 C B N R =2 0 .9 0 I (A )=1 9 .0 0 CROSSWALK2''(CS)G S T O P STOP WT R E E L I N E CBN R=20.36 LEACHING S=16.0± LIMIT OF RIGHT OF WAY (TYP.) A P P R O X IM A T E L IM IT O F R IG H T O F W A Y APPROXIMATEBUILDING#340 ASSESSORS MAP 308 LOTS 9, 10 AND 11 340 NORTH STREET N/F MARY and BENJAMIN PERRY DEED BOOK 1767 PAGE 247 DEED BOOK 1435 PAGE 1123 DEED BOOK 31644 PAGE 340 ASSESSORS MAP 308 LOT 17 268 STEVENS STREET LLC 268 STEVENS STREET N/F TOWN OF BARNSTABLE DEED BOOK 30351 PAGE 194 SIGN: CROSSING APPROXIMATE LIMIT OF RIGHT OF WAY APPROXIMATE LOCATION SEWER FORCE MAINS FMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFM 14'' DI 8'' ACSIGN: STOP GGGO H W O H W O H W O H W O H W O H W O H W O H W O H W OHWOHWOHW OHW OHW OHW OHW OHW OHW OHW OHW O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W OHW OHW OHWOHWOHWOHWOHWOHWOHWOHWOHWOHWGGGCBN R=20.6 LEACHING I=18.6 S=16.4 GRASS PVC PIPE ELECTRIC SERVICE POST PVC PIPE DIRT PILE DIRT WOODED A S P H A L T B E R M ASPHALT SIDEWALK GRASS SIGN ASPHALT BERM ASPHALT BERM ASPHALT I RON R O D FO U N D 0.3' S OUT H EAS T O F C O R NER NAIL FOUND 0.7' SOUTHWEST OF CORNER 14'' DI 8'' AC12"(RCP)D 2 4 "(R C P )D 2 4 "(R C P )D 12"(RCP)D12"(CMP)D36"(RCP)D 3 6 "(R C P )D 4"(PVC)D 4"(PVC)D 2 2 2 0 2 1 211 9 23 2 222 2 2 2 2 2 2 2 3 2418 19 2 1 2 1 21 2 0 20 2''(CS)G 2 ''(C S )G 2 ''(C S )G2''(CS)GA S P H A L T S I D E W A L KASPHALT SIDEWALKVGCEOPA S P HA L T B E RMA S P H A L T B E R M E O P EOPEOPASPHALT SIDEWALKE O P EOP GUY GUY GUY LPL LPL LPL UP 428-1 GUY BENCHMARK SPIKE IN UP EL. = 22.45 NAVD 88 CROSSWALK 20 GGGGGGGG G G G G GGGGGG G G G G G G G G G G G G GG G G G G G G G G MHO DISTRIBUTION BOX R=19.12100100100 2 0 0 200200200200200200200200200B-1 ETCGG E 2 2 2 0 2 0 241 820 18222 0 2220EASEEASE EASE EASE EASE EASE GSSSFM F MF MF MF MFM F M F M F M F M F M F M F M F M F M F M F M F M F M 20 22 21EE0+00 1 + 0 0 2 +0 0 3 +0 0 4 +0 0 -2.5 0.0 2.5 5.0 7.5 10.0 12.5 15.0 17.5 20.0 22.5 25.0 -2.5 0.0 2.5 5.0 7.5 10.0 12.5 15.0 17.5 20.0 22.5 25.0 0+00 0+25 0+50 0+75 1+00 1+25 1+50 1+75 2+00 2+25 2+50 2+75 3+00 3+25 3+50 3+75 3+930+25 0+50 0+75 1+00 1+25 1+50 1+75 2+00 2+25 2+50 2+75 3+00 3+25 3+50 3+75 E X I S T I N G G R A D E 10" PVC WATER MAIN 2" CS GAS MAIN 8" DI WATER MAIN 12" DI WATER MAIN 12" RCP DRAIN 12" DI DRAIN 2" CS GAS MAIN 14" DI FM 8" AC FM PROP. 5' SMH STA 0+00 RIM EL = 19.94 (S) 8"Ø INV EL = 7.80 (N) 8"Ø INV EL = 14.60 (E) 8"Ø INV EL = 7.70 18.5 LF 8" PVC GRAVITY SEWER SLOPE = 0.0108 FT/FT MIN. COVER = 10.7 MAX. COVER = 11.4 4" DI SEWER FORCE MAIN P R O P O S E D G R A D E 4" DR 18 PVC SEWER FM @ -0.0010 FT/FT 4" DR 18 PVC SEWER FM @ -0.0433 FT/FT SCALE: PLAN 1"=20' STA 0+00 TO STA 3+93 PROPOSED CONDITIONS PLAN ZFK ZFK JEC FJB/MSP AS NOTED C-5THIS LINE IS ONE INCH LONG WHEN PLOTTED AT FULL SCALE ON A 22" X 34" DRAWING Sheet No.Drawing file: I:\Barnstable.271\Wastewater\268 Stevens St PS\05 Final Design\Drawings\02 Civil Sheets.dwg Plot Date: Oct 29,2024-12:11pmDATEMARK DESCRIPTION Approved by Checked by Job No. Scale Date Designed by Drawn by FOR CONSTRUCTION 23012034 NOVEMBER 2024 TOWN OF BARNSTABLE, MA268 STEVENS STREET PUMP STATION MITCHELLS WAY STEVENSSTREETN O R T H S T R E E T N PROFILE HORIZONTAL SCALE: VERTICAL SCALE: 1"=20' 1"=4' 4" SDR18 PVC SEWER FORCE MAIN MATCH LINESHEET C-64" SEWER FORCE MAIN PLUG VALVE. SEE DETAIL SHEET C-7 4" DI 45° BEND 4" DI 22.5° BEND 4" DI 45° BEND SEDIMENTATION CONTROL AT CATCH BASINS - SILT SACK (TYP.) NOTES: 1.SEE SHEET C-4 FOR DETAILED PUMP STATION SITE PLANS. PERFORM TEST PIT TO CONFIRM LOCATION AND ELEVATION OF EXISTING 14"(DI) AND 8"(AC) FORCE MAINS PRIOR TO CONSTRUCTION 4" DI 45° BEND4" DI 22.5° BEND4" DI 45° BEND4" DI 11.25° BEND 4" DI 11.25° BENDAPPROXIMATE GROUNDWATER TABLE EL. = 17.0' 4" SEWER FORCE MAIN PLUG VALVE. SEE DETAIL SHEET C-7 PRECAST CONCRETE VALVE VAULT. MINIMUM 5' X 6' INTERIOR DIMENSIONS. 6' DIAMETER PRECAST CONCRETE WET WELL DROP SEWER CONNECTION (REFER TO DETAIL SHEET C-8) ELECTRICAL SERVICE A/ 0 0 C-6 ENVIRONMENTAL PARTNERS «9/ * I * \ y cA 1 * I * \o-2^-zoZA- *wwMvS BARNSTABLE, MASS. js.1639. M*X ZiADjx^ y NO. 49473 15.0 17.5 20.0 22.5 25.0 27.5 30.0 32.5 15.0 17.5 20.0 22.5 25.0 27.5 30.0 32.5 3+93 4+00 4+25 4+50 4+75 5+00 5+25 5+50 5+75 6+00 6+25 6+434+00 4+25 4+50 4+75 5+00 5+25 5+50 5+75 6+00 6+25 EXIST. 4' SMH STA 6+33 RIM EL = 29.89 (SW) 4"Ø INV EL = 23.64 (NE) 8"Ø INV EL = 22.64 (N) 8"Ø INV EL = 22.67 (SW) 4"Ø INV EL = 23.64 E X I S T I N G G R A D E 8'Ø EXISTNG GRAVITY SEWER 2" CS GAS MAIN 12" RCP DRAIN 4" DR 18 PVC SEWER FM @ -0.0478 FT/FT 4" DR 18 PVC SEWER FM @ -0.0077 FT/FT UP 29 24"TWN BRICK E EEOP EOPLS LS LSBCE VGCVGC CBN R=32.61 CBN R=32.46 CBN R=27.61 I(A)=24.81 CBN R=27.29 I(A)=22.75 EBOX BLDR SIGN: STOP SIGN: MICHELL LN DEAD END DD D D D D D D D D D D D D D D D D D D D UP OHW OHW OHW OHW OHW OHW OHW OHW 6'(CI)WWWWWWWWWWWWWWWWWW W W W W APPROXIMATE 6"(CI)W A B CD DMH R=27.27 I(A)=23.07 I(B)=21.09 I(C)=22.73 I(D)=20.96 24"D A B CD DMH R=32.60 I(A)=27.91 I(B)=23.60 I(C)=27.99 I(D)=23.20 12'' RCPSSS SSSSSSSSSSS8'' SEWER LINE8'' SEWER LINE8'' SEWERA B A B SMH R=29.90 I(A)=22.67 I(B)=22.64 SMH R=32.30 I(A)=22.40 I(B)=22.26 BIT. CONC.W A L K W A YCROSSWALK STOP CROSSWALK SIGN: SEA STREET EXTENSION LIMIT OF RIGHT OF WAY (TYP.) ASSESSORS MAP 308 LOT 35 278 NORTH STREET N/F 265 EAST MAIN ROAD REALTY LLC DEED BOOK 29551 PAGE 247 APPROXIMATE BUILDING #269 A-D ASSESSORS MAP 308 LOT 29 296 NORTH STREET N/F TOWN OF BARNSTABLE DEED BOOK 22365 PAGE 172 APPROXIMATEBUILDING#296 APPROXIMATEBUILDING #297 APPROXIMATE BUILDING #65 SIGN: 276 NORTH STREET ZION MUSEUM SIGN: XWALK BIT. CONC. APRON BIT. CONC. APRON ASSESSORS MAP 308 LOT 272 65 SEA STREET EXT. N/F VITELLI HOLDINGS LLC LAND COURT CERTIFICATE No. 12305 ASSESSORS MAP 308 LOT 44 297 NORTH STREET N/F CONDOMINIUM EOP WWWWWAPPROXIMATE 6''(CI)WOHWOHWOHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW CONCRETE STAIRS ASPHALT SIDEWALK CONCRETE RETAINING WALL 24"D 2 4 "(R C P )D 12"(RCP)D12"(RCP)D3 3 32 32313029282 8 272626 252524232''(PE)G ASPHALT SIDEWALK ASPHALT SIDEWALK VGC EOP ASPHALT SIDEWALK VGC EOP C O N C R E T E R E T A I N I N G W A L L A S P H A L T S I D E W A L K V G CEOP A S P H A L T S I D E W A L K CCB EOP EOPVGCVGC EOP E O P UP GUY UP 45-27S G G G G G G G G G G G G G G G G G G G G GGGGGUP 45-28 BENCHMARK SURVEY MAG NAIL EL. = 28.27 NAVD 88 LPL F M FM FM FM FM FM FM FM FM FM FM FM FM4+0 0 5+00 6+00 6+43 SCALE: PLAN 1"=20' STA 3+93 TO STA 6+43 PROPOSED CONDITIONS PLAN ZFK ZFK JEC FJB/MSP AS NOTED C-6THIS LINE IS ONE INCH LONG WHEN PLOTTED AT FULL SCALE ON A 22" X 34" DRAWING Sheet No.Drawing file: I:\Barnstable.271\Wastewater\268 Stevens St PS\05 Final Design\Drawings\02 Civil Sheets.dwg Plot Date: Oct 29,2024-12:13pmDATEMARK DESCRIPTION Approved by Checked by Job No. Scale Date Designed by Drawn by FOR CONSTRUCTION 23012034 NOVEMBER 2024 TOWN OF BARNSTABLE, MA268 STEVENS STREET PUMP STATION NORTH STREET N PROFILE HORIZONTAL SCALE: VERTICAL SCALE: 1"=20' 1"=4' 4" SDR18 PVC SEWER FORCE MAIN MITCHELL LANESEA STREET EXTMATCH LINESHEET C-5SEDIMENTATION CONTROL AT CATCH BASINS - SILT SACK (TYP.) CORE AND CONNECT NEW 4" PVC SEWER FORCE MAIN INTO EXISTING 4'Ø SMH CORE AND CONNECT NEW 4" PVC SEWER FORCE MAIN INTO EXISTING 4'Ø SMH.APPROXIMATE GROUNDWATER TABLE EL. = 17.0' 22EASEEASEEASEEASEEASEOHW0+00FMOHWOHWEOHWEASEOHWOHWEWWWWB-1WASPHALT BERMWWWEASE20LPLLPLASPHALT BERMIMPERVIOUS CLAYDAM (TYP.)GG200FM20200ESEEEGGSWEASESSE4" BYPASS CONNECTION (SEE SECTION VIEW)SEE SHEET C-4 FOR INSTRUMENTATIONAND ELECTRICAL WIRING CONTINUATIONDESIGNATED LADDER ACCESS AREA8" PVC TO DI SOLIDSLEEVE TRANSITIONCOUPLINGCONCRETE ENCASEDPIPE (2' X 2' X 2')48" X 30" WATERTIGHT ALUMINUM ACCESS HATCHSUBMERSIBLE WASTEWATER PUMP (TYP. OF 2)(2) 1" SS GUIDE PIPES (TYP.)SEE SEAL DETAIL ON SHEET M-4 (TYP.)4" DI FORCEMAIN (TYP. OF 2)4.0' MIN4" DI DRAIN PIPEPMP-1PI-28" PVCINFLUENTGRAVITYSEWER. SEESHEET C-4 FORCONTINUATION8" DI INFLUENTGRAVITY SEWERSEE SEAL DETAIL ON SHEET M-44" DI WET WELL VENT4" 90° DI BEND (TYP.)PMP-213.9'CV-2PV-2SLOPE VALVE VAULT FLOORTO SUMP6' DIAMETER PRECASTCONCRETE WET WELLPRESSURE GAUGE (TYP. OF 2)4" 90° DI BEND30" DIAMETER WATERTIGHTFRAME AND COVERVALVE VAULT STAIRSPRECAST CONCRETE VALVEVAULT. MINIMUM 5' X 6' INTERIORDIMENSIONS2.0' MIN4" DI FLEXIBLECOUPLING (TYP. OF 4)PI-1CV-1PV-12' X 2'SUMP9" MIN4" X 4" DI FLANGED TEE (TYP.)4" DI CHECK VALVE (TYP. OF 2)4" DI PLUG VALVE (TYP. OF 2)4" DI FLANGED COUPLING ADAPTER4" DI TO PVC SOLID SLEEVETRANSITION COUPLING4" PVC FORCE MAIN TO MITCHELLS WAY. SEESHEET C-4 FOR CONTINUATION.IGRAPHIC SCALE: 1/4" = 1'-0"4'02'4'NDRAFTSHEET NO.GZAGeoEnvironmental, Inc.Engineers and ScientistsPREPARED BY:PREPARED FOR:www.gza.comPROJECT NO.DATE:REVISION NO.DESIGNED BY:PROJ MGR:DRAWN BY:REVIEWED BY:CHECKED BY:SCALE:PROGRESSDRAWING*NOT FORCONSTRUCTION*5/14/202502.0178063.000AS NOTEDGGSJPMRTJPMJPM2 OF 3DW-1DRAWINGTEMPORARY DEWATERING SYSTEMPLAN VIEW268 STEVENS STREET PUMP STATIONBARNSTABLE, MA N I I I 3^ 0 A % iM 1 0 ENVIRONMENTAL PARTNERS C-4 \ <■ \Q : i.‘ 'y,*. ï •*•'•** \ BARNSTABLE,. *A mass. A 1639. ZIADjxxV&> / v V NO. 49470 </ io-Z^-ZOZÂ- »* * f.: ■• j- . \ a BIT. CONC.DRIVEWAY OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W W W W W W W WWWWWWLPL MHO R=18.04 SIGN: CAUTION SHARP RIGHT TURN AHEAD SIGN POST SIGN: 30MPH U P 4 5 A UP 428-2 D 10''(DI)W B 8''(DI)WW W W W W W W W W W W W W W W W W W W W W W W W W W APPROXIMATE 10"(PVC)W C B N R =2 0 .9 0 I (A )=1 9 .0 0 2''(CS)GWW CBN R=20.36 LEACHING S=16.0± LIMIT OF RIGHT OF WAY (TYP.) APPROXIMATEBUILDING#340 ASSESSORS MAP 308 LOTS 9, 10 AND 11 340 NORTH STREET N/F MARY and BENJAMIN PERRY DEED BOOK 1767 PAGE 247 DEED BOOK 1435 PAGE 1123 DEED BOOK 31644 PAGE 340 ASSESSORS MAP 308 LOT 17 268 STEVENS STREET LLC 268 STEVENS STREET N/F TOWN OF BARNSTABLE DEED BOOK 30351 PAGE 194 O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W OHWOHWOHWOHWOHWOHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H WOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWGGGGGGGGGG GRASS PVC PIPE ELECTRIC SERVICE POST PVC PIPE DIRT PILE DIRT WOODED GRASS ASPHALT BERM ASPHALT BERM ASPHALT IR O N ROD FOUND 0 .3' S O UT H EAS T O F C O R NER 36"(RCP)D 2 2 2 1 2 0 1 9 18 19 2 1 2 1 21 2 0 2''(CS)G A S P HA L T B E RMA S P H A L T B E R M E O P EOP GUY GUY GUY LPL LPL 20 G GGGGGGGG G G G G G G G G G G G G G G G G G G G G G G G G G GGGG G G G G G G MHO DISTRIBUTION BOX R=19.12100100100100100100100100100 2 0 0 2 0 0 200200200200200200200200200200200200200200200200200200200200200100' WETLAND BUFFER ZONE 200' RIPARIAN ZONE B-1 ETCETCTEGGGG G E E EE E E 2 2 2 0 2 0 241 8 202018222 020 EASEEASEEASE EASE EASE EASE EASE EASEEASE EASE EASE EASE EASE EASE EASEGGGSSSSSSSSSSS S FM F MF MF MF MF MF MF MF MFM FM FM F M F M F M F M F M F MSPROP. 5' GRAVITY SEWER MANHOLE RIM EL = 18.83 (E) 8"Ø INV EL = 8.00 (W) 8"Ø INV EL = 8.00 (N) 8"Ø INV EL = 7.90 PROP. 5' GRAVITY SEWER MANHOLE RIM EL = 19.94 (S) 8"Ø INV EL = 7.80 (N) 8"Ø INV EL = 14.60 (E) 8"Ø INV EL = 7.70 20 22 21EEEEEE0+00 1 + 0 0 2 +0 0W SCALE: PLAN 1"=10' 268 STEVENS STREET PUMP STATION PROPOSED CONDITIONS PLAN ZFK ZFK JEC FJB/MSP AS NOTED C-4THIS LINE IS ONE INCH LONG WHEN PLOTTED AT FULL SCALE ON A 22" X 34" DRAWING Sheet No.Drawing file: I:\Barnstable.271\Wastewater\268 Stevens St PS\05 Final Design\Drawings\02 Civil Sheets.dwg Plot Date: Oct 29,2024-12:11pmDATEMARK DESCRIPTION Approved by Checked by Job No. Scale Date Designed by Drawn by FOR CONSTRUCTION 23012034 NOVEMBER 2024 TOWN OF BARNSTABLE, MA268 STEVENS STREET PUMP STATION N PRECAST CONCRETE VALVE VAULT. MINIMUM 5' X 6' INTERIOR DIMENSIONS 6' DIAMETER PRECAST CONCRETE WET WELL APPROXIMATE LIMITS OF EASEMENT 4" SDR18 PVC SEWER FORCE MAIN (SEE SHEET C-5 AND C-6 FOR PROFILE) 8"Ø GRAVITY SEWER (TYP). GRAVITY SEWER STUB FOR FUTURE CONNECTION (TYP.) EL. = 8.05 ELECTRIC AND CONTROLS PANEL PUMP STATION ELECTRIC SERVICE 3.5' X 7' CONCRETE PAD FOR GENERATOR T.O.C. EL. =21.5' VERSA-LOK RETAINING WALL AT BACK OF SIDEWALK (BY OTHERS) CONCRETE BOLLARD (TYP.)HOLMES LANEMITCHELLS WAY N O R T H S T R E E T 4" SEWER FORCE MAIN PLUG VALVE. SEE DETAIL SHEET C-7 1-1/4" UNDERGROUND GAS SERVICE (377 CFH) TO GENERATOR IMPERVIOUS CLAY DAM (TYP.) 4" DI 45° BEND 4" DI 22.5° BEND 4" DI 45° BEND NOTES: 1.SEE SHEET C-5 FOR DETAILED SEWER FORCE MAIN PLANS ON MITCHELLS WAY AND NORTH STREET. 2.PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL REMOVE/RELOCATE EXISTING MATERIAL STOCKPILES AT 268 STEVENS STREET TO ALLOW FOR CONSTRUCTION OF THE PUMP STATION. FINAL MATERIAL LOCATION TO BE DETERMINED BY THE TOWN OF BARNSTABLE. 3.DEWATERING OPERATIONS (I.E. BAGS AND FRAC TANKS) SHALL BE CONFINED TO THE 268 STEVENS STREET PARCEL. 4.REFER TO ELECTRICAL SHEETS FOR ADDITIONAL REQUIREMENTS AND DETAILS. GRAVITY SEWER STUB FOR FUTURE CONNECTION (TYP.) EL. = 14.8 CLEAR AND GRUB EXISTING VEGETATION AS REQUIRED FOR PUMP STATION INSTALLATION. 12" DIAMETER FILTER SOCK SEE NOTE 2 GRAVITY SEWER STUB FOR FUTURE CONNECTION (TYP.) EL. = 8.05 4" DI DRAIN GRADE SITE TO MEET PROPOSED ELEVATIONS 4" DI WET WELL VENT PROPOSED LIMIT OF ROAD SAWCUT (BY OTHERS) BACKFLOW PREVENTER AND WATER METER ENCLOSURE 1" PE WATER SERVICE 1" CORPORATION STOP GROUND HYDRANT TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA Proactive by Design Appendix B – Copy of 2022 CGP Appendix H - Notice of Intent (NOI) Form and Instructions Part 1.4.1 requires you to use the NPDES eReporting Tool, or “NeT” system, to prepare and submit your NOI electronically. However, if the EPA Regional Office grants you a waiver to use a paper NOI form, and you elect to use it, you must complete and submit the following form. EPA Form 3510-9 Page 1 NPDES Form 3510-9 U.S. Environmental Protection Agency Washington, DC 20460 Notice of Intent for the 2022 NPDES Construction General Permit OMB No. 2040-0305 Exp. Date 01/31/2025 Submission of this Notice of Intent (NOI) constitutes notice that the operator identified in Section III of this form request s authorization to discharge pursuant to the NPDES Construction General Permit (CGP) permit number identified in Section II of this form. Submission of th is NOI also constitutes notice that the operator identified in Section III of this form meets the eligibility requirements of Part 1.1 CGP for the project identified in Section IV of this form. Permit coverage is required prior to commencement of construction activity until you are eligible to terminate coverage as de tailed in Part 8 of the CGP. To obtain authorization, you must submit a complete and accurate NOI form. Discharges are not authorized if your NOI is incomplete or inaccurate or if you were never eligible for permit coverage. Refer to the instructions at the end of this form. SECTION I. APPROVAL TO USE PAPER NOI FORM Paper NOI Form Have you been granted a waiver from electronic reporting from the Regional Office*? Yes No If yes, check which waiver you have been granted, the name of the EPA Regional Office staff person who granted the waiver, and the date of approval: Waiver granted: The owner/operator’s headquarters is physically located in a geographic area (i.e., ZIP code or census tract) that is identified as under-served for broadband Internet access in the most recent report from the Federal Communications Commission. The owner/operator has issues regarding available computer access or computer capability. Name of EPA staff person that granted the waiver Date approval obtained (MM/DD/YYYY) * Note: You are required to obtain approval from the applicable Regional Office prior to using this paper NOI form. If you ha ve not obtained a waiver, you must file this form electronically using the NPDES eReporting Tool (NeT). SECTION II. PERMIT INFORMATION Permit NPDES ID (EPA Use Only) Master Permit Number (see Appendix B of the CGP for the list of eligible permit numbers) SECTION III. OPERATOR INFORMATION Operator Information Operator Name Are you requesting coverage under this NOI as a “Federal Operator” or for a “Federal Facility” as defined in Appendix A? Yes No Mailing Address Street City State ZIP Code County or Similar Government Division Operator Point of Contact Information: First Name Middle Initial Last Name Title Phone Number Email Address EPA Form 3510-9 Page 2 NOI Preparer Complete if NOI was prepared by someone other than the certifier: First Name Middle Initial Last Name Organization Phone number Email address SECTION IV. PROJECT/SITE INFORMATION Project/Site Address Project/Site Name Street/Location City State ZIP Code County or Similar Government Division: For the project/site you are seeking permit coverage, provide the following information: Latitude (in decimal degrees to four decimal places): Longitude (in decimal degrees to four decimal places): ° N ° W Latitude/Longitude Data Source: Map GPS Other (Specify): Horizontal Reference Datum: NAD 27 NAD 83 WGS 84 Site Information Is your site located in Indian country lands, or on a property of religious or cultural significance to an Indian Tribe? Yes No If yes, provide the name of the Indian Tribe associated with the area of Indian country (including name of Indian reservation, if applicable), or if not in Indian country, provide the name of the Indian Tribe associated with the property: Project Information Estimated Project Start Date (MM/DD/YYYY) Estimated Project Completion Date (MM/DD/YYYY) Estimated Area to be Disturbed (to the nearest quarter acre): Type of Construction Site (check all that apply): Single-Family Residential Multi-Family Residential Commercial Industrial Institutional Highway or Road Utility Other (Specify): Was the pre-development land use used for agriculture (see Appendix A for definition of “agricultural land”)? Yes No Have earth-disturbing activities commenced on your project/site? Yes No If yes, is your project an “emergency-related project” (see Appendix A)? Yes No EPA Form 3510-9 Page 3 Project Information Have stormwater discharges from your project/site been covered previously under an NPDES permit? Yes No If yes, provide the NPDES ID (if you had coverage under EPA’s 2017 CGP) or the NPDES permit number (if you had coverage under an EPA individual permit): ______________________ Are there other operators that are covered under this permit for the same project site? Yes No If yes, provide the NPDES ID number for all other operators at the site who have coverage under this permit: ______________________ Will there be demolition of any structure built or renovated before January 1, 1980? Yes No If yes, do any of the structures being demolished have at least 10,000 square feet of floor space? Yes No Will you be discharging dewatering water from your site? Yes No If yes, will you be discharging dewatering water from a current or former Federal or State remediation site? Yes No SECTION V. DISCHARGE INFORMATION Project Information By indicating “Yes,” I confirm that I understand that the CGP only authorizes the allowable stormwater discharges in Part 1.2.1 and the allowable non-stormwater discharges listed in Part 1.2.2. Any discharges not expressly authorized in this permit cannot become authorized or shielded from liability under CWA section 402(k) by disclosure to EPA, State, or local authorities after issuance of this permit via any means, including the Notice of Intent (NOI) to be covered by the permit, the Stormwater Pollution Prevention P lan (SWPPP), during an inspection, etc. If any discharges requiring NPDES permit coverage other than the allowable stormwater and non-stormwater discharges listed in Parts 1.2.1 and 1.2.2 will be discharged, they must be covered under another NPDES permit. Yes Does your project/site discharge stormwater into a Municipal Separate Storm Sewer System (MS4)? Yes No Are there any waters of the U.S. within 50 feet of your project’s earth disturbances? Yes No Receiving Waters Information For each point of discharge, provide the following receiving water information. (Attach a separate list if necessary) Point of Discharge ID Provide the name of the first water of the U.S. that receives stormwater directly from the point of discharge and/or from the MS4 that the point of discharge discharges to: If the receiving water is impaired (on the CWA 303(d) list), list the pollutants that are causing the impairment: If a TMDL been completed for this receiving waterbody, providing the following information: TMDL Name and ID: Pollutant(s) for which there is a TMDL: TMDL Name and ID: Pollutant(s) for which there is a TMDL: EPA Form 3510-9 Page 4 Receiving Waters Information For each point of discharge, provide the following receiving water information. (Attach a separate list if necessary) Point of Discharge ID Provide the name of the first water of the U.S. that receives stormwater directly from the point of discharge and/or from the MS4 that the point of discharge discharges to: If the receiving water is impaired (on the CWA 303(d) list), list the pollutants that are causing the impairment: If a TMDL been completed for this receiving waterbody, providing the following information: TMDL Name and ID: Pollutant(s) for which there is a TMDL: TMDL Name and ID: Pollutant(s) for which there is a TMDL: TMDL Name and ID: Pollutant(s) for which there is a TMDL: TMDL Name and ID: Pollutant(s) for which there is a TMDL: TMDL Name and ID: Pollutant(s) for which there is a TMDL: Are any of the waters of the U.S. to which you discharge designated by the State or Tribal authority under its antidegradation policy as a Tier 2 (or Tier 2.5) water (water quality exceeds levels necessary to support propagation of fish, shellfish, and wildlife and recreation in and on the water) or as a Tier 3 water (Outstanding National Resource Water)? (See Appendix F). Yes No If yes, name(s) of receiving water(s) and its designation (Tier 2, Tier 2.5 or Tier 3): EPA Form 3510-9 Page 5 SECTION VI. CHEMICAL TREATMENT INFORMATION Chemical Treatment Will you use polymers, flocculants, or other treatment chemicals at your construction site? Yes No If yes, will you use cationic treatment chemicals at your construction site*? Yes No If yes, have you been authorized to use cationic treatment chemicals by your applicable EPA Regional Office in advance of filing your NOI*? Yes No If you have been authorized to use cationic treatment chemicals by your applicable EPA Regional Office, attach a copy of your authorization letter and include documentation of the appropriate controls and implementation procedures designed to ensure that your use of cationic treatment chemicals will not lead to a violation of water quality standards. Please indicate the treatment chemicals that you will use: * Note: You are ineligible for coverage under this permit unless you notify your applicable EPA Regional Office in advance and the EPA office authorizes coverage under this permit after you have included appropriate controls and implementation procedures designed to ensure that your use of cationic treatment chemicals will not lead to a violation of water quality standards. SECTION VII. STORMWATER POLLUTION PREVENTION PLAN (SWPPP) AND PERSONNEL TRAINING INFORMATION SWPPP Has the SWPPP been prepared in advance of filing this NOI, as required? Yes No By indicating “Yes,” I confirm that all required personnel, including those conducting inspections at your site, will meet the training requirements in Part 6 of this permit. Yes SWPPP Contact Information First Name Middle Initial Last Name Professional Title Phone number Email address SECTION VIII. ENDANGERED SPECIES PROTECTION Endangered Species Protection In accordance with Part 1.1.5, if the EPA Regional Office grants you a waiver from electronic reporting, you must complete the worksheet in Appendix D to select your eligibility criteria with respect to the protection of Federally listed threatened or endangered species and Federally designated “critical habitat” under the Endangered Species Act (ESA) [hereinafter “ESA-listed species and designated critical habitat(s)”] from discharges and discharge-related activities authorized under this permit. You must submit the ESA worksheet and all required supporting documentation with this NOI. If you do not submit the worksheet and the required supporting documentation with your NOI, your NOI will be considered incomplete. After you submit your NOI and before your NOI is authorized, EPA may notify you if any additional controls are necessary to ensure your discharges are not likely to result in any short- or long- term adverse effects on ESA-listed species and critical habitat. By indicating “Yes,” I confirm that you have included the completed ESA worksheet from Appendix D and all required supporting information for your criterion selection with the submission of this NOI. Yes EPA Form 3510-9 Page 6 SECTION IX. HISTORIC PRESERVATION Historic Preservation Are you installing any stormwater controls as described in Appendix E that require subsurface earth disturbance? (Appendix E, Step 1) Yes No If yes, have prior surveys or evaluations conducted on the site have already determined historic properties do not exist, or that prior disturbances have precluded the existence of historic properties? (Appendix E, Step 2) Yes No If no, have you determined that your installation of subsurface earth-disturbing stormwater controls will have no effect on historic properties? (Appendix E, Step 3) Yes No If no, did the SHPO, THPO, or other Tribal representative (whichever applies) respond to you within the 15 calendar days to indicate whether the subsurface earth disturbances caused by the installation of stormwater controls affect historic properties? (Appendix E, Step 4) Yes No If yes, describe the nature of their response: Written indication that no historic properties will be affected by the installation of stormwater controls. Written indication that adverse effects to historic properties from the installation of stormwater controls can be mitigated by agreed upon actions. No agreement has been reached regarding measures to mitigate effects to historic properties from the installation of stormwater controls. Other (Specify): SECTION X. CERTIFICATION INFORMATION Certification Information I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inq uiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I have no personal knowledge that the information submitted is other than true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. First Name Middle Initial Last Name Title Signature Date (MM/DD/YYYY) Email Address EPA Form 3510-9 Page 7 Instructions for Completing EPA Form 3510-9 Notice of Intent for the 2022 NPDES Construction General Permit NPDES Form Date (02/22) This Form Replaces Form 3510-9 (02/17) Form Approved OMB No. 2040-0305 General Instructions Who Must File an NOI Form? Under the provisions of the Clean Water Act, as amended (33 U.S.C. 1251 et. seq.; the Act), Federal law prohibits stormwater discharges from certain construction activities to waters of the U.S. unless that discharge is covered under a National Pollutant Discharge Elimination System (NPDES) permit. Operators of construction sites where one or more acres are disturbed, smaller sites that are part of a larger common plan of development or sale where there is a cumulative disturbance of at least one acre, or any other site specifically designated by the Director, must obtain coverage under an NPDES general permit. For coverage under the 2022 CGP, each person, firm, public organization, or any other entity that meets either of the following criteria must file a Notice of Intent form: (1) they have operational control over construction plans and specifications, including the ability to make modifications to those plans and specifications; or (2) they have day-to-day operational control of those activities at the project necessary to ensure compliance with the permit conditions. If you have questions about whether you need a NPDES stormwater permit, or if you need information to determine whether EPA or your State agency is the permitting authority, contact your EPA Regional Office. Completing the Form Obtain and read a copy of the 2022 CGP, viewable at https://www.epa.gov/npdes/stormwater-discharges- construction-activities#cgp. To complete this form, type or print uppercase letters, in the appropriate areas only. Please place each character between the marks (abbreviate if necessary to stay within the number of characters allowed for each item). Use one space for breaks between words, but not for punctuation marks unless they are needed to clarify your response. If you have any questions on this form, telephone EPA’s NOI Processing Center at (866) 352-7755. Please submit the original document with signature in ink - do not send a photocopied signature. Section I. Approval to Use Paper NOI Form You must indicate whether you have been granted a waiver from electronic reporting from the EPA Regional Office. Note that you are not authorized to use this paper NOI form unless the EPA Regional Office has approved its use. Where you have obtained approval to use this form, indicate the waiver that you have been granted, the name of the EPA staff person who granted the waiver, and the date that approval was provided. See https://www.epa.gov/npdes/contact-us- stormwater#regional for a list of EPA Regional Office contacts. Section II. Permit Information Provide the master permit number of the permit under which you are applying for coverage (see Appendix B of the general permit for the list of eligible master permit numbers) Section III. Operator Information Provide the legal name of the person, firm, public organization, or any other entity that operates the project described in this NOI. Refer to Appendix A of the permit for the definition of “operator”. Indicate whether you are seeking coverage under this permit as a “Federal Operator” or “Federal Facility” as defined in Appendix A. Also provide a point of contact, the operator’s mailing address, county, telephone number, and e-mail address (to be notified via e-mail of NOI approval when available). Correspondence for the NOI will be sent to this address. If the NOI was prepared by someone other than the certifier (for example, if the NOI was prepared by the facility SWPPP contact or a consultant for the certifier’s signature), include the full name, organization, phone number, and email address of the NOI preparer. Section IV. Project/Site Information Enter the official or legal name and complete street address, including city, State, ZIP code, and county or similar government subdivision of the project or site. If the project or site lacks a street address, indicate the general location of the site (e.g., Intersection of State Highways 61 and 34). Complete site information must be provided for permit coverage to be granted. Provide the latitude and longitude of your facility in decimal degrees format. The latitude and longitude of your facility can be determined in several different ways, including through the use of global positioning system (GPS) receivers, U.S. Geological Survey (U.S.G.S.) topographic or quadrangle maps, and web-based siting tools, among others. For consistency, EPA requests that measurements be taken from the approximate center of the construction site. For linear construction sites, the measurement should be taken midpoint of the site. If known, enter the horizontal reference datum for your latitude and longitude. The horizontal reference datum is shown on the bottom left corner of USGS topographic maps; it is also available for GPS receivers. Indicate whether the project is in Indian country lands or located on a property of religious or cultural significance to an Indian Tribe, and if so, provide the name of the Indian Tribe associated with the area of Indian country (including name of Indian reservation, if applicable), or if not in Indian country, provide the name of the Indian Tribe associated with the property. Enter the estimated construction start and completion dates using four digits for the year (i.e., 10/06/2012). Indicate to the nearest quarter acre the estimated area to be disturbed. Indicate the type of construction site. Indicate whether the pre-development land use of the site was used for agriculture Appendix A defines “agricultural land” as cropland, grassland, rangeland, pasture, and other agricultural land, on which agricultural and forest-related products or livestock are produced and resource concerns may be addressed. Agricultural lands include cropped woodland, marshes, incidental areas included in the agricultural operation, and other types of agricultural land used for the production of livestock. Indicate whether earth-disturbing activities have already commenced on your project/site. If earth-disturbing activities have commenced on your site because stormwater discharges from the site have been previously covered under a NPDES permit, you must provide the 2017 CGP NPDES ID or EPA Form 3510-9 Page 8 the NPDES permit number if coverage was under an individual permit. Indicate if demolition is occurring, and if so, if the structure has at least 10,000 square feet of floor space. Indicate if there are other operators covered under this permit for the same project site. If there are multiple operators, provide the NPDES ID number for the other operators at the site who have coverage under this permit. Indicate whether you will be discharging dewatering water, as defined in Appendix A, during the course of the project. If you will be discharging dewatering water, indicate whether the site from which you will be dewatering is located on a current or former Federal or State remediation site. Federal remediation sites include cleanups covered by Superfund (both National Priorities List (NPL) sites and non-NPL sites), Resource Conservation and Recovery Act (RCRA) corrective actions sites, cleanups at Federal Facilities, and Federal, State, or Tribal brownfields sites. State remediation sites could include, for instance, brownfield site cleanups funded by the State, State superfund sites, and petroleum tank release sites. Operators may use online mapping resources, such as EPA’s Cleanups in My Community Map, to help determine if they are located on a remediation site. The Cleanups in My Community Map is viewable at: https://ordspub.epa.gov/ords/cimc/f?p=cimc:map::::71 Section V. Discharge Information You must confirm that you understand that the CGP only authorizes the allowable stormwater discharges listed in Part 1.2.1 and the allowable non-stormwater discharges listed in Part 1.2.2. Any discharges not expressly authorized under the CGP are not covered by the CGP or the permit shield provision of the CWA Section 402(k) and they cannot become authorized or shielded by disclosure to EPA, State, or local authorities via the NOI to be covered by the permit or by any other means (e.g., in the SWPPP or during an inspection). If any discharges requiring NPDES permit coverage other than the allowable stormwater and non- stormwater discharges listed in Parts 1.2.1 and 1.2.2 will be discharged, they must either be eliminated or covered under another NPDES permit. Indicate whether discharges from the site will enter into a municipal separate storm sewer system (MS4), as defined in Appendix A. Also, indicate whether any waters of the U.S. exist within 50 feet from your site. Note that if “yes”, you are required to comply with the requirement in Part 2.2.1 of the permit to provide natural buffers or equivalent erosion and sediment controls. For each unique point of discharge you list, you must specify the name of the first water of the U.S. that receives stormwater directly from the point of discharge and/or from the MS4 that the point of discharge discharges to. You must specify whether any waters of the U.S. that you discharge to are listed as ”impaired” as defined in Appendix A, and the pollutants for which the water is impaired. You must identify any Total Maximum Daily Loads (TMDL) that have been completed for any of the waters of the U.S. that you discharge to. Operators may find it useful to use EPA’s Discharge Mapping Tool to determine whether the water of the U.S. is impaired, the pollutant causing the impairment, and whether a TMDL exists for the water body. The Discharge Mapping Tool is viewable at https://www.epa.gov/npdes/epas-stormwater-discharge- mapping-tools. Indicate whether discharges from the site will enter into a water of the U.S. that is designated as a Tier 2, Tier 2.5, or Tier 3 water. A list of Tier 2, 2.5, and 3 waters is provided at https://www.epa.gov/npdes/construction-general-permit- resources-tools-and-templates. If the answer is “yes”, name all waters designated as Tier 2, Tier 2.5, or Tier 3 to which the site will discharge. Section VI. Chemical Treatment Information Indicate whether the site will use polymers, flocculants, or other treatment chemicals. Indicate whether the site will employ cationic treatment chemicals. If the answer is “yes” to either question, indicate which chemical(s) you will use. Note that you are not eligible for coverage under this permit to use cationic treatment chemicals unless you notify your applicable EPA Regional Office in advance and the EPA office authorizes coverage under this permit after you have included appropriate controls and implementation procedures designed to ensure that your use of cationic treatment chemicals will not lead to a violation of water quality standards. If you have been authorized to use cationic treatment chemicals by your applicable EPA Regional Office, attach a copy of your authorization letter and include documentation of the appropriate controls and implementation procedures designed to ensure that your use of cationic treatment chemicals will not lead to a violation of water quality standards. Examples of cationic treatment chemicals include, but are not limited to, cationic polyacrylamide (C-PAM), PolyDADMAC (POLY DIALLYL DIMETHYL AMMONIUM CHLORIDE), and chitosan. Section VII. Stormwater Pollution Prevention Plan (SWPPP) and Personnel Training Information All sites eligible for coverage under this permit are required to prepare a SWPPP in advance of filing the NOI, in accordance with Part 7. Indicate whether the SWPPP has been prepared in advance of filing the NOI. Confirm that all required personnel, including those conducting inspections at your site, will meet the training requirements in Part 6 of this permit. Indicate the street, city, State, and ZIP code where the SWPPP can be found. Indicate the contact information (name, organization, phone, and email) for the person who developed the SWPPP for this project. Section VIII. Endangered Species Information Confirm that you have included the completed ESA worksheet from Appendix D and all required supporting information for your criterion selection with the submission of this NOI. Section IX. Historic Preservation Use the instructions in Appendix E to complete the questions on the NOI form regarding historic preservation. Section X. Certification Information The NOI must be signed as follows: For a corporation: By a responsible corporate officer. For the purpose of this Section, a responsible corporate officer means: (i) a president, secretary, treasurer, or vice-president of the corporation in charge of a principal business function, or any other person who performs similar policy- or decision-making functions for the corporation, or (ii) the manager of one or more manufacturing, production, or operating facilities, provided, the manager is authorized to make management decisions which govern the operation of the regulated facility including having the explicit or implicit duty of making Page 9 major capital investment recommendations, and initiating and directing other comprehensive measures to assure long- term environmental compliance with environmental laws and regulations; the manager can ensure that the necessary systems are established or actions taken to gather complete and accurate information for permit application requirements; and where authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures. For a partnership or sole proprietorship: By a general partner or the proprietor, respectively; or For a municipality, State, Federal, or other public agency: By either a principal executive officer or ranking elected official. For purposes of this Part, a principal executive officer of a Federal agency includes (i) the chief executive officer of the agency, or (ii) a senior executive officer having responsibility for the overall operations of a principal geographic unit of the agency (e.g., Regional Administrator of EPA). Include the name and title of the person signing the form and the date of signing. An unsigned or undated NOI form will not be considered eligible for permit coverage. Modifying Your NOI If you have been granted a waiver from your Regional Office from electronic reporting, and if after submitting your NOI you need to correct or update any fields on this NOI form, you may do so by indicating changes on this same form. Paperwork Reduction Act Notice This collection of information is approved by OMB under the Paperwork Reduction Act, 44 U.S.C. 3501 et seq. (OMB Control No. 2040-0305). Responses to this collection of information are mandatory (40 CFR 122.26). An agency may not conduct or sponsor, and a person is not required to respond to, a collection of information unless it displays a currently valid OMB control number. The public reporting and recordkeeping burden for this collection of information is estimated to be 3.3 hours per response. Send comments on the Agency’s need for this information, the accuracy of the provided burden estimates and any suggested methods for minimizing respondent burden to the Regulatory Support Division Director, U.S. Environmental Protection Agency (2821T), 1200 Pennsylvania Ave., NW, Washington, D.C. 20460. Include the OMB control number in any correspondence. Do not send the completed form to this address. EPA Form 3510-9 Submitting Your Form Submit your NOI form by mail to one of the following addresses: For Regular U.S. Mail Delivery: Stormwater Notice Processing Center Mail Code 4203M, ATTN: 2022 CGP U.S. EPA 1200 Pennsylvania Avenue, NW Washington, DC 20460 For Overnight/Express Mail Delivery: Stormwater Notice Processing Center William Jefferson Clinton East Building - Room 7420 ATTN: 2022 CGP U.S. EPA 1201 Constitution Avenue, NW Washington, DC 20004 Visit this website for instructions on how to submit electronically: https://www.epa.gov/npdes/stormwater-discharges- construction-activities#ereporting Appendix I - Notice of Termination (NOT) Form and Instructions Part 8.3 requires you to use the NPDES eReporting Tool, or “NeT” system, to prepare and submit your NO T electronically. However, if the EPA Regional Office grants you a waiver to use a paper NO T form, and you elect to use it, you must complete and submit the following form. EPA Form 3510-13 Page 1 NPDES Form 3510-13 U.S. Environmental Protection Agency Washington, DC 20460 Notice of Termination for the 2022 NPDES Construction General Permit OMB No. 2040-0305 Exp. Date 01/31/2025 Submission of this Notice of Termination constitutes notice that the operator identified in Section III of this form is no longer authorized discharge pursuant to the NPDES Construction General Permit (CGP) from the site identified in Section IV of this form. All necessary information must be included on this form. Refer to the instructions at the end of this form. SECTION I. APPROVAL TO USE PAPER NOI FORM Paper NOI Form Have you been granted a waiver from electronic reporting from the Regional Office*? Yes No If yes, check which waiver you have been granted, the name of the EPA Regional Office staff person who granted the waiver, an d the date of approval: Waiver granted: The owner/operator’s headquarters is physically located in a geographic area (i.e., ZIP code or census tract) that is identified as under-served for broadband Internet access in the most recent report from the Federal Communications Commission. The owner/operator has issues regarding available computer access or computer capability. Name of EPA staff person that granted the waiver Date approval obtained (MM/DD/YYYY) * Note: You are required to obtain approval from the applicable Regional Office prior to using this paper NOI form. If you have not obtained a waiver, you must file this form electronically using the NPDES eReporting Tool (NeT). SECTION II. PERMIT INFORMATION Permit NPDES ID Reason for Termination (Check only one): You have completed all construction activities at your site, and you have met all other requirements in Part 8.2.1. Check this box to confirm that you have attached photographs as required by Part 8.2.1.a that document your compliance with the permit’s final stabilization requirements. Include the date each photograph was taken, and a brief description of the area of the site captured by the photograph (e.g., photo shows application of seed and erosion control mats to remaining exposed surfaces on northeast corner of site). If any portion of your site is covered by one of the Part 2.2.14c.iii exceptions to the final stabilization criteria, indicate which exception applies and include a supplementary explanation with your photographs that provides the necessary context for why this portion of the site is in compliance even though it appears to be unstabilized. Another operator has assumed control over all areas of the site and that operator has submitted an NOI and obtained coverage under the CGP. You have obtained coverage under an individual permit or another general NPDES permit addressing stormwater discharges from the construction site. SECTION III. OPERATOR INFORMATION Operator Information Operator Name Mailing Address Street City State ZIP Code County or Similar Government Division Phone Number Email Address EPA Form 3510-13 Page 2 SECTION IV. PROJECT/SITE INFORMATION Project/Site Address Project/Site Name Street/Location City State ZIP Code County or Similar Government Division: SECTION V. CERTIFICATION INFORMATION Certification Information I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inq uiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submit ting false information, including the possibility of fine and imprisonment for knowing violations. First Name Middle Initial Last Name Title Signature Date (MM/DD/YYYY) Email Address EPA Form 3510-13 Page 3 Instructions for Completing EPA Form 3510-13 Notice of Termination for the 2022 NPDES Construction General Permit NPDES Form Date (02/22) This Form Replaces Form 3510-13 (02/17) Form Approved OMB No. 2040-0305 General Instructions Who May File an NOT Form? Permittees who are presently covered under the EPA-issued 2022 Construction General Permit (CGP) for Stormwater Discharges Associated with Construction Activity may submit an NOT form when: (1) earth-disturbing activities at the site are completed and the conditions in Parts 8.2.1.a through 8.2.1.b are met; or (2) the permittee has transferred all areas under its control to another operator, and that operator has submitted and obtained coverage under this permit; or (3) the permittee has obtained coverage under a different NPDES permit for the same discharges. Completing the Form Type or print, using uppercase letters, in the appropriate areas only. Please place each character between the marks. Abbreviate if necessary to stay within the number of characters allowed for each item. Use only one space for breaks between words, but not for punctuation marks unless they are needed to clarify your response. If you have any questions about this form, refer to https://www.epa.gov/npdes/stormwater-discharges- construction-activities#cgp or telephone EPA’s NOI Processing Center at (866) 352-7755. Please submit original document with signature in ink - do not send a photocopied signature. Section I. Approval to Use Paper NOI Form You must indicate whether you have been granted a waiver from electronic reporting from the EPA Regional Office. Note that you are not authorized to use this paper NOT form unless the EPA Regional Office has approved its use. Where you have obtained approval to use this form, indicate the waiver that you have been granted, the name of the EPA staff person who granted the waiver, and the date that approval was provided. See https://www.epa.gov/npdes/contact-us- stormwater#regional for a list of EPA Regional Office contacts. Section II. Permit Information Enter the existing NPDES ID assigned to the project . If you do not know the NPDES ID number, or contact EPA’s NOI Processing Center at (866) 352-7755. Indicate your reason for submitting this Notice of Termination by checking the appropriate box. Check only one. If you selected the first box, confirm that you have attached photographs as required by Part 8.2.1.a. All submitted photographs must: (1) be taken both before and after the site has met the final stabilization criteria in Part 2.2.14.c; (2) be clear and in focus, and in the original format and resolution; and (3) include the date each photograph was taken, and a brief description of the area of the site captured by the photograph (e.g., photo shows application of seed and erosion control mats to remaining exposed surfaces on northeast corner of site). If any portion of your site is covered by one of the Part 2.2.14c.iii final stabilization exceptions, indicate which exception applies and provide an explanation with your photographs that describes why this portion of the site is in compliance even though it may appear to be unstabilized. Section III. Operator Information Provide the legal name of the person, firm, public organization, or any other entity that operates the project described in this NOT and is covered by the NPDES ID identified in Section II. Enter the complete mailing address, telephone number, and email address of the operator. Section IV. Project/Site Information Enter the official or legal name and complete street address, including city, State, ZIP code, and county or similar government subdivision of the project or site. If the project or site lacks a street address, indicate the general location of the site (e.g., Intersection of State Highways 61 and 34). Complete site information must be provided for termination of permit coverage to be valid. Section V. Certification Information The NOT, must be signed as follows: For a corporation: By a responsible corporate officer. For the purpose of this Part, a responsible corporate officer means: (i) a president, secretary, treasurer, or vice-president of the corporation in charge of a principal business function, or any other person who performs similar policy-or decision-making functions for the corporation, or (ii) the manager of one or more manufacturing, production, or operating facilities, provided, the manager is authorized to make management decisions which govern the operation of the regulated facility including having the explicit or implicit duty of making major capital investment recommendations, and initiating and directing other comprehensive measures to assure long- term environmental compliance with environmental laws and regulations; the manager can ensure that the necessary systems are established or actions taken to gather complete and accurate information for permit application requirements; and where authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures. For a partnership or sole proprietorship: By a general partner or the proprietor, respectively; or For a municipality, State, Federal, or other public agency: By either a principal executive officer or ranking elected official. For purposes of this Part, a principal executive officer of a Federal agency includes (i) the chief executive officer of the agency, or (ii) a senior executive officer having responsibility for the overall operations of a principal geographic unit of the agency (e.g., Regional Administrator of EPA). Include the name, title, and email address of the person signing the form and the date of signing. An unsigned or undated NOT form will not be considered valid termination of permit coverage. Paperwork Reduction Act Notice This collection of information is approved by OMB under the Paperwork Reduction Act, 44 U.S.C. 3501 et seq. (OMB Control No. 2040-0305). Responses to this collection of information are mandatory (40 CFR 122.26). An agency may not conduct or sponsor, and a person is not required to respond to, a collection of information unless it displays a EPA Form 3510-13 Page 4 currently valid OMB control number. The public reporting and recordkeeping burden for this collection of information is estimated to be 1.2 hours per response. Send comments on the Agency’s need for this information, the accuracy of the provided burden estimates and any suggested methods for minimizing respondent burden to the Regulatory Support Division Director, U.S. Environmental Protection Agency (2821T), 1200 Pennsylvania Ave., NW, Washington, D.C. 20460. Include the OMB control number in any correspondence. Do not send the completed form to this address. Submitting Your Form Submit your NOT form by mail to one of the following addresses: For Regular U.S. Mail Delivery: Stormwater Notice Processing Center Mail Code 4203M, ATTN: 2022 CGP U.S. EPA 1200 Pennsylvania Avenue, NW Washington, DC 20460 For Overnight/Express Mail Delivery: Stormwater Notice Processing Center William Jefferson Clinton East Building - Room 7420 ATTN: 2022 CGP U.S. EPA 1201 Constitution Avenue, NW Washington, DC 20004 Visit this website for instructions on how to submit electronically: https://www.epa.gov/npdes/stormwater-discharges- construction-activities#ereporting Appendix J - Suggested Format for Request for Chemical Treatment If you plan to add “cationic treatment chemicals” (as defined in Appendix A) to stormwater and/or authorized non-stormwater prior to discharge, Part 1.1.9 requires you to notify your applicable EPA Regional Office in advance of submitting your NOI. The EPA Regional Office will authorize coverage under this permit after you have included appropriate controls and implementation procedures designed to ensure that your use of cationic treatment chemicals will result in discharges that meet applicable water quality standards. To notify your EPA Regional Office, you may use following form. EPA Form 6100-066 Page 1 NPDES Form 6100-066 U.S. Environmental Protection Agency Washington, DC 20460 Suggested Form for Notifying EPA about Proposed Use of Cationic Treatment Chemicals under the 2022 NPDES Construction General Permit OMB No. 2040-0305 Exp. Date 01/31/2025 Under Part 1.1.9 of the 2022 CGP, if you plan to add “cationic treatment chemicals” (as defined in Appendix A) to stormwater and/or authorized non- stormwater prior to discharge, you may not submit your Notice of Intent (NOI) until you notify your applicabl e EPA Regional Office in advance and the EPA Regional Office authorizes coverage under this permit after you have included appropriate controls and implementation pro cedures designed to ensure that your use of cationic treatment chemicals will result in discharges that meet applicable water quality standards. You may use this suggested form to notify your EPA Regional Office about your proposed use of cationic treatment chemicals. SECTION I. OPERATOR INFORMATION Operator Information Operator Name Mailing Address Street City State ZIP Code County or Similar Government Division Phone Number Email Address SECTION II. PROJECT/SITE INFORMATION Project/Site Information Project/Site Name Project/Site Address Street/Location City State ZIP Code County or Similar Government Division Site Contact Information (if different from operator) First Name Middle Initial Last Name Phone Number Receiving Waterbodies Name(s) of Receiving Waterbodies: SECTION III. MAP Map Attach a map that illustrates the entire site including all of the below items. Include this map in your Stormwater Pollution Prevention Plan (SWPPP). - All receiving waterbodies - All proposed location(s) of chemical treatment system(s) - All proposed point(s) of discharge to receiving waterbodies - All soil types within areas to be disturbed - All areas of earth disturbance - Sufficient indication of topography to indicate where stormwater flows Attach a schematic drawing of the proposed treatment system(s). Include all components of the treatment train, sample po ints, and pipe configurations. In addition to sufficient holding capacity upstream of treatment, the system must have the capacity to hold w ater for testing and to re-treat water that does not meet water quality standards. EPA Form 6100-066 Page 2 SECTION IV. RESPONSIBLE PERSONNEL Responsible Personnel Treatment System Operator or Company Name (if subcontracted out): Street/Location City State ZIP Code Responsible Personnel List personnel who will be responsible for operating the chemical treatment systems and application of the chemicals. Cite the training that the personnel have received in operation and maintenance of the treatment system(s) and use of the specific chemical(s) proposed. SECTION V. PROPOSED TREATMENT Proposed Treatment Check proposed treatment system to be used: Chitosan enhanced sand filtration with discharge to infiltration (ground water). Chitosan enhanced sand filtration with discharge to temporary holding ponds (batch). Chitosan enhanced sand filtration with discharge to surface waters (flow-through). Other (describe below and submit documentation that the proposed system and chemical(s) demonstrate the ability to remove turbidity and produce non-toxic effluent/discharge): Check proposed cationic chemical(s) to be used: FlocClearTM (2% chitosan acetate solution). StormKlearTM LiquiFlocTM (1% chitosan acetate solution). ChitoVanTM (1% chitosan acetate solution). StormKlearTM LiquiFlocTM (3% chitosan acetate solution). Other (Specify): Estimated Treatment Period Start Date (MM/DD/YYYY) Estimated Treatment Period End Date (MM/DD/YYYY) Describe sampling and recordkeeping schedule. Attach additional sheets as needed: EPA Form 6100-066 Page 3 Proposed Treatment Explain why you have selected this proposed treatment system and chemicals. Include an explanation of why the use of cationic treatment chemicals is necessary at the site. Reference how the soil types on your site influenced your choices. Describe or provi de an illustration of how the site of the discharge will be stabilized and why the discharge location will not cause erosion of the discharge water’s b ank or bed (please note that a permit from the Corps and State agencies may be necessary to place rock in the water body for this stabilization). Attach as many additional sheets as needed for a full explanation. If you have a report from a chemical treatment contractor describing thei r recommended approach you may attach that. SECTION VI. CERTIFICATION INFORMATION Certification Information I have documented and hereby certify that the following information is correct and has been documented in the SWPPP for this project: •The SWPPP includes a complete site-specific description of the chemical treatment system herein proposed for use, including specifications, design, and Material Safety Data Sheets for all chemicals to be used. • The controls to be used on the site are compatible with the safe and effective use of cationic chemical treatment. • I verified through jar tests that the site soil is conducive to chemical treatment. • I verified that the chemical treatment system operators for this project received training. • I read, understand, and will follow all conditions and design criteria in the applicable use designation(s). • If the discharge is to Tribal waters, I notified the appropriate Tribal government of the intent to use chemical treatment on a site located within that jurisdiction. • I will keep the use level designation, operation and maintenance manual, and training certificate on site prior to and during use of chemical treatment. • A licensed engineer designed the system for this project including system sizing, pond sizing, and flow requirements. •I verify that the discharge will not adversely affect downstream conveyance systems or stream channels (e.g., cause erosion). I certify under penalty of law that this document and all attachments were prepared under my direction or sup ervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inq uiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submit ting false information, including the possibility of fine and imprisonment for knowing violations. Authorized Official First Name Middle Initial Last Name Title Signature Date (MM/DD/YYYY) Email Address Page 4 Instructions for Submitting EPA Form 6100-066 Suggested Form for Notifying EPA about Proposed Use of Cationic Treatment Chemicals under the 2022 NPDES Construction General Permit NPDES Form Date (02/22) Form Approved OMB No. 2040-0305 Section I. Operator Information Provide the legal name of the person, firm, public organization, or any other entity that operates the project. Refer to Appendix A of the permit for the definition of “operator.” Provide the operator’s mailing address, county, telephone number, and e-mail address. Section II. Project/Site Information Enter the official or legal name and complete street address, including city, State, ZIP code, and county or similar government subdivision of the project or site. If the project or site lacks a street address, indicate the general location of the site (e.g., Intersection of State Highways 61 and 34). Provide site contact information, if different from the operator. Provide the name of the receiving waterbodies to which your site/project will discharge. Section III. Map Attach a map of the entire site that includes the identified items. Attach a schematic of the proposed treatment system(s) that includes the identified items. Section IV. Responsible Personnel Provide the legal name of the treatment system operator or company and complete street address, including city, State, including city, State, and ZIP code. List personnel who will be responsible for operating the chemical treatment systems and application of the chemicals. For each personnel listed, cite the training that the personnel have received in operation and maintenance of the treatment system(s) and use of the specific chemical(s) proposed. Section V. Proposed Treatment Indicate the proposed treatment system and proposed cationic chemicals to be used. Indicate the estimated treatment start and end dates. Describe the sampling and recordkeeping schedule. Explain why you have selected the proposed treatment system and chemicals. Section VI. Certification Information The form must be signed as follows: For a corporation: By a responsible corporate officer. For the purpose of this Section, a responsible corporate officer means: (i)a president, secretary, treasurer, or vice-president of the corporation in charge of a principal business function, or any other person who performs similar policy- or decision- making functions for the corporation, or (ii) the manager of one or more manufacturing, production, or operating facilities, provided, the manager is authorized to make management decisions which govern the operation of the regulated facility including having the explicit or implicit duty of making major capital investment recommendations, EPA Form 6100-066 and initiating and directing other comprehensive measures to assure long-term environmental compliance with environmental laws and regulations; the manager can ensure that the necessary systems are established or actions taken to gather complete and accurate information for permit application requirements; and where authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures. For a partnership or sole proprietorship: By a general partner or the proprietor, respectively; or For a municipality, State, Federal, or other public agency: By either a principal executive officer or ranking elected official. For purposes of this Part, a principal executive officer of a Federal agency includes (i) the chief executive officer of the agency, or (ii) a senior executive officer having responsibility for the overall operations of a principal geographic unit of the agency (e.g., Regional Administrator of EPA). Include the name and title of the person signing the form and the date of signing. Submitting Your Form Submit this form to your applicable EPA Regional Office. Contact information can be found at: https://www.epa.gov/npdes/contact-us- stormwater#regional Appendix K – Turbidity Monitoring Report Form and Instructions Part 3.3 requires you to use the EPA NPDES eReporting Tool, or “NeT” system, to prepare and submit your report electronically. However, if the EPA Regional Office grants you a waiver to use a paper form, and you elect to use it, you must complete and submit the following form. EPA Form 6100-065 Page 1 NPDES Form 6100- 065 U.S. Environmental Protection Agency Washington, DC 20460 Turbidity Monitoring Report Form for Dewatering Discharges to Sensitive Waters Under the 2022 NPDES Construction General Permit OMB No. 2040-0305 Exp. Date 01/31/2025 SECTION I. APPROVAL TO USE PAPER FORM Paper Form Have you been granted a waiver from electronic reporting from the Regional Office *? Yes No If yes, check which waiver you have been granted, and provide the name of the EPA Regional Office staff person who granted the waiver, and the date of approval: Waiver granted: The owner/operator’s headquarters is physically located in a geographic area (i.e., ZIP code or census tract) that is identified as under-served for broadband Internet access in the most recent report from the Federal Communications Commission. The owner/operator has issues regarding available computer access or computer capability. Name of EPA staff person that granted the waiver Date approval obtained (MM/DD/YYYY) * Note: You are required to obtain approval from the applicable Regional Office prior to using this paper form. If you have n ot obtained a waiver, you must file this form electronically using the NPDES eReporting Tool (NeT). SECTION II. PERMIT INFORMATION Permit NPDES ID Does this report fulfill turbidity monitoring report obligations of other operators that are covered under this permit for the same project site? Yes No If yes, provide the NPDES ID number(s) for all other such operators at the same project site: __________________________ SECTION III. OPERATOR INFORMATION Operator Information Operator Name Mailing Address Street City State ZIP Code County or Similar Government Division: Phone Number Email Address Preparer Complete if form was prepared by someone other than the certifier: First Name Middle Initial Last Name Organization Phone Number Email Address SECTION IV. SITE INFORMATION Site Address Site Name EPA Form 6100-065 Page 2 Street/Location Site Address City State ZIP Code County or Similar Government Division: SECTION IV. MONITORING QUARTER Monitoring Quarter Identify monitoring quarter (select only one): Quarter 1 (January 1 – March 31) Quarter 3 (July 1 – September 30) Quarter 2 (April 1 – June 30) Quarter 4 (October 1 – December 31) SECTION IVI. TURBIDITY MONITORING DATA Turbidity Monitoring Data Discharge Point Description/ Name: Was dewatering water discharged during the monitoring quarter? Yes (Enter the data below) No (Skip to Section VII) Specific Week within Monitoring Quarter1 Weekly Average (NTU)2 Benchmark Threshold (NTU) Alternate Benchmark Threshold (NTU)3 Average exceeds Benchmark?4 Week 1 50 Yes No Week 2 50 Yes No Week 3 50 Yes No Week 4 50 Yes No Week 5 50 Yes No Week 6 50 Yes No Week 7 50 Yes No Week 8 50 Yes No Week 9 50 Yes No Week 10 50 Yes No Week 11 50 Yes No Week 12 50 Yes No Week 13 50 Yes No Week 14 50 Yes No 1 Refer to Table K-1 to determine the specific monitoring week number for which you are reporting turbidity data for this quarter. 2 Report to the nearest whole number. Enter "N/A" if no dewatering discharge occurred during any particular week. 3 Prior approval from the EPA Regional Office is required pursuant to Part 3.3.2.b. Unless and until EPA approves your request to use an alternate benchmark, you are required to use the standard benchmark of 50 NTU and take any required corrective actions if an exceedance occurs. Enter “N/A” if you have not received approval for an alternate benchmark threshold. 4 If "Yes," the operator must conduct follow-up corrective action pursuant to Part 5.2.2 and document any corrective action taken in the corrective action log in accordance with Part 5.4. EPA Form 6100-065 Page 3 VII. CERTIFICATION INFORMATION Certification Information I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inq uiry of the person or persons who manage the system, or those persons directly responsible for gathering the info rmation, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submit ting false information, including the possibility of fine and imprisonment for knowing violations. First Name Middle Initial Last Name Title Signature Date (MM/DD/YYYY) Phone Number Email Address Page 4 Instructions for Completing EPA Form 6100-065 Turbidity Monitoring Report for Dewatering Discharges to Sensitive Waters Under the 2022 NPDES Construction General Permit NPDES Form Date (02/22) Form Approved OMB No. 2040-0305 General Instructions Who Must Submit A Turbidity Monitoring Report to EPA? Sites covered under the Construction General Permit (CGP or permit) that are required to monitor pursuant to Part 3.3 of the permit must submit Turbidity Monitoring Reports consistent with the reporting requirements specified in Part 3.3.4 of the permit. When Must I Submit A Turbidity Monitoring Report to EPA? You must submit your report to EPA no later than 30 days following the end of each monitoring quarter. Submit a form for every quarter the site is active. Monitoring Reporting Quarter # Months Deadline 1 January 1 – March 31 April 30 2 April 1 – June 30 July 30 3 July 1 – September 30 October 30 4 October 1 – December 31 January 30 Completing the Form Obtain and read a copy of the 2022 CGP, viewable at https://www.epa.gov/npdes/stormwater-discharges- construction-activities#cgp. To complete this form, type or print, using uppercase letters, in the appropriate areas only. Please submit the original document with signature in ink - do not send a photocopied signature. Photocopy your form for your records before you send the completed original form to the appropriate address. Section I. Approval to Use Paper Form You must indicate whether you have been granted a waiver from electronic reporting from the EPA Regional Office. Note that you are not authorized to use this paper form unless the EPA Regional Office has approved its use. Where you have obtained approval to use this form, indicate the waiver that you have been granted, the name of the EPA staff person who granted the waiver, and the date that approval was provided. See https://www.epa.gov/npdes/contact-us- stormwater for a list of EPA Regional Office contacts. Section II. Permit Information Provide the NPDES ID (i.e., NOI tracking number) assigned to the site for which this form is being submitted. Submit the form only for sites discharging dewatering water to a sediment- impaired water or a water designated as a Tier 2, Tier 2.5, or Tier 3 water. Indicate whether this report fulfills turbidity monitoring report obligations of other operators that are covered under this permit for the same project site. If the answer is yes, provide all relevant NPDES ID numbers. Section III. Operator Information Provide the legal name of the person, firm, public organization, or any other entity that is considered the operator of the site. See Part 1.1.1 and Appendix A for the EPA Form 6100-065 definition of “operator.” Provide the operator’s mailing address, phone number, and e-mail. The operator information in this Section should match the operator information provided on your NOI form. If this form was prepared by someone other than the certifier, include the name, organization, phone number, and email address of the person who prepared this form. Section IV. Site Information Enter the official or legal name and complete street address, including city, State, ZIP code, and county or similar government subdivision of the site. If the site lacks a street address, indicate the general location (e.g., Intersection of State Highways 61 and 34). The site information in this Section should match the site information provided on your NOI form. Section V. Monitoring Quarter Indicate the appropriate monitoring quarter (Quarter 1, 2, 3, or 4). The monitoring quarters are specified in the table in the section titled “When Must I Submit A Turbidity Monitoring Report to EPA.” Select only one quarter. Section VI. Turbidity Monitoring Data Provide the discharge point description/name if you are discharging dewatering water from more than one point at the site. If you are discharging from only one point at the site, leave the spaces blank. Submit Section VI data for each dewatering discharge point. For example, if you are discharging dewatering water from two points at the site, then submit two Section VIs (one for each discharge point). Indicate whether dewatering occurred during the monitoring quarter. If “Yes” enter the data in the data table. If “No” skip to Section VII. For averaging purposes, a monitoring week starts with a Monday and ends on Sunday. A numerical value is assigned for each week, which is called a Week Number (e.g., 1, 2, 3 etc.). The form includes a Week Number for each week of the year. Refer to Table K-1 for the dates that correspond with each Week Number. Next, calculate the weekly average turbidity value for the corresponding monitoring week. The weekly average is calculated by adding all of the individual turbidity results for that monitoring week and dividing by the total number of samples. The calculation for the weekly average includes only those days when dewatering discharge occurred. Days when no dewatering discharge occurred, and therefore do not have turbidity data associated with them, are not included in the calculation of the weekly average. For example, if turbidity samples from your dewatering discharge in week 1 result in values of 30 NTU on Tuesday, 40 NTU on Wednesday, and 45 NTU on Thursday, your weekly average turbidity value would be 38 NTU ((30+40+45) ÷ 3 = 38 NTU). If in week 2, your turbidity samples resulted in values of 45 NTU on Monday, 30 NTU on Tuesday, 25 NTU on Wednesday, and 15 NTU on Thursday, you would calculate a new average for that week, which would yield an average turbidity value of 29 NTU ((45+30+25+15) ÷ 4 = 29 NTU). By comparison, if your samples on consecutive days from Friday to Monday were 60 Page 5 NTU, 45 NTU, 40 NTU, and 43 NTU, respectively, and there are no other dewatering discharges for the remainder of the week, you would calculate one weekly average for the Friday to Sunday to be 48 NTU ((60+45+40) ÷ 3 = 48 NTU), and a separate weekly average for the one Monday to be 43 NTU (43 ÷ 1 = 43 NTU). If you collect and analyze more than one turbidity sample per day from your dewatering discharge, you must include any additional results in the calculation of your weekly average. For example, if during a monitoring week you take two turbidity samples on Tuesday with a value of 30 NTU and 35 NTU, three samples on Wednesday with a value of 40 NTU, 45 NTU, and 48 NTU, and one sample on Thursday with a value of 45 NTU, your weekly average turbidity value for this week would be 41 NTU ((30+35+40+45+48+45) ÷ 6 = 41 NTU). Enter the weekly average turbidity values for the corresponding week into the table. Enter "N/A" into the table for the turbidity weekly average if no dewatering discharge occurred during the week. The benchmark threshold for turbidity for this permit is 50 NTUs unless EPA has authorized the use of an alternate benchmark in accordance with Part 3.3.2.b. If you are using an alternate benchmark threshold, enter the number into the table for the corresponding week. Unless and until EPA approves your request to use an alternate benchmark, you are required to use the standard benchmark of 50 NTU and take any required corrective actions if an exceedance occurs. Enter “N/A” if you have not received approval for an alternate benchmark threshold. For each week with a value for the weekly average, select “Yes” or “No” in the table to indicate whether the weekly average value exceeds the 50 NTU benchmark or the alternate turbidity benchmark (whichever is applicable). If "Yes", the operator must conduct follow-up corrective action pursuant to Part 5.2.2 and document any corrective action taken in the corrective action log in accordance with Part 5.4. Section VII. Certification Information Forms must be signed by a person described below, or by a duly authorized representative of that person. For a corporation: By a responsible corporate officer. For the purpose of this Section, a responsible corporate officer means: (i)a president, secretary, treasurer, or vice-president of the corporation in charge of a principal business function, or any other person who performs similar policy- or decision-making functions for the corporation, or (ii) the manager of one or more manufacturing, production, or operating facilities, provided, the manager is authorized to make management decisions which govern the operation of the regulated facility including having the explicit or implicit duty of making major capital investment recommendations, and initiating and directing other comprehensive measures to assure long- term environmental compliance with environmental laws and regulations; the manager can ensure that the necessary systems are established or actions taken to gather complete and accurate information for permit application requirements; and where authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures. For a partnership or sole proprietorship: By a general partner or the proprietor, respectively; or EPA Form 6100-065 For a municipality, State, Federal, or other public agency: By either a principal executive officer or ranking elected official. For purposes of this Part, a principal executive officer of a Federal agency includes (i) the chief executive officer of the agency, or (ii) a senior executive officer having responsibility for the overall operations of a principal geographic unit of the agency (e.g., Regional Administrator of EPA). Include the name and title of the person signing the form and the date of signing. A person is a duly authorized representative only if: 1.The authorization is made in writing by a person described above; 2.The authorization specifies either an individual or a position having responsibility for the overall operation of the regulated facility or activity such as the position of plant manager, operator of a well or a well field, superintendent, position of equivalent responsibility, or an individual or position having overall responsibility for environmental matters for the company, (A duly authorized representative may thus be either a named individual or any individual occupying a named position.) and 3.The written authorization is submitted to the Director. An unsigned or undated form will be considered incomplete. Submitting Your Form If you have been granted a waiver from your Regional Office to submit a paper form, you must send your form by mail to one of the following addresses: For Regular U.S. Mail Delivery: Stormwater Notice Processing Center Mail Code 4203M, ATTN: 2022 CGP Reports U.S. EPA 1200 Pennsylvania Avenue, NW Washington, DC 20460 For Overnight/Express Mail Delivery: Stormwater Notice Processing Center William Jefferson Clinton East Building - Room 7420 ATTN: 2022 CGP Reports U.S. EPA 1201 Constitution Avenue, NW Washington, DC 20004 Visit this website for instructions on how to submit electronically: https://epanet.zendesk.com/hc/en- us/sections/115000949868-CGP-Training-Material Revisions to a Submitted Form If you have previously submitted a form with an error, submit a revised form with the correct information. After discovering the error, submit the revised form as soon as possible. Make a notation on the revised form where the correction was made. Paperwork Reduction Act Notice This collection of information is approved by OMB under the Paperwork Reduction Act, 44 U.S.C. 3501 et seq. (OMB Control No. 2040-0305). Responses to this collection of information are mandatory (40 CFR 122.26). An agency may not conduct or sponsor, and a person is not required to respond to, a collection of information unless it displays a currently valid OMB control number. The public reporting and recordkeeping burden for this collection of information is EPA Form 6100-065 Page 6 estimated to be 0.2 hours per response. Send comments on the Agency’s need for this information, the accuracy of the provided burden estimates and any suggested methods for minimizing respondent burden to the Regulatory Support Division Director, U.S. Environmental Protection Agency (2821T), 1200 Pennsylvania Ave., NW, Washington, D.C. 20460. Include the OMB control number in any correspondence. Do not send the completed form to this address. Table K-1: 2022 CGP - Dates Corresponding to Monitoring Weeks for Each Monitoring Quarter Monday Sunday Monday Sunday Monday Sunday Monday Sunday Monday Sunday Monday Sunday Start Date End Date Start Date End Date Start Date End Date Start Date End Date Start Date End Date Start Date End Date 1 1/3/22 1/9/22 1 1/2/23 1/8/23 1 1/1/24 1/7/24 1 1/6/25 1/12/25 1 1/5/26 1/11/26 1 1/4/27 1/10/27 2 1/10/22 1/16/22 2 1/9/23 1/15/23 2 1/8/24 1/14/24 2 1/13/25 1/19/25 2 1/12/26 1/18/26 2 1/11/27 1/17/27 3 1/17/22 1/23/22 3 1/16/23 1/22/23 3 1/15/24 1/21/24 3 1/20/25 1/26/25 3 1/19/26 1/25/26 3 1/18/27 1/24/27 4 1/24/22 1/30/22 4 1/23/23 1/29/23 4 1/22/24 1/28/24 4 1/27/25 2/2/25 4 1/26/26 2/1/26 4 1/25/27 1/31/27 5 1/31/22 2/6/22 5 1/30/23 2/5/23 5 1/29/24 2/4/24 5 2/3/25 2/9/25 5 2/2/26 2/8/26 5 2/1/27 2/7/27 6 2/7/22 2/13/22 6 2/6/23 2/12/23 6 2/5/24 2/11/24 6 2/10/25 2/16/25 6 2/9/26 2/15/26 6 2/8/27 2/14/27 7 2/14/22 2/20/22 7 2/13/23 2/19/23 7 2/12/24 2/18/24 7 2/17/25 2/23/25 7 2/16/26 2/22/26 7 2/15/27 2/21/27 8 2/21/22 2/27/22 8 2/20/23 2/26/23 8 2/19/24 2/25/24 8 2/24/25 3/2/25 8 2/23/26 3/1/26 8 2/22/27 2/28/27 9 2/28/22 3/6/22 9 2/27/23 3/5/23 9 2/26/24 3/3/24 9 3/3/25 3/9/25 9 3/2/26 3/8/26 9 3/1/27 3/7/27 10 3/7/22 3/13/22 10 3/6/23 3/12/23 10 3/4/24 3/10/24 10 3/10/25 3/16/25 10 3/9/26 3/15/26 10 3/8/27 3/14/27 11 3/14/22 3/20/22 11 3/13/23 3/19/23 11 3/11/24 3/17/24 11 3/17/25 3/23/25 11 3/16/26 3/22/26 11 3/15/27 3/21/27 12 3/21/22 3/27/22 12 3/20/23 3/26/23 12 3/18/24 3/24/24 12 3/24/25 3/30/25 12 3/23/26 3/29/26 12 3/22/27 3/28/27 13 3/28/22 4/3/22 13 3/27/23 4/2/23 13 3/25/24 3/31/24 13 3/31/25 4/6/25 13 3/30/26 4/5/26 13 3/29/27 4/4/27 1 4/4/22 4/10/22 1 4/3/23 4/9/23 1 4/1/24 4/7/24 1 4/7/25 4/13/25 1 4/6/26 4/12/26 2 4/11/22 4/17/22 2 4/10/23 4/16/23 2 4/8/24 4/14/24 2 4/14/25 4/20/25 2 4/13/26 4/19/26 3 4/18/22 4/24/22 3 4/17/23 4/23/23 3 4/15/24 4/21/24 3 4/21/25 4/27/25 3 4/20/26 4/26/26 4 4/25/22 5/1/22 4 4/24/23 4/30/23 4 4/22/24 4/28/24 4 4/28/25 5/4/25 4 4/27/26 5/3/26 5 5/2/22 5/8/22 5 5/1/23 5/7/23 5 4/29/24 5/5/24 5 5/5/25 5/11/25 5 5/4/26 5/10/26 6 5/9/22 5/15/22 6 5/8/23 5/14/23 6 5/6/24 5/12/24 6 5/12/25 5/18/25 6 5/11/26 5/17/26 7 5/16/22 5/22/22 7 5/15/23 5/21/23 7 5/13/24 5/19/24 7 5/19/25 5/25/25 7 5/18/26 5/24/26 8 5/23/22 5/29/22 8 5/22/23 5/28/23 8 5/20/24 5/26/24 8 5/26/25 6/1/25 8 5/25/26 5/31/26 9 5/30/22 6/5/22 9 5/29/23 6/4/23 9 5/27/24 6/2/24 9 6/2/25 6/8/25 9 6/1/26 6/7/26 10 6/6/22 6/12/22 10 6/5/23 6/11/23 10 6/3/24 6/9/24 10 6/9/25 6/15/25 10 6/8/26 6/14/26 11 6/13/22 6/19/22 11 6/12/23 6/18/23 11 6/10/24 6/16/24 11 6/16/25 6/22/25 11 6/15/26 6/21/26 12 6/20/22 6/26/22 12 6/19/23 6/25/23 12 6/17/24 6/23/24 12 6/23/25 6/29/25 12 6/22/26 6/28/26 13 6/27/22 7/3/22 13 6/26/23 7/2/23 13 6/24/24 6/30/24 13 6/30/25 7/6/25 13 6/29/26 7/5/26 1 7/4/22 7/10/22 1 7/3/23 7/9/23 1 7/1/24 7/7/24 1 7/7/25 7/13/25 1 7/6/26 7/12/26 2 7/11/22 7/17/22 2 7/10/23 7/16/23 2 7/8/24 7/14/24 2 7/14/25 7/20/25 2 7/13/26 7/19/26 3 7/18/22 7/24/22 3 7/17/23 7/23/23 3 7/15/24 7/21/24 3 7/21/25 7/27/25 3 7/20/26 7/26/26 4 7/25/22 7/31/22 4 7/24/23 7/30/23 4 7/22/24 7/28/24 4 7/28/25 8/3/25 4 7/27/26 8/2/26 5 8/1/22 8/7/22 5 7/31/23 8/6/23 5 7/29/24 8/4/24 5 8/4/25 8/10/25 5 8/3/26 8/9/26 6 8/8/22 8/14/22 6 8/7/23 8/13/23 6 8/5/24 8/11/24 6 8/11/25 8/17/25 6 8/10/26 8/16/26 7 8/15/22 8/21/22 7 8/14/23 8/20/23 7 8/12/24 8/18/24 7 8/18/25 8/24/25 7 8/17/26 8/23/26 8 8/22/22 8/28/22 8 8/21/23 8/27/23 8 8/19/24 8/25/24 8 8/25/25 8/31/25 8 8/24/26 8/30/26 9 8/29/22 9/4/22 9 8/28/23 9/3/23 9 8/26/24 9/1/24 9 9/1/25 9/7/25 9 8/31/26 9/6/26 10 9/5/22 9/11/22 10 9/4/23 9/10/23 10 9/2/24 9/8/24 10 9/8/25 9/14/25 10 9/7/26 9/13/26 11 9/12/22 9/18/22 11 9/11/23 9/17/23 11 9/9/24 9/15/24 11 9/15/25 9/21/25 11 9/14/26 9/20/26 12 9/19/22 9/25/22 12 9/18/23 9/24/23 12 9/16/24 9/22/24 12 9/22/25 9/28/25 12 9/21/26 9/27/26 13 9/26/22 10/2/22 13 9/25/23 10/1/23 13 9/23/24 9/29/24 13 9/29/25 10/5/25 13 9/28/26 10/4/26 1 10/3/22 10/9/22 1 10/2/23 10/8/23 14 9/30/24 10/6/24 1 10/6/25 10/12/25 1 10/5/26 10/11/26 2 10/10/22 10/16/22 2 10/9/23 10/15/23 1 10/7/24 10/13/24 2 10/13/25 10/19/25 2 10/12/26 10/18/26 3 10/17/22 10/23/22 3 10/16/23 10/22/23 2 10/14/24 10/20/24 3 10/20/25 10/26/25 3 10/19/26 10/25/26 4 10/24/22 10/30/22 4 10/23/23 10/29/23 3 10/21/24 10/27/24 4 10/27/25 11/2/25 4 10/26/26 11/1/26 5 10/31/22 11/6/22 5 10/30/23 11/5/23 4 10/28/24 11/3/24 5 11/3/25 11/9/25 5 11/2/26 11/8/26 6 11/7/22 11/13/22 6 11/6/23 11/12/23 5 11/4/24 11/10/24 6 11/10/25 11/16/25 6 11/9/26 11/15/26 7 11/14/22 11/20/22 7 11/13/23 11/19/23 6 11/11/24 11/17/24 7 11/17/25 11/23/25 7 11/16/26 11/22/26 8 11/21/22 11/27/22 8 11/20/23 11/26/23 7 11/18/24 11/24/24 8 11/24/25 11/30/25 8 11/23/26 11/29/26 9 11/28/22 12/4/22 9 11/27/23 12/3/23 8 11/25/24 12/1/24 9 12/1/25 12/7/25 9 11/30/26 12/6/26 10 12/5/22 12/11/22 10 12/4/23 12/10/23 9 12/2/24 12/8/24 10 12/8/25 12/14/25 10 12/7/26 12/13/26 11 12/12/22 12/18/22 11 12/11/23 12/17/23 10 12/9/24 12/15/24 11 12/15/25 12/21/25 11 12/14/26 12/20/26 12 12/19/22 12/25/22 12 12/18/23 12/24/23 11 12/16/24 12/22/24 12 12/22/25 12/28/25 12 12/21/26 12/27/26 13 12/26/22 1/1/23 13 12/25/23 12/31/23 12 12/23/24 12/29/24 13 12/29/25 1/4/26 13 12/28/26 1/3/27 13 12/30/24 1/5/25 2027 Monitoring Quarter Week # 1 2022 2023 2024 2025 2026 Monitoring Quarter Week #Monitoring Quarter Week #Monitoring Quarter Week #Monitoring Quarter Week #Monitoring Quarter Week # 1 1 1 1 1 2 3 4 2 3 4 2 3 4 2 2 3 44 3 2022 Construction General Permit (CGP) National Pollutant Discharge Elimination System (NPDES) Construction General Permit (CGP) for Stormwater Discharges from Construction Activities In compliance with the provisions of the Clean Water Act, 33 U.S.C. §1251 et. seq., (hereafter CWA), as amended by the Water Quality Act of 1987, P.L. 100-4, “operators” of construction activities (defined in Appendix A) that meet the requirements of Part 1.1 of this National Pollutant Discharge Elimination System (NPDES) Construction General Permit (CGP), are authorized to discharge pollutants in accordance with the effluent limitations and conditions set forth herein. Permit coverage is required from the “commencement of construction activities” (see Appendix A) until one of the conditions for terminating CGP coverage has been met (see Part 8.2). This permit becomes effective on 12:00 am, February 17, 2022. This permit and the authorization to discharge expire at 11:59pm, February 16, 2027. Signed and issued this 18 day of January 2022 Deborah Szaro, Acting Regional Administrator, EPA Region 1. Signed and issued this 18 day of January 2022 Javier Laureano, Director, Water Division, EPA Region 2. Signed and issued this 18 day of January 2022 Carmen Guerrero-Perez, Director, Caribbean Environmental Protection Division, EPA Region 2. Signed and issued this 18 day of January 2022 Catherine A. Libertz, Director, Water Division, EPA Region 3. Signed and issued this 18 day of January 2022 Jeaneanne Gettle, Director, Water Division, EPA Region 4. Signed and issued this 18 day of January 2022 Tera Fong, Director, Water Division, EPA Region 5. Signed and issued this 18 day of January 2022 Charles W. Maguire, Director, Water Division, EPA Region 6. Signed and issued this 18 day of January 2022 Jeffery Robichaud, Director, Water Division, EPA Region 7. Signed and issued this 18 day of January 2022 Darcy O’Connor, Director, Water Division, EPA Region 8. Signed and issued this 18 day of January 2022 Tomás Torres, Director, Water Division, EPA Region 9. Signed and issued this 18 day of January 2022 Daniel D. Opalski, Director, Water Division, EPA Region 10. Page 1 2022 Construction General Permit (CGP) Page i CONTENTS 1 How to Obtain Coverage Under the Construction General Permit (CGP) ................................... 1 1.1 Eligibility Conditions .................................................................................................................... 1 1.2 Types of Discharges Authorized ................................................................................................ 3 1.3 Prohibited Discharges................................................................................................................. 4 1.4 Submitting your Notice of Intent (NOI) ..................................................................................... 5 1.5 Requirement to Post a Notice of Your Permit Coverage ....................................................... 7 2 Technology-Based Effluent Limitations ............................................................................................. 8 2.1 General Stormwater Control Design, Installation, and Maintenance Requirements ......... 8 2.2 Erosion and Sediment Control Requirements ........................................................................ 10 2.3 Pollution Prevention Requirements ......................................................................................... 17 2.4 Construction Dewatering Requirements ................................................................................ 22 3 Water Quality-Based Effluent Limitations ........................................................................................ 23 3.1 General Effluent Limitation to Meet Applicable Water Quality Standards ....................... 23 3.2 Water Quality-based Conditions for Sites Discharging to Sensitive Waters44 .................... 23 3.3 Water quality-based conditions For sites discharging To Sensitive Waters From Construction Dewatering activities .................................................................................................... 24 4 Site Inspection Requirements .......................................................................................................... 28 4.1 Person(s) Responsible for Inspecting Site ............................................................................... 28 4.2 Frequency of Inspections. ........................................................................................................ 28 4.3 Increase in Inspection Frequency for Certain Sites. ............................................................. 29 4.4 Reductions in Inspection Frequency ...................................................................................... 30 4.5 Areas that Must Be Inspected ................................................................................................. 31 4.6 Requirements for Inspections .................................................................................................. 32 4.7 Inspection Report ...................................................................................................................... 33 4.8 Inspections By EPA .................................................................................................................... 34 5 Corrective Actions ............................................................................................................................ 34 5.1 Conditions Triggering Corrective Action. ............................................................................... 34 5.2 Corrective Action Deadlines ................................................................................................... 35 5.3 Corrective Action Required by EPA ....................................................................................... 36 5.4 Corrective Action Log .............................................................................................................. 36 6 Stormwater Team Formation/ Staff Training Requirements .......................................................... 36 6.1 Stormwater Team ...................................................................................................................... 36 6.2 General Training Requirements For Stormwater Team Members ....................................... 37 6.3 Training Requirements For Persons Conducting Inspections ............................................... 37 6.4 Stormwater Team’s Access To Permit Documents ............................................................... 38 2022 Construction General Permit (CGP) Page ii 7 Stormwater Pollution Prevention Plan (SWPPP) .............................................................................. 38 7.1 General Requirements ............................................................................................................. 38 7.2 SWPPP Contents ........................................................................................................................ 38 7.3 On-Site Availability of Your SWPPP .......................................................................................... 46 7.4 SWPPP Modifications ................................................................................................................ 46 8 How to Terminate Coverage ........................................................................................................... 47 8.1 Minimum Information Required in NOT .................................................................................. 47 8.2 Conditions for Terminating CGP Coverage .......................................................................... 47 8.3 How to Submit Your NOT .......................................................................................................... 48 8.4 Deadline for Submitting the NOT ............................................................................................ 49 8.5 Effective Date of Termination of Coverage .......................................................................... 49 9 Permit Conditions Applicable to Specific States, Indian Country Lands, or Territories ............. 49 Appendix A: Definitions ........................................................................................................................ A-1 Appendix B: Permit Areas Eligible for Coverage and EPA Regional Addresses ........................... B-1 Appendix C: Small Construction Waivers and Instructions .............................................................. C-1 Appendix D: Eligibility Procedures Relating to Threatened & Endangered Species Protection . D-1 Appendix E: Historic Property Screening Process .............................................................................. E-1 Appendix F: Buffer Requirements .......................................................................................................... F-1 Appendix G: Standard Permit Conditions ......................................................................................... G-1 Appendix H: Notice of Intent (NOI) Form and Instructions .............................................................. H-1 Appendix I: Notice of Termination (NOT) Form and Instructions ...................................................... I-1 Appendix J: Suggested Format for Request for Chemical Treatment ............................................. J-1 Appendix K: Turbidity Benchmark Monitoring Report Form ............................................................ K-1 2022 Construction General Permit (CGP) Page 1 1 HOW TO OBTAIN COVERAGE UNDER THE CONSTRUCTION GENERAL PERMIT (CGP) To be covered under this permit, you must meet the eligibility conditions and follow the requirements for obtaining permit coverage in this Part. 1.1 ELIGIBILITY CONDITIONS 1.1.1 You are an “operator” of a construction site for which discharges will be covered under this permit. For the purposes of this permit and in the context of stormwater discharges associated with construction activity, an “operator” is any party associated with a construction project that meets either of the following two criteria: The party has operational control over construction plans and specifications, including the ability to make modifications to those plans and specifications; or The party has day-to-day operational control of those activities at a project that are necessary to ensure compliance with the permit conditions. Where there are multiple operators associated with the same project, all operators must obtain permit coverage.1 Subcontractors generally are not considered operators for the purposes of this permit. 1 If the operator of a “construction support activity” (see Part 1.2.1c) is different than the operator of the main site, that operator must also obtain permit coverage. See Part 7.1 for clarification on the sharing of permit-related functions between and among operators on the same site and for conditions that apply to developing a SWPPP for multiple operators associated with the same site. 1.1.2 Your site’s construction activities: Will disturb one or more acres of land, or will disturb less than one acre of land but are part of a common plan of development or sale (as defined in Appendix A) that will ultimately disturb one or more acres of land; or Have been designated by EPA as needing permit coverage under 40 CFR § 122.26(a)(1)(v) or 40 CFR § 122.26(b)(15)(ii); 1.1.3 Your site is located in an area where EPA is the permitting authority and where coverage under this permit is available (see Appendix B); 1.1.4 Discharges from your site are not: Already covered by a different NPDES permit for the same discharge; or In the process of having coverage under a different NPDES permit for the same discharge denied, terminated, or revoked.2, 3 2 Parts 1.1.4a and 1.1.4b do not include sites currently covered under the 2017 CGP that are in the process of obtaining coverage under this permit, nor sites covered under this permit that are transferring coverage to a different operator. 3 Notwithstanding a site being made ineligible for coverage under this permit because it falls under the description of Parts 1.1.4a or 1.1.4b, above, EPA may waive the applicable eligibility requirement after specific review if it determines that coverage under this permit is appropriate. 1.1.5 You can demonstrate you meet one of the criteria in the Endangered Species Protection section of the Notice of Intent (NOI) that you submit for coverage under this permit, per Part 1.4, with respect to the protection of Federally listed endangered or threatened species and Federally designated critical habitat under the Endangered Species Act 2022 Construction General Permit (CGP) Page 2 (ESA). If the EPA Regional Office grants you a waiver from electronic reporting per Part 1.4.2, you must complete the ESA worksheet in Appendix D to demonstrate you meet one of the criteria and submit it with your paper NOI (Appendix I). 1.1.6 You have completed the screening process in Appendix E relating to the protection of historic properties; and 1.1.7 You have complied with all requirements in Part 9 imposed by the applicable State, Indian Tribe, or Territory in which your construction activities and/or discharge will occur. 1.1.8 For “new sources” (as defined in Appendix A) only: EPA has not, prior to authorization under this permit, determined that discharges from your site will not meet applicable water quality standards. Where such a determination is made prior to authorization, EPA may notify you that an individual permit application is necessary. However, EPA may authorize your coverage under this permit after you have included appropriate controls and implementation procedures designed to bring your discharge into compliance with this permit, specifically the requirement to meet water quality standards. In the absence of information demonstrating otherwise, EPA expects that compliance with the requirements of this permit, including the requirements applicable to such discharges in Part 3, will result in discharges that meet applicable water quality standards. Discharges from your site to a Tier 2, Tier 2.5, or Tier 3 water 4 will not lower the water quality of the applicable water. In the absence of information demonstrating otherwise, EPA expects that compliance with the requirements of this permit, including the requirements applicable to such discharges in Part 3.2, will result in discharges that will not lower the water quality of such waters. 4 Note: Your site will be considered to discharge to a Tier 2, Tier 2.5, or Tier 3 water if the first receiving water to which you discharge is identified by a State, Tribe, or EPA as a Tier 2, Tier 2.5, or Tier 3 water. For discharges that enter a storm sewer system prior to discharge, the first receiving water to which you discharge is the waterbody that receives the stormwater discharge from the storm sewer system. The current list of Tier 2, Tier 2.5, and Tier 3 waters located in the areas eligible for coverage under this permit can be found at https://www.epa.gov/npdes/construction-general-permit-resources-tools-and-templates. You can also use EPA’s Discharge Mapping Tool (https://www.epa.gov/npdes/epas-stormwater-discharge- mapping-tools) to assist you in identifying whether any receiving waters to which you discharge are listed as impaired (and the pollutant for which it is impaired) and whether an approved total maximum daily load (TMDL) exists for that waterbody. 1.1.9 If you plan to add “cationic treatment chemicals” (as defined in Appendix A) to stormwater and/or authorized non-stormwater prior to discharge, you may not submit your NOI until you notify your applicable EPA Regional Office (see Appendix J) in advance and the EPA Regional Office authorizes coverage under this permit after you have included appropriate controls and implementation procedures designed to ensure that your use of cationic treatment chemicals will result in discharges that meet applicable water quality standards. 2022 Construction General Permit (CGP) Page 3 1.2 TYPES OF DISCHARGES AUTHORIZED 5 5 See “Discharge” as defined in Appendix A. Note: Any discharges not expressly authorized in this permit cannot become authorized or shielded from liability under CWA Section 402(k) by disclosure to EPA, State, or local authorities after issuance of this permit via any means, including the Notice of Intent (NOI) to be covered by the permit, the SWPPP, or during an inspection. 1.2.1 The following stormwater discharges are authorized under this permit provided that appropriate stormwater controls are designed, installed, and maintained (see Parts 2 and 3): Stormwater discharges, including stormwater runoff, snowmelt runoff, and surface runoff and drainage, associated with construction activity under 40 CFR § 122.26(b)(14) or § 122.26(b)(15)(i); Stormwater discharges designated by EPA as needing a permit under 40 CFR §122.26(a)(1)(v) or § 122.26(b)(15)(ii); Stormwater discharges from on or off-site construction support activities (e.g., concrete or asphalt batch plants, equipment staging yards, material storage areas, excavated material disposal areas, borrow areas) provided that: The support activity is directly related to the construction site required to have permit coverage for stormwater discharges; The support activity is not a commercial operation, nor does it serve multiple unrelated construction sites; The support activity does not continue to operate beyond the completion of the construction activity at the site it supports; and Stormwater controls are implemented in accordance with Part 2 and Part 3 for discharges from the support activity areas; and d. Stormwater discharges from earth-disturbing activities associated with the construction of staging areas and the construction of access roads conducted prior to active mining. 1.2.2 The following non-stormwater discharges associated with your construction activity are authorized under this permit provided that, with the exception of water used to control dust and to irrigate vegetation in stabilized areas, these discharges are not routed to areas of exposed soil on your site and you comply with any applicable requirements for these discharges in Parts 2 and 3: Discharges from emergency fire-fighting activities; Fire hydrant flushings; Landscape irrigation; Water used to wash vehicles and equipment, provided that there is no discharge of soaps, solvents, or detergents used for such purposes; Water used to control dust; Potable water including uncontaminated water line flushings; 2022 Construction General Permit (CGP) Page 4 External building washdown, provided soaps, solvents, and detergents are not used, and external surfaces do not contain hazardous substances (as defined in Appendix A) (e.g., paint or caulk containing polychlorinated biphenyls (PCBs)); Pavement wash waters, provided spills or leaks of toxic or hazardous substances have not occurred (unless all spill material has been removed) and where soaps, solvents, and detergents are not used. You are prohibited from directing pavement wash waters directly into any receiving water, storm drain inlet, or constructed or natural site drainage features, unless the feature is connected to a sediment basin, sediment trap, or similarly effective control; Uncontaminated air conditioning or compressor condensate; Uncontaminated, non-turbid discharges of ground water or spring water; Foundation or footing drains where flows are not contaminated with process materials such as solvents or contaminated ground water; and Uncontaminated construction dewatering water 6 discharged in accordance with Part 2.4. 6 EPA notes that operators may need to comply with additional procedures to verify that the dewatering discharge is uncontaminated. Operators should review Part 9 to determine if any of these requirements apply to their discharge and should ensure that they have complied with any State, Tribal, or local dewatering requirements that apply. 1.2.3 Also authorized under this permit are discharges of stormwater listed above in Part 1.2.1, or authorized non-stormwater discharges listed above in Part 1.2.2, commingled with a discharge authorized by a different NPDES permit and/or a discharge that does not require NPDES permit authorization. 1.3 PROHIBITED DISCHARGES 7 7 EPA includes these prohibited non-stormwater discharges here as a reminder to the operator that the only non-stormwater discharges authorized by this permit are at Part 1.2.2. Any unauthorized non-stormwater discharges must be covered under an individual permit or alternative general permit. The discharges listed in this Part are prohibited outright or authorized only under the identified conditions. To prevent the discharges in Parts 1.3.1 through 1.3.5, operators must comply with the applicable pollution prevention requirements in Part 2.3 or ensure the discharge is authorized by another NPDES permit consistent with Part 1.2.3 for commingled discharges. 1.3.1 Wastewater from washout of concrete, unless managed by an appropriate control as described in Part 2.3.4; 1.3.2 Wastewater from washout and/or cleanout of stucco, paint, form release oils, curing compounds, and other construction materials; 1.3.3 Fuels, oils, or other pollutants used in vehicle and equipment operation and maintenance; 1.3.4 Soaps, solvents, or detergents used in vehicle and equipment washing or external building washdown; and 1.3.5 Toxic or hazardous substances from a spill or other release. 2022 Construction General Permit (CGP) Page 5 1.4 SUBMITTING YOUR NOTICE OF INTENT (NOI) All “operators” (as defined in Appendix A) associated with your construction site who meet the Part 1.1 eligibility conditions, and who seek coverage under this permit, must submit to EPA a complete and accurate NOI in accordance with the deadlines in Table 1 prior to commencement of construction activities (as defined in Appendix A). Exception: If you are conducting construction activities in response to a public emergency (e.g., mud slides, earthquake, extreme flooding conditions, widespread disruption in essential public services), and the related work requires immediate authorization to avoid imminent endangerment to human health, public safety, or the environment, or to reestablish essential public services, you may discharge on the condition that a complete and accurate NOI is submitted within 30 calendar days after commencing construction activities (see Table 1) establishing that you are eligible for coverage under this permit. You must also provide documentation in your Stormwater Pollution Prevention Plan (SWPPP) to substantiate the occurrence of the public emergency pursuant to Part 7.2.3i. 1.4.1 Prerequisite for Submitting Your NOI You must develop a SWPPP consistent with Part 7 before submitting your NOI for coverage under this permit. 1.4.2 How to Submit Your NOI You must use EPA’s NPDES eReporting Tool (NeT) to electronically prepare and submit your NOI for coverage under the 2022 CGP unless you received a waiver from your applicable EPA Regional Office. To access NeT, go to https://cdx.epa.gov/cdx. Waivers from electronic reporting may be granted based on one of the following conditions: If your operational headquarters is physically located in a geographic area (i.e., ZIP code or census tract) that is identified as under-served for broadband Internet access in the most recent report from the Federal Communications Commission; or If you have limitations regarding available computer access or computer capability. If the EPA Regional Office grants you approval to use a paper NOI, and you elect to use it, you must complete the form in Appendix H. 1.4.3 Deadlines for Submitting Your NOI and Your Official Date of Permit Coverage Table 1 provides the deadlines for submitting your NOI and the official start date of your permit coverage, which differ depending on when you commence construction activities. 2022 Construction General Permit (CGP) Page 6 Table 1 NOI Submittal Deadlines and Official Start Date for Permit Coverage. Type of Operator NOI Submittal Deadline 8 Permit Authorization Date 9 Operator of a new site (i.e., a site where construction activities commence on or after February 17, 2022) At least 14 calendar days before commencing construction activities. 14 calendar days after EPA notifies you that it has received a complete NOI, unless EPA notifies you that your authorization is delayed or denied. Operator of an existing site (i.e., a site with 2017 CGP coverage where construction activities commenced prior to February 17, 2022) No later than May 18, 2022. 14 calendar days after EPA notifies you that it has received a complete NOI, unless EPA notifies you that your authorization is delayed or denied. Provided you submit your NOI no later than May 18, 2022, your authorization under the 2017 CGP is automatically continued until you have been granted coverage under this permit or an alternative NPDES permit, or coverage is otherwise terminated. New operator of a permitted site (i.e., an operator that through transfer of ownership and/or operation replaces the operator of an already permitted construction site that is either a “new site” or an “existing site”) At least 14 calendar days before the date the transfer to the new operator will take place. 14 calendar days after EPA notifies you that it has received a complete NOI, unless EPA notifies you that your authorization is delayed or denied. Operator of an “emergency-related project” (i.e., a project initiated in response to a public emergency (e.g., mud slides, earthquake, extreme flooding conditions, disruption in essential public services), for which the related work requires immediate authorization to avoid imminent endangerment to human health or the environment, or to reestablish essential public services) No later than 30 calendar days after commencing construction activities. You are considered provisionally covered under the terms and conditions of this permit immediately, and fully covered 14 calendar days after EPA notifies you that it has received a complete NOI, unless EPA notifies you that your authorization is delayed or denied. 8 If you miss the deadline to submit your NOI, any and all discharges from your construction activities will continue to be unauthorized under the CWA until they are covered by this or a different NPDES permit. EPA may take enforcement action for any unpermitted discharges that occur between the commencement of construction activities and discharge authorization. 9 Discharges are not authorized if your NOI is incomplete or inaccurate or if you are not eligible for permit coverage. 2022 Construction General Permit (CGP) Page 7 1.4.4 Modifying your NOI If after submitting your NOI you need to correct or update any fields, you may do so by submitting a “Change NOI” form using NeT. Waivers from electronic reporting may be granted as specified in Part 1.4.2. If the EPA Regional Office has granted you approval to submit a paper NOI modification, you may indicate any NOI changes on the same NOI form in Appendix H. When there is a change to the site’s operator, the new operator must submit a new NOI, and the previous operator must submit a Notice of Termination (NOT) form as specified in Part 8.3. The following modifications to an NOI form will result in a 14-day review process: • Changes to the name of the operator; • Changes to the project or site name; • Changes to the estimated area to be disturbed; • Changes to the name of the receiving water 10, or additions to the applicable receiving waters; 10 As defined in Appendix A, a “receiving water” is “a “Water of the United States” as defined in 40 CFR §122.2 into which the regulated stormwater discharges. • Changes to eligibility information related to endangered species protection or historic preservation; • Changes to information provided related to the use of chemical treatment at your site; and • Changes to answers provided regarding the demolition of structures over 10,000 square feet of floor space built or renovated before January 1, 1980. During the 14-day review process, you may continue to operate based on the information provided in your original NOI, but you must wait until the review period has ended before you may commence or continue activities on any portion of your site that would be affected by any of the above modifications, unless EPA notifies you that the authorization is delayed or denied. 1.4.5 Your Official End Date of Permit Coverage Once covered under this permit, your coverage will last until the date that: You terminate permit coverage consistent with Part 8; or You receive permit coverage under a different NPDES permit or a reissued or replacement version of this permit after expiring on February 16, 2027; or You fail to submit an NOI for coverage under a reissued or replacement version of this permit before the deadline for existing construction sites where construction activities continue after this permit has expired. 1.5 REQUIREMENT TO POST A NOTICE OF YOUR PERMIT COVERAGE You must post a sign or other notice of your permit coverage at a safe, publicly accessible location in close proximity to the construction site. The notice must be located so it is visible from the public road that is nearest to the active part of the construction 2022 Construction General Permit (CGP) Page 8 site, and it must use a font large enough to be readily viewed from a public right-of- way.11 At a minimum, the notice must include: 11 If the active part of the construction site is not visible from a public road, then place the notice of permit coverage in a position that is visible from the nearest public road and as close as possible to the construction site. The NPDES ID (i.e., permit tracking number assigned to your NOI and the EPA webpage where a copy of the NOI can be found (https://permitsearch.epa.gov/epermit-search/ui/search)); A contact name and phone number for obtaining additional construction site information; The Uniform Resource Locator (URL) for the SWPPP (if available), or the following statement: “If you would like to obtain a copy of the Stormwater Pollution Prevention Plan (SWPPP) for this site, contact the EPA Regional Office at [include the appropriate CGP Regional Office contact information found at https://www.epa.gov/npdes/contact-us-stormwater#regional];” and The following statement “If you observe indicators of stormwater pollutants in the discharge or in the receiving water, contact the EPA through the following website: https://www.epa.gov/enforcement/report-environmental-violations.” 2 TECHNOLOGY-BASED EFFLUENT LIMITATIONS You must comply with the following technology-based effluent limitations in this Part for all authorized discharges.12 12 For each of the effluent limits in Part 2, as applicable to your site, you must include in your SWPPP (1) a description of the specific control(s) to be implemented to meet the effluent limit; (2) any applicable design specifications; (3) routine maintenance specifications; and (4) the projected schedule for installation/implementation. See Part 7.2.6. 2.1 GENERAL STORMWATER CONTROL DESIGN, INSTALLATION, AND MAINTENANCE REQUIREMENTS You must design, install, and maintain stormwater controls required in Parts 2.2, 2.3, and 2.4 to minimize the discharge of pollutants in stormwater from construction activities.13 To meet this requirement, you must: 13 The permit does not recommend or endorse specific products or vendors. 2.1.1 Account for the following factors in designing your stormwater controls: The expected amount, frequency, intensity, and duration of precipitation;14 14 Stormwater controls must be designed using the most recent data available to account for recent precipitation patterns and trends. The nature of stormwater runoff (i.e., flow) and run-on at the site, including factors such as expected flow from impervious surfaces, slopes, and site drainage features. You must design stormwater controls to control stormwater volume, velocity, and peak flow rates to minimize discharges of pollutants in stormwater and to minimize channel and streambank erosion and scour in the immediate vicinity of discharge points; and The soil type and range of soil particle sizes expected to be present on the site. 2022 Construction General Permit (CGP) Page 9 If your site is exposed to or has previously experienced major storms, such as hurricanes, storm surge, extreme/heavy precipitation, and flood events, you should also include consideration of and contingencies for whether implementing structural improvements, enhanced/resilient stormwater controls, and other mitigation measures may help minimize impacts from stormwater discharges from such major storm events. 2.1.2 Design and install all stormwater controls in accordance with good engineering practices, including applicable design specifications.15 15 Design specifications may be found in manufacturer specifications and/or in applicable erosion and sediment control manuals or ordinances. Any departures from such specifications must reflect good engineering practices and must be explained in your SWPPP. You must also comply with any additional design and installation requirements specified for the effluent limits in Parts 2.2, 2.3, and 2.4. 2.1.3 Complete installation of stormwater controls by the time each phase of construction activities has begun. By the time construction activity in any given portion of the site begins, install and make operational any downgradient sediment controls (e.g., buffers, perimeter controls, exit point controls, storm drain inlet protection) that control discharges from the initial site clearing, grading, excavating, and other earth-disturbing activities.16 16 Note that the requirement to install stormwater controls prior to each phase of construction activities for the site does not apply to the earth disturbance associated with the actual installation of these controls. Operators should take all reasonable actions to minimize the discharges of pollutants during the installation of stormwater controls. Following the installation of these initial controls, install and make operational all stormwater controls needed to control discharges prior to subsequent earth- disturbing activities. 2.1.4 Ensure all stormwater controls are maintained and remain in effective operating condition during permit coverage and are protected from activities that would reduce their effectiveness. Comply with any specific maintenance requirements for the stormwater controls listed in this permit, as well as any recommended by the manufacturer.17 17 Any departures from such maintenance recommendations made by the manufacturer must reflect good engineering practices and must be explained in your SWPPP. If at any time you find that a stormwater control needs routine maintenance (i.e., minor repairs or other upkeep performed to ensure the site’s stormwater controls remain in effective operating condition, not including significant repairs or the need to install a new or replacement control), you must immediately initiate the needed work, and complete such work by the close of the next business day. If it is infeasible to complete the routine maintenance by the close of the next business day, you must document why this is the case and why the repair or other upkeep to be performed should still be considered routine maintenance in your inspection report under Part 4.7.1c and complete such work no later than seven (7) calendar days from the time of discovery of the condition requiring maintenance. If you must repeatedly (i.e., three (3) or more times) make the same routine maintenance fixes to the same control at the same location, even if the fix can be completed by the close of the next business day, you must either: Complete work to fix any subsequent repeat occurrences of this same problem under the corrective action procedures in Part 5, including keeping any records 2022 Construction General Permit (CGP) Page 10 of the condition and how it was corrected under Part 5.4; or Document in your inspection report under Part 4.7.1c why the specific reoccurrence of this same problem should still be addressed as a routine maintenance fix under this Part.18 18 Such documentation could include, for example, that minor repairs completed within the required timeframe are all that is necessary to ensure that the stormwater control continues to operate as designed and installed and that the stormwater control remains appropriate for the flow reaching it. If at any time you find that a stormwater control needs a significant repair or that a new or replacement control is needed, you must comply with the corrective action deadlines for completing such work in in Part 5.2.1c. 2.2 EROSION AND SEDIMENT CONTROL REQUIREMENTS You must implement erosion and sediment controls in accordance with the following requirements to minimize the discharge of pollutants in stormwater from construction activities. 2.2.1 Provide and maintain natural buffers and/or equivalent erosion and sediment controls for discharges to any receiving waters that is located within 50 feet of the site’s earth disturbances. Compliance Alternatives. For any discharges to receiving waters located within 50 feet of your site’s earth disturbances, you must comply with one of the following alternatives: Provide and maintain a 50-foot undisturbed natural buffer; or Provide and maintain an undisturbed natural buffer that is less than 50 feet and is supplemented by erosion and sediment controls that achieve, in combination, the sediment load reduction equivalent to a 50-foot undisturbed natural buffer; or If infeasible to provide and maintain an undisturbed natural buffer of any size, implement erosion and sediment controls to achieve the sediment load reduction equivalent to a 50-foot undisturbed natural buffer. See Appendix F, Part F.2 for additional conditions applicable to each compliance alternative. Exceptions. See Appendix F, Part F.2 for exceptions to the compliance alternatives. 2.2.2 Direct stormwater to vegetated areas and maximize stormwater infiltration and filtering to reduce pollutant discharges, unless infiltration would be inadvisable due to the underlying geology (e.g., karst topography) and ground water contamination concerns, or infeasible due to site conditions.19 19 Operators should consider whether factors such as specific contaminant concerns from the construction site, the underlying soils or geology, hydrology, depth to the ground water table, or proximity to source water or wellhead protection area(s) make the site unsuitable for infiltrating construction stormwater. Site conditions that may be of particular concern include proximity to: a current or future drinking water aquifer; a drinking water well or spring (including private/household wells); highly conductive geology such as karst; known pollutant hot spots, such as hazardous waste sites, landfills, gas stations, brownfields; an on- site sewage system or underground storage tank; or soils that do not allow for infiltration. Operators may find it helpful to consult EPA’s Drinking Water Mapping Application to Protect Source Waters (DWMAPS). DWMAPS is an online mapping tool that can be used to locate drinking water providers, potential sources of contamination, polluted waterways, and information on protection initiatives in the site area. 2022 Construction General Permit (CGP) Page 11 2.2.3 Install sediment controls along any perimeter areas of the site that are downslope from any exposed soil or other disturbed areas.20 20 Examples of perimeter controls include filter berms; different types of silt fence such as wire-backed silt fence, super silt fence, or multi-layer geotextile silt fence; compost filter socks; gravel barriers; and temporary diversion dikes. The perimeter control must be installed upgradient of any natural buffers established under Part 2.2.1, unless the control is being implemented pursuant to Part 2.2.1a.ii-iii; To prevent stormwater from circumventing the edge of the perimeter control, install the perimeter control on the contour of the slope and extend both ends of the control up slope (e.g., at 45 degrees) forming a crescent rather than a straight line; After installation, to ensure that perimeter controls continue to work effectively: Remove sediment before it has accumulated to one-half of the above-ground height of any perimeter control; and After a storm event, if there is evidence of stormwater circumventing or undercutting the perimeter control, extend controls and/or repair undercut areas to fix the problem. Exception. For areas at “linear construction sites” (as defined in Appendix A) where perimeter controls are infeasible (e.g., due to a limited or restricted right-of-way), implement other practices as necessary to minimize pollutant discharges to perimeter areas of the site. 2.2.4 Minimize sediment track-out. Restrict vehicle use to properly designated exit points; Use appropriate stabilization techniques 21 at all points that exit onto paved roads; 21 Examples of appropriate stabilization techniques include the use of aggregate stone with an underlying geotextile or non-woven filter fabric, and turf mats. Exception: Stabilization is not required for exit points at linear utility construction sites that are used only episodically and for very short durations over the life of the project, provided other exit point controls 22 are implemented to minimize sediment track-out; 22 Examples of other exit point controls include preventing the use of exit points during wet periods; minimizing exit point use by keeping vehicles on site to the extent possible; limiting exit point size to the width needed for vehicle and equipment usage; using scarifying and compaction techniques on the soil; and avoiding establishing exit points in environmentally sensitive areas (e.g., karst areas; steep slopes). Implement additional track-out controls 23 as necessary to ensure that sediment removal occurs prior to vehicle exit; and 23 Examples of additional track-out controls include the use of wheel washing, rumble strips, and rattle plates. Where sediment has been tracked-out from your site onto paved roads, sidewalks, or other paved areas outside of your site, remove the deposited sediment by the end of the same business day in which the track-out occurs or by the end of the next business day if track-out occurs on a non-business day. Remove the track-out by sweeping, shoveling, or vacuuming these surfaces, or by using other similarly effective means of sediment removal. You are prohibited from hosing or sweeping tracked-out 2022 Construction General Permit (CGP) Page 12 sediment into any constructed or natural site drainage feature, storm drain inlet, or receiving water.24 24 Fine grains that remain visible (e.g., staining) on the surfaces of off-site streets, other paved areas, and sidewalks after you have implemented sediment removal practices are not a violation of Part 2.2.4. 2.2.5 Manage stockpiles or land clearing debris piles composed, in whole or in part, of sediment and/or soil:25 25 The requirements in Part 2.2.5 do not apply to the storage of rock, such as rip rap, landscape rock, pipe bedding gravel, and boulders. Refer to Part 2.3.3a for the requirements that apply to these types of materials. Locate the piles outside of any natural buffers established under Part 2.2.1 and away from any constructed or natural site drainage features, storm drain inlets, and areas where stormwater flow is concentrated; Install a sediment barrier along all downgradient perimeter areas of stockpiled soil or land clearing debris piles;26 26 Examples of sediment barriers include berms, dikes, fiber rolls, silt fences, sandbags, gravel bags, or straw bale. For piles that will be unused for 14 or more days, provide cover 27 or appropriate temporary stabilization (consistent with Part 2.2.14); 27 Examples of cover include tarps, blown straw and hydroseeding. You are prohibited from hosing down or sweeping soil or sediment accumulated on pavement or other impervious surfaces into any constructed or natural site drainage feature, storm drain inlet, or receiving water. 2.2.6 Minimize dust. On areas of exposed soil, minimize dust through the appropriate application of water or other dust suppression techniques to control the generation of pollutants that could be discharged in stormwater from the site. 2.2.7 Minimize steep slope disturbances. Minimize the disturbance of “steep slopes” (as defined in Appendix A).28 28 Where disturbance to steep slopes cannot be avoided, operators should consider implementing controls suitable for steep slope disturbances that are effective at minimizing erosion and sediment discharge (e.g., preservation of existing vegetation, hydraulic mulch, geotextiles and mats, compost blankets, earth dikes or drainage swales, terraces, velocity dissipation devices). To identify slopes and soil types that are of comparatively higher risk for sediment discharge in areas of the country where the CGP is in effect, operators can use the tables in Appendix F (see Tables F-2 thru F-6). 2.2.8 Preserve native topsoil, unless infeasible.29 29 Stockpiling topsoil at off-site locations, or transferring topsoil to other locations, is an example of a practice that is consistent with the requirements in Part 2.2.8. Preserving native topsoil is not required where the intended function of a specific area of the site dictates that the topsoil be disturbed or removed. For example, some sites may be designed to be highly impervious after construction, and therefore little or no vegetation is intended to remain, or may not have space to stockpile native topsoil on site for later use, in which case it may not be feasible to preserve topsoil. 2.2.9 Minimize soil compaction.30 In areas of your site where final vegetative stabilization will occur or where infiltration practices will be installed: 30 Minimizing soil compaction is not required where the intended function of a specific area of the site dictates that it be compacted. 2022 Construction General Permit (CGP) Page 13 Restrict vehicle and equipment use in these locations to avoid soil compaction; and Before seeding or planting areas of exposed soil that have been compacted, use techniques that rehabilitate and condition the soils as necessary to support vegetative growth. 2.2.10 Protect storm drain inlets. Install inlet protection measures that remove sediment from discharges prior to entry into any storm drain inlet that carries stormwater from your site to a receiving water, provided you have authority to access the storm drain inlet.31 Inlet protection measures are not required for storm drain inlets that are conveyed to a sediment basin, sediment trap, or similarly effective control; and 31 Inlet protection measures can be removed in the event of flood conditions or to prevent erosion. Clean, or remove and replace, the inlet protection measures as sediment accumulates, the filter becomes clogged, and/or performance is compromised. Where there is evidence of sediment accumulation adjacent to the inlet protection measure, remove the deposited sediment by the end of the same business day in which it is found or by the end of the following business day if removal by the same business day is not feasible. 2.2.11 Control stormwater discharges, including both peak flowrates and total stormwater volume, to minimize channel and streambank erosion and scour in the immediate vicinity of discharge points.32 32 Examples of stormwater controls that can be used to comply with this requirement include the use of erosion controls and/or velocity dissipation devices (e.g., check dams, sediment traps), within and along the length of a constructed site drainage feature and at the outfall to slow down stormwater. 2.2.12 If you install a sediment basin or similar impoundment: Situate the basin or impoundment outside of any receiving water. and any natural buffers established under Part 2.2.1; Design the basin or impoundment to avoid collecting water from wetlands; Design the basin or impoundment to provide storage for either: The calculated volume of runoff from a 2-year, 24-hour storm;33 or 3,600 cubic feet per acre drained. 33 Operators may refer to https://www.epa.gov/npdes/construction-general-permit-resources-tools-and- templates for guidance on determining the volume of precipitation associated with their site’s local 2-year, 24-hour storm event. Utilize outlet structures that withdraw water from the surface of the sediment basin or similar impoundment, unless infeasible;34 34 The circumstances in which it is infeasible to design outlet structures in this manner are rare. Exceptions may include areas with extended cold weather, where using surface outlets may not be feasible during certain time periods (although they must be used during other periods). If you determine that it is infeasible to meet this requirement, you must provide documentation in your SWPPP to support your determination, including the specific conditions or time periods when this exception will apply. Use erosion controls and velocity dissipation devices to prevent erosion at inlets and outlets; and 2022 Construction General Permit (CGP) Page 14 Remove accumulated sediment to maintain at least one-half of the design capacity and conduct all other appropriate maintenance to ensure the basin or impoundment remains in effective operating condition. 2.2.13 If using treatment chemicals (e.g., polymers, flocculants, coagulants): Use conventional erosion and sediment controls before and after the application of treatment chemicals. Chemicals may only be applied where treated stormwater is directed to a sediment control (e.g., sediment basin, perimeter control) before discharge. Select appropriate treatment chemicals. Chemicals must be appropriately suited to the types of soils likely to be exposed during construction and present in the discharges being treated (i.e., the expected turbidity, pH, and flow rate of stormwater flowing into the chemical treatment system or area). Minimize discharge risk from stored chemicals. Store all treatment chemicals in leak- proof containers that are kept under storm-resistant cover and surrounded by secondary containment structures (e.g., spill berms, dikes, spill containment pallets), or provide equivalent measures designed and maintained to minimize the potential discharge of treatment chemicals in stormwater or by any other means (e.g., storing chemicals in a covered area, having a spill kit available on site and ensuring personnel are available to respond expeditiously in the event of a leak or spill). Comply with State/local requirements. Comply with applicable State and local requirements regarding the use of treatment chemicals. Use chemicals in accordance with good engineering practices and specifications of the chemical provider/supplier. Use treatment chemicals and chemical treatment systems in accordance with good engineering practices, and with dosing specifications and sediment removal design specifications provided by the provider/supplier of the applicable chemicals, or document in your SWPPP specific departures from these specifications and how they reflect good engineering practice. Ensure proper training. Ensure all persons who handle and use treatment chemicals at the construction site are provided with appropriate, product-specific training prior to beginning application of treatment chemicals. Among other things, the training must cover proper dosing requirements. Perform additional measures specified by the EPA Regional Office for the authorized use of cationic chemicals. If you have been authorized to use cationic chemicals at your site pursuant to Part 1.1.9, you must perform all additional measures as conditioned by your authorization to ensure the use of such chemicals will not result in discharges that do not meet water quality standards. 2.2.14 Stabilize exposed portions of the site. Implement and maintain stabilization measures (e.g., seeding protected by erosion controls until vegetation is established,35 sodding, mulching, erosion control blankets, hydromulch, gravel) that minimize erosion from any areas of exposed soil on the site in accordance with Part. 35 If you will be evaluating the use of some type of erosion control netting to the site as part of your site stabilization, EPA encourages you to consider employing products that have been shown to minimize 2022 Construction General Permit (CGP) Page 15 impacts on wildlife. For instance, the U.S. Fish & Wildlife Service provides recommendations on the type of netting practices that are considered “wildlife friendly,” including those that use natural fiber or 100 percent biodegradable materials and that use a loose weave with a non-welded, movable jointed netting, as well as those products that are not wildlife friendly including square plastic netting that are degradable (e.g., photodegradable, UV-degradable, oxo-degradable), netting made from polypropylene, nylon, polyethylene, or polyester. Other recommendations include removing the netting product when it is no longer needed. See https://www.fws.gov/midwest/eastlansing/library/pdf/WildlifeFriendlyErosionControlProducts_revised.pdf for further information. There also may be State, Tribal, or local requirements about using wildlife friendly erosion control products. Stabilization Deadlines:36 36 EPA may determine, based on an inspection carried out under Part 4.8 and corrective actions required under Part 5.3, that the level of sediment discharge on the site makes it necessary to require a faster schedule for completing stabilization. For instance, if sediment discharges from an area of exposed soil that is required to be stabilized are compromising the performance of existing stormwater controls, EPA may require stabilization to correct this problem. Table 2 Deadlines for Initiating and Completing Site Stabilization. 37 Limiting disturbances to five (5) acres or less at any one time means that at no time during the project do the cumulative earth disturbances exceed five (5) acres. The following examples would qualify as limiting disturbances at any one time to five (5) acres or less: 1. The total area of disturbance for a project is five (5) acres or less. 2. The total area of disturbance for a project will exceed five (5) acres, but the operator ensures that no more than five (5) acres will be disturbed at any one time through implementation of stabilization measures. In this way, site stabilization can be used to “free up” land that can be disturbed without exceeding the five (5)-acre cap to qualify for the 14-day stabilization deadline. For instance, if an operator completes stabilization of two (2) acres of land on a five (5)-acre disturbance, then two (2) additional acres could be disturbed while still qualifying for the longer 14-day stabilization deadline. 38 The following are examples of activities that would constitute the immediate initiation of stabilization: 1. Prepping the soil for vegetative or non-vegetative stabilization as long as seeding, planting, and/or installation of non-vegetative stabilization products takes place as soon as practicable, but no later than one (1) calendar day of completing soil preparation; 2. Applying mulch or other non-vegetative product to the exposed area; 3. Seeding or planting the exposed area; 4. Starting any of the activities in # 1 – 3 on a portion of the entire area that will be stabilized; and 5. Finalizing arrangements to have stabilization product fully installed in compliance with the deadlines for completing stabilization. 39 The requirement to initiate stabilization immediately is triggered as soon as you know that construction work on a portion of the site is temporarily ceased and will not resume for 14 or more days, or as soon as you know that construction work is permanently ceased. In the context of this provision, “immediately” means as soon as practicable, but no later than the end of the next business day, following the day when the construction activities have temporarily or permanently ceased. Total Amount of Land Disturbance Occurring At Any One Time37 Deadline i. Five acres or less (≤5.0) Note: this includes sites disturbing more than five acres (>5.0) total over the course of a project, but that limit disturbance at any one time (i.e., phase the disturbance) to five acres or less (≤5.0) • Initiate the installation of stabilization measures immediately 38 in any areas of exposed soil where construction activities have permanently ceased or will be temporarily inactive for 14 or more calendar days;39 and • Complete the installation of stabilization measures as soon as practicable, but no later than 14 calendar days 2022 Construction General Permit (CGP) Page 16 Total Amount of Land Disturbance Occurring At Any One Time37 Deadline after stabilization has been initiated.40 ii. More than five acres (>5.0) • Initiate the installation of stabilization measures immediately 41 in any areas of exposed soil where construction activities have permanently ceased or will be temporarily inactive for 14 or more calendar days;42 and • Complete the installation of stabilization measures as soon as practicable, but no later than seven (7) calendar days after stabilization has been initiated.43 40 If vegetative stabilization measures are being implemented, stabilization is considered “installed” when all activities necessary to seed or plant the area are completed, including the application of any non- vegetative protective cover (e.g., mulch, erosion control blanket), if applicable. If non-vegetative stabilization measures are being implemented, stabilization is considered “installed” when all such measures are implemented or applied. 41 See footnote 38. 42 See footnote 39. 43 See footnote 40. 44 The term “seasonally dry period” as defined in Appendix A refers to a month in which the long-term average total precipitation is less than or equal to 0.5 inches. Refer to EPA’s Seasonally Dry Period Locator Tool at https://www.epa.gov/npdes/construction-general-permit-resources-tools-and-templates and supporting maps for assistance in determining whether a site is operating during a seasonally dry period for the area. 45 Examples include problems with the supply of seed stock or with the availability of specialized equipment and unsuitability of soil conditions due to excessive precipitation and/or flooding. Exceptions: Arid, semi-arid, and drought-stricken areas (as defined in Appendix A). If it is the seasonally dry period (as defined in Appendix A)44 or a period in which drought is occurring, and vegetative stabilization measures are being used: (a) Immediately initiate and, within 14 calendar days of temporary or permanent cessation of work in any portion of your site, complete the installation of temporary non-vegetative stabilization measures to the extent necessary to prevent erosion; (b) As soon as practicable, given conditions or circumstances on the site, complete all activities necessary to seed or plant the area to be stabilized; and (c) If construction is occurring during the seasonally dry period, indicate in your SWPPP the beginning and ending dates of the seasonally dry period and your site conditions. Also include the schedule you will follow for initiating and completing vegetative stabilization. Unforeseen circumstances. Operators that are affected by unforeseen circumstances 45 that delay the initiation and/or completion of vegetative stabilization: 2022 Construction General Permit (CGP) Page 17 (a) Immediately initiate and, within 14 calendar days, complete the installation of temporary non-vegetative stabilization measures to prevent erosion; (b) Complete all soil conditioning, seeding, watering or irrigation installation, mulching, and other required activities related to the planting and initial establishment of vegetation as soon as conditions or circumstances allow it on your site; and (c) Document in the SWPPP the circumstances that prevent you from meeting the deadlines in Part 2.2.14a and the schedule you will follow for initiating and completing stabilization. Discharges to a sediment- or nutrient-impaired water or to a water that is identified by your State, Tribe, or EPA as Tier 2, Tier 2.5, or Tier 3 for antidegradation purposes. Complete stabilization as soon as practicable, but no later than seven (7) calendar days after stabilization has been initiated. Final Stabilization Criteria (for any areas not covered by permanent structures): Establish uniform, perennial vegetation (i.e., evenly distributed, without large bare areas) to provide 70 percent or more of the vegetative cover native to local undisturbed areas; and/or Implement permanent non-vegetative stabilization measures 46 to provide effective cover of any areas of exposed soil. 46 Examples of permanent non-vegetative stabilization measures include riprap, gravel, gabions, and geotextiles. Exceptions: (a) Arid, semi-arid, and drought-stricken areas (as defined in Appendix A). Final stabilization is met if the area has been seeded or planted to establish vegetation that provides 70 percent or more of the vegetative cover native to local undisturbed areas within three (3) years and, to the extent necessary to prevent erosion on the seeded or planted area, non-vegetative erosion controls have been applied to provide cover for at least three years without active maintenance. (b) Disturbed areas on agricultural land that are restored to their preconstruction agricultural use. The Part 2.2.14c final stabilization criteria do not apply. (c) Areas that need to remain disturbed. In limited circumstances, stabilization may not be required if the intended function of a specific area of the site necessitates that it remain disturbed, and only the minimum area needed remains disturbed (e.g., dirt access roads, utility pole pads, areas being used for storage of vehicles, equipment, materials). 2.3 POLLUTION PREVENTION REQUIREMENTS 47 47 Under this permit, you are not required to minimize exposure for any products or materials where the exposure to precipitation and to stormwater will not result in a discharge of pollutants, or where exposure of a specific material or product poses little risk of stormwater contamination (such as final products and materials intended for outdoor use). You must implement pollution prevention controls in accordance with the following requirements to minimize the discharge of pollutants in stormwater and to prevent the discharge of pollutants from spilled or leaked materials from construction activities. 2022 Construction General Permit (CGP) Page 18 2.3.1 For equipment and vehicle fueling and maintenance: Provide an effective means of eliminating the discharge of spilled or leaked chemicals, including fuels and oils, from these activities;48 48 Examples of effective means include: • Locating activities away from receiving waters, storm drain inlets, and constructed or natural site drainage feature so that stormwater coming into contact with these activities cannot reach waters of the U.S.; • Providing secondary containment (e.g., spill berms, dikes, spill containment pallets) and cover where appropriate; and • Having a spill kit available on site and ensuring personnel are available to respond expeditiously in the event of a leak or spill. If applicable, comply with the Spill Prevention Control and Countermeasures (SPCC) requirements in 40 CFR part 112 and Section 311 of the CWA; Ensure adequate supplies are available at all times to handle spills, leaks, and disposal of used liquids; Use drip pans and absorbents under or around leaky vehicles; Dispose of or recycle oil and oily wastes in accordance with other Federal, State, Tribal, or local requirements; and Clean up spills or contaminated surfaces immediately, using dry clean up measures (do not clean contaminated surfaces by hosing the area down), and eliminate the source of the spill to prevent a discharge or a continuation of an ongoing discharge. 2.3.2 For equipment and vehicle washing: Provide an effective means of minimizing the discharge of pollutants from equipment and vehicle washing, wheel wash water, and other types of wash waters;49 49 Examples of effective means include locating activities away from receiving waters and storm drain inlets or constructed or natural site drainage features and directing wash waters to a sediment basin or sediment trap, using filtration devices, such as filter bags or sand filters, or using other similarly effective controls. Ensure there is no discharge of soaps, solvents, or detergents in equipment and vehicle wash water; and For storage of soaps, detergents, or solvents, provide either (1) cover (e.g., plastic sheeting, temporary roofs) to minimize the exposure of these detergents to precipitation and to stormwater, or (2) a similarly effective means designed to minimize the discharge of pollutants from these areas. 2.3.3 For storage, handling, and disposal of building products, materials, and wastes:50 50 Compliance with the requirements of this permit does not relieve compliance requirements with respect to Federal, State, or local laws and regulations governing the storage, handling, and disposal of solid, hazardous, or toxic wastes and materials. For building materials and building products,51 provide either (1) cover (e.g., plastic sheeting, temporary roofs) to minimize the exposure of these products to 51 Examples of building materials and building products typically present at construction sites include asphalt sealants, copper flashing, roofing materials, adhesives, concrete admixtures, and gravel and mulch stockpiles. 2022 Construction General Permit (CGP) Page 19 precipitation and to stormwater, or (2) a similarly effective means designed to minimize the discharge of pollutants from these areas. Exception: Minimization of exposure is not required in cases where the exposure to precipitation and to stormwater will not result in a discharge of pollutants, or where exposure of a specific material or product poses little risk of stormwater contamination (such as final products and materials intended for outdoor use). For pesticides, herbicides, insecticides, fertilizers, and landscape materials: In storage areas, provide either (1) cover (e.g., plastic sheeting, temporary roofs) to minimize the exposure of these chemicals to precipitation and to stormwater, or (2) a similarly effective means designed to minimize the discharge of pollutants from these areas; and Comply with all application and disposal requirements included on the registered pesticide, herbicide, insecticide, and fertilizer label (see also Part 2.3.5). For diesel fuel, oil, hydraulic fluids, other petroleum products, and other chemicals: The following requirements apply to the storage and handling of chemicals on your site. If you are already implementing controls as part of an SPCC or other spill prevention plan that meet or exceed the requirements of this Part, you may continue to do so and be considered in compliance with these provisions provided you reference the applicable parts of the SPCC or other plans in your SWPPP as required in Part 7.2.6b.viii. If any chemical container has a storage capacity of less than 55 gallons: (a) The containers must be water-tight, and must be kept closed, sealed, and secured when not being actively used; (b) If stored outside, use a spill containment pallet or similar device to capture small leaks or spills; and (c) Have a spill kit available on site that is in good working condition (i.e., not damaged, expired, or used up) and ensure personnel are available to respond immediately in the event of a leak or spill. If any chemical container has a storage capacity of 55 gallons or more: (a) The containers must be water-tight, and must be kept closed, sealed, and secured when not being actively used; (b) Store containers a minimum of 50 feet from receiving waters, constructed or natural site drainage features, and storm drain inlets. If infeasible due to site constraints, store containers as far away from these features as the site permits. If site constraints prevent you from storing containers 50 feet away from receiving waters or the other features identified, you must document in your SWPPP the specific reasons why the 50-foot setback is infeasible, and how you will store containers as far away as the site permits; (c) Provide either (1) cover (e.g., temporary roofs) to minimize the exposure of these containers to precipitation and to stormwater, or (2) secondary containment (e.g., curbing, spill berms, dikes, spill containment pallets, double-wall, above-ground storage tank); and (d) Have a spill kit available on site that is in good working condition (i.e., not 2022 Construction General Permit (CGP) Page 20 damaged, expired, or used up) and ensure personnel are available to respond immediately in the event of a leak or spill. Additional secondary containment measures are listed at 40 CFR § 112.7(c)(1). Clean up spills immediately, using dry clean-up methods where possible, and dispose of used materials properly. You are prohibited from hosing the area down to clean surfaces or spills. Eliminate the source of the spill to prevent a discharge or a furtherance of an ongoing discharge. For hazardous or toxic wastes:52 52 Examples of hazardous or toxic waste that may be present at construction sites include paints, caulks, sealants, fluorescent light ballasts, solvents, petroleum-based products, wood preservatives, additives, curing compounds, and acids. Separate hazardous or toxic waste from construction and domestic waste; Store waste in sealed containers, constructed of suitable materials to prevent leakage and corrosion, and labeled in accordance with applicable Resource Conservation and Recovery Act (RCRA) requirements and all other applicable Federal, State, Tribal, or local requirements; Store all outside containers within appropriately-sized secondary containment (e.g., spill berms, dikes, spill containment pallets) to prevent spills from being discharged, or provide a similarly effective means designed to prevent the discharge of pollutants from these areas (e.g., storing chemicals in a covered area, having a spill kit available on site); Dispose of hazardous or toxic waste in accordance with the manufacturer’s recommended method of disposal and in compliance with Federal, State, Tribal, and local requirements; Clean up spills immediately, using dry clean-up methods, and dispose of used materials properly. You are prohibited from hosing the area down to clean surfaces or spills. Eliminate the source of the spill to prevent a discharge or a furtherance of an ongoing discharge; and Follow all other Federal, State, Tribal, and local requirements regarding hazardous or toxic waste. For construction and domestic wastes:53 53 Examples of construction and domestic wastes include packaging materials, scrap construction materials, masonry products, timber, pipe and electrical cuttings, plastics, styrofoam, concrete, demolition debris; and other trash or discarded materials. Provide waste containers (e.g., dumpster, trash receptacle) of sufficient size and number to contain construction and domestic wastes; (a) For waste containers with lids, keep waste container lids closed when not in use, and close lids at the end of the business day and during storm events. For waste containers without lids, provide either (1) cover (e.g., a tarp, plastic sheeting, temporary roof) to minimize exposure of wastes to precipitation, or (2) a similarly effective means designed to minimize the discharge of pollutants (e.g., secondary containment); (b) On business days, clean up and dispose of waste in designated waste 2022 Construction General Permit (CGP) Page 21 containers; and (c) Clean up immediately if containers overflow, and if there is litter elsewhere on the site from escaped trash. Waste containers are not required for the waste remnant or unused portions of construction materials or final products that are covered by the exception in Part 2.2.3a provided that: (a) These wastes are stored separately from other construction or domestic wastes addressed by Part 2.3.3e.i (i.e., wastes not covered by the exception in Part 2.3.3a). If the wastes are mixed, they must be stored in waste containers as required in Part 2.3.3e.i; and (b) These wastes are stored in designated areas of the site, the wastes are described in the SWPPP (see Part 7.2.6b.ix), and identified in the site plan (see Part 7.2.4i). For sanitary waste, position portable toilets so they are secure and will not be tipped or knocked over, and are located away from receiving waters, storm drain inlets, and constructed or natural site drainage features. 2.3.4 For washing applicators and containers used for stucco, paint, concrete, form release oils, curing compounds, or other materials: Direct wash water into a leak-proof container or leak-proof and lined pit designed so no overflows can occur due to inadequate sizing or precipitation; Handle washout or cleanout wastes as follows: For liquid wastes: (a) Do not dump liquid wastes or allow them to enter into constructed or natural site drainage features, storm inlets, or receiving waters; (b) Do not allow liquid wastes to be disposed of through infiltration or to otherwise be disposed of on the ground; (c) Comply with applicable State, Tribal, or local requirements for disposal Remove and dispose of hardened concrete waste consistent with your handling of other construction wastes in Part 2.3.3e; and Locate any washout or cleanout activities as far away as possible from receiving waters, constructed or natural site drainage features, and storm drain inlets, and, to the extent feasible, designate areas to be used for these activities and conduct such activities only in these areas. 2.3.5 For the application of fertilizers: Apply at a rate and in amounts consistent with manufacturer’s specifications, or document in the SWPPP departures from the manufacturer specifications where appropriate in accordance with Part 7.2.6b.x; Apply at the appropriate time of year for your location, and preferably timed to coincide as closely as possible to the period of maximum vegetation uptake and growth; 2022 Construction General Permit (CGP) Page 22 Avoid applying before heavy rains that could cause excess nutrients to be discharged; Never apply to frozen ground; Never apply to constructed or natural site drainage features; and Follow all other Federal, State, Tribal, and local requirements regarding fertilizer application. 2.3.6 Emergency Spill Notification Requirements Discharges of toxic or hazardous substances from a spill or other release are prohibited, consistent with Part 1.3.5. Where a leak, spill, or other release containing a hazardous substance or oil in an amount equal to or in excess of a reportable quantity established under either 40 CFR part 110, 40 CFR part 117, or 40 CFR part 302 occurs during a 24-hour period, you must notify the National Response Center (NRC) at (800) 424-8802 or, in the Washington, DC metropolitan area, call (202) 267-2675 in accordance with the requirements of 40 CFR part 110, 40 CFR part 117, and 40 CFR part 302 as soon as you have knowledge of the release. You must also, within seven (7) calendar days of knowledge of the release, provide a description of the release, the circumstances leading to the release, and the date of the release. State, Tribal, or local requirements may necessitate additional reporting of spills or discharges to local emergency response, public health, or drinking water supply agencies. 2.4 CONSTRUCTION DEWATERING REQUIREMENTS Comply with the following requirements to minimize the discharge of pollutants from dewatering 54 operations. 54 “Dewatering” is defined in Appendix A as “the act of draining accumulated stormwater and/or ground water from building foundations, vaults, and trenches, or other similar points of accumulation.” 2.4.1 Route dewatering water through a sediment control (e.g., sediment trap or basin, pumped water filter bag) designed to prevent discharges with visual turbidity; 55 55 For the purposes of this permit, visual turbidity is present where there is a sediment plume in the discharge or the discharge appears cloudy, or opaque, or has a visible contrast that can be identified by an observer. 2.4.2 Do not discharge visible floating solids or foam; 2.4.3 The discharge must not cause the formation of a visible sheen on the water surface, or visible oily deposits on the bottom or shoreline of the receiving water. Use an oil-water separator or suitable filtration device (such as a cartridge filter) designed to remove oil, grease, or other products if dewatering water is found to or expected to contain these materials; 2.4.4 To the extent feasible, use well-vegetated (e.g., grassy or wooded), upland areas of the site to infiltrate dewatering water before discharge.56 You are prohibited from using receiving waters as part of the treatment area; 56 See footnote 19. 2.4.5 To prevent dewatering-related erosion and related sediment discharges: Use stable, erosion-resistant surfaces (e.g., well-vegetated grassy areas, clean filter stone, geotextile underlayment) to discharge from dewatering controls; 2022 Construction General Permit (CGP) Page 23 Do not place dewatering controls, such as pumped water filter bags, on steep slopes (as defined in Appendix A); and At all points where dewatering water is discharged, comply with the velocity dissipation requirements of Part 2.2.11. 2.4.6 For backwash water, either haul it away for disposal or return it to the beginning of the treatment process; 2.4.7 Replace and clean the filter media used in dewatering devices when the pressure differential equals or exceeds the manufacturer’s specifications; and 2.4.8 Comply with dewatering-specific inspection requirements in Part 4. 3 WATER QUALITY-BASED EFFLUENT LIMITATIONS 3.1 GENERAL EFFLUENT LIMITATION TO MEET APPLICABLE WATER QUALITY STANDARDS Discharges must be controlled as necessary to meet applicable water quality standards. Discharges must also comply with any additional State or Tribal requirements that are in Part 9. In the absence of information demonstrating otherwise, EPA expects that compliance with the conditions in this permit will result in stormwater discharges being controlled as necessary to meet applicable water quality standards. If at any time you become aware, or EPA determines, that discharges are not being controlled as necessary to meet applicable water quality standards, you must take corrective action as required in Parts 5.1 and 5.2, and document the corrective actions as required in Part 5.4. EPA may insist that you install additional controls (to meet the narrative water quality- based effluent limit above) on a site-specific basis, or require you to obtain coverage under an individual permit, if information in your NOI or from other sources indicates that your discharges are not controlled as necessary to meet applicable water quality standards. This includes situations where additional controls are necessary to comply with a wasteload allocation in an EPA-established or approved TMDL. If during your coverage under a previous permit, you were required to install and maintain stormwater controls specifically to meet the assumptions and requirements of an EPA-approved or established TMDL (for any parameter) or to otherwise control your discharge to meet water quality standards, you must continue to implement such controls as part of your coverage under this permit. 3.2 WATER QUALITY-BASED CONDITIONS FOR SITES DISCHARGING TO CERTAIN IMPAIRED AND HIGH QUALITY RECEIVING WATERS For any portion of the site that discharges to a sediment or nutrient-impaired water or to a water that is identified by your State, Tribe, or EPA as Tier 2, Tier 2.5, or Tier 3 for antidegradation purposes,57 you must comply with the inspection frequency specified in Part 4.3 and you must comply with the stabilization deadline specified in Part 2.2.14b.iii.58 57 Refer to Appendix A for definitions of “impaired water” and “Tier 2,” “Tier 2.5,” and “Tier 3” waters. For assistance in determining whether your site discharges to impaired waters, EPA has developed a tool that is available at https://www.epa.gov/npdes/epas-stormwater-discharge-mapping-tools. For assistance in determining whether your site discharges to a Tier 2, 2.5, or 3 water, refer to the list of such waters at https://www.epa.gov/npdes/construction-general-permit-resources-tools-and-templates. 58 If you qualify for any of the reduced inspection frequencies in Part 4.4, you may conduct inspections in 2022 Construction General Permit (CGP) Page 24 accordance with Part 4.4 for any portion of your site that discharges to a sensitive water. If you discharge to a water that is impaired for a parameter other than a sediment- related parameter or nutrients, EPA will inform you if any additional controls are necessary for your discharge to be controlled as necessary to meet water quality standards. These controls might include those necessary for your discharge to be consistent with the assumptions of any available wasteload allocation in any applicable TMDL. In addition, EPA may require you to apply for and obtain coverage under an individual NPDES permit. In addition, on a case-by-case basis, EPA may notify operators of new sites or operators of existing sites with increased discharges that additional analyses, stormwater controls, and/or other measures are necessary to comply with the applicable antidegradation requirements, or notify you that an individual permit application is necessary. If you discharge to a water that is impaired for polychlorinated biphenyls (PCBs) and are engaging in demolition of any structure with at least 10,000 square feet of floor space built or renovated before January 1, 1980, you must: Implement controls 59 to minimize the exposure of PCB-containing building materials, including paint, caulk, and pre-1980 fluorescent lighting fixtures, to precipitation and to stormwater; and 59 Examples of controls to minimize exposure of PCBs to precipitation and stormwater include separating work areas from non-work areas and selecting appropriate personal protective equipment and tools, constructing a containment area so that all dust or debris generated by the work remains within the protected area, and using tools that minimize dust and heat (<212°F). For additional information, refer to Part 2.3.3 of the CGP Fact Sheet. Ensure that disposal of such materials is performed in compliance with applicable State, Federal, and local laws. 3.3 TURBIDITY BENCHMARK MONITORING FOR SITES DISCHARGING DEWATERING WATER TO PROTECT THE WATER QUALITY OF SENSITIVE WATERS For sites discharging dewatering water to “sensitive waters” (i.e., receiving waters listed as impaired for sediment or a sediment-related parameter (as defined in Appendix A), or receiving waters designated as a Tier 2, Tier 2.5, or Tier 3 for antidegradation purposes) you are required to comply with the benchmark monitoring requirements in this Part and document the procedures you will use at your site in your SWPPP pursuant to Part 7.2.8. A summary of these requirements is included in Table 1. EPA notes that the benchmark threshold is not an effluent limitation, rather it is an indicator that the dewatering controls may not be working to protect water quality, which the operator must investigate and correct as appropriate. A benchmark exceedance is not a permit violation. However, if a benchmark exceedance triggers corrective action in Part 5.1.5a, failure to conduct any required action is a permit violation. Where there are multiple operators associated with the same site, the operators may coordinate with one another to carry out the monitoring requirements of this Part in order to avoid duplicating efforts. Such coordinating arrangements must be described in the SWPPP consistent with Part 7.2.8. Regardless of how the operators divide the 2022 Construction General Permit (CGP) Page 25 responsibilities for monitoring and reporting, each operator remains responsible for compliance with these requirements.60 60 For instance, if Operator A relies on Operator B to meet the Part 3.3.1 turbidity monitoring requirements, the Part 3.3.4 reporting and recordkeeping requirements, and the Part 5.2.2 corrective action provisions when applicable, Operator A does not have to duplicate these same functions if Operator B is implementing them for both operators to be in compliance with the permit. However, Operator A remains responsible for complying with these permit requirements if Operator B fails to take actions that were necessary for Operator A to comply with the permit. See also footnote 83. EPA notes that both Operator A and B are required to submit turbidity monitoring reports as required under Part 3.3.4, however, Operator A’s report does not need to include the data collected by Operator B as long as Operator B submits the required data and Operator A’s report indicates that it is relying on Operator B to report the data. See Part 3.3.4a. 3.3.1 Turbidity monitoring requirements 61 61 Operators may find it useful to consult EPA’s Monitoring and Inspection Guide for Construction Dewatering, available at https://www.epa.gov/npdes/construction-general-permit-resources-tools-and- templates, which provides guidelines on how to correctly monitor for turbidity, determine if the weekly average exceeds the benchmark, and, if so, how to proceed with corrective action. Sampling frequency. You must collect at least one turbidity sample from your dewatering discharge each day a discharge occurs. Sampling location. Samples must be taken at all points where dewatering water is discharged. Samples must be taken after the dewatering water has been treated by installed treatment devices pursuant to Parts 2.4.1 and 2.4.3 and prior to its discharge off site into a receiving water, constructed or natural site drainage feature, or storm drain inlet. Representative samples. Samples taken must be representative of the dewatering discharge for any given day as required in Appendix G (standard permit conditions), Part G.10.2. Test methods. Samples must be measured using a turbidity meter that reports results in nephelometric turbidity units (NTUs) and conforms with a Part 136-approved method (e.g., methods 180.1 and 2130). You are required to use the meter, and conduct a calibration verification prior to each day’s use, consistent with the manufacturer’s instructions. 3.3.2 Turbidity benchmark The benchmark threshold for turbidity for this permit is 50 NTUs (referred to elsewhere in this permit as the “standard 50 NTU benchmark”) unless EPA has authorized the use of an alternate benchmark in accordance with Part 3.3.2b. Request for alternate benchmark threshold. At any time prior to or during your coverage under this permit, you may request that EPA approve a benchmark for your site that is higher than 50 NTUs if you have information demonstrating the higher number is the same as your receiving water’s water quality standard for turbidity. Unless EPA approves an alternate benchmark, you will be required to use the standard 50 NTU benchmark. To request approval of an alternate benchmark, you must submit the following information to your applicable EPA Regional Office (see Appendix K): (a) The current turbidity water quality standard that applies to your receiving 2022 Construction General Permit (CGP) Page 26 water and the source/citation.62 62 For instance, if your site is located in Washington, DC, and you are discharging to a Class B water, for which the water quality standard is that turbidity may not increase above ambient levels by more than 20 percent, you would reference “Water Quality Standards for the District of Columbia, Chapter 11, Section 1104.8.” (b) If the applicable turbidity water quality standard requires information on natural or background turbidity levels (e.g., “no more than 10 NTU above natural turbidity levels”) to determine the specific standard for the receiving water, include available data that can be used to establish the natural turbidity levels of your receiving water (including literature studies or Federal, State, Tribal, or local government data). Data must be representative of the natural turbidity levels of your specific receiving water. Identify the source(s) of all data provided, including if the data are from samples you collected of the receiving water. EPA will inform you of its decision on whether to approve the requested alternate benchmark within 30 days. EPA may approve your request, request additional time (e.g., if additional information is needed to substantiate the data you provided), or deny your request. Unless and until EPA approves your request to use an alternate benchmark, you are required to use the standard benchmark of 50 NTUs and take any required corrective actions if an exceedance occurs. 3.3.3 Comparison of turbidity samples to benchmark. Compare the weekly average 63 of your turbidity monitoring results to the standard 50 NTU benchmark, or alternate benchmark if approved by EPA. 63 A “weekly average” is defined as the sum of all of the turbidity samples taken during a “monitoring week” divided by the number of samples measured during that week. Average values should be calculated to the nearest whole number. If the weekly average of your turbidity monitoring results exceeds the standard benchmark (or your approved alternate benchmark), you are required to conduct follow-up corrective action in accordance with Part 5.2.2 and document any corrective action taken in your corrective action log in accordance with Part 5.4. For averaging purposes, a “monitoring week” starts with a Monday and ends on Sunday. Once a new monitoring week starts, you will need to calculate a new average for that week of turbidity monitoring results.64 A weekly average may consist of one or more turbidity monitoring results. 64 For example, if turbidity samples from your dewatering discharge in week 1 result in values of 30 NTU on Tuesday, 40 NTU on Wednesday, and 45 NTU on Thursday, your weekly average turbidity value would be 38.33 NTU ((30+40+45) ÷ 3 = 38 NTU). If in week 2, your turbidity samples resulted in values of 45 NTU on Monday, 30 NTU on Tuesday, 25 NTU on Wednesday, and 15 NTU on Thursday, you would calculate a new average for that week, which would yield an average turbidity value of 28.75 NTU ((45+30+25+15) ÷ 4 = 29 NTU). By comparison, if your samples on consecutive days from Friday to Monday were 60 NTU, 45 NTU, 40 NTU, and 43 NTU, respectively, and there are no other dewatering discharges for the remainder of the week, you would calculate one weekly average for the Friday to Sunday to be 48 NTU ((60+45+40) ÷ 3 = 48 NTU), and a separate weekly average for the one Monday to be 43 NTU (43 ÷ 1 = 43 NTU). Although you are not required to collect and analyze more than one turbidity sample per day from your dewatering discharge, if you do collect and analyze more than one sample on any given day, you must include any additional results in the 2022 Construction General Permit (CGP) Page 27 calculation of your weekly average (i.e., add all individual results for that monitoring week and divide by the total number of samples).65 65 For example, if during a monitoring week you take two turbidity samples on Tuesday with a value of 30 NTU and 35 NTU, three samples on Wednesday with a value of 40 NTU, 45 NTU, and 48 NTU, and one sample on Thursday with a value of 45 NTU, your weekly average turbidity value for this week would be 41 NTU ((30+35+40+45+48+45) ÷ 6 = 41 NTU). If you are conducting turbidity monitoring for more than one dewatering discharge point, you must calculate a weekly average turbidity value for each discharge point and compare each to the turbidity benchmark. 3.3.4 Reporting and recordkeeping. You must submit reports of your weekly average turbidity data to EPA no later than 30 days following the end of each monitoring quarter. If there are monitoring weeks in which there was no dewatering discharge, or if there is a monitoring quarter with no dewatering discharge, indicate this in your turbidity monitoring report. If another operator associated with your same site is conducting turbidity monitoring on your behalf pursuant to Part 3.3, indicate this in your turbidity monitoring report. For the purposes of this permit, the following monitoring quarters and reporting deadlines apply: Table 3. Monitoring Quarters and Deadlines for Reporting Turbidity Benchmark Monitoring Data. Monitoring Quarter # Months Reporting Deadline (no later than 30 days after end of the monitoring quarter) 1 January 1 – March 31 April 30 2 April 1 – June 30 July 30 3 July 1 – September 30 October 30 4 October 1 – December 31 January 30 You must use EPA’s NPDES eReporting Tool (NeT) to electronically submit your quarterly turbidity data, unless, consistent with Part 1.4.2, you received a waiver from your applicable EPA Regional Office. If the EPA Regional Office grants you approval to use a paper turbidity monitoring report form, and you elect to use it, you must complete the form in Appendix K. If EPA approves of your request to use an alternate turbidity benchmark pursuant to Part 3.3.2b, EPA will substitute the alternate benchmark in your NeT account. For each day in which you are required to monitor, you must record the monitoring information required by Appendix G, Parts G.10.2 and G.10.3 and retain all such information for a period of at least three years from the date this permit expires or from the date your authorization is terminated. 2022 Construction General Permit (CGP) Page 28 Table 4. Summary of Turbidity Benchmark Monitoring Requirements. Applicability Sampling Requirement Turbidity Benchmark Corrective Action Reporting Sites discharging dewatering water to a sediment- impaired water or to a water designated as a Tier 2, Tier 2.5, or Tier 3 for antidegradation purposes. Collect at least one turbidity sample per day, from each discharge point, on any day there is a dewatering discharge. Use turbidity sampling procedures specified in Part 3.3.1. Compare the weekly average of your turbidity monitoring results to the 50 NTU benchmark (or alternate benchmark if approved by EPA). If the weekly average of turbidity monitoring results exceeds the 50 NTU turbidity benchmark (or alternate benchmark if approved by EPA), you are required to take follow-up corrective action in accordance with Part 5.2.2. Report all weekly average turbidity monitoring results on a quarterly basis via NeT-CGP (unless use of the paper monitoring form in Appendix K is approved by EPA) no later than 30 days following the end of each monitoring quarter. 4 INSPECTION REQUIREMENTS 4.1 PERSON(S) RESPONSIBLE FOR CONDUCTING SITE AND DEWATERING INSPECTIONS The person(s) inspecting your site may be a person on your staff or a third party you hire to conduct such inspections. You are responsible for ensuring that any person conducting inspections pursuant to this Part is a “qualified person.” A qualified person is someone who has completed the training required by Part 6.3. 4.2 FREQUENCY OF INSPECTIONS.66 66 Inspections are only required during the site’s normal working hours. At a minimum, you must conduct a site inspection in accordance with one of the two schedules listed below, unless you are subject to the Part 4.3 site inspection frequency for discharges to sediment or nutrient-impaired or high quality waters, or qualify for a Part 4.4 reduction in the inspection frequency: 4.2.1 At least once every seven (7) calendar days; or 4.2.2 Once every 14 calendar days and within 24 hours 67 of the occurrence of: 67 For the purposes of the inspection requirements in this Part, conducting an inspection “within 24 hours” means that once either of the two conditions in Parts 4.2.2a or 4.2.2b are met you have 24 hours from that time to conduct an inspection. For clarification, the 24 hours is counted as a continuous passage of time, and not counted by business hours (e.g., 3 business days of 8 hours each). When the 24-hour inspection time frame occurs entirely outside of normal working hours, you must conduct an inspection by no later than the end of the next business day. A storm event that produces 0.25 inches or more of rain within a 24-hour period. If a storm event produces 0.25 inches or more of rain within a 24-hour period (including when there are multiple, smaller storms that alone produce less than 0.25 inches but together produce 0.25 inches or more in 24 hours), you are required to conduct one inspection within 24 hours of when 0.25 inches of rain or more has fallen. 2022 Construction General Permit (CGP) Page 29 If a storm event produces 0.25 inches or more of rain within a 24-hour period on the first day of a storm and continues to produce 0.25 inches or more of rain on subsequent days, you must conduct an inspection within 24 hours of the first day of the storm and within 24 hours after the last day of the storm that produces 0.25 inches or more of rain (i.e., only two inspections would be required for such a storm event).68 68 For example, if 0.30 inches of rain falls on Day 1, 0.25 inches of rain falls on Day 2, and 0.10 inches of rain fall on Day 3, you would be required to conduct a first inspection within 24 hours of the Day 1 rainfall and a second inspection within 24 hours of the Day 2 rainfall, but a third inspection would not be required within 24 hours of the Day 3 rainfall. A discharge caused by snowmelt from a storm event that produces 3.25 inches 69 or more of snow within a 24-hour period. You are required to conduct one inspection once the discharge of snowmelt from a 3.25-inch or more snow accumulation occurs. Additional snowmelt inspections are only required if following the discharge from the first snowmelt, there is a discharge from a separate storm event that produces 3.25 inches or more of snow. 69 This is the amount of snow that is equivalent to 0.25 inches of rain, based on information from the National Oceanic and Atmospheric Administration (NOAA) indicating that 13 inches of snow is, on average, equivalent to 1 inch of rain. See https://www.nssl.noaa.gov/education/svrwx101/winter/faq/. 4.2.3 To determine whether a storm event meets either of the thresholds in Parts 4.2.2a or 4.2.2b: For rain, you must either keep a properly maintained rain gauge on your site, or obtain the storm event information from a weather station that is representative of your location. For any 24-hour period during which there is 0.25 inches or more of rainfall, you must record the total rainfall measured for that day in accordance with Part 4.7.1d. For snow, you must either take measurements of snowfall at your site,70 or rely on similar information from a local weather forecasting provider that is representative of your location. 70 For snowfall measurements, EPA suggests use of NOAA’s National Weather Service guidelines at https://www.weather.gov/jkl/snow_measurement. These guidelines recommend use of a “snowboard” (a piece of wood about 16 inches by 16 inches) that is placed in an unobstructed part of the site on a hard surface. 4.3 INCREASE IN INSPECTION FREQUENCY FOR CERTAIN SITES. The increased inspection frequencies established in this Part take the place of the Part 4.2 inspection frequencies for the portion of the site affected. 4.3.1 For any portion of the site that discharges to a sediment or nutrient-impaired water or to a water that is identified by your State, Tribe, or EPA as Tier 2, Tier 2.5, or Tier 3 for antidegradation purposes (see Part 3.2), you must conduct an once every seven (7) calendar days and within 24 hours of the occurrence of a storm event that produces 0.25 inches or more of rain within a 24-hour period, or within 24 hours of a snowmelt discharge from a storm event that produces 3.25 inches or more of snow within a 24-hour period. 2022 Construction General Permit (CGP) Page 30 Refer to Parts 4.2.3a and 4.2.3b for the requirements to determine if a storm event produces enough rain or snow to trigger the inspection requirement. 4.3.2 For sites discharging dewatering water, you must conduct an inspection in accordance with Part 4.6.3 during the discharge once per day on which the discharge occurs. The Part 4.2 inspection frequency still applies to all other portions of the site, unless the site is affected by either the increased frequency in Part 4.3.1 or the reduced frequency in Part 4.4. 4.4 REDUCTIONS IN INSPECTION FREQUENCY 4.4.1 Stabilized areas. You may reduce the frequency of inspections to twice per month for the first month, no more than 14 calendar days apart, then once per month until permit coverage is terminated consistent with Part 8 in any area of your site where the stabilization steps in Part 2.2.14a have been completed. If construction activity resumes in this portion of the site at a later date, the inspection frequency immediately increases to that required in Parts 4.2 and 4.3, as applicable. You must document the beginning and ending dates of this period in your SWPPP. Exception. For “linear construction sites” (as defined in Appendix A) where disturbed portions have undergone final stabilization at the same time active construction continues on others, you may reduce the frequency of inspections to twice per month for the first month, no more than 14 calendar days apart, in any area of your site where the stabilization steps in Part 2.2.14a have been completed. After the first month, inspect once more within 24 hours of the occurrence of a storm event that produces 0.25 inches of rain or more within a 24-hour period, or within 24 hours of a snowmelt discharge from a storm event that produces 3.25 inches or more of snow within a 24-hour period. If there are no issues or evidence of stabilization problems, you may suspend further inspections. If “wash-out” of stabilization materials and/or sediment is observed, following re-stabilization, inspections must resume at the inspection frequency required in Part 4.4.1a. Inspections must continue until final stabilization is visually confirmed following a storm event that produces 0.25 inches of rain or more within a 24-hour period. 4.4.2 Arid, semi-arid, or drought-stricken areas (as defined in Appendix A). If it is the seasonally dry period 71 or a period in which drought is occurring, you may reduce the frequency of inspections to once per month and within 24 hours of the occurrence of a storm event that produces 0.25 inches of rain or more within a 24-hour period, or within 24 hours of a snowmelt discharge from a storm event that produces 3.25 inches or more of snow within a 24-hour period. You must document that you are using this reduced schedule and the beginning and ending dates of the seasonally dry period in your SWPPP. Follow the procedures in Part 4.2.3a and 4.2.3b, accordingly, to determine if a storm event occurs that produces 0.25 inches or more of rain or 3.25 inches or more of snow within a 24-hour period. For any 24-hour period during which there is 0.25 inches or more of rainfall, or 3.25 inches or more of snow, you must record the total rainfall or snow measured for that day in accordance with Part 4.7.1d. 71 See footnote 44. 2022 Construction General Permit (CGP) Page 31 4.4.3 Frozen conditions: If you are suspending construction activities due to frozen conditions, you may temporarily suspend inspections on your site until thawing conditions (as defined in Appendix A) begin to occur if: Discharges are unlikely due to continuous frozen conditions that are likely to continue at your site for at least three (3) months based on historic seasonal averages.72 If unexpected weather conditions (such as above freezing temperatures or rain events) make discharges likely, you must immediately resume your regular inspection frequency as described in Parts 4.2 and 4.3, as applicable; 72 Use data sets that include the most recent data available to account for recent precipitation patterns and trends. Land disturbances have been suspended; and All disturbed areas of the site have been stabilized in accordance with Part 2.2.14a. If you are still conducting construction activities during frozen conditions, you may reduce your inspection frequency to once per month if: Discharges are unlikely due to continuous frozen conditions that are likely to continue at your site for at least three (3) months based on historic seasonal averages. If unexpected weather conditions (such as above freezing temperatures or rain events) make discharges likely, you must immediately resume your regular inspection frequency as described in Parts 4.2 and 4.3, as applicable; and Except for areas in which you are actively conducting construction activities, disturbed areas of the site have been stabilized in accordance with Part 2.2.14a. You must document the beginning and ending dates of this period in your SWPPP. 4.5 AREAS THAT MUST BE INSPECTED During your site inspection, you must at a minimum inspect the following areas of your site: 4.5.1 All areas that have been cleared, graded, or excavated and that have not yet completed stabilization consistent with Part 2.2.14a; 4.5.2 All stormwater controls, including pollution prevention controls, installed at the site to comply with this permit;73 73 This includes the requirement to inspect for sediment that has been tracked out from the site onto paved roads, sidewalks, or other paved areas consistent with Part 2.2.4. 4.5.3 Material, waste, borrow, and equipment storage and maintenance areas that are covered by this permit; 4.5.4 All areas where stormwater typically flows within the site, including constructed or natural site drainage features designed to divert, convey, and/or treat stormwater; 4.5.5 All areas where construction dewatering is taking place, including controls to treat the dewatering discharge and any channelized flow of water to and from those controls; 2022 Construction General Permit (CGP) Page 32 4.5.6 All points of discharge from the site; and 4.5.7 All locations where stabilization measures have been implemented. You are not required to inspect areas that, at the time of the inspection, are considered unsafe to your inspection personnel. 4.6 REQUIREMENTS FOR INSPECTIONS 4.6.1 During each site inspection, you must at a minimum: Check whether all stormwater controls (i.e., erosion and sediment controls and pollution prevention controls) are properly installed, appear to be operational, and are working as intended to minimize pollutant discharges. Check for the presence of conditions that could lead to spills, leaks, or other accumulations of pollutants on the site. Identify any locations where new or modified stormwater controls are necessary to meet the requirements of Parts 2 and/or 3. Check for signs of visible erosion and sedimentation (i.e., sediment deposits) that have occurred and are attributable to your discharge at points of discharge and, if applicable, on the banks of any receiving waters flowing within or immediately adjacent to the site; Check for signs of sediment deposition that are visible from your site and attributable to your discharge (e.g., sand bars with no vegetation growing on top in receiving waters or in other constructed or natural site drainage features, or the buildup of sediment deposits on nearby streets, curbs, or open conveyance channels). Identify any incidents of noncompliance observed. 4.6.2 If a discharge is occurring during your inspection: Identify all discharge points at the site; and Observe and document the visual quality of the discharge, and take note of the characteristics of the stormwater discharge, including color; odor; floating, settled, or suspended solids; foam; oil sheen; and other indicators of stormwater pollutants. Check also for signs of these same pollutant characteristics that are visible from your site and attributable to your discharge in receiving waters or in other constructed or natural site drainage features. 4.6.3 For dewatering inspections conducted pursuant to Parts 4.3.2, record the following in a report within 24 hours of completing the inspection: The inspection date; Names and titles of personnel making the inspection; Approximate times that the dewatering discharge began and ended on the day of inspection;74 74 If the dewatering discharge is a continuous discharge that continues after normal business hours, indicate that the discharge is continuous. Estimates of the rate (in gallons per day) of discharge on the day of inspection; 2022 Construction General Permit (CGP) Page 33 Whether or not any of the following indications of pollutant discharge were observed at the point of discharge to any receiving waters flowing through or immediately adjacent to the site and/or to constructed or natural site drainage features or storm drain inlets:75 75 If the operator observes any of these indicators of pollutant discharge, corrective action is required consistent with Parts 5.1.5b and 5.2.2. a sediment plume, suspended solids, unusual color, presence of odor, decreased clarity, or presence of foam; and/or a visible sheen on the water surface or visible oily deposits on the bottom or shoreline of the receiving water; and Photographs of (1) the dewatering water prior to treatment by a dewatering control(s) and the final discharge after treatment; (2) the dewatering control(s); and (3) the point of discharge to any receiving waters flowing through or immediately adjacent to the site and/or to constructed or natural site drainage features, storm drain inlets, and other conveyances to receiving waters. You must also comply with the Part 4.7.2, 4.7.3, and 4.7.4 requirements for signing the reports, keeping them available on site, and retaining copies. 4.6.4 Based on the results of your inspection: Complete any necessary maintenance repairs or replacements under Part 2.1.4 or under Part 5, whichever applies; and Modify your SWPPP site map in accordance with Part 7.4.1 to reflect changes to your stormwater controls that are no longer accurately reflected on the current site map. 4.7 INSPECTION REPORT 4.7.1 You must complete an inspection report within 24 hours of completing any site inspection. Each inspection report (except for dewatering inspection reports, which are covered in Part 4.6.3) must include the following: The inspection date; Names and titles of personnel making the inspection; A summary of your inspection findings, covering at a minimum the observations you made in accordance with Part 4.6, including any problems found during your inspection that make it necessary to perform routine maintenance pursuant to Part 2.1.4b or corrective action pursuant to Part 5. Include also any documentation as to why the corrective action procedures under Part 5 are unnecessary to fix a problem that repeatedly occurs as described in Part 2.1.4c; If you are inspecting your site at the frequency specified in Part 4.2.2, Part 4.3, or Part 4.4.1b, and you conducted an inspection because of a storm event that produced rainfall measuring 0.25 inches or more within a 24-hour period, you must include the applicable rain gauge or weather station readings that triggered the inspection. Similarly, if you conducted an inspection because of a snowmelt discharge from a storm event that produced 3.25 inches or more of snow within a 24-hour period, you must include any measurements taken of snowfall at your site, or weather station information you relied on; and 2022 Construction General Permit (CGP) Page 34 If you determined that it is unsafe to inspect a portion of your site, you must describe the reason you found it to be unsafe and specify the locations to which this condition applies. 4.7.2 Each inspection report must be signed by the operator’s signatory in accordance with Appendix G, Part G.11 of this permit. 4.7.3 You must keep a copy of all inspection reports at the site or at an easily accessible location, so that it can be made immediately available at the time of an on-site inspection or upon request by EPA.76 76 Inspection reports may be prepared, signed, and kept electronically, rather than in paper form, if the records are: (a) in a format that can be read in a similar manner as a paper record; (b) legally dependable with no less evidentiary value than their paper equivalent; and (c) immediately accessible to the inspector during an inspection to the same extent as a paper copy stored at the site would be, if the records were stored in paper form. For additional guidance on the proper practices to follow for the electronic retention of inspection report records, refer to the Fact Sheet discussion related to Part 4.7.3. 4.7.4 You must retain all inspection reports completed for this Part for at least three (3) years from the date that your permit coverage expires or is terminated. 4.8 INSPECTIONS BY EPA You must allow EPA, or an authorized representative of EPA, to conduct the following activities at reasonable times. To the extent that you are utilizing shared controls, that are not on site, to comply with this permit, you must make arrangements for EPA to have access at all reasonable times to those areas where the shared controls are located. 4.8.1 Enter onto all areas of the site, including any construction support activity areas covered by this permit, any off-site areas where shared controls are utilized to comply with this permit, discharge locations, adjoining waterbodies, and locations where records are kept under the conditions of this permit; 4.8.2 Access and copy any records that must be kept under the conditions of this permit; 4.8.3 Inspect your construction site, including any construction support activity areas covered by this permit (see Part 1.2.1c), any stormwater controls installed and maintained at the site, and any off-site shared controls utilized to comply with this permit; and 4.8.4 Sample or monitor for the purpose of ensuring compliance. 5 CORRECTIVE ACTIONS 5.1 CONDITIONS TRIGGERING CORRECTIVE ACTION. You must take corrective action to address any of the following conditions identified at your site: 5.1.1 A stormwater control needs a significant repair or a new or replacement control is needed, or, in accordance with Part 2.1.4c, you find it necessary to repeatedly (i.e., three (3) or more times) conduct the same routine maintenance fix to the same control at the same location (unless you document in your inspection report under Part 4.7.1c that the specific reoccurrence of this same problem should still be addressed as a routine maintenance fix under Part 2.1.4); or 5.1.2 A stormwater control necessary to comply with the requirements of this permit was never installed, or was installed incorrectly; or 2022 Construction General Permit (CGP) Page 35 5.1.3 Your discharges are not meeting applicable water quality standards; 5.1.4 A prohibited discharge has occurred (see Part 1.3); or 5.1.5 During discharge from site dewatering activities: The weekly average of your turbidity monitoring results exceeds the 50 NTU benchmark (or alternate benchmark if approved by EPA pursuant to Part 3.3.2b); or You observe or you are informed by EPA, State, or local authorities of the presence of the conditions specified in Part 4.6.3e. 5.2 CORRECTIVE ACTION DEADLINES 5.2.1 If responding to any of the Part 5.1.1, 5.1.2, 5.1.3, or 5.1.4 triggering conditions, you must: Immediately take all reasonable steps to address the condition, including cleaning up any contaminated surfaces so the material will not discharge in subsequent storm events; and When the problem does not require a new or replacement control or significant repair, the corrective action must be completed by the close of the next business day; or When the problem requires a new or replacement control or significant repair, install the new or modified control and make it operational, or complete the repair, by no later than seven (7) calendar days from the time of discovery. If it is infeasible to complete the installation or repair within seven (7) calendar days, you must document in your records why it is infeasible to complete the installation or repair within the 7-day timeframe and document your schedule for installing the stormwater control(s) and making it operational as soon as feasible after the 7-day timeframe. Where these actions result in changes to any of the stormwater controls or procedures documented in your SWPPP, you must modify your SWPPP accordingly within seven (7) calendar days of completing this work. 5.2.2 If responding to either of the Part 5.1.5 triggering conditions related to site dewatering activities, you must: Immediately take all reasonable steps to minimize or prevent the discharge of pollutants until you can implement a solution, including shutting off the dewatering discharge as soon as possible depending on the severity of the condition 77 taking safety considerations into account; 77 For instance, if the weekly average of your turbidity monitoring results or a single sample is extremely high (e.g., a single turbidity sample results in 355 NTUs or higher), you should take action to safely shut off the discharge so that you can evaluate the cause of the high turbidity. Note: A single turbidity sample of 355 NTUs or higher means that the weekly average turbidity value will exceed 50 NTU regardless of the turbidity values the other days during the week. Determine whether the dewatering controls are operating effectively and whether they are causing the conditions; and Make any necessary adjustments, repairs, or replacements to the dewatering controls to lower the turbidity levels below the benchmark or remove the visible plume or sheen. 2022 Construction General Permit (CGP) Page 36 When you have completed these steps and made any changes deemed necessary, you may resume discharging from your dewatering activities. 5.3 CORRECTIVE ACTION REQUIRED BY EPA You must comply with any corrective actions required by EPA as a result of permit violations found during an inspection carried out under Part 4.8. 5.4 CORRECTIVE ACTION LOG 5.4.1 For each corrective action taken in accordance with this Part, you must record the following in a corrective action log: Within 24 hours of identifying the corrective action condition, document the specific condition and the date and time it was identified. Within 24 hours of completing the corrective action (in accordance with the deadlines in Part 5.2), document the actions taken to address the condition, including whether any SWPPP modifications are required. 5.4.2 Each entry into the corrective action log, consisting of the information required by both Parts 5.4.1a and 5.4.1b, must be signed by the operator’s signatory in accordance with Appendix G, Part G.11.2 of this permit. 5.4.3 You must keep a copy of the corrective action log at the site or at an easily accessible location, so that it can be made immediately available at the time of an on-site inspection or upon request by EPA.78 78 The corrective action log may be prepared, signed, and kept electronically, rather than in paper form, if the records are: (a) in a format that can be read in a similar manner as a paper record; (b) legally dependable with no less evidentiary value than their paper equivalent; and (c) immediately accessible to the inspector during an inspection to the same extent as a paper copy stored at the site would be, if the records were stored in paper form. For additional guidance on the proper practices to follow for the electronic retention of corrective action log records, refer to the Fact Sheet discussion related to Part 4.7.3. 5.4.4 You must retain the corrective action log for at least three (3) years from the date that your permit coverage expires or is terminated. 6 STORMWATER TEAM FORMATION/STAFF TRAINING REQUIREMENTS 6.1 STORMWATER TEAM Each operator, or group of multiple operators, must assemble a “stormwater team” that will be responsible for carrying out activities necessary to comply with this permit. The stormwater team must include the following people: Personnel who are responsible for the design, installation, maintenance, and/or repair of stormwater controls (including pollution prevention controls); Personnel responsible for the application and storage of treatment chemicals (if applicable); Personnel who are responsible for conducting inspections as required in Part 4.1; and Personnel who are responsible for taking corrective actions as required in Part 5. Members of the stormwater team must be identified in the SWPPP pursuant to Part 7.2.2. 2022 Construction General Permit (CGP) Page 37 6.2 GENERAL TRAINING REQUIREMENTS FOR STORMWATER TEAM MEMBERS Prior to the commencement of construction activities, you must ensure that all persons 79 assigned to the stormwater team understand the requirements of this permit and their specific responsibilities with respect to those requirements, including the following related to the scope of their job duties: 79 If the person requiring training is a new employee who starts after you commence construction activities, you must ensure that this person has the proper understanding as required above prior to assuming particular responsibilities related to compliance with this permit. For emergency-related projects, the requirement to train personnel prior to commencement of construction activities does not apply, however, such personnel must have the required training prior to NOI submission. The permit requirements and deadlines associated with installation, maintenance, and removal of stormwater controls, as well as site stabilization; The location of all stormwater controls on the site required by this permit and how they are to be maintained; The proper procedures to follow with respect to the permit’s pollution prevention requirements; and When and how to conduct inspections, record applicable findings, and take corrective actions. Specific training requirements for persons conducting site inspections are included in Part 6.3. You are responsible for ensuring that all activities on the site comply with the requirements of this permit. You are not required to provide or document formal training for subcontractors or other outside service providers (unless the subcontractors or outside service providers are responsible for conducting the inspections required in Part 4, in which case you must provide such documentation consistent with Part 7.2.2), but you must ensure that such personnel understand any requirements of this permit that may be affected by the work they are subcontracted to perform. 6.3 TRAINING REQUIREMENTS FOR PERSONS CONDUCTING INSPECTIONS For projects that receive coverage under this permit on or after February 17, 2023, to be considered a qualified person under Part 4.1 for conducting inspections under Part 4, you must, at a minimum, either: Have completed the EPA construction inspection course developed for this permit and have passed the exam; or Hold a current valid construction inspection certification or license from a program that, at a minimum, covers the following:80 80 If one of the following topics (e.g., installation and maintenance of pollution prevention practices) is not covered by the non-EPA training program, you may consider supplementing the training with the analogous module of the EPA course (e.g., Module 4) that covers the missing topic. Principles and practices of erosion and sediment control and pollution prevention practices at construction sites; Proper installation and maintenance of erosion and sediment controls and pollution prevention practices used at construction sites; and Performance of inspections, including the proper completion of required reports and documentation, consistent with the requirements of Part 4. 2022 Construction General Permit (CGP) Page 38 For projects that receive coverage under this permit prior to February 17, 2023, any personnel conducting site inspections pursuant to Part 4 on your site must, at a minimum, be a person knowledgeable in the principles and practice of erosion and sediment controls and pollution prevention, who possesses the appropriate skills and training to assess conditions at the construction site that could impact stormwater quality, and the appropriate skills and training to assess the effectiveness of any stormwater controls selected and installed to meet the requirements of this permit.81 81 If you receive coverage for a project prior to February 17, 2023, and construction activities for the same project will continue after February 17, 2023, the personnel conducting inspections do not need to take the additional training specified in Parts 6.3a and 6.3b for inspections conducted on the project site. If the same operator obtains coverage for a different project on or after February 17, 2023, personnel conducting inspections would be required to meet the requirements for a qualified person by completing the training in either Part 6.3a or Part 6.3b. 6.4 STORMWATER TEAM’S ACCESS TO PERMIT DOCUMENTS Each member of the stormwater team must have easy access to an electronic or paper copy of applicable portions of this permit, the most updated copy of your SWPPP, and other relevant documents or information that must be kept with the SWPPP. 7 STORMWATER POLLUTION PREVENTION PLAN (SWPPP) 7.1 GENERAL REQUIREMENTS All operators associated with a construction site under this permit must develop a SWPPP consistent with the requirements in Part 7 prior to their submittal of the NOI.82, 83, 84 The SWPPP must be kept up-to-date throughout coverage under this permit. 82 The SWPPP does not establish the effluent limits and/or other permit terms and conditions that apply to your site’s discharges; these limits, terms, and conditions are established in this permit. 83 Where there are multiple operators associated with the same site, they may develop a group SWPPP instead of multiple individual SWPPPs. Regardless of whether there is a group SWPPP or multiple individual SWPPPs, each operator is responsible for compliance with the permit’s terms and conditions. In other words, if Operator A relies on Operator B to satisfy its permit obligations, Operator A does not have to duplicate those permit-related functions if Operator B is implementing them such that both operators are in compliance with the permit. However, Operator A remains responsible for permit compliance if Operator B fails to take actions necessary for Operator A to comply with the permit. In addition, all operators must ensure, either directly or through coordination with other operators, that their activities do not cause a violation or compromise any other operators’ controls and/or any shared controls. See also footnote 60. 84 There are a number of commercially available products to assist operators in developing the SWPPP, as well as companies that can be hired to help develop a site-specific SWPPP. The permit does not state which are recommended, nor does EPA endorse any specific products or vendors. Where operators choose to rely on these products or services, the choice of which ones to use to comply with the requirements of this Part is a decision for the operator alone. If a SWPPP was prepared under a previous version of this permit, the operator must review and update the SWPPP to ensure that this permit’s requirements are addressed prior to submitting an NOI for coverage under this permit. 7.2 SWPPP CONTENTS At a minimum, the SWPPP must include the information specified in this Part and as specified in other parts of this permit. 7.2.1 All Site Operators. Include a list of all other operators who will be engaged in construction activities at the site, and the areas of the site over which each operator has control. 2022 Construction General Permit (CGP) Page 39 7.2.2 Stormwater Team. Identify the personnel (by name and position) that you have made part of the stormwater team pursuant to Part 6.1, as well as their individual responsibilities, including which members are responsible for conducting inspections. Include verification that each member of the stormwater team has received the training required by Part 6.2. Include documentation that members of the stormwater team responsible for conducting inspections pursuant to Part 4 have received the training required by Part 6.3. If personnel on your team elect to complete the EPA inspector training program pursuant to Part 6.3a, you must include copies of the certificate showing that the relevant personnel have completed the training and passed the exam. If personnel on your team elect to complete a non-EPA inspector training program pursuant to Part 6.3b, you must include documentation showing that these persons have successfully completed the program and their certification or license is still current. You must also confirm that the non-EPA inspector training program satisfies the minimum elements for such programs in Part 6.3b. 7.2.3 Nature of Construction Activities. Include the following: A description of the nature of your construction activities, including the age or dates of past renovations for structures that are undergoing demolition; The size of the property (in acres or length in miles if a linear construction site); The total area expected to be disturbed by the construction activities (to the nearest quarter acre or nearest quarter mile if a linear construction site); A description of any on-site and off-site construction support activity areas covered by this permit (see Part 1.2.1c); The maximum area expected to be disturbed at any one time, including on-site and off-site construction support activity areas; A description and projected schedule for the following:85 85 If plans change due to unforeseen circumstances or for other reasons, the requirement to describe the sequence and estimated dates of construction activities is not meant to “lock in” the operator to meeting these dates. When departures from initial projections are necessary, this should be documented in the SWPPP itself, or in associated records, as appropriate. Commencement of construction activities in each portion of the site, including clearing and grubbing, mass grading, demolition activities, site preparation (i.e., excavating, cutting and filling), final grading, and creation of soil and vegetation stockpiles requiring stabilization; Temporary or permanent cessation of construction activities in each portion of the site; Temporary or final stabilization of exposed areas for each portion of the site; and Removal of temporary stormwater controls and construction equipment or vehicles, and the cessation of construction-related pollutant-generating activities. 2022 Construction General Permit (CGP) Page 40 A list and description of all pollutant-generating activities86 on the site. For each pollutant-generating activity, include an inventory of pollutants or pollutant constituents (e.g., sediment, fertilizers, pesticides, paints, caulks, sealants, fluorescent light ballasts, contaminated substrates, solvents, fuels) associated with that activity, which could be discharged in stormwater from your construction site. You must take into account where potential spills and leaks could occur that contribute pollutants to stormwater discharges, and any known hazardous or toxic substances, such as PCBs and asbestos, that will be disturbed or removed during construction; 86 Examples of pollutant-generating activities include paving operations; concrete, paint, and stucco washout and waste disposal; solid waste storage and disposal; and dewatering activities. Business days and hours for the project; If you are conducting construction activities in response to a public emergency (see Part 1.4), a description of the cause of the public emergency (e.g., mud slides, earthquake, extreme flooding conditions, widespread disruption in essential public services), information substantiating its occurrence (e.g., State disaster declaration or similar State or local declaration), and a description of the construction necessary to reestablish affected public services. 7.2.4 Site Map. Include a legible map, or series of maps, showing the following features of the site: Boundaries of the property; Locations where construction activities will occur, including: Locations where earth-disturbing activities will occur (note any phasing), including any demolition activities; Approximate slopes before and after major grading activities (note any steep slopes (as defined in Appendix A)); Locations where sediment, soil, or other construction materials will be stockpiled; Any receiving water crossings; Designated points where vehicles will exit onto paved roads; Locations of structures and other impervious surfaces upon completion of construction; and Locations of on-site and off-site construction support activity areas covered by this permit (see Part 1.2.1c). Locations of any receiving waters within the site and all receiving waters within one mile downstream of the site’s discharge point(s). Also identify if any of these receiving waters are listed as impaired or are identified as a Tier 2, Tier 2.5, or Tier 3 water; Any areas of Federally listed critical habitat within the action area of the site as defined in Appendix A; Type and extent of pre-construction cover on the site (e.g., vegetative cover, forest, pasture, pavement, structures); Drainage patterns of stormwater and authorized non-stormwater before and after major grading activities; 2022 Construction General Permit (CGP) Page 41 Stormwater and authorized non-stormwater discharge locations, including: Locations where stormwater and/or authorized non-stormwater will be discharged to storm drain inlets, including a notation of whether the inlet conveys stormwater to a sediment basin, sediment trap, or similarly effective control;87 87 The requirement to show storm drain inlets in the immediate vicinity of the site on your site map only applies to those inlets that are easily identifiable from your site or from a publicly accessible area immediately adjacent to your site. Locations where stormwater or authorized non-stormwater will be discharged directly to receiving waters (i.e., not via a storm drain inlet); and Locations where turbidity benchmark monitoring will take place to comply with Part 3.3, if applicable to your site. Locations of all potential pollutant-generating activities identified in Part 7.2.3g; Designated areas where construction wastes that are covered by the exception in Part 2.3.3e.ii because they are not pollutant-generating will be stored; Locations of stormwater controls, including natural buffer areas and any shared controls utilized to comply with this permit; and Locations where polymers, flocculants, or other treatment chemicals will be used and stored. 7.2.5 Non-Stormwater Discharges. Identify all authorized non-stormwater discharges in Part 1.2.2 that will or may occur. 7.2.6 Description of Stormwater Controls. For each of the Part 2.2 erosion and sediment control requirements, Part 2.3 pollution prevention requirements, and Part 2.4 construction dewatering requirements, as applicable to your site, you must include the following: A description of the specific control(s) to be implemented to meet these requirements; The design specifications for controls described in Part 7.2.6a.i (including references to any manufacturer specifications and/or erosion and sediment control manuals/ordinances relied upon);88 88 Design specifications may be found in manufacturer specifications and/or in applicable erosion and sediment control manuals or ordinances. Any departures from such specifications must reflect good engineering practice and must be explained in the SWPPP. Routine stormwater control maintenance specifications; and The projected schedule for stormwater control installation/implementation. You must also include any of the following additional information as applicable. Natural buffers and/or equivalent sediment controls (see Part 2.2.1 and Appendix F). You must include the following: (a) The compliance alternative to be implemented; (b) If complying with alternative 2, the width of natural buffer retained; 2022 Construction General Permit (CGP) Page 42 (c) If complying with alternative 2 or 3, the erosion and sediment control(s) you will use to achieve an equivalent sediment reduction, and any information you relied upon to demonstrate the equivalency; (d) If complying with alternative 3, a description of why it is infeasible for you to provide and maintain an undisturbed natural buffer of any size; (e) For “linear construction sites” where it is infeasible to implement compliance alternative 1, 2, or 3, a rationale for this determination, and a description of any buffer width retained and/or supplemental erosion and sediment controls installed; and (f) A description of any disturbances that are exempt under Part 2.2.1 that occur within 50 feet of a receiving water. Perimeter controls for a “linear construction site” (see Part 2.2.3d). For areas where perimeter controls are not feasible, include documentation to support this determination and a description of the other practices that will be implemented to minimize discharges of pollutants in stormwater associated with construction activities. Note: Routine maintenance specifications for perimeter controls documented in the SWPPP must include the Part 2.2.3c.i requirement that sediment be removed before it has accumulated to one-half of the above-ground height of any perimeter control. Sediment track-out controls (see Parts 2.2.4b and 2.2.4c). Document the specific stabilization techniques and/or controls that will be implemented to remove sediment prior to vehicle exit. Inlet protection measures (see Part 2.2.10a). Where inlet protection measures are not required because the storm drain inlets to which your site discharges are conveyed to a sediment basin, sediment trap, or similarly effective control, include a short description of the control that receives the stormwater flow from the site. Sediment basins (see Part 2.2.12). In circumstances where it is infeasible to utilize outlet structures that withdraw water from the surface, include documentation to support this determination, including the specific conditions or time periods when this exception will apply. Treatment chemicals (see Part 2.2.13), you must include the following: (a) A listing of the soil types that are expected to be exposed during construction in areas of the project that will drain to chemical treatment systems. Also include a listing of soil types expected to be found in fill material to be used in these same areas, to the extent you have this information prior to construction; (b) A listing of all treatment chemicals to be used at the site and why the selection of these chemicals is suited to the soil characteristics of your site; (c) If the applicable EPA Regional Office authorized you to use cationic treatment chemicals for sediment control, include the specific controls and implementation procedures designed to ensure that your use of cationic 2022 Construction General Permit (CGP) Page 43 treatment chemicals will not lead to a discharge that does not meet water quality standards; (d) The dosage of all treatment chemicals to be used at the site or the methodology to be used to determine dosage; (e) Information from any applicable Safety Data Sheet (SDS); (f) Schematic drawings of any chemically enhanced stormwater controls or chemical treatment systems to be used for application of the treatment chemicals; (g) A description of how chemicals will be stored consistent with Part 2.2.13c; (h) References to applicable State or local requirements affecting the use of treatment chemicals, and copies of applicable manufacturer’s specifications regarding the use of your specific treatment chemicals and/or chemical treatment systems; and (i) A description of the training that personnel who handle and apply chemicals have received prior to permit coverage, or will receive prior to use of the treatment chemicals at your site. Stabilization measures (see Part 2.2.14). You must include the following: (a) The specific vegetative and/or non-vegetative practices that will be used; (b) The stabilization deadline that will be met in accordance with Part 2.2.14; (c) If complying with the deadlines for sites in arid, semi-arid, or drought-stricken areas, the beginning and ending dates of the seasonally dry period (as defined in Appendix A)89 and the schedule you will follow for initiating and completing vegetative stabilization; and 89 See footnote 44. (d) If complying with deadlines for sites affected by unforeseen circumstances that delay the initiation and/or completion of vegetative stabilization, document the circumstances and the schedule for initiating and completing stabilization. Spill prevention and response procedures (see Parts 1.3.5, 2.3.3c, 2.3.3d, and 2.3.6). You must include the following: (a) Procedures for expeditiously stopping, containing, and cleaning up spills, leaks, and other releases. Identify the name or position of the employee(s) responsible for detection and response of spills or leaks; and (b) Procedures for notification of appropriate facility personnel, emergency response agencies, and regulatory agencies where a leak, spill, or other release containing a hazardous substance or oil in an amount equal to or in excess of a reportable quantity consistent with Part 2.3.6 and established under either 40 CFR part 110, 40 CFR part 117, or 40 CFR part 302, occurs 2022 Construction General Permit (CGP) Page 44 during a 24-hour period. Contact information must be in locations that are readily accessible and available to all employees. You may also reference the existence of SPCC plans developed for the construction activity under Section 311 of the CWA, or spill control programs otherwise required by an NPDES permit for the construction activity, provided that you keep a copy of that other plan on site.90 90 Even if you already have an SPCC or other spill prevention plan in existence, your plans will only be considered adequate if they meet all of the requirements of this Part, either as part of your existing plan or supplemented as part of the SWPPP. Waste management procedures (see Part 2.3.3). Describe the procedures you will follow for handling, storing, and disposing of all wastes generated at your site consistent with all applicable Federal, State, Tribal, and local requirements, including clearing and demolition debris, sediment removed from the site, construction and domestic waste, hazardous or toxic waste, and sanitary waste. You must also include the following additional information: (a) If site constraints prevent you from storing chemical containers 50 feet away from receiving waters or the other site drainage features as required in Part 2.3.3c.ii(b), document in your SWPPP the specific reasons why the 50-foot setback is not feasible, and how you will store containers as far away as the site permits; and (b) If there are construction wastes that are subject to the exception in Part 2.3.3e.ii, describe the specific wastes that will be stored on your site. Application of fertilizers (see Part 2.3.5). Document any departures from the manufacturer specifications where appropriate. 7.2.7 Procedures for Inspection, Maintenance, and Corrective Action. Describe the procedures you will follow for maintaining your stormwater controls, conducting site inspections, and, where necessary, taking corrective actions, in accordance with Part 2.1.4, Part 4, and Part 5 of this permit, accordingly. Also include: The inspection schedule you will follow, which is based on whether your site is subject to Part 4.2 or Part 4.3, or whether your site qualifies for any of the reduced inspection frequencies in Part 4.4; If you will be conducting inspections in accordance with the inspection schedule in Part 4.2.2, Part 4.3, or Part 4.4.1b, the location of the rain gauge or the address of the weather station you will be using to obtain rainfall data; If you will be reducing your inspection frequency in accordance with Part 4.4.1b, the beginning and ending dates of the seasonally defined arid period for your area or the valid period of drought; If you will be reducing your inspection frequency in accordance with Part 4.4.3, the beginning and ending dates of frozen conditions on your site; and Any maintenance or inspection checklists or other forms that will be used. 7.2.8 Procedures for Turbidity Benchmark Monitoring from Dewatering Discharges (if applicable). If you are required to comply with the Part 3.3 turbidity benchmark 2022 Construction General Permit (CGP) Page 45 monitoring requirements, describe the procedures you will follow to collect and evaluate samples, report results to EPA and keep records of monitoring information, and take corrective action when necessary. Include the specific type of turbidity meter you will use for monitoring, as well as any manuals or manufacturer instructions on how to operate and calibrate the meter. Describe any coordinating arrangement you may have with any other permitted operators on the same site with respect to compliance with the turbidity monitoring requirements, including which parties are tasked with specific responsibilities. If EPA has approved of an alternate turbidity benchmark pursuant to Part 3.3.2b, include any data and other documentation you relied on to request use of the specific alternative benchmark. 7.2.9 Compliance with Other Requirements. Threatened and Endangered Species Protection. Include documentation required in the Endangered Species Protection section of the NOI in NeT, or the ESA worksheet in Appendix D, supporting your eligibility with regard to the protection of threatened and endangered species and designated critical habitat. Historic Properties. Include documentation required in Appendix E supporting your eligibility with regard to the protection of historic properties. Safe Drinking Water Act Underground Injection Control (UIC) Requirements for Certain Subsurface Stormwater Controls. If you are using any of the following stormwater controls at your site, document any contact you have had with the applicable State agency 91 or EPA Regional Office responsible for implementing the requirements for underground injection wells in the Safe Drinking Water Act and EPA’s implementing regulations at 40 CFR § 144 -147. Such controls would generally be considered Class V UIC wells: 91 For State UIC program contacts, refer to the following EPA website: https://www.epa.gov/uic. Infiltration trenches (if stormwater is directed to any bored, drilled, driven shaft or dug hole that is deeper than its widest surface dimension, or has a subsurface fluid distribution system); Commercially manufactured pre-cast or pre-built proprietary subsurface detention vaults, chambers, or other devices designed to capture and infiltrate stormwater flow; and Drywells, seepage pits, or improved sinkholes (if stormwater is directed to any bored, drilled, driven shaft or dug hole that is deeper than its widest surface dimension, or has a subsurface fluid distribution system). 7.2.10 SWPPP Certification. Your signatory must sign and date your SWPPP in accordance with Appendix G, Part G.11. 7.2.11 Post-Authorization Additions to the SWPPP. Once you are authorized for coverage under this permit, you must include the following documents as part of your SWPPP: A copy of your NOI submitted to EPA along with any correspondence exchanged between you and EPA related to coverage under this permit; A copy of the acknowledgment letter you receive from NeT assigning your NPDES ID (i.e., permit tracking number); 2022 Construction General Permit (CGP) Page 46 A copy of this permit (an electronic copy easily available to the stormwater team is also acceptable). 7.3 ON-SITE AVAILABILITY OF YOUR SWPPP You must keep a current copy of your SWPPP at the site or at an easily accessible location so that it can be made available at the time of an on-site inspection or upon request by EPA; a State, Tribal, or local agency approving stormwater management plans; the operator of a storm sewer system receiving discharges from the site; or representatives of the U.S. Fish and Wildlife Service (USFWS) or the National Marine Fisheries Service (NMFS).92 92 The SWPPP may be prepared, signed, and kept electronically, rather than in paper form, if the records are: (a) in a format that can be read in a similar manner as a paper record; (b) legally dependable with no less evidentiary value than their paper equivalent; and (c) immediately accessible to the inspector during an inspection to the same extent as a paper copy stored at the site would be, if the records were stored in paper form. For additional guidance on the proper practices to follow for the electronic retention of the SWPPP, refer to the Fact Sheet discussion related to Part 4.7.3. EPA may provide access to portions of your SWPPP to a member of the public upon request. Confidential Business Information (CBI) will be withheld from the public, but may not be withheld from EPA, USFWS, or NMFS.93 93 Information covered by a claim of confidentiality will be disclosed by EPA only to the extent of, and by means of, the procedures set forth in 40 CFR part 2, Subpart B. In general, submitted information protected by a business confidentiality claim may be disclosed to other employees, officers, or authorized representatives of the United States concerned with implementing the CWA. The authorized representatives, including employees of other executive branch agencies, may review CBI during the course of reviewing draft regulations. If an on-site location is unavailable to keep the SWPPP when no personnel are present, notice of the plan’s location must be posted near the main entrance of your construction site. 7.4 SWPPP MODIFICATIONS 7.4.1 You must modify your SWPPP, including the site map(s), within seven (7) days of any of the following conditions: Whenever new operators become active in construction activities on your site, or you make changes to your construction plans, stormwater controls, or other activities at your site that are no longer accurately reflected in your SWPPP. This includes changes made in response to corrective actions triggered under Part 5. You do not need to modify your SWPPP if the estimated dates in Part 7.2.3f change during the course of construction; To reflect areas on your site map where operational control has been transferred (and the date of transfer) since initiating permit coverage; If inspections or investigations by EPA or its authorized representatives determine that SWPPP modifications are necessary for compliance with this permit; Where EPA determines it is necessary to install and/or implement additional controls at your site in order to meet the requirements of this permit, the following must be included in your SWPPP: A copy of any correspondence describing such measures and requirements; and 2022 Construction General Permit (CGP) Page 47 A description of the controls that will be used to meet such requirements. To reflect any revisions to applicable Federal, State, Tribal, or local requirements that affect the stormwater controls implemented at the site; and If applicable, if a change in chemical treatment systems or chemically enhanced stormwater control is made, including use of a different treatment chemical, different dosage rate, or different area of application. 7.4.2 You must maintain records showing the dates of all SWPPP modifications. The records must include the name of the person authorizing each change (see Part 7.2.9 above) and a brief summary of all changes. 7.4.3 All modifications made to the SWPPP consistent with Part 7.4 must be authorized by a person identified in Appendix G, Part G.11.b. 7.4.4 Upon determining that a modification to your SWPPP is required, if there are multiple operators covered under this permit, you must immediately notify any operators who may be impacted by the change to the SWPPP. 8 HOW TO TERMINATE COVERAGE Until you terminate coverage under this permit, you must comply with all conditions and effluent limitations in the permit. To terminate permit coverage, you must submit to EPA a complete and accurate Notice of Termination (NOT), which certifies that you have met the requirements for terminating in Part 8. 8.1 MINIMUM INFORMATION REQUIRED IN NOT 8.1.1 NPDES ID (i.e., permit tracking number) provided by EPA when you received coverage under this permit; 8.1.2 Basis for submission of the NOT (see Part 8.2); 8.1.3 Operator contact information; 8.1.4 Name of site and address (or a description of location if no street address is available); and 8.1.5 NOT certification. 8.2 CONDITIONS FOR TERMINATING CGP COVERAGE You may terminate CGP coverage only if one or more of the conditions in Parts 8.2.1, 8.2.2, or 8.2.3 has occurred. Until your termination is effective consistent with Part 8.5, you must continue to comply with the conditions of this permit. 8.2.1 You have completed all construction activities at your site and, if applicable, construction support activities covered by this permit (see Part 1.2.1c), and you have met all of the following requirements: For any areas that (1) were disturbed during construction, (2) are not covered by permanent structures, and (3) over which you had control during the construction activities, you have met the requirements for final vegetative or non-vegetative stabilization in Part 2.2.14c. To document that you have met these stabilization requirements, you must take either ground or aerial photographs that show your site’s compliance with the Part 2.2.14 stabilization requirements and submit them with your NOT. If any portion of your 2022 Construction General Permit (CGP) Page 48 site is covered by one of the exceptions in Part 2.2.14c.iii, indicate which exception applies and include a supplementary explanation with your photographs that provides the necessary context for why this portion of the site is in compliance with the final stabilization criteria even though it appears to be unstabilized. You are not required to take photographs of every distinct part of your site that is being stabilized, however, the conditions of the site portrayed in any photographs that are submitted must be substantially similar 94 to those of the areas that are not photographed. You must also comply with the following related to these photographs: 94 Stabilization conditions that are substantially similar would include areas that are using the same type of stabilization measures and that have similar slopes, soils, and topography, and have achieved the same level of stabilization. Take photographs both before and after the site has met the final stabilization criteria in Part 2.2.14c; All photographs must be clear and in focus, and in the original format and resolution; and Include the date each photograph was taken, and a brief description of the area of the site captured by the photograph (e.g., photo shows application of seed and erosion control mats to remaining exposed surfaces on northeast corner of site). You have removed and properly disposed of all construction materials, waste and waste handling devices, and have removed all equipment and vehicles that were used during construction, unless intended for long-term use following your termination of permit coverage; You have removed all stormwater controls that were installed and maintained during construction, except those that are intended for long-term use following your termination of permit coverage or those that are biodegradable (as defined in Appendix A); and You have removed all potential pollutants and pollutant-generating activities associated with construction, unless needed for long-term use following your termination of permit coverage; or 8.2.2 You have transferred control of all areas of the site for which you are responsible under this permit to another operator, and that operator has submitted an NOI and obtained coverage under this permit; or 8.2.3 Coverage under an individual or alternative general NPDES permit has been obtained. 8.3 HOW TO SUBMIT YOUR NOT You must use EPA’s NPDES eReporting Tool (NeT) to electronically prepare and submit an NOT for the 2022 CGP. To access NeT, go to https://cdx.epa.gov/cdx. Waivers from electronic reporting may be granted as specified in Part 1.4.2. If the EPA Regional Office grants you approval to use a paper NOT, and you elect to use it, you must complete the form in Appendix I. 2022 Construction General Permit (CGP) Page 49 8.4 DEADLINE FOR SUBMITTING THE NOT You must submit an NOT within 30 calendar days after any one of the conditions in Part 8.2 occurs. 8.5 EFFECTIVE DATE OF TERMINATION OF COVERAGE Your authorization to discharge under this permit terminates at midnight of the calendar day that a complete NOT is submitted to EPA. 9 PERMIT CONDITIONS APPLICABLE TO SPECIFIC STATES, INDIAN COUNTRY LANDS, OR TERRITORIES The provisions in this Part provide additions to the applicable conditions of this permit to reflect specific additional conditions required as part of the State or Tribal CWA Section 401 certification process, or the Coastal Zone Management Act (CZMA) certification process, or as otherwise established by the permitting authority. The specific additional revisions and requirements only apply to activities in those specific States, Indian country, and areas in certain States with Federal Facilities or areas subject to construction projects by Federal Operators. States, Indian country, and other areas not included in this Part do not have any additions to the applicable conditions of this permit. 9.1 EPA REGION 1 9.1.1 NHR100000 State of New Hampshire Should the permit coverage for an individual applicant be insufficient to achieve water quality standards, the New Hampshire Department of Environmental Services (NHDES) may prepare additional 401 certification conditions for that applicant. Any additional 401 certification conditions will follow all required NHDES public participation requirements. If you disturb 100,000 square feet or more of contiguous area, you must also comply with RSA 485-A:17 and Env-Wq 1500, and, unless exempt, apply for an Alteration of Terrain (AoT) permit from NHDES. This requirement also applies to a lower disturbance threshold of 50,000 square feet or more when construction occurs within the protected shoreline under the Shoreland Water Quality Protection Act (see RSA 483-B and Env-Wq 1400). A permit application must also be filed if your project disturbs an area of greater than 2,500 square feet, is within 50 feet of any surface water, and has a flow path of 50 feet or longer disturbing a grade of 25 percent or greater. Project sites with disturbances smaller than those discussed above, that have the potential to adversely affect state surface waters, are subject to the conditions of an AoT General Permit by Rule (Env-Wq 1503.03). You must determine that any excavation dewatering discharges are not contaminated before they will be authorized as an allowable non-stormwater discharge under this permit (see Part 1.2.2 of the Construction General Permit or CGP). In the absence of information demonstrating otherwise, the water is considered uncontaminated if there is no groundwater contamination within 1,000 feet of the groundwater dewatering location. Information on groundwater contamination can be generated over the Internet via the NHDES web site http:// des.nh.gov/ by using the One Stop Data Mapper. For a toxic substance included in the New Hampshire surface water quality standards, see Env-Wq 1703.21 (see https://www.des.nh.gov/sites/g/fi1es/ehbemt 341/files/documents/2020-01/Env-Wg 2022 Construction General Permit (CGP) Page 50 1700.pdf). If it is determined that the groundwater to be dewatered is near a remediation or other waste site, you must apply for the Remediation General Permit (see https://www3.epa.gov/region1/npdes/rgp.html) As a minimum, you must treat any uncontaminated excavation "dewatering" discharges and "stormwater" discharges, as those terms are defined in Appendix A of the CGP, as necessary, to remove suspended solids and turbidity so that the surface waters receiving the construction discharges 95 meet New Hampshire surface water quality standards for turbidity (Env-Wq 1703.11 and Env-Wq 1703.03(c)(1)c), benthic deposits (Env-Wq 1703.03(c)(1)a), and Env-Wq 1703.08) and foam, debris, scum or other visible substances (i.e., plumes or visual turbidity)96 (Env-Wq 1703.03(c)(1)b). 95 Construction Discharges include uncontaminated "dewatering" and "stormwater" discharges as those terms are defined in Appendix A of the CGP. Controlled construction discharges are construction discharges where the rate of flow can be regulated such as from a construction settling basin or NHDES approved flocculation system. 96 For the definition of visual turbidity, see the definition for "Non-Turbid" in Appendix A of the CGP, which states the following:" "Non-Turbid" - a discharge that is free from visual turbidity. For the purposes of this permit, visual turbidity refers to a sediment plume or other cloudiness in the water caused by sediment that can be identified by an observer." [EPA interprets the text of this footnote as intending to reference the Appendix A definitions of “visual turbidity” and “non- turbid” in the final permit.] For all Construction Activities covered under this CGP, the following shall apply to ensure compliance with the aforementioned regulations for turbidity, benthic deposits and visible substances: Unless otherwise specified, site inspection requirements shall comply with Part 4 of the CGP. As a minimum site inspection frequency shall be in accordance with Part 4.2.2 of the CGP (and Part 4.3.2 of the CGP for sites discharging dewatering water). Site inspection frequency may be reduced in accordance with Part 4.4 of the CGP (Reductions in Inspection Frequency). Monitoring of the receiving water for visible turbidity and benthic sediment deposits shall be conducted each site inspection and results reported in the Inspection Report required in Part 4.7 of the CGP. Should visible turbidity or benthic sediment deposits attributable or partly attributable to your construction activities be present in the receiving water, the "Corrective Actions" specified in Part 5 shall be immediately implemented to correct the water quality standard violations. In addition, daily monitoring (including photographs) of the receiving water shall be conducted until there is no visible turbidity or benthic deposits. Inspection Reports required in Part 4.7 of the CGP shall include, but not be limited to, the distance downstream and the percent of the river width 97 where visible turbidity was observed, and the period of time that the visible turbidity persisted. A copy of the Inspection Report(s) shall be made available to NHDES within 24 hours of receiving a written request from NHDES. 97 The distance downstream and the percent of river width where visible turbidity (i.e., plume) is observed is required to determine the extent of the river affected and to determine if there was a "zone of passage" (i.e., a portion of the receiving water where there was no visible turbidity where mobile organisms could pass without being adversely impacted). The percent of river width affected is equal 100 multiplied by the width of the plume (in feet) divided by the width of the receiving water (in feet). For Construction Activities, disturbing 5 acres or more of land at any one time (excluding areas that have been completely stabilized in accordance with the final stabilization criteria specified in Part 2.2.14.c of the CGP), the following shall 2022 Construction General Permit (CGP) Page 51 apply to ensure compliance with the aforementioned regulations for turbidity, benthic deposits and visible substances. Item 9.1.1.d.i) above shall apply to all construction discharges and the minimum site inspection frequency shall comply with Part 4.3.1 of the CGP (and Part 4.3.2 of the CGP for sites discharging dewatering water). Site inspection frequency may be reduced in accordance with Part 4.4 of the CGP (Reductions in Inspection Frequency). With regards to controlled construction discharges, if there is no visible turbidity (i.e., plumes) or benthic deposits, and, in the absence of information demonstrating otherwise, turbidity measurements of less than or equal to 50 nephelometric turbidity units (NTU) in the controlled construction discharges at the outlet prior to mixing with the receiving surface waters, shall be presumed to meet New Hampshire surface water quality standards for the parameters listed above. As a minimum, the controlled construction discharges must be sampled at each site inspection. If any controlled construction discharge exceeds 50 NTU, or if visible turbidity or benthic sediment deposits attributable or partly attributable to any construction discharge are observed in the receiving water, then the "Corrective Actions" specified in Part 5 of the CGP shall be immediately implemented. In addition, should such violation occur, and, in order to determine compliance with surface water quality standards for turbidity (Env-Wq 1703.11 and Env-Wq 1703.03(c)(1)c), benthic deposits (Env-Wq 1703.03(c)(1)a), and Env-Wq 1703.08) and foam, debris, scum or other visible substances (Env-Wq 1703.03(c)(1)b)), turbidity monitoring shall be immediately implemented as specified below: Turbidity samples of the receiving water shall be immediately taken in the receiving water upstream and beyond the influence of the construction activity, and, unless a mixing zone 98 is approved by NHDES, no more than 75 feet downstream of each controlled construction discharge that exceeded 50 NTU and no more than 75 feet downstream of each construction discharge that caused visible turbidity. 98 Permittees may request a distance greater than 75 feet downstream of a construction discharge for determining compliance with turbidity standards in Class B surface waters, by submitting a mixing zone request to NHDES that complies with Env-Wq 1707.02. If a mixing zone is approved, NHDES is required to include conditions to ensure that the criteria on which the approval is based are met (Env-Wq 1707.03). Downstream samples shall be taken at locations in the receiving water that are most likely influenced by the discharge (e.g., if visible turbidity (i.e., a plume) is present, the sample shall be taken in the plume). Samples shall be collected a minimum of 2 times per day during the daylight hours at times when construction activities are most likely to cause turbidity in the receiving water and shall continue until the turbidity water quality standards are met in the receiving water (i.e., the difference between the upstream and downstream turbidity level is no greater than 10 NTU). 2022 Construction General Permit (CGP) Page 52 If water quality standards are not met during daylight hours on any day, sampling shall resume the next day and continue no fewer than 2 times per day until water quality standards are met. The date, time, location and results of turbidity measurements, as well as a summary identifying the cause of the violations, corrective actions that were implemented, the period of time that the receiving water exceeded turbidity standards and the distance downstream and the percent of the river width where visible turbidity was observed, and the period of time that the visible turbidity persisted, shall be recorded and included in the Inspection Report required in Part 4.7 of the CGP. Turbidity measurements shall be conducted via a field meter in accordance with the requirements for turbidity specified in Table 1B in 40 CFR 136.3 (see 40 CFR §136.3 Identification of test procedures - Code of Federal Regulations ecfr.io). Field meters shall be calibrated every day sampling is conducted and prior to the first sample. Construction site owners and operators are encouraged to consider opportunities for post- construction groundwater recharge using infiltration best management practices (BMPs) during site design and preparation of the SWPPP in order to assure compliance with Env-Wq 1703.03 and Env-Wq 1703.11. If your construction site is in a town that is required to obtain coverage under the NPDES General Permit for discharges from Municipal Separate Storm Sewer Systems (MS4) you may be required to use such practices. The SWPPP must include a description of any on-site infiltration that will be installed as a post-construction stormwater management measure or reasons for not employing such measures such as 1) The facility is located in a wellhead protection area as defined in RSA 485- C:2; or 2) The facility is located in an area where groundwater has been reclassified to GAA, GA1 or GA2 pursuant to RSA 485-C and Env-DW 901; or 3) Any areas that would be exempt from the groundwater recharge requirements contained in Env-Wq 1507.04, including all land uses or activities considered to be a "High-load Area" (see Env-Wq 1502.30). For design considerations for infiltration measures see Env-Wq 1508.06. Note that there may be additional local requirements that fall under the NH MS4 permittee's Authorization to Discharge Permit for those regulated areas. Appendix F of the CGP contains information regarding Tier 2, or high quality waters in the various states. [EPA notes that this information has now been moved to https://www.epa.gov/npdes/construction-general-permit-resources-tools-and- templates] Although there is no official list of tier 2 waters for New Hampshire, it can be assumed that all New Hampshire surface waters are tier 2 for turbidity unless 1) the surface water that you are proposing to discharge into is listed as impaired for turbidity in the states listing of impaired waters (see https://nhdes-surface-water- quality-assessment-site-nhdes.hub.arcgis.com/) or 2) sampling upstream of the proposed discharge location shows turbidity values greater than 10 NTU (Env-Wq 1703.11). A single grab sample collected during dry weather (no precipitation within 48 hours) is acceptable. To ensure compliance with RSA 485-C, RSA 485-A, RSA 485-A:13, l(a), Env-Wq 1700 and Env-Wq 302, the following information may be requested by NHDES. This information must be kept on site unless you receive a written request from NHDES that it be sent to the address shown below in 9.1.1.h. 2022 Construction General Permit (CGP) Page 53 A list of all non-stormwater discharges that occur at the facility, including their source locations and the control measures being used (see Part 1.2.2 of the CGP). Records of sampling and analysis required for construction dewatering and stormwater discharges (see 9.1.1.d above). All required or requested documents must be sent to: NH Department of Environmental Services, Watershed Management Bureau, P.O. Box 95 Concord, NH 03302-0095. 9.1.2 MAR100000 Commonwealth of Massachusetts (except Indian country) All discharges covered by the Construction General Permit shall comply with the provisions pursuant to 314 CMR 3.00, 314 CMR 4.00, 314 CMR 9.00, including applicable construction stormwater standards and 310 CMR 10.00. Pursuant to 314 CMR 3.11 (2)(a)6., and in accordance with MassDEP’s obligation under 314 CMR 4.05(5)(e) to maintain surface waters free from pollutants in concentrations or combinations that are toxic to humans, aquatic life, or wildlife, permittees are prohibited from discharging dewatering water under the CGP from sites that are designated as Superfund/CERCLA or RCRA, and must make accommodations to dispose of the dewatering discharges appropriately, such as coverage under the Remediation General Permit (RGP). Pursuant to 314 CMR 3.11 (2)(a), and in accordance with MassDEP’s obligation to protect Outstanding Resource Waters under 314 CMR 4.04(3), applicants seeking coverage under the 2022 CGP that propose to carry out construction activities near Outstanding Resource Waters as identified in 314 CMR 4.06, shall submit to MassDEP for review: a copy of the Stormwater Pollution Prevention Plan (SWPPP), a copy of the EPA NOI, and MassDEP’s Stormwater BMP Checklist. For purposes of this review, the permittee shall submit these documents to MassDEP at the same time they are submitted to EPA. Instructions on how to submit these documents to MassDEP and where to find the MassDEP Stormwater BMP Checklist and obtain authorization to discharge can be found here: https://www.mass.gov/how-to/wm-15-npdes-general-permit- notice-of- intent. Pursuant to 314 CMR 3.11 (2)(a)6., and in accordance with MassDEP’s obligation under 314 CMR 4.05(5)(e) to maintain surface waters free from pollutants in concentrations or combinations that are toxic to humans, aquatic life, or wildlife, applicants that propose to dewater under the 2022 CGP and plan to discharge to certain waters as described below, shall determine that any dewatering discharges are not contaminated by testing the proposed discharge as described below as part of the application for WM15 authorization. Unless otherwise specified, testing described in this section should be conducted using the methods in 40 CFR 136. Applicants for sites that plan to discharge to Outstanding Resource Waters as identified in 314 CMR 4.06 shall test one sample of the proposed dewatering discharge water for pH, E. Coli (for discharges to freshwater), fecal coliform (for 2022 Construction General Permit (CGP) Page 54 discharges to salt water), Enterococci (for discharges to salt water), total suspended solids, oil and grease, total nitrogen, total phosphorus, and all parameters with numeric criteria listed in the Massachusetts Surface Water Quality Standards at 314 CMR 4.05(e). Results shall be reported to MassDEP as part of the WM15 application. To determine if the dewatering discharge could be covered under the 2022 CGP, the effluent at zero dilution must meet numeric water quality criteria. If the effluent does not meet numeric water quality criteria, the applicant shall contact EPA Region 1 to discuss coverage under the Remediation General Permit. Applicants for sites that propose to discharge to Public Water Supplies (314 CMR 4.06(1)(d)1) shall also test one sample of the proposed dewatering discharge water for per- and polyfluoroalkyl substances (PFAS), as outlined in the table below. Results shall be reported to MassDEP as part of the WM15 application. If any PFAS compounds are detected, the applicant shall apply for coverage under the NPDES Remediation General Permit for Massachusetts if required. PFAS Testing Parameters for Discharges to Public Drinking Water Supplies 99 Perfluorohexanesulfonic acid (PFHxS), grab Report ng/L Perfluoroheptanoic acid (PFHpA), grab Report ng/L Perfluorononanoic acid (PFNA), grab Report ng/L Perfluorooctanesulfonic acid (PFOS), grab Report ng/L Perfluorooctanoic acid (PFOA), grab Report ng/L Perfluorodecanoic acid (PFDA), grab Report ng/L 99 PFAS testing shall follow established EPA methods 537 or 537.1 for drinking water until EPA Method 3512 for non- potable water becomes available. Applicants for sites that propose to discharge to an impaired water as identified in the most recent final Massachusetts Integrated List of Waters, shall test one sample of the proposed dewatering discharge water for the parameter(s) for which the waterbody is impaired. To determine if the dewatering discharge could be covered under the 2022 CGP, the effluent at zero dilution must meet numeric water quality criteria. If the effluent does not meet numeric water quality criteria, the applicant shall contact EPA Region 1 to discuss coverage under the Remediation General Permit and shall apply for RGP coverage if required. For dewatering discharges to all other waters, if any pollutants are known or believed present in the proposed dewatering discharge water, the applicant shall apply for coverage under the NPDES Remediation General Permit for Massachusetts if required. For the purposes of this condition, a pollutant is “known present” if measured above the analytical detection limit using a sufficiently sensitive test method in an environmental sample, and “believed present” if a pollutant has not been measured in an environmental sample but will be added or generated prior to discharge, such as through a treatment process. Consequently, a pollutant is “known absent” if measured as non-detect relative to the analytical detection limit using a sufficiently sensitive test method in an environmental sample, and “believed absent” if a pollutant has not been measured in an environmental sample but will not be added or generated prior to discharge and is not a parameter that applies to the applicable activity category for a site. If any pollutants are known or believed present in the 2022 Construction General Permit (CGP) Page 55 proposed dewatering discharge water, the applicant shall test one sample of the proposed dewatering discharge water for the pollutants known or believed to be present. To determine if the dewatering discharge could be covered under the 2022 CGP, the effluent at zero dilution must meet numeric water quality criteria. If the effluent does not meet numeric water quality criteria, the applicant shall contact EPA Region 1 to discuss coverage under the Remediation General Permit. Pursuant to 314 CMR 3.11 (2)(a), and in accordance with MassDEP’s obligation to protect Outstanding Resource Waters under 314 CMR 4.04(3), applicants that propose to dewater under the 2022 CGP and discharge to Outstanding Resource Waters as identified in 314 CMR 4.06, shall submit the SWPPP and associated documents to MassDEP to review. MassDEP shall complete review within 30 days of receipt. Pursuant to 314 CMR 3.11 (2)(a)6., and in accordance with MassDEP’s obligation under 314 CMR 4.05 to maintain surface waters free from color and turbidity in concentrations or combinations that are aesthetically objectionable or would impair any use assigned to the waterbody, permittees that have been authorized to dewater under the 2022 CGP and that discharge to Outstanding Resource Waters as identified in 314 CMR 4.06 shall carry out daily benchmark monitoring for turbidity 100 for the duration of dewatering. Permittees shall compare the weekly average of the turbidity monitoring results with the established benchmark turbidity value of 25 Nephelometric Turbidity Units (NTU). If a permittee’s weekly average turbidity results exceed the benchmark, the operator shall conduct follow-up corrective action to determine the source of the problem and to make any necessary repairs or upgrades to the dewatering controls to lower the turbidity levels. The permittee shall document any corrective action taken in its corrective action log. Furthermore, permittees at these sites shall carry out inspections at higher frequency, specifically, daily inspections of the dewatering discharge treatment for the duration of the discharge. The permittee shall inspect the site for sediment plume or whether a hydrocarbon sheen is visible at the point of discharge, estimate the flow rate at the point of discharge, and inspect the site downstream to assess whether sedimentation is attributable to the dewatering discharges. 100 Applicants shall follow EPA Method 180.1 to monitor for turbidity Pursuant to 314 CMR 3.11 (2)(a)6., and in accordance with MassDEP’s obligation under 314 CMR 4.05 to maintain surface waters free from color and turbidity in concentrations or combinations that are aesthetically objectionable or would impair any use assigned to the waterbody, permittees shall store materials outside the Base Flood Elevation 101 when feasible to prevent displacing runoff and erosion. 101 Base Flood Elevation (BFE) is the elevation of surface water resulting from a flood that has a 1% chance of equaling or exceeding that level in any given year. The BFE is shown on the Flood Insurance Rate Map (FIRM) for zones AE, AH, A1–A30, AR, AR/A, AR/AE, AR/A1– A30, AR/AH, AR/AO, V1–V30 and VE. (Source: https://www.fema.gov/node/404233). Pursuant to 314 CMR 3.11 (2)(a), and in accordance with MassDEP’s obligation to maintain surface waters free from nutrients in concentrations that would cause or contribute to impairment of existing or designated uses under 314 CMR 4.05(5)(c), all applicants who apply for coverage under the 2022 CGP shall follow guidelines on fertilizer application, including use of fertilizer containing no phosphorus, in accordance with 330 CMR 31.00 Plant Nutrient Application Requirements for 2022 Construction General Permit (CGP) Page 56 Agricultural Land and Non-Agricultural Turf and Lawns. Further, fertilizer shall never be applied to a site when a rain event greater than 0.5 inches is forecast in the next 48 hours. Pursuant to 314 CMR 3.11 (2)(a), all applicants who apply for coverage under the 2022 CGP and elect to carry out site inspections every 14 days shall also inspect sites within 24 hours of 0.25 inches of precipitation events or greater over 24 hours, or within 24 hours of a discharge that occurred due to snowmelt from 3.25 inches or greater of snow accumulation.102 During the high flow periods in spring (i.e., months of April to June), inspection frequency shall be increased to once per week for all sites. 102 This is the amount of snow that is equivalent to 0.25 inches of rain, based on information from the National Oceanic and Atmospheric Administration (NOAA) indicating that 13 inches of snow is, on average, equivalent to 1 inch of rain. See https://www.nssl.noaa.gov/education/svrwx101/winter/faq/. To determine whether 3.25 inches or greater of snow accumulation has occurred at a site, snowfall measurements can be taken at the site,103 or the operator can rely on similar information from a local weather forecast. 103 NOAA’s National Weather Service has guidelines on snowfall measurements at https://www.weather.gov/jkl/snow_measurement. These guidelines recommend use of a “snowboard” (a piece of wood about 16 inches by 16 inches) that is placed in an unobstructed part of the site on a hard surface. Implementing structural improvements, enhanced/resilient pollution prevention measures, and other mitigation measures can help to minimize impacts from stormwater discharges from major storm events such as hurricanes, storm surge, extreme/heavy precipitation,104 and flood events. Pursuant to 314 CMR 3.11 (2)(a), if such stormwater control measures are already in place due to existing requirements mandated by other state, local or federal agencies, the SWPPP shall include a brief description of the controls and a reference to the existing requirement(s). If the site may be exposed to or has previously experienced such major storm events 105, additional stormwater control measures that may be considered, and implemented as necessary, include, but are not limited to: 104 Heavy precipitation refers to instances during which the amount of rain or snow experienced in a location substantially exceeds what is normal. What constitutes a period of heavy precipitation varies according to location and season. Heavy precipitation does not necessarily mean the total amount of precipitation at a location has increased— just that precipitation is occurring in more intense or more frequent events. 105 To determine if your facility is susceptible to an increased frequency of major storm events that could impact the discharge of pollutants in stormwater, you may reference FEMA, NOAA, or USGS flood map products at https://www.usgs.gov/faqs/where-can-i-find-flood-maps?qt- news_science_products=0#qtnews_science_products. Reinforce materials storage structures to withstand flooding and additional exertion of force; Prevent floating of semi-stationary structures by elevating to the Base Flood Elevation (BFE) level or securing with non-corrosive device; When a delivery of exposed materials is expected, and a storm is anticipated within 48 hours, delay delivery until after the storm or store materials as appropriate (refer to emergency procedures); 2022 Construction General Permit (CGP) Page 57 Temporarily store materials and waste above the Base Flood Elevation [EPA notes that it has deleted a footnote reference to the term “Base Flood Elevation” since the same footnote is already included in Part 9.1.2.g, above.] level; Temporarily reduce or eliminate outdoor storage; Temporarily relocate any mobile vehicles and equipment to higher ground; Develop scenario-based emergency procedures for major storms that are complementary to regular stormwater pollution prevention planning and identify emergency contacts for staff and contractors; and Conduct staff training for implementing your emergency procedures at regular intervals. Pursuant to 314 CMR 3.11 (2)(a)6., and in accordance with MassDEP’s obligation under 314 CMR 4.05(5)(e) to maintain surface waters free from pollutants in concentrations or combinations that are toxic to humans, aquatic life, or wildlife, permittees who seek coverage under the 2022 CGP and anticipate to carry out dust control shall limit their dust control methodology to using water only and specifically avoid using other techniques, such as solutions containing calcium chloride. If MassDEP requests a copy of the Stormwater Pollution Prevention Plan (SWPPP) for any construction site at any time, the permittee shall submit the SWPPP to MassDEP within 14 days of such a request. MassDEP may conduct an inspection of any site covered by this permit to ensure compliance with state law requirements, including state water quality standards. 9.1.3 MTR10F000 Areas in the State of Vermont located at a federal facility Earth disturbance at any one time is limited to five acres. All areas of earth disturbance must have temporary or final stabilization within 14 days of the initial disturbance. After this time, disturbed areas must be temporarily or permanently stabilized in advance of any runoff producing event. A runoff producing event is an event that produces runoff from the construction site. Temporary stabilization is not required if precipitation is not forecast and work is to continue in the next 24-hours or if the work is occurring in a self-contained excavation (i.e. no outlet) with a depth of two feet or greater (e.g. house foundation excavation, utility trenches). Areas of a construction site that drain to sediment basins are not considered eligible for this exemption, and the exemption applies only to the excavated area itself. Site inspections on active construction sites shall be conducted daily during the period from October 15 through April 15. The use of chemical treatments (e.g. polymers, flocculants, and coagulants) for the settling and/or removal of sediment from stormwater runoff associated with construction and construction-related activities requires prior written approval and an approved site and project-specific plan, from the Vermont Agency of Natural Resources. In addition, the use of cationic polymers is prohibited unless approved by the Vermont Agency of Natural Resources under a site and project-specific plan. Any applicant under EPA’s CGP shall allow authorized Vermont Agency of Natural Resources representatives, at reasonable times and upon presentation of credentials, to enter upon the project site for purposes of inspecting the project and determining 2022 Construction General Permit (CGP) Page 58 compliance with this Certification. The Vermont Agency of Natural Resources may reopen and alter or amend the conditions of this Certification over the life of the EPA 2022 Construction General Permit when such action is necessary to assure compliance with the VWQS. 9.2 EPA REGION 2 9.2.1 NYR10I000 Indian country within the State of New York Saint Regis Mohawk Tribe Any Responsible-Person/Decision-Maker required under the CGP to submit a Notice of lntent (NOI) to EPA for coverage under the CGP, must concurrently submit an electronic copy of the NOI to the SRMT Environmental Division, Water Resource Program Manager. Additionally, an electronic copy of the Notice of Termination (NOT) must be provided within three business days after electronic confirmation is received from EPA that the NOT has been accepted. The NOI and NOT must be electronically provided to the following addresses: Mr. Tieman W. Smith Water Resources Program Manager Saint Regis Mohawk Tribe 449 Frogtown Road Akwesasne, NY 13655 Tiernan.Smith@srmt-nsn.gov 518.358.2272 ext. 5073 Any Responsible-Person/Decision-Maker that is required as part of the CGP to prepare a Discharge Management Plan (OMP) or Storm Water Management Plan (SWMP) and/or Storm Water Pollution Prevention Plan (SWPPP) must submit an electronic copy of the DMP, SWMP and/or SWPPP to the SRMT Environment Division, Water Resources Program Manager IO business days prior to the start of construction of any work to be conducted under the CGP. The applicable documents must be provided to the electronic address listed above. Any Responsible-Person/Decision-Maker that is required under the CGP to submit an annual report to EPA must submit an electronic copy of the annual report concurrently to the SRMT Water Resource Program. Additionally, any correspondences between the applicant and EPA related to analytical data, written reports, corrective action, enforcement, monitoring, or an adverse incident must likewise be routed to the SRMT Water Resources Program at the above electronic address. An "Authorization to Proceed Letter" with site-specific mitigation requirements may be sent out to the permittee when a review of the NOI and OMP, SWMP and /or SWPPP on a case-by-case basis, is completed by the SRMT Environment Division, Water Resource Program. This approval will allow the application to proceed if all mitigation requirements are met. Seneca Nation Under Part 1.1.5 of the CGP, the Seneca Nation requests that an applicant must demonstrate that they meet the eligibility criteria listed in Appendix D (certify in your Notice of lntent (NOI) that you meet one of the eligibility criteria [Criterion A- F]) as well as species and critical habitats that are listed under the Seneca Nation's "Fishing and Conservation Laws" and the "Seneca Nation of Indians Comprehensive Conservation Law". 2022 Construction General Permit (CGP) Page 59 The Tribal Historic Preservation Office (THPO) was established in 2000 after the Seneca Nation received a recognition letter from the National Park Service (NPS); therefore under Part 1.1.6 of the CGP (Appendix E) and prior to submitting a Notice of Intent (NOI) operators must complete the Nation's TPHO, Project Review Form (https://sni.org/media/246603/sni-thpo-project-review-form.pdf) and submit the completed form with associated information to the Tribal Historic Preservation Officer at 90 Ohi:yo' Way, Salamanca, NY 14779. Federal agencies engaging in construction activities must provide for construction review by a certified construction reviewer in accordance with 7 Del. C. §§4010 & 4013 and 7 DE Admin. Code 5101, subsection 6.1.6. Under Part 1.2 of the CGP, discharges must also follow the Section 13 of the Guide for Construction (Seneca Nation of Indians Source Water Code) and respectively, Council Resolution, dated April 13, 2013 (CN: R-04-13-13-11) to ensure that the health, safety and welfare of the citizens of the Seneca Nation, and all other within the Lands and Territories of the Seneca Nation of Indians, and to facilitate the adequate provisions of water through the elimination or prevention of ground water contamination in the vicinity of wells that supply drinking water for the Nation. The area is known as the Source Water Protection Area (SWPA) and specified activities are regulated within this SWPA, as cited in Section 13 of the Guide for Construction and Section VI, of CN: R-04-13-13-11. Under Part 1.4, any operator who seeks coverage of the CGP, and is required to submit a notice of intent NOI and Notice of Termination (NOT) (as necessary) to the EPA for coverage, under Part 1.4.2 must also submit a copy of the NOI to the Seneca Nation's Environmental Protection Department (EPD) within three business days of submittal to the EPA, (address shown below). Respectively, a copy of the NOT (as described under Part 8.3 of the CGP), which certifies that you have met the requirements of Part 8, must be provided within three business days after electronic confirmation is received from the EPA that the NOT has been accepted. In addition to a NOI and NOT, the Seneca Nation (Environmental Protection Department [EPD]) would require an Environmental Impact Assessment (EA) (Long Form), as shown in Section 2 of the Seneca Nation of Indians Laws, Ordinances & Policies (Guide for Construction), to be completed and submitted to the EPD prior to any project to determine whether the impacts from a project would create significant and detrimental effects to the Nation's lands, water (violate WQS), and environment. The NOI, NOT, and EA must be submitted electronically to epd@sni.org and provided to the following address: Seneca Nation Environmental Protection Department (EPD) Attn: Director of EPD 12837 Route 438 Irving, NY 14081 Under Part 3.0 of the CGP, discharges must be controlled as necessary to meet applicable WQS. The Seneca Nation is working actively towards finalizing and implementing the; therefore, the EPD would require an applicant to submit or grant access to the permit to obtain information on the impact of effluents on receiving waters, including the capability of receiving waters to support future designated uses and achieve the WQS of the Nation; and to advise prospective dischargers of discharge requirements, and coordinate with the appropriate 2022 Construction General Permit (CGP) Page 60 permitting agencies. As stated in the Decision Document, under Section 303(c) of the CWA, 33 U.S.C. § 1313(c), states develop, review, and revise (as appropriate) water quality standards for surface waters of the United States. At a minimum, such standards are to include designated water uses, water quality criteria to protect such uses, and an antidegradation policy. 40 C.F.R. § 131.6. In addition, under Section 401 of the CWA states may grant, condition, or deny "certification" for federally permitted or licensed activities that may result in a discharge to the waters of the United States 33 U.S.C. § 1341. Under Part 7.2.8(a)(b)(c) and for Part 9 of the CGP, the following Sections of the Seneca Nation's Guide for Construction shall be considered, in conjunction with the CGP: (a) Section 1. Executive Order - To Establish a Policy for Governing Access to Nation Territories and Facilities by Officials of Foreign Government, dated March 31, 2011 (b) Section 3. Natural Resources Committee, Sand and Gravel Law (CN: R-06-24- 05-08) (c) Section 4. Fishing and Conservation Laws - Part 1.1.5 of the CGP (d) Section 5. Seneca Nation of lndians Comprehensive Conservation Law, adopted January 14, 2012 (e) Section 9. Food is Our Medicine (FIOM) Program/Native Planting Policy (CN: R- 03- 08-14-14) (f) Section 10. Forestry Management Plan (CN: R-08-14-10-23) (g) Section 11. Timber Ordinance #411-092, dated May 8, 1982 (h) Section 14. Flood Damage Prevention Local Law, dated September 27, 1988 (i) Section 16. Utilities Ordinance No. 87-100 (j) Authorizing Emergency Action and Contingency Plan to Restrain Pollution of Nations Waters, (Council Resolution: R-03-01-18-10), dated March 10, 2018 Seneca Nation of Indians Permit Application for Construction within Waterways Permit, Form NR98-01.00 9.3 EPA REGION 3 9.3.1 DCR100000 District of Columbia Discharges authorized by this permit shall comply with the District of Columbia Water Pollution Control Act of 1984, as amended (DC Official Code § 8-103.01 and § 8- 103.06, et seq.) to ensure that District of Columbia waters, waters in adjacent and downstream states, and the beneficial uses of these waters will not be harmed or degraded by the discharges. Discharges authorized by this permit must comply with §§ 1104.1 and 1104.8 of Chapter 11 and the provisions of Chapter 19 of Title 21of District of Columbia Municipal Regulations in order to attain and maintain designated uses of the District of Columbia waters. 2022 Construction General Permit (CGP) Page 61 The permittee shall comply with the District of Columbia Stormwater Management and Soil Erosion and Sediment Control regulations in Chapter 5 of Title 21 of the District of Columbia Municipal Regulations. The permittee shall comply with the District of Columbia Flood Management Control regulations in Chapter 31 of Title 20 of the District of Columbia Municipal Regulations. The permittee shall submit a copy of the Stormwater Pollution Prevention Plan (SWPPP) to the Regulatory Review Division, Department of Energy & Environment, Government of the District of Columbia, 1200 First Street, NE, 5th Floor, Washington, DC 20002, during the review and approval of the permittee’s DOEE Erosion and Sediment Control Plan in accordance with the provisions of Chapter 542 of Title 21 of the District of Columbia Municipal Regulations. Upon request, the permittee shall submit all inspection and monitoring reports as required by this permit and 40 CFR § 122.41 to the Associate Director, Inspection and Enforcement Division, Department of Energy & Environment, Government of the District of Columbia, 1200 First Street, NE, 5th Floor, Washington, DC 20002; telephone (202) 535-2226, or by email at Joshua.Rodriguez@dc.gov. In the event the permittee intends to discharge dewatering water, groundwater, or groundwater comingled with stormwater from a known contaminated site, the permittee shall contact the Regulatory Review Division, Department of Energy & Environment, Government of the District of Columbia, 1200 First Street, NE, 5th Floor, Washington, DC 20002; telephone (202) 535-2600, or by email at MS4DischargeAuthorization@dc.gov to request authorization to discharge dewatering water, groundwater, or groundwater comingled with stormwater to the District’s Municipal Separate Storm Sewer System (MS4) or to a surface water body pursuant to §§ 8-103.02, 8-103.06, and 8-103.07 of the District of Columbia Water Pollution Control Act of 1984, as amended. 9.3.2 DER10F000 Areas in the State of Delaware located at a federal facility (as defined in Appendix A) Federal agencies must submit a sediment and stormwater management plan (SSMP) and receive Department approval prior to undertaking any land clearing, soil movement or construction activity unless conducting an exempt activity. Federal construction activities are required to have a third-party Certified Construction Reviewer (CCR) perform weekly reviews to ensure the adequacy of construction activities pursuant to the approved SSMP and regulations. Implementation of approved SSMPs requires the daily oversight of construction activity by certified responsible personnel. Implementation of approved SSMPs requires the daily oversight of construction activity by certified responsible personnel. A current copy of the SSMP must be maintained at the construction site. Unless authorized by the Department, not more than 20 acres may be disturbed at any one time. 9.4 EPA REGION 4 No additional conditions 2022 Construction General Permit (CGP) Page 62 9.5 EPA REGION 5 9.5.1 MIR10I000 Indian country within the State of Minnesota Fond du Lac Reservation New dischargers wishing to discharge to an Outstanding Reservation Resource Water (ORRW)106 must obtain an individual permit from EPA for storm water discharges from large and small construction activities. 106 Although additional waters may be designated in the future, currently Perch Lake, Rice Portage Lake, Miller Lake, Deadfish Lake, and Jaskari Lake are designated as ORRWs. A copy of the Storm Water Pollution Prevention Plan (SWPPP) must be submitted to the Office of Water Protection at least fifteen (15) days in advance of sending the Notice of Intent to EPA. The SWPPP can be submitted electronically to richardgitar@FDLREZ.com or by hardcopy sent to: Fond du Lac Reservation Office of Water Protection 1720 Big Lake Road Cloquet, MN 55720 Copies of the Notice of Intent (NOI) and the Notice of Termination (NOT) must be sent to the Fond du Lac Office of Water Protection at the same time they are submitted to EPA. [The condition helps the Office of Water Protection keep track of when a project is about to start and when it has ended. FDL Water Quality Certification Ordinance, Section 204 (a) (2)). If the project will entail a discharge to any watercourse or open water body, the turbidity limit shall NOT exceed 10% of natural background within the receiving water(s) as determined by Office of Water Protection staff. For such discharges, turbidity sampling must take place within 24 hours of a ½-inch or greater rainfall event. The results of the sampling must be reported to the Office of Water Protection within 7 days of the sample collection. All sample reporting must include the date and time, location (GPS: UTM/Zone 15), and NTU. CGP applicants are encouraged to work with the Office of Water Protection in determining the most appropriate location(s) for sampling. [This condition helps both the Office of Water Protection and the project proponent in knowing whether or not their erosion control efforts are effective. FDL Water Quality Certification, Section 204 (b) (1)). Receiving waters with open water must be sampled for turbidity prior to any authorized discharge as determined by Office of Water Protection staff. This requirement only applies to receiving waters which no ambient turbidity data exists. [This condition allows the Office of Water Protection to obtain a baseline turbidity sample in which to compare to other samples. FDL Water Quality Certification Ordinance, Section 204 (b) (2)]. All work shall be carried out in such a manner as will prevent violations of water quality criteria as stated in the Water Quality Standards of the Fond du Lac Reservation, Ordinance #12/98, as amended. This includes, but is not limited to, the prevention of any discharge that causes a condition in which visible solids, bottom deposits, or turbidity impairs the usefulness of water of the Fond du Lac 2022 Construction General Permit (CGP) Page 63 Reservation for any of the uses designated in the Water Quality Standards of the Fond du Lac Reservation. These uses include wildlife, aquatic life, warm water fisheries, cold water fisheries, subsistence fishing (netting), primary contact recreation, secondary contact recreation, cultural, wild rice areas, aesthetic waters, agriculture, navigation, commercial and wetlands. It also includes the designated uses of wetlands including, but not limited to, baseflow discharge, cultural opportunities, flood flow attenuation, groundwater recharge, indigenous floral and fauna) diversity and abundance, nutrient cycling, organic carbon export/cycling, protection of downstream water quality, recreation, resilience against climactic effects, sediment/shoreline stabilization, surface water storage, wild rice, and water dependent wildlife. [In addition to listing the designated uses of waters of the Fond du Lac Reservation, this condition also limits the project proponent to discharges that will not violate our Water Quality Standards. FDL Water Quality Certification Ordinance, Section 204 (a) (7)). Appropriate steps shall be taken to ensure that petroleum products or other chemical pollutants are prevented from entering waters of the Fond du Lac Reservation. All spills must be reported to the appropriate emergency management Agency (National Response Center AND the State Duty Officer), and measures shall be taken immediately to prevent the pollution of waters of the Fond du Lac Reservation, including groundwater. The Fond du Lac Office of Water Protection must also be notified immediately of any spill regardless of size. [This condition helps protect water quality and also reminds project proponents of their responsibility in reporting spill events. FDL Water Quality Certification Ordinance, Section 204 (b) (3)). All seed mixes, whether used for temporary stabilization or permanent seeding, shall NOT contain any annual ryegrass (Lolium species). Wild rye (Elymus species) or Oats (Avena species) may be used as a replacement in seed mixes. [This condition prevents the use of annual ryegrass on the Reservation. Annual ryegrass is allelopathic, which means it produces biochemical in its roots that inhibit the growth of native plants. If used in seed mixes, annual ryegrass could contribute to erosion, especially on slopes. However, the condition also specifies substitute grasses that germinate almost as fast as annual ryegrass for use as a cover crop to help prevent erosion. FDL Water Quality Certification Ordinance, Section 204 (t) (1)). To prevent the introduction of invasive species, ALL contractors and subcontractors MUST disclose information stating prior equipment location(s) and ALL known invasive species potentially being transported from said location(s). All equipment MUST undergo a high pressure wash (including any equipment mats) BEFORE ENTERING the Fond du Lac Reservation. Personal equipment such as work boots, gloves, vest, etc. MUST be clean of debris, dirt and plant and animal material BEFORE ENTERING the Fond du Lac Reservation. Equipment being transported from known infested areas MUST undergo a high pressure wash as soon as possible after leaving the infested site and again BEFORE ENTERING the Fond du Lac Reservation, to avoid transport of invasive species into areas surrounding the Reservation. Written certification of equipment cleaning MUST be provided to the Fond du Lac Office of Water Protection. Upon arrival, ALL contractor and subcontractor equipment will be inspected by appointed Fond du Lac staff. If equipment is deemed unsatisfactory, the equipment MUST 2022 Construction General Permit (CGP) Page 64 undergo a high pressure washing until the equipment is cleared by the inspector, until such time, minimal travel will be allowed through the Reservation. The contractor shall be held responsible for the control of any invasive species introduced as a result of their project. [This condition requires the project proponent to prevent the inadvertent introduction of invasive species by taking an active role in cleaning all vehicles, equipment, and equipment mats before entering the Reservation. This condition has been placed in certifications since 2012, due to the introduction of Wild Parsnip in 2011 from a pipeline contractor. It is much easier to prevent the introduction of an invasive species than it is to eradicate it once it has been introduced. Many invasive plant species form monocultures, preventing native plants from growing. This situation often leads to cases of erosion, which in turn effects water quality. FOL Water Quality Certification Ordinance, Section 204 (g) (1)]. A copy of this certification MUST be kept by the contractor on-site at all times and be available for viewing by all personnel, including inspectors. [This condition ensures that the information contained in the certification, especially the conditions, is readily available onsite for reference. FOL Water Quality Certification Ordinance, Section 204 (a) (9)]. The Grand Portage Band of Lake Superior Chippewa The CGP authorization is for construction activities that may occur within the exterior boundaries of the Grand Portage Reservation in accordance to the Grand Portage Land Use Ordinance. The CGP regulates stormwater discharges associated with construction sites of one acre or more in size. Only those activities specifically authorized by the CGP are authorized by this certification (the “Certification”). All construction stormwater discharges authorized by the CGP must comply with the Water Quality Standards and Water Resources Ordinance, as well as Applicable Federal Standards (as defined in the Water Resources Ordinance). All appropriate steps must be taken to ensure that petroleum products or other chemical pollutants are prevented from entering the Waters of the Reservation. All spills must be reported to the appropriate emergency-management agency, and measures must be taken to prevent the pollution of the Waters of the Reservation, including groundwater. The 2022 CGP requires inspections and monitoring reports of the construction site stormwater discharges by a qualified person. Monitoring and inspection reports must comply with the minimum requirements contained in the 2022 CGP. The monitoring plan must be prepared and incorporated into the Storm Water Pollution Prevention Plan (the “SWPP”). A copy of the SWPP must be submitted to the Board at least 30 days in advance of sending the requisite Notice of Intent to EPA. The SWPP should be sent to: Grand Portage Environmental Resources Board P.O. Box 428 Grand Portage, MN 55605 Copies of the Notice of Intent and Notice of Termination required under the General Permit must be submitted to the Board at the address above at the same time they are submitted to the EPA. 2022 Construction General Permit (CGP) Page 65 If requested by the Grand Portage Environmental Department, the permittee must provide additional information necessary for a case-by-case eligibility determination to assure compliance with the Water Quality Standards and any Applicable Federal Standards. The burden is on the applicant to demonstrate compliance with the Water Quality Standards, the Water Resources Ordinance, and Applicable Federal Standards whether or not the application is ultimately eligible for the CGP. CGP discharges must not cause nuisance conditions as defined in Grand Portage Water Quality Standards. The Board retains full authority to ensure compliance with and to enforce the provisions of the Water Resource Ordinance and Water Quality Standards, Applicable Federal Standards, and these Certification conditions. Nothing herein affects the scope or applicability of other controlling tribal or federal requirements, including but not limited to impacts to cultural, historical, or archeological features or sites, or properties that may be eligible for listing on the National Register of Historic Places under the National Historic Preservation Act, 54 U.S.C. §§ 300101 et seq. Appeals related to Board actions taken in accordance with any of the preceding conditions may be heard by the Grand Portage Tribal Court. Leech Lake Band of Ojibwe The water quality standards that apply to the construction site are the standards at the time the operator submits its Notice of Intent (NOI) to EPA and the LLBO WRP (see conditions # 2 and # 3). A copy of the Stormwater Pollution Prevention Plan (SWPPP) must be submitted to the LLBO WRP at least 30 days in advance of sending the NOI for the project to EPA. See attached LLBO 401 Water Quality Certification Ordinance. Section 304(a)(1). The SWPPP should be submitted electronically to Jeff.Harper@llojibwe.net and by hardcopy sent to: Leech Lake Band of Ojibwe ATTN: Water Resources Program - 401 Cert Division of Resource Management 190 Sailstar Drive NW Cass Lake, Minnesota 56633 Copies of the NOI and the Notice of Termination (NOT) must be submitted to the LLBO WRP at the same time they are submitted to EPA. See attached LLBO 401 Water Quality Certification Ordinance, Section 304(a)(2). The NOI and NOT should be submitted electronically to Jeff.Harper@llojibwe.net and sent by hardcopy to the address cited in condition # 2. Any and all other conditions listed in Section 304 of the attached LLBO 401 Water Quality Certification Ordinance shall be observed unless the LLBO WRP deems that certain conditions therein are not applicable to the project in need of a permit under this certification. A copy of this certification MUST be kept by the contractor on-site at all times and be available for viewing by all personnel, including inspectors. 2022 Construction General Permit (CGP) Page 66 Upon consideration of the NOI, if the LLBO WRP finds that the discharge will not be controlled as necessary to meet applicable water quality standards, the LLBO WRP may insist, consistent with Part 3.1 of the CGP, that additional controls are installed to meet applicable water quality standards, or recommend to EPA that the operator obtain coverage under an individual permit. 9.5.2 WIR10I000 Indian country within the State of Wisconsin Bad River Band of Lake Superior Tribe of Chippewa Indians Only those activities specifically authorized by the CGP are authorized by this Certification. This Certification does not authorize impacts to cultural properties, or historical sites, or properties that may be eligible for listing as such. All projects which are eligible for coverage under the CGP and are located within the exterior boundaries of the Bad River Reservation shall be implemented in such a manner that is consistent with the Tribe’s Water Quality Standards (WQS). The Tribe’s WQS can be viewed at: http://www.badriver-nsn.gov/wp- content/uploads/2020/01/NRD_WaterQualityStandards_2011.pdf Operators are not eligible to obtain authorization under the CGP for all new discharges to an Outstanding Tribal Resource Water (OTRW or Tier 3 water). OTRWs, or Tier 3 waters, include the following: Kakagon Slough and the lower wetland reaches of its tributaries that support wild rice, Kakagon River, Bad River Slough, Honest John Lake, Bog Lake, a portion of Bad River, from where it enters the Reservation through the confluence with the White River, and Potato River. OTRWs can be viewed at: https://www.arcgis.com/apps/View/index.html?appid=6f44c371217e4ee8b5f1c2 c705c 7c7c5 An operator proposing to discharge to an Outstanding Resource Water (ORW or Tier 2.5 water) under the CGP must comply with the antidegradation provisions of the Tribe’s WQS. ORWs, or Tier 2.5 waters, include the following: a portion of Bad River, from downstream the confluence with the White River to Lake Superior, White River, Marengo River, Graveyard Creek, Bear Trap Creek, Wood Creek, Brunsweiler River, Tyler Forks, Bell Creek, and Vaughn Creek. ORWs can be viewed at: https://www.arcgis.com/apps/View/index.html?appid=6f44c371217e4ee8b5f1c2 c705c 7c7c5. The antidegradation demonstration materials described in provision E.4.iii., and included on the antidegradation demonstration template found at: https://www.badriver-nsn.gov/natural-resources/projectreviews/, must be submitted to the following address: Bad River Tribe’s Natural Resources Department Attn: Water Regulatory Specialist P.O. Box 39 Odanah, WI 54861 WaterReg@badriver-nsn.gov An operator proposing to discharge to an Exceptional Resource Water (ERW or Tier 2 water) under the CGP must comply with the antidegradation provisions of the Tribe’s WQS. ERWs, or Tier 2 waters, include the following: any surface water within the exterior boundaries of the Reservation that is not specifically classified as an Outstanding Resource Water (Tier 2.5 water) or an Outstanding Tribal Resource Water (Tier 3 water). ERWs can be viewed at: 2022 Construction General Permit (CGP) Page 67 https://www.arcgis.com/apps/View/index.html?appid=6f44c371217e4ee8b5f1c2 c705c 7c7c5. The antidegradation demonstration materials described in provision E.4.ii., and included on the antidegradation demonstration template found at: https://www.badriver-nsn.gov/natural-resources/projectreviews/, must be submitted to the following address: Bad River Tribe’s Natural Resources Department Attn: Water Regulatory Specialist P.O. Box 39 Odanah, WI 54861 WaterReg@badriver-nsn.gov Projects utilizing cationic treatment chemicals within the Bad River Reservation boundaries are not eligible for coverage under the CGP. A discharge to a surface water within the Bad River Reservation boundaries shall not cause or contribute to an exceedance of the turbidity criterion included in the Tribe’s WQS, which states: Turbidity shall not exceed 5 NTU over natural background turbidity when the background turbidity is 50 NTU or less, or turbidity shall not increase more than 10% when the background turbidity is more than 50 NTU. All projects which are eligible for coverage under the CGP within the exterior boundaries of the Bad River Reservation must comply with the Bad River Reservation Wetland and Watercourse Protection Ordinance, or Chapter 323 of the Bad River Tribal Ordinances, including the erosion and sedimentation control, natural buffer, and stabilization requirements. Questions regarding Chapter 323 and requests for permit applications can be directed to the Wetlands Specialist in the Tribe’s Natural Resources Department at (715) 682-7123 or wetlands@badriver-nsn.gov. An operator of a project, which is eligible for coverage under the CGP, that would result in an allowable discharge under the CGP occurring within the exterior boundaries of the Bad River Reservation must notify the Tribe prior to the commencing earth-disturbing activities. The operator must submit a copy of the Notice of Intent (NOI) to the following addresses at the same time it is submitted to the U.S. EPA: Bad River Tribe’s Natural Resources Department Attn: Water Regulatory Specialist P.O. Box 39 Odanah, WI 54861 WaterReg@badriver-nsn.gov Bad River Tribe’s Natural Resources Department Attn: Tribal Historic Preservation Officer (THPO) P.O. Box 39 Odanah, WI 54861 THPO@badriver-nsn.gov The operator must also submit a copy of the Notice of Termination (NOT) to the above addresses at the same time it is submitted to the U.S. EPA. Photographs showing the current site conditions must be included as part of the NOT to document the stabilization requirements have been met. The THPO must be provided 30 days to comment on the project. 2022 Construction General Permit (CGP) Page 68 The operator must obtain THPO concurrence in writing. This written concurrence will outline measures to be taken to prevent or mitigate effects to historic properties. For more information regarding the specifics of the cultural resources process, see 36 CFR Part 800. A best practice for an operator is to consult with the THPO during the planning stages of an undertaking. An operator of a project, which is eligible for coverage under the CGP, that would result in an allowable discharge under the CGP occurring within the exterior boundaries of the Bad River Reservation must submit a copy of the Stormwater Pollution Prevention Plan (SWPPP) to the following address at the same time as submitting the NOI: Bad River Tribe’s Natural Resources Department Attn: Water Regulatory Specialist P.O. Box 39 Odanah, WI 54861 WaterReg@badriver-nsn.gov Any corrective action reports that are required under the CGP must be submitted to the following address within one (1) working day of the report completion: Bad River Tribe’s Natural Resources Department P.O. Box 39 Odanah, WI 54861 WaterReg@badriver-nsn.gov An operator of a project, which is eligible for coverage under the CGP, that would result in an allowable discharge under the CGP occurring within the exterior boundaries of the Bad River Reservation must submit a copies of the inspection reports (including photographs) to the following address within 24 hours of completing any site inspection required: Bad River Tribe’s Natural Resources Department Attn: Water Regulatory Specialist P.O. Box 39 Odanah, WI 54861 WaterReg@badriver-nsn.gov An operator shall be responsible for meeting any additional permit requirements imposed by the U.S. EPA necessary to comply with the Tribe’s antidegradation policies if the discharge point is located upstream of waters designated by the Tribe. 9.6 EPA REGION 6 9.6.1 NMR100000 State of New Mexico, except Indian country In Outstanding National Resource Waters (ONRWs) in New Mexico, no degradation is permitted except in limited, specifically defined instances. Therefore, Operators are not eligible to obtain authorization under this general permit for stormwater discharges to waters classified as ONRWs listed in Paragraph D of 20.6.4.9 New Mexico Administrative Code (NMAC), also referred to as “Tier 3 waters” as defined in Appendix A of this permit. Exception: When construction activities are in response to a public emergency (e.g., wildfire, extreme flooding, etc.) and the related work requires immediate authorization to avoid a threat to public health or safety. Operators who conduct construction activities in response to a public emergency to mitigate an immediate threat to public health or safety shall 2022 Construction General Permit (CGP) Page 69 adhere to the requirements in 20.6.4.8(A)(3)(c) NMAC, including notifying the New Mexico Environment Department (NMED) within seven days of initiation of the emergency action and providing NMED with a summary of the action taken within 30 days of initiation of the emergency action. For all other scenarios, Operators with proposed discharges to ONRWs in New Mexico shall obtain coverage from EPA under an NPDES Individual Permit and will comply with the additional standards and regulations related to discharges to ONRWs in 20.6.4.8(A) NMAC. Additional information is available from: New Mexico Environment Department Surface Water Quality Bureau P.O. Box 5469 Santa Fe, NM 87502‐5469 Telephone: 505‐827‐0187 https://www.env.nm.gov/surface‐water‐quality/wqs/ https://gis.web.env.nm.gov/oem/?map=swqb If construction dewatering activities are anticipated at a construction site and non‐ stormwater discharges of groundwater, subsurface water, spring water, and/or other dewatering water are anticipated, the Operators/Permittees must complete the following steps: 1. Review the state’s Ground Water Quality Bureau Mapper (https://gis.web.env.nm.gov/GWQB/) and Petroleum Storage Tank Bureau Mapper (https://gis.web.env.nm.gov/GWQB/). Check if the following sources are located within the noted distance from the anticipated construction dewatering activity. At a minimum, a list of the following potential sources of contaminants and pollutants at the noted distance is to be kept in the SWPPP. 2022 Construction General Permit (CGP) Page 70 Source of Potential Contamination or Pollutants* Constituents likely to be required for testing* Within 0.5 mile of an open Leaking Underground Storage Tank (LUST) site BTEX (Benzene, Toluene, Ethylbenzene, and Xylene) plus additional parameters depending on site conditions** Within 0.5 mile of an open Voluntary Remediation site All applicable parameters or pollutants listed in 20.6.4.13, 20.6.4.52, 20.6.4.54, 20.6.4.97 thru 20.6.4.99, 20.6.4.101 through 20.6.4.899, and 20.6.4.900 NMAC (or an alternate list approved by the NMED‐ SWQB)* Within 0.5 mile of an open RCRA Corrective Action Site Within 0.5 mile of an open Abatement Site Within 0.5 mile of an open Brownfield Site Within 1.0 mile or more of a Superfund site or National Priorities List (NPL) site with associated groundwater contamination. Construction activity contaminants and/or natural water pollutants Additional parameters depending on site activities and conditions (Contact NMED‐ SWQB for an alternate list)* *For further assistance determining whether dewatering may encounter contaminated sources, please contact the NMED Ground Water Quality Bureau at 505‐827‐2965 or NMED Surface Water Quality Bureau (SWQB) at 505‐827‐0187. ** EPA approved sufficiently sensitive methods must be used. For known PCB sources and analysis, EPA Method 1668C must be used (see https://www.epa.gov/cwa‐methods). 2. If dewatering activities are anticipated, information on the flow rate and potential to encounter contaminated groundwater, subsurface water, spring water, or dewatering water must be provided directly to NMED at the following address: NMED Surface Water Quality Bureau Program Manager, Point Source Regulation Section PO Box 5469, Santa Fe, NM 87502 Please call the SWQB to obtain the appropriate email address (505‐827‐0187). 3. In addition, the Operator/Permittee must characterize the quality of the groundwater and subsurface water, spring water, or dewatering water being considered for discharge according to the table above and including dissolved hardness and pH. Considering the contaminant sources listed in the table above, water quality data may already be available. For further assistance, contact the 2022 Construction General Permit (CGP) Page 71 NMED Surface Water Quality Bureau (505‐827‐0187), Ground Water Quality Bureau (505‐827‐ 2965), Petroleum Storage Tank Bureau (505‐476‐4397), or Hazardous Waste Bureau (505‐476‐ 6000). i. The Operator/Permittee must submit recent analytical test results (i.e., within the past 5 years) according to the table above, and including dissolved hardness and pH, to the EPA Region 6 Stormwater Permit Contact and the NMED Surface Water Quality Bureau (see contact information in #2 above). If the test data exceed applicable water quality standards, then the groundwater, subsurface water, spring water, or dewatering water cannot be discharged into surface waters under this general permit. Operators/Permittees may submit an NPDES Individual Permit application to treat and discharge to waters of the U.S. or find alternative disposal measures. No discharges to surface waters are allowed until authorized. ii. If the discharge has the potential to affect groundwater (e.g., land application), the Operator/Permittee must submit an NOI to the NMED Ground Water Quality Bureau (see 20.6.2.1201 NMAC – Notice of Intent to Discharge). 4. The Operator/Permittee must document any findings and all correspondence with NMED and EPA in the SWPPP. Operators who intend to obtain authorization under this permit for new and existing storm water discharges from construction sites must satisfy the following condition: The SWPPP must include site‐specific interim and permanent stabilization, managerial, and structural solids, erosion and sediment control best management practices (BMPs) and/or other controls that are designed to prevent to the maximum extent practicable an increase in the sediment yield and flow velocity from pre‐construction, pre‐development conditions to assure that applicable standards in 20.6.4 NMAC, including the antidegradation policy, and TMDL waste load allocations (WLAs) are met. This requirement applies to discharges both during construction and after construction operations have been completed. The SWPPP must identify and document the rationale for selecting these BMPs and/or other controls. The SWPPP must also describe design specifications, construction specifications, maintenance schedules (including a long‐term maintenance plan), criteria for inspections, and expected performance and longevity of these BMPs. For sites greater than 5 acres in size, BMP selection must be made based on the use of appropriate soil loss prediction models (i.e. SEDCAD, RUSLE, SEDIMOT, MULTISED, etc.) OR equivalent generally accepted (by professional erosion control specialists) soil loss prediction tools. For all sites, the Operator(s) must demonstrate, and include documentation in the SWPPP, that implementation of the site‐specific practices will ensure that the applicable standards and TMDL WLAs are met, and will result in sediment yields and flow velocities that, to the maximum extent practicable, will not be greater than the sediment yield levels and flow velocities from preconstruction, pre‐ development conditions. All SWPPPs must be prepared in accordance with good engineering practices by qualified (e.g., CPESC certified, engineers with appropriate training) erosion control specialists familiar with the use of soil loss prediction models and design of erosion and sediment control systems based on these models (or equivalent soil 2022 Construction General Permit (CGP) Page 72 loss prediction tools). Qualifications of the preparer (e.g., professional certifications, description of appropriate training) must be documented in the SWPPP. The Operator(s) must design, implement, and maintain BMPs in the manner specified in the SWPPP. NMED supports the use of EPA’s small residential lot template if a site qualifies to use it as explained in the permit, as long as it is consistent with the above requirements. NMED’s requirement does not preclude small residential sites from using the template, but it may require an additional short paragraph to justify the selection of specific BMPs for the site. Operators must notify NMED when discharges of toxic or hazardous substances or oil from a spill or other release occurs ‐ see Emergency Spill Notification Requirements, Part 2.3.6 of the permit. For emergencies, Operators can call 505‐827‐9329 at any time. For non‐emergencies, Operators can call 866‐428‐6535 (voice mail 24‐hours per day) or 505‐476‐6000 during business hours from 8am‐5pm, Monday through Friday. Operators can also call the NMED Surface Water Quality Bureau directly at 505‐827‐ 0187. Operators of small construction activities (i.e., 1‐5 acres) are not eligible to qualify for a waiver in lieu of needing to obtain coverage under this general permit based on Item C.3 of Appendix C (Equivalent Analysis Waiver) in the State of New Mexico. 9.6.2 NMR10I000 Indian country within the State of New Mexico, except Navajo Reservation Lands that are covered under Arizona permit AZR10000I and Ute Mountain Reservation Lands that are covered under Colorado permit COR10000I. Nambe Pueblo The operator must provide a copy of the Notice of Intent (NOI) and Notice of Termination (NOT) to the Nambe Pueblo Governor's Office at the same time it is provided to the US Environmental Protection Agency. The NOI and NOT should be provided to the following address: Office of the Governor Nambe Pueblo !SA NPI02 WEST Nambe Pueblo, New Mexico 87506 The operator must provide a copy of the Storm Water Pollution Prevention Plan (SWPPP) to Nambe Pueblo at the same time it is submitted to the EPA, either by email to governor@nambepueblo.org or mailed to the above address. The operator must provide copies of inspection reports, a copy of the corrective action log, and modifications made to the SWPPP as a result of inspection findings, upon request by the Nambe Pueblo Department of Environmental and Natural Resources or Nam be Governor. Ohkay Owingeh Tribe All operators obtaining permit coverage under the EPA CGP, must submit a copy of the certified (signed) Notice of Intent (NOI) to the Ohkay Owingeh Office of Environmental Affairs, a copy of NOI modifications and the Notice of Termination (NOT), must be provided within three business days after EPA provides electronic confirmation that the submission has been received. The NOI and NOT must be provided to the following address: 2022 Construction General Permit (CGP) Page 73 Naomi L. Archuleta - Environmental Programs Manager Ohkay Owingeh Office of Environmental Affairs P.O. Box 717 Ohkay Owingeh, NM 87566 naomi.archuleta@ohkay.org Noah Kaniatobe - Environmental Specialist Ohkay Owingeh, Office of Environmental Affairs P.O. Box 717 Ohkay Owingeh, NM 87566 noah.kaniatohe@ohkay.org All operators obtaining permit coverage under the EPA CGP, must submit an electronic copy of the Storm Water Pollution Prevention Plan (SWPPP) to Ohkay Owingeh Office of Environmental Affairs at the same time that the NOI is submitted to the tribe (see contact information listed above). Following each incident where the operator takes a corrective action the operator must provide the corrective action log to the Ohkay Owingeh Office of Environmental Affairs. The operator must notify Ohkay Owingeh Office of Environmental Affairs within 24 hours, in the event of an emergency spill in addition to the notification requirements at Part 2.3.6 of the CGP. Please contact: Ohkay Owingeh Tribal Police Department at 505.852.2757. Please contact: Ohkay Owingeh Tribal Police Department 505.852.2757 Pueblo of Isleta All operators obtaining permit coverage under the EPA CGP must submit a copy of the certified Notice of Intent (NOI) to the Pueblo of Isleta at the same time it is submitted to EPA for projects occurring within the exterior boundaries of the Pueblo of Isleta. Additionally, a copy of NOI modifications and the Notice of Termination (NOT), must be provided within three business days after EPA provides electronic confirmation that the submission has been received. The Notices must be provided to the following address: Water Quality Control Officer Pueblo of Isleta Environment Department PO Box 1270 Isleta NM 87022 505-869-7565 WQCO@isletapueblo.com The operator must notify the Pueblo of Isleta’s Dispatch at 505-869-3030 as soon as possible and the Pueblo of Isleta Water Quality Control Officer within 10 hours, in the event of a spill of hazardous or toxic substances or if health or the 2022 Construction General Permit (CGP) Page 74 environment become endangered in addition to the notification requirements at Part 2.3.6 and at I.12.6.1 of the CGP. All operators obtaining permit coverage under the EPA CGP must submit an electronic copy of the Stormwater Pollution Prevention Plan (SWPPP) to the Pueblo of Isleta Water Quality Control Officer at the above address, 30 days prior to submitting the certified NOI to EPA. If the electronic file is too large to send through e-mail, a zip file or flash drive may be submitted. All operators obtaining permit coverage under the EPA CGP must give 2 days advance notice to the Pueblo of Isleta Water Quality Control Officer of any planned changes in the permitted activity which may result in noncompliance with permit requirements. All operators obtaining permit coverage under the EPA CGP must post a sign or other notice of permit coverage at a safe, publicly accessible location in close proximity to the construction site. The notice must be located so that it is visible from the public road or tribal road that is nearest to the active part of the construction site. The sign must be maintained on-site from the time construction activities begin until final stabilization is met. Erosion and sediment controls shall be designed to retain sediment on-site and project-generated waste materials that have the potential to discharge pollutants shall not be placed on open soil or on a surface that is not stabilized. Volumes of sediment over five (5) cubic yards must be removed from the active construction site; additionally, if sediment is placed for disposal within the exterior boundaries of the Pueblo of Isleta, disposal must be within a tribally approved sediment disposal site. Pueblo of Laguna All operators obtaining permit coverage under the EPA CGP must submit an electronic copy of the certified (signed) Notice of Intent (NOI) to the Pueblo of Laguna's Environmental & Natural Resources Department (ENRD) within three business days of submittal to the EPA. Additionally, a copy of NOI modifications and the Notice of Termination (NOT), must be provided within three business days after the EPA provides electronic confirmation that the submission has been received. The NOI and NOT must be electronically submitted to info.environmental@pol-nsn.gov. All operators obtaining permit coverage under the EPA CGP must submit an electronic copy of the Stormwater Pollution Prevention Plan (SWPPP) to the Pueblo of Laguna's ENRD 14 days prior to the submittal of the NOI (see contact information listed above). The operator must provide copies of corrective actions logs and modifications made to the SWPPP as a result of inspection findings to the Pueblo of Laguna ENRD (see contact information above). In addition to the notification requirements of Part 2.3.6 of the CPG [EPA interprets this intending to refer to the CGP], the operator must notify the Pueblo of Laguna ENRD at 505-552-7512 in the event of an emergency spill as soon as possible. Pueblo of Sandia. The following conditions apply only to discharges on the Pueblo of Sandia Reservation: 2022 Construction General Permit (CGP) Page 75 All operators obtaining permit coverage under the EPA CGP, must submit a copy of the certified (signed) Notice of lntent (NOI) to the Pueblo of Sandia Environment Department concurrently with submittal to the EPA. Additionally, a copy of NOI modifications and the Notice of Termination (NOT), must be provided concurrently with submittal to the EPA. The NOI and NOT must be provided electronically to the following addresses: Electronic Addresses: Amy Rosebrough (Water Quality Manager): rosebrough@sanidapueblo.nsn.us Greg Kaufman (Environment Director):gkaufman@sandiapueblo.nsn.us All operators obtaining permit coverage under the EPA CGP, must submit an electronic copy of the Stormwater Pollution Prevention Plan (SWPPP) to the Pueblo of Sandia Environment. Department at least 14 days prior to submittal of the NOI to the Pueblo (see contact information listed above). If requested by the Pueblo of Sandia Environment Department, the permittee must provide additional information necessary on a case-by-case basis to assure compliance with the Pueblo of Sandia Water Quality Standards and/or applicable Federal Standards. An "Authorization to Proceed Letter" with site specific mitigation requirements may be sent out to the permittee when a review of the NOI and SWPPP, on a case-by-case basis, is completed by the Pueblo of Sandia Environment Department. This approval will allow the application to proceed if all mitigation requirements are met. The Pueblo of Sandia will not allow Small Construction Waivers (Appendix C) to be granted for any small construction activities. The operator must provide copies of inspection reports, a copy of the corrective action log, and modifications made to the SWPPP as a result of inspection findings to the Pueblo of Sandia Environment Department upon request. An inspection report and corrective action log must be submitted to the Pueblo within 3 days of any inspection that results in corrective action (see contact information listed above). The operator must notify the Pueblo of Sandia within 24 hours in the event of an emergency spill, in addition to the notification requirements at Part 2.3.6 of the COP (see contact information listed above). Before submitting a Notice of Termination (NOT) to the EPA, permittees must clearly demonstrate to the Pueblo of Sandia Environment Department through a site visit or documentation that requirements for site stabilization have been met and any temporary erosion control structures have been removed. A short letter stating that the NOT is acceptable and all requirements have been met will be sent to the permittee to add to the permittee's NOT submission to the EPA. Pueblo of Santa Ana. The following conditions apply only to discharges on the Pueblo of Santa Ana Reservation: All operators obtaining permit coverage under the EPA CGP, must submit a copy of the certified (signed) Notice of Intent (NOI) to the Pueblo's Department of Natural Resources within three business days of submittal to EPA. Additionally, a copy of NOI modifications and the Notice of Termination (NOT), must be 2022 Construction General Permit (CGP) Page 76 provided within three business days after EPA provides electronic confirmation that the submission has been received. The NOI and NOT must be provided to the following address: Regular U.S. Delivery Mail: Pueblo of Santa Ana Department of Natural Resources Water Resources Division Attn: Andrew Sweetman 02 Dove Rd Santa Ana Pueblo, NM 87004 Electronically: Andrew Sweetman Water Resources Division Manager Andrew.Sweetman@santaana-nsn.gov Tammy Montoya Hydrologist Tammy.Montoya@santaana-nsn.gov All operators obtaining permit coverage under the EPA CGP, must submit an electronic copy of the Stormwater Pollution Prevention Plan (SWPPP) to the to the Pueblo's Department of Natural Resources at the same time that the NO! is submitted to the tribe (see contact information listed above). The operator must provide copies of inspection reports, a copy of the corrective action log, and modifications made to the SWPPP as a result of inspection findings, upon request by the Pueblo's Department of Natural Resources. The operator must notify the Pueblo's Department of Natural Resources within 24 hours in the event of an emergency spill, in addition to the notification requirements at Part 2.3.6 of the CGP. Pueblo of Taos All operators obtaining permit coverage under the EPA CGP, must submit a copy of the certified (signed) Notice of lntent (NOi) to the Taos Pueblo Environmental Office and Taos Pueblo Governor's Office within three business days of submittal to EPA. Additionally, a copy of NOi modifications and the Notice of Termination (NOT), must be provided within three business days after EPA provides electronic confirmation that the submission has been received. The NOi and NOT must be provided to the following addresses: Honorable Governor of Taos Pueblo PO Box 1846 Taos, New Mexico 87571 Taos Pueblo Environmental Office PO Box 1846 Taos, New Mexico 87571 All operators obtaining permit coverage under the EPA CGP, must submit an electronic copy of the Stormwater Pollution Prevention Plan (SWPPP) to the Taos Pueblo Environmental Office when the NOI is submitted to the tribe. Electronic copy of SWPPP downloaded on flash drive may be sent to the above address for the Taos Pueblo Environmental Office. The operator must provide a copy of the corrective action log following each corrective action undertaken and modifications made to the SWPPP as a result of 2022 Construction General Permit (CGP) Page 77 a corrective action to the Taos Pueblo Environmental Office at address listed above. Pueblo of Tesuque. All operators obtaining permit coverage under the EPA CGP, must submit a copy of the certified (signed) Notice of Intent (NOI) to the Pueblo of Tesuque Department of Environment and Natural Resources (DENR) and the Pueblo's Governor within three business days of submittal to EPA. Additionally, a copy of any NOi modifications and the Notice of Termination (NOT), must be provided within three business days after EPA provides electronic confirmation that the submission has been received. The NOI and NOT must be provided to the following address: Governor Mark Mitchell Pueblo of Tesuque 20 TP 828 Santa Fe, NM 87506 governor@pueblooftesuque.org Sage Mountain.flower Pueblo of Tesuque Department of Environment and Natural Resources Director 20 TP 828 All operators obtaining permit coverage under the EPA CGP, must submit an electronic copy of the Stormwater Pollution Prevention Plan (SWPPP) to Pueblo of Tesuque DENR and the Pueblo's Governor at the same time that the NO! is submitted to the EPA (see contact information listed above). The operator must provide a copy of the corrective action log, and any modifications made to the SWPPP as a result of inspection findings, or upon request by the Pueblo of Tesuque DENR. The operator must notify the Pueblo of Tesuque DENR within 24 hours in the event of an emergency spill, in addition to the notification requirements at Part 2.3.6 of the CGP (see contact information listed above). Santa Clara Indian Pueblo. All operators obtaining permit coverage under the EPA CGP, must submit a copy of the certified (signed) Notice of Intent (NOI) to the Santa Clara Pueblo Office of Environmental Affairs at the same time the NOI is submitted to the U.S. EPA. Additionally, a copy of the NOI modifications and the Notice of Termination (NOT), must be provided at the same time after electronic confirmation is received from EPA that the NOT has been accepted. The NOI and NOT shall be provided to the following address in electronic format: Dino Chavarria, Santa Clara Pueblo Office of Environmental Affairs dinoc@santaclarapueblo.org All operators obtaining permit coverage under the EPA CGP, must submit an electronic copy of the Stormwater Pollution Prevention Plan to the Santa Clara Pueblo Office of Environmental Affairs at the same time the NOI is submitted to the U.S. EPA (see contact information listed above). 2022 Construction General Permit (CGP) Page 78 The operator must notify the Santa Clara Pueblo Office of Environmental Affairs at the address above within 24 hours, in the event of an emergency spill, in addition to the notification requirements at Part 2.3.6 of the CGP 9.6.3 OKR10I000 Indian country within the State of Oklahoma, except areas of Indian country covered by an extension of state program authority pursuant to Section 10211 of the Safe, Accountable, Flexible, Efficient Transportation Equity Act (SAFETEA). Pawnee Nation. The following conditions apply only to discharges within Pawnee Indian country: Copies of the Notice of Intent (NOI) and Notice of Termination (NOT) must be provided to the Pawnee Nation at the same time it is submitted to the Environmental Protection Agency to the following address: Pawnee Nation Department of Environmental Conservation and Safety P.O. Box 470 Pawnee, OK 74058 Or email to dnrs@pawneenation.org An electronic copy of the Storm Water Pollution Prevention Plan (SWPPP) must be submitted to the Pawnee Nation Department of Environmental Conservation and Safety at the same time the NOI is submitted. The operator must provide access to the site for inspections and for copies of inspection reports, copy of the corrective action log and modifications, made to the SWPPP because of inspection findings, upon request by the Pawnee Nation DECS. The Pawnee Nation Department of Environmental Conservation and Safety must be notified at 918.762.3655 immediately upon discovery of any noncompliance with any provision of the permit conditions. 9.6.4 OKR10F000 Discharges in the State of Oklahoma that are not under the authority of the Oklahoma Department of Environmental Quality, or the Oklahoma Department of Agriculture and Forestry including activities associated with oil and gas exploration, drilling, operations, and pipelines (includes SIC Groups 13 and 46, and SIC codes 492 and 5171), and point source discharges associated with agricultural production, services, and silviculture (includes SIC Groups 01, 02, 07, 08, 09). For activities located within the watershed of any Oklahoma Scenic River, including the Illinois River, Flint Creek, Barren Fork Creek, Upper Mountain Fork, Little Lee Creek, and Lee Creek or any water or watershed designated “ORW” in Oklahoma’s Water Quality Standards, this permit may only be used to authorize discharges from temporary construction activities. Certification is denied for any on-going activities such as sand and gravel mining or any other mineral mining. For activities located within the watershed of any Oklahoma Scenic River, including the Illinois River, Flint Creek, Barren Fork Creek, Upper Mountain Fork, Little Lee Creek, and Lee Creek or any water or watershed designated “ORW” in Oklahoma’s Water Quality Standards, certification is denied for any discharges originating from support activities, including, but not limited to, concrete or asphalt batch plants, equipment staging yards, material storage areas, excavated material disposal areas, or borrow areas. 2022 Construction General Permit (CGP) Page 79 Dewatering discharges into sediment or nutrient-impaired waters, and waters identified as Tier 2, Tier 2.5, or Tier 3 (OAC 785:46-13) shall be controlled to meet water quality standards for turbidity in those waters as follows: Cool Water Aquatic Community/Trout Fisheries: 10 NTUs (OAC 785: 45-5- 12(f)(7)(A)(i) Lakes: 25 NTUs (OAC 785: 45-5-12(f)(7)(A)(ii) In waters where background turbidity exceeds these values, turbidity from dewatering discharges should be restricted to not exceed ambient levels (OAC 785: 45-5-12(f)(7)(B) 9.7 EPA REGION 7 No additional conditions. 9.8 EPA REGION 8 9.8.1 MTR10I000 Indian country within the State of Montana Blackfeet Nation. The Applicant and applicants for projects authorized under the NWPs should obtain all other permits, licenses, and certifications that may be required by federal, state, or tribal authority. Primary relevant tribal permit will be ALPO (Ordinance 117). Others may apply. It is the applicant’s responsibility to know the tribal and local ordinances and complete all necessary permissions before they can commence work. If a project is unable to meet the enclosed conditions, or if certification is denied for an applicable NWP, the Applicant may request an individual certification from Blackfeet. An individual certification request must follow the requirements outlined in 40 CFR 121.5 of EPA’s CWA § 401 Certification Rule, effective September 11, 2020. Copies of this certification should be kept on the job site and readily available for reference. If the project is constructed and/or operated in a manner not consistent with the applicable NWP, general conditions, or regional conditions, the permittee may be in violation of this certification. Blackfeet and EPA representatives may inspect the authorized activity and any mitigation areas to determine compliance with the terms and conditions of the NWP. This NWP Reissuance does not reduce Tribal authority under any other rule. The project, including any stream relocations and restoration, must be built as shown and as otherwise described in the application, the construction plans, cross sections, mitigation plans and other supporting documents submitted to this office. Impacts to aquatic systems and restoration efforts will be monitored by an appropriate aquatic resource professional to ensure that disturbed areas are restored to at least their original condition. All existing water uses will be fully maintained during and after the completion of the project. (If applicable) 2022 Construction General Permit (CGP) Page 80 Where practicable, perform all in-channel and wetland work during periods of low flow or drawn—down or when dry Equipment staging areas must be located out of all delineated wetlands Appropriate soil erosion and sediment controls must be used and maintained in effective operating condition during and immediately after construction, and all exposed soil and other fills, as well as any work below the ordinary high-water mark or in a wetland, must be permanently stabilized as soon as possible Materials such as piling, culverts, sandbags, fabric, mats, timbers used for temporary facilities in wetlands or below the high- water mark of Waters of the US must be free from oil, gas, excess dirt, loose paint and other pollutants. Equipment staging areas in wetlands or in stream or river channels must be placed on mats, or other measures must be taken to minimize soil disturbance and compaction. Clearing of riparian or wetland vegetation for the sole purpose of constructing work bridges, detours, staging areas or other temporary facilities must be limited to the absolute minimum necessary. When temporary impacts to native riparian or wetland vegetation are unavoidable, it must be mowed or cut above ground with the topsoil and root mass left intact. Remove all temporary fills and structures in the entirety when they are no longer needed. Restore affected areas to the appropriate original and planned contours where possible. Re-vegetate disturbed areas with appropriate native species when native species are impacted. Construction methods and best management practices (BMPs) must minimize aquatic resource impacts to the maximum extent possible. Any BMPs described in the Joint Application must be followed. BMPs should include installation and maintenance of sediment control measures; separation, storage and reuse of any topsoil; and recovery of all disturbed areas where possible. All best management practices must in place prior to the onset of construction or as soon as practicable during the construction process. Best available technology and/or best management practices must be utilized to protect existing water uses and maintain turbidity and sedimentation at the lowest practical level. Applicant/contractor should manage disturbed streambank topsoil in a manner that optimizes plant establishment for the site. When operating equipment or otherwise undertaking construction in wetlands and water bodies the following conditions apply: (a) Work should be done in dry conditions if possible. (b) All equipment is to be inspected for oil, gas, diesel, anti-freeze, hydraulic fluid or other petroleum leaks. All such leaks will be properly repaired and equipment cleaned prior to being allowed on the project site. Leaks that occur after the equipment is moved to the project site will be fixed the same day or the next day or removed from the project area. The equipment is not allowed to continue operation once a leak is discovered. 2022 Construction General Permit (CGP) Page 81 (c) All equipment is to be inspected and cleaned before and after use to minimize the spread or introduction of invasive or undesirable species. (d) Construction equipment shall not operate below the existing water surface except as follows: − Impacts from construction should be minimized through the use of best management practices submitted in the permit application. − Essential work below the waterline shall be done in a manner to minimize impacts to aquatic system and water quality. (e) Containment booms and/or absorbent material must be available onsite. Any spills of petroleum products must be reported to the Army Corps, Blackfeet Nation BEO Office and the US EPA within 24 hours. Upland, riparian and in-stream vegetation should be protected except where its removal is necessary for completion of work. Revegetation should be completed as soon as possible. Applicant/contractor should revegetate disturbed soil in a manner that optimizes plant establishment for the site. Revegetation must include topsoil replacement, planting, seeding, fertilization, liming and weed-free mulching as necessary. Applicant must use native plant material and soils where appropriate and feasible. This certification does not allow for the introduction of non-native flora and fauna. All disturbed surface areas must be restored to pre- construction contours and elevation. Spoils piles should not be placed or stored within the delineated wetlands or streams unless protected by a temporary structure designed to divert and handle high flows that can be anticipated during permit activity. Spoils piles should be placed on landscaping fabric or some other material to separate spoils material and allow retrieval of spoils material with minimal impact. Impacts to wetlands shall not exceed 4.92 acres. Any unexpected and additional impacts to waters of the US should be reported to the Army Corps, Blackfeet Environmental Office Water Quality Coordinator and the US EPA. All instream and stream channel reconstruction work must be completed before the stream is diverted into the new channel. Any temporary crossings, bridge supports, cofferdams, or other structures that are necessary during permit activity should be designed to handle high flows that can be anticipated during permit activity. All temporary structures should be completely removed from the water body at the conclusion of the permitted activity and the area restored to a natural function and appearance. The certification does not authorize any unconfined discharge of liquid cement into the waters of the United States. Grouting riprap must occur under dry conditions with no exposure of wet concrete to the water body. BMPs shall include application of certified weed-free straw or hay across all disturbed wetland areas that are temporarily impacted; installation and maintenance of sediment control measures during construction and if necessary, after construction is completed; use of heavy mud mats if necessary; separation, 2022 Construction General Permit (CGP) Page 82 storage and reuse of all streambank topsoil and wetland topsoil, as appropriate; and recovery of all disturbed wetland and streambank areas where possible. All conditions set by the Blackfeet Tribe and US Army Corps must be followed. All applicants, including federal agencies, must notify EPA and the Blackfeet Environmental Office of the use of all NWPs for which certification has been granted prior to commencing work on the project. Notifications must include: (a) project location (lat. Long., exact point on map); (b) NWP that will be used and the specific activity that will be authorized under the NWP; (c) amount of permanent and temporary fills; (d) a short summary of the proposed activity, and all other federal, state, tribal or local permits or licenses required for the project; (e) complete contact information of both the applicant and contractor (name, name of the company or property if applicable, telephone, mobile, and email); and, (f) Summary of best management practices that will be used. (g) A summary of communications with the affected Tribe's water quality staff regarding the project, including any concerns or issues. (h) Notify Blackfeet and EPA at least 7 days before the completion of construction and operations begin. Point source discharges may not occur: (1) in fens, bogs or other peatlands; (2) within 100 feet of the point of discharge of a known natural spring source; or (3) hanging gardens. Except as specified in the application, no debris, silt, sand, cement, concrete, oil or petroleum, organic material, or other construction related materials or wastes shall be allowed to enter into or be stored where it may enter into waters of the U.S. Silt fences, straw wattles, and other techniques shall be employed as appropriate to protect waters of the U.S. from sedimentation and other pollutants. Water used in dust suppression shall not contain contaminants that could violate water quality standards. Erosion control matting that is either biodegradable blankets or loose- weave mesh must be used to the maximum extent practicable. All equipment used in waters of the U.S. must be inspected for fluid leaks and invasive species prior to use on a project. All fluid leaks shall be repaired and cleaned prior to use or when discovered, or if the fluid leak can't be repaired, the equipment shall not be used on site. Equipment used in waters with the possibility of aquatic nuisance species infestation must be thoroughly cleaned and effectively decontaminated before they are used on the project. 2022 Construction General Permit (CGP) Page 83 Vegetation should be protected except where its removal is necessary for completion of the work. Locations disturbed by construction activities should be revegetated with appropriate native vegetation in a manner that optimizes plant establishment for the specific site. Revegetation may include topsoil replacement, planting, seeding, fertilization, liming, and weed-free mulching, as necessary. Where practical, stockpile weed- seed-free topsoil and replace it on disturbed areas. All revegetation materials, including plants and plant seed shall be on site or scheduled for delivery prior to or upon completion of the earth moving activities. Activities may not result in any unconfined discharge of liquid cement into waters of the U.S. Grouting riprap must occur under dry conditions with no exposure of wet concrete to the waterbody. Activities that may result in a point source discharge shall occur during seasonal low flow or no flow periods to the extent practicable. The placement of material (discharge) for the construction of new dams is not certified, except for stream restoration projects. Any decision-maker that is required under 7.0 of the CGP to prepare a Stormwater Pollution Prevention Plan (SWPPP), must submit an electronic copy of the SWPPP to the Blackfeet Environmental Office at least 30 days before construction starts for review and approval. Any modifications to the SWPPP should be submitted to the Blackfeet Environmental Office. Any Decision-maker required under Part 1.4 of the CGP to submit a Notice of Intent (NOI) to EPA for coverage under the CGP, must submit a copy of the NOI to the Blackfeet Environmental Office within three business days of submittal to EPA. Additionally, a copy of the Notice of Termination (NOT) must be provided within three business days after electronic confirmation is received from EPA that the NOT has been accepted. The NOI and NOT must be provided to the following address Gerald Wagner, Blackfeet Environmental Office Director. 62 Hospital Drive, Browning, MT 59417 beo.director@gmail.com Fort Peck Tribes. Any Decision-maker required under Part 1.4 of the CGP to submit a Notice of Intent (NOI) to EPA for coverage under the CGP, must submit a copy of the NOI to the Fort Peck Tribes Office of Environmental Protection within three business days of submittal to EPA. Additionally, a copy of the Notice of Termination (NOT) must be provided within three business days after electronic confirmation is received from EPA that the NOT has been accepted. The NOI and NOT must be provided to the following address: Martina Wilson, Office of Environmental Protection Director 501 Medicine Bear Rd Poplar, MT 59255 martinawilson@fortpecktribes.net Any Decision-maker that is required under Part 7.0 of the CGP to prepare a Stormwater Pollution Prevention Plan (SWPPP), must submit an electronic copy of the SWPPP to the Fort Peck Tribes Office of Environmental Protection at least 30 days before construction starts for review and approval. Any modifications to the 2022 Construction General Permit (CGP) Page 84 SWPPP should be submitted to the Fort Peck Tribes Office of Environmental Protection. Any Decision-maker that is required under Part 8.0 of the CGP to submit a weekly, bi-weekly, and/or annual report to EPA, must submit an electronic copy of the annual report to the Fort Peck Tribes Office of Environmental Protection within three business days after submittal to EPA. 9.9 EPA REGION 9 9.9.1 CAR10I000 Indian country within the State of California Morongo Band of Mission Indians A copy of the Stormwater Pollution Prevention Plan (SWPPP) must be submitted (either mailed or electronically) to the MEPD no less than thirty (30) days before commencing construction activities: Morongo Band of Mission Indians Environmental Protection Department 12700 Pumarra Road Banning, CA 92220 Email: epd@morongo‐nsn.gov Copies of the Notice of Intent (NOI) and the Notice of Termination (NOT) must be sent to the MEPD at the same time they are submitted to EPA. Operators of an “emergency‐related project” must submit notice to the MEPD within twenty‐ four (24) hours after commencing construction activities. Spills, leaks, or unpermitted discharges must be reported to the MEPD within twenty‐four (24) hours of the incident, in addition to the reporting requirements of the CGP. Projects utilizing cationic treatment chemicals (as defined in Appendix A of the CGP) within the Morongo Reservation are not eligible for coverage under this certification of the CGP. Facilities covered under the CGP will be subject to compliance inspections by MEPD staff, including compliance with final site stabilization criteria prior to submitting an NOI [EPA assumes this intended to refer to an NOT]. 9.9.2 GUR100000 Island of Guam For purposes of this Order, the term "Project Proponent" shall mean U.S. Environmental Protection Agency, and its agents, assignees, and contractors. For purposes of this Order, the permit "Operator” shall mean any party associated with a construction project that meets either of the following two criteria: The party has operational control over construction plans and specifications, including the ability to make modifications to those plans and specifications (e.g. in most cases this is the owner of the site); or The party has day-to-day operational control of those activities at a project that are necessary to ensure compliance with the permit conditions (e.g., they are authorized to direct workers at a site to carry out activities required by the permit; in most cases this is the general contractor of the project). 2022 Construction General Permit (CGP) Page 85 Subcontractors generally are not considered operators for the purposes of this permit. The Project Proponent shall enforce the proposed 2022 CGP and ensure that the Operator complies with the conditions of the permit at all times.107 (40 CFR §121.11(c)) 107 By incorporating this condition into the permit, EPA acknowledges receipt of Guam’s certification conditions. All submittals required by this Order shall be sent to the Guam Environmental Protection Agency Attn: 401 Federal Permit Manager, Non-Point Source Program, EMAS Division, 3304 Mariner Avenue, Bldg. 17-3304, Barrigada, Guam 96913, AND via email to jesse.cruz@epa.guam.gov. The submittals shall be identified with WQC Order #2021- 04 and include the COP Permit Number, certifying representative's name, title, mailing address and phone number. (§51060)(4) 2017 GWQS) A copy of the Operator's signed Stormwater Pollution Prevention Plan (SWPPP) and signed Notice of Intent (NOI) and Notice of Termination (NOT) submitted to EPA for review and approval, shall concurrently be submitted to Guam EPA, consistent with condition A4. Coordination with Guam EPA is encouraged when the receiving water(s) for the proposed discharge is/are being identified. (§10105.B.5.d.) GSESCR; (§51060)(4) 2017 GWQS) The Operator must comply with the conditions and requirements set forth in 22 GAR 10, Guam Soil Erosion and Sediment Control Regulations (GSESCR). Before submitting the NOT to EPA, Operators shall comply with GSESC regulations at §10105.B10. (Stabilization of Affected Areas) and §10107.B. {Final Inspection and Approval) All operators/owners shall comply with the general design criteria for best management practices (BMPs) acceptable for meeting the Construction and Post- construction stormwater criteria in the 2006 CNMI and Guam Stormwater Management Manual. (E.O. 2012-02) Operating reports and monitoring and analytical data (e.g. Discharge Monitoring Reports (DMRs), follow-up monitoring reports, Exceedance Reports for Numerical Effluent Limits, etc.) submitted to EPA shall be concurrently submitted to Guam EPA, consistent with condition A4. §51060)(4) 2017 GWQS The Operators who install a sediment basin or similar impoundment shall maintain the storage capacity of five thousand cubic feet {5,000 cu. ft.) per acre of project area tributary to the basin. (§10105.B.5.i.) GSESCR (1) This Order does not authorize EPA to qualify Rainfall Erosivity Waivers to stormwater discharges associated with small construction activities (i.e. 1-5 acres). Operators are required to apply for an NOI for those projects eligible for coverage under the proposed 2022 CGP. An Erosion and Sediment Control Plan is required for every site that would be covered by the proposed 2022 CGP. (22 GAR §10104) The average annual rainfall for Guam and the CNMI exceeds I00 inches per year in many locations. These climatic conditions combined with the region's unique limestone, volcanic geologic formations, sensitive water resources and significant land 2022 Construction General Permit (CGP) Page 86 development forces make stormwater discharges a very significant environmental and economic issue. (2006 CNMJ/Guam Stormwater Management Manual) E.O. 2012-02 (2) This Order does not authorize EPA to approve a Sediment TMDL Waiver for the Ugum River. Operators of construction activities eligible for a TMDL Waiver in lieu of coverage under the proposed 2022 CGP, shall submit a complete and accurate waiver certification as described in C.2., Appendix C - (Small Construction Waivers) to Guam EPA per condition A4., prior to notifying EPA of its intention to obtain a waiver. §51060)(4) 2017 GWQS The Project Proponent shall submit to Guam EPA a signed Statement of Understanding of Water Quality Certification Conditions.108 (see Attachment A for an example) per condition A4. §51060)(4) 2017 GWQS 108 By incorporating this condition into the permit, EPA acknowledges receipt of Guam’s certification conditions. The Operator shall comply with applicable provisions of the Guam Pesticides Act of2007 (10 GCA Chapter 50) and implementing regulations at Title 22 GAR Chapter 15 for any use and application of pesticides. Point source discharge(s) to waterbodies under the jurisdiction of Guam EPA must be consistent with the antidegradation policy in 22 GAR §510l(b). The operator shall carry out construction activities in such a manner that will not violate Guam Water Quality Standards (GWQS). Proposed 2022 CGP discharges are prohibited as follows: In Marine Waters, Category M-1 Excellent 22 GAR Chapter 5 §5102(b)(l); and In Surface Waters, Category S-1 High 22 GAR Chapter 5 §5102(c)(l) In addition to complying with construction dewatering requirements in Part 2.4 and site inspection requirements for all areas where construction dewatering is taking place in Part 4 of the proposed 2022 CGP, Operators shall comply with all dewatering conditions and requirements set forth in 22 GAR 7, Water Resources Development and Operating Regulations, to include securing Guam EPA permits prior to any dewatering activities. The Operator shall develop and implement a Spill Prevention and Containment Plan. The Operator shall have adequate and appropriate spill response materials on hand to respond to emergency release of oil, petroleum or any other material into waters of the territory. Any unpermitted discharge into territorial waters or onto land with a potential for entry into territorial waters, is prohibited. If this occurs, the Operator shall immediately take the following actions: Cease operations at the location of the violation or spill. Assess the cause of the water quality problem and take appropriate measures to correct the problem and/or prevent further environmental damage. Notify Guam EPA of the failure to comply. All petroleum spills shall be reported immediately to: 2022 Construction General Permit (CGP) Page 87 (a) Guam's Emergency 911 system (b) Guam EPA's 24-Hour Spill Response Team at (671) 888-6488 or during working hours (671) 300-4751 (c) US Coast Guard Sector Guam (671) 355-4824 (d) National Response Center 1-800-424-8802 Submit a detailed written report to Guam EPA within five days of noncompliance that describes the nature of the event corrective action taken and/or planned, steps to be taken to prevent a recurrence, results of any samples taken, and any other pertinent information. Compliance with this condition does not relieve the Operator from responsibility to maintain continuous compliance with the terms and conditions of this Order or the resulting liability from failure to comply. Submittal or reporting of any of this information does not provide relief from any subsequent enforcement actions for unpermitted discharges to waters of the United States. This Order is valid for five (5) Years from Date of Certification, unless otherwise approved by the Guam EPA Administrator. The Operator shall be required to adhere to the current Guam Coral Spawning Moratorium dates for both hard and soft corals where in-water activities and/or construction activity in close proximity with marine waters may impair water quality. These dates can be obtained from the Guam Department of Agriculture, Division of Aquatic and Wildlife Resources, or the NOAA NMFS Pacific Islands Regional Office Habitat Conservation Division. The Operator shall provide notice to Guam EPA consistent with Condition A4: (a) Immediately upon discovery of noncompliance with the provisions of this Order. A Notice of Violation/Work Stop Order will be issued if certification conditions are not adhered to or when significant or sustained water quality degradation occurs. Work or discharge shall be suspended or halted until the Operator addresses environmental problems/concerns to Guam EPA's satisfaction. Guam EPA may also levy penalties and fines (10 GCA §47111). Invalidity or enforceability of one or more provisions of this certification shall not affect any other provision of this certification. 9.10 EPA REGION 10 9.10.1 IDR10I000 Indian country within the State of Idaho, except Duck Valley Reservation lands (see Region 9) Shoshone-Bannock Tribes Copies of the following information must be sent to the SBT-WRD: (a) Notice of Intents (NOI) The Notice of Intent shall be forwarded to the SBT-WRD within thirty (30) days of receipt of submitting NOI to the USEPA. 2022 Construction General Permit (CGP) Page 88 Shoshone-Bannock Tribes Water Resources Department PO Box 306 Pima Drive Fort Hall, ID 83203 Phone: (208) 239-4582 Fax: (208) 239-4592 Or Email ctanaka@sbtribes.com If requested by the SBT-WRD, the permittee must submit a copy of the SWPPP to SBT- WRD within fourteen (14) days of the request. 9.10.2 ORR10I000 Indian country within the State of Oregon, except Fort McDermitt Reservation lands (see Region 9) Confederated Tribes of Coos, Lower Umpqua, and Siuslaw No activities allowed under the CGP shall result in the degradation of any Tribal waters or affect resident aquatic communities or resident or migratory wildlife species at any life stage. The operator shall be responsible for achieving compliance with CTCLUSI Water Quality Standards and all other tribal codes, regulations, and laws as they exist at the time that the permit is submitted. The operator shall submit a copy of the Notice of lntent (NOI) to be covered by the general permit to the CTCLUSI Water Quality Program before, or at the same time as, it is submitted to EPA. The operator shall be responsible for submitting all Stormwater Pollution Prevention Plans (SWPPP) required under this general permit to the CTCLUSI Water Quality Program for review and determination that the SWPPP is sufficient to meet Tribal Water Quality Standards, prior to the beginning of any discharge activities taking place. The operator shall be responsible for reporting an exceedance to Tribal Water Quality Standards to the CTCLUSI Water Quality Program at the same time it is reported to EPA. The THPO will be provided 30 days to comment on the APE as defined in the permit application. If the project is an undertaking, a cultural resource assessment must occur. All fieldwork must be permitted by the THPO (as appropriate), conducted by qualified personnel (as outlined by the Secretary of Interior's Standards and Guidelines; http://www.nps.gov/history/local-law/arch_stnds_O.htm) and documented according to Oregon Reporting Standards (Reporting_Guidelines.pdf) (oregon.gov). The resulting report must be submitted to the THPO and the THPO must concur with the finding of effect and recommendations before any ground disturbing work can occur. The THPO requires 30 days to review all reports. The operator must obtain THPO concurrence in writing. If historic properties are present, this written concurrence will outline measures to be taken to prevent or mitigate adverse effects to historic properties. Confederated Tribes of the Umatilla Indian Reservation The operator shall be responsible for achieving compliance with the 2022 Construction General Permit (CGP) Page 89 Confederated Tribes of the Umatilla Indian Reservation’s (CTUIR) Water Quality Standards. The operator shall submit a copy of the Notice of Intent (NOI) to be covered by the general permit to the CTUIR Water Resources Program at the address below, at the same time it is submitted to EPA. The operator shall be responsible for submitting all Stormwater Pollution Prevention Plans (SWPPP) required under this general permit to the CTUIR Water Resources Program for review and determination that the SWPPP is sufficient to meet Tribal Water Quality Standards, prior to the beginning of any discharge activities taking place. The operator shall be responsible for reporting an exceedance to Tribal Water Quality Standards to the CTUIR Water Resources Program at the same time it is reported to EPA. Confederated Tribes of the Umatilla Indian Reservation Water Resources Program 46411 Timíne Way Pendleton, OR 97801 (541) 429-7200 The THPO will be provided 30 days to comment on the APE as defined in the permit application. If the project is an undertaking, a cultural resource assessment must occur. All fieldwork must be permitted by the Tribal Historic Preservation Office (as appropriate), conducted by qualified personnel (as outlined by the Secretary of Interior’s Standards and Guidelines; http://www.nps.gov/history/local- law/arch_stnds_0.htm) and documented according to Oregon Reporting Standards (Reporting_Guidelines.pdf (oregon.gov). The resulting report must be submitted to the THPO and the THPO must concur with the finding of effect and recommendations before any ground disturbing work can occur. The THPO requires 30 days to review all reports. The operator must obtain THPO concurrence in writing. If historic properties are present, this written concurrence will outline measures to be taken to prevent or mitigate adverse effects to historic properties. 9.10.3 WAR10F000 Areas in the State of Washington, except those located on Indian country, subject to construction activity by a Federal Operator For purposes of this Order, the term “Project Proponent” shall mean those that are seeking coverage under this permit, and its agents, assignees and contractors. The Federal Agency shall mean the US Environmental Protection Agency. The Federal Agency shall enforce the permit and ensure that the Project Proponent complies with the conditions of the permits at all times. Failure of any person or entity to comply with this Certification may result in the issuance of civil penalties or other actions, whether administrative or judicial, to enforce the terms of this Certification. The Certification conditions within this Order must be incorporated into EPA’s final NPDES permit. Per 40 CFR 121.10(a), all certification conditions herein that satisfy the 2022 Construction General Permit (CGP) Page 90 requirements of 40 CFR 121.7(d) must be incorporated into the permit. Per 40 CFR 121.10(b), the permit must clearly identify all certification conditions. This Certification does not authorize exceedances of water quality standards established in chapter 173-201A WAC. Discharges from construction activity must not cause or contribute to violations of the Water Quality Standards for Surface Water of the State of Washington (chapter 173- 201A WAC), Ground Water Quality Standards (chapter 173- 200 WAC), Sediment Management Standards (chapter 173-204 WAC), and standards in the EPA’s Revision of certain Federal water quality criteria applicable to Washington (40 CFR 131.45). Discharges that do not comply with these standards are prohibited. Prior to discharge of stormwater and non-stormwater to waters of the State, the Permittee must apply all known, available, and reasonable methods of prevention, control, and treatment (AKART). This includes the preparation and implementation of an adequate Stormwater Pollution Prevention Plan (SWPPP), with all appropriate Best Management Practices (BMPs) installed and maintained in accordance with the SWPPP and the terms and conditions of the permit. BMPs must be consistent with: (a) The Stormwater Management Manual for Western Washington (most current approved edition at the time this permit was issued), for sites west of the crest of the Cascade Mountains; or (b) The Stormwater Management Manual for Eastern Washington (most current approved edition at the time this permit was issued), for sites east of the crest of the Cascade Mountains; or (c) Revisions to either manual, or other stormwater management guidance documents or manuals which provide equivalent level of pollution prevention, that are approved by Ecology and incorporated into this permit in accordance with the permit modification requirements of WAC 173-226-230. (For purposes of this section, the stormwater manuals listed in Appendix 10 of the Phase I Municipal Stormwater Permit are approved by Ecology); or (d) Documentation in the SWPPP that the BMPs selected provided an equivalent level of pollution prevention, compared to the applicable stormwater management manuals, including: − The technical basis for the selection of all stormwater BMPs (scientific, technical studies, and/or modeling) that support the performance claims for the BMPs being selected. − An assessment of how the selected BMP will satisfy AKART requirements and the applicable federal technology-based treatment requirements under 40 CFR part 125.3. The Stormwater Management Manuals for Eastern and Western Washington can be found at: https://ecology.wa.gov/Regulations-Permits/Guidance- technical-assistance/Stormwater-permittee-guidance-resources/Stormwater- manuals. An adequate SWPPP must include a narrative and drawings. All BMPs must be clearly referenced in the narrative and marked on the drawings. The SWPPP 2022 Construction General Permit (CGP) Page 91 narrative must include documentation to explain and justify the pollution prevention decisions made for the project. Documentation must include: (a) Information about existing site conditions (topography, drainage, soils, vegetation, etc.). (b) Potential erosion problem areas. (c) The 13 elements of a SWPPP, including BMPs used to address each element. Unless site conditions render the element unnecessary and the exemption is clearly justified in the SWPPP, the 13 elements are as follows: − Preserve Vegetation/Mark Clearing Limits − Establish Construction Access − Control Flow Rates − Install Sediment Controls − Stabilize Soils − Protect Slopes − Protect Drain Inlets − Stabilize Channels and Outlets − Control Pollutants − Control Dewatering − Maintain BMPs − Manage the Project − Protect Low Impact Development (LID) BMPs Discharges of stormwater and authorized non-stormwater must be monitored for turbidity (or transparency) and, in the event of significant concrete work or engineered soils, pH must also be monitored. As applicable based on project specifics, monitoring, benchmarks, and reporting requirements contained in Condition S.4. (pp.10-16) of the Washington State Construction Stormwater General Permit, effective January 1, 2021, shall apply. Discharges to segments of waterbodies listed as impaired by the State of Washington under Section 303(d) of the Clean Water Act for turbidity, fine sediment, phosphorus, or pH must comply with the following numeric effluent limits: Parameter identified in 303(d) listing Parameter Sampled Unit Analytical Method Numeric Effluent Limit • Turbidity • Fine Sediment • Phosphorus Turbidity NTU SM2130 25 NTUs at the point where the stormwater is discharged from the site. High pH pH su pH meter In the range of 6.5 – 8.5 All references and requirements associated with Section 303(d) of the Clean Water Act mean the most current EPA-approved listing of impaired waters that exists on the 2022 Construction General Permit (CGP) Page 92 effective date of the permit, or the date when the operator’s complete permit application is received by EPA, whichever is later. The EPA approved WQ Assessment can be found at: https://ecology.wa.gov/Water- Shorelines/Water-quality/Water-improvement/Assessment-of-state-waters-303d Discharges to a waterbody that is subject to a Total Maximum Daily Load (TMDL) for turbidity, fine sediment, high pH, or phosphorus must be consistent with the TMDL. Where an applicable TMDL sets specific waste load allocations or requirements for discharges covered by this permit, discharges shall be consistent with any specific waste load allocations or requirements established by the applicable TMDL. Where an applicable TMDL has established a general waste load allocation for construction stormwater discharges, but no specific requirements have been identified, compliance with this permit will be assumed to be consistent with the approved TMDL. Where an applicable TMDL has not specified a waste load allocation for construction stormwater discharges, but has not excluded these discharges, compliance with this permit will be assumed to be consistent with the approved TMDL. Where an applicable TMDL specifically precludes or prohibits discharges from construction activity, the operator is not eligible for coverage under this permit. Applicable TMDL means a TMDL for turbidity, fine sediment, high pH, or phosphorus which has been completed and approved by EPA as of the effective date of the permit, or prior to the date of the operator’s complete application for permit coverage is received by EPA, whichever is later. Discharges to waters of the state from the following activities are prohibited: Concrete wastewater. Wastewater from washout and clean-up of stucco, paint, form release oils, curing compounds and other construction materials. Process wastewater as defined by 40 Code of Federal Regulations (CFR) 122.2. Slurry materials and waste from shaft drilling, including process wastewater from shaft drilling for construction of building, road, and bridge foundations unless managed to prevent discharge to surface water. Fuels, oils, or other pollutants used in vehicle and equipment operation and maintenance. Soaps or solvents used in vehicle and equipment washing. Wheel wash wastewater, unless managed to prevent discharge to surface water. Discharges from dewatering activities, including discharges from dewatering of trenches and excavations, unless managed according to appropriate controls described within the permit. This Certification is valid until the expiration date including any administrative extension or termination date of the NPDES 2022 Construction General Permit. (40 CFR § 122.46) 2022 Construction General Permit (CGP) Page 93 The Federal Agency shall enforce and the Project Proponent must comply with all the reporting and notification conditions of the NPDES 2022 Construction General Permit in order to comply with this Order and the certification conditions herein (40 CFR § 121.11). You have a right to appeal this Order to the Pollution Control Hearing Board (PCHB) within 30 days of the date of receipt of this Order. The appeal process is governed by chapter 43.21B RCW and chapter 371-08 WAC. “Date of receipt” is defined in RCW 43.21B.001(2). To appeal you must do all of the following within 30 days of the date of receipt of this Order: • File your appeal and a copy of this Order with the PCHB (see addresses below). Filing means actual receipt by the PCHB during regular business hours. • Serve a copy of your appeal and this Order on Ecology in paper form - by mail or in person (see addresses below). E-mail is not accepted. You must also comply with other applicable requirements in chapter 43.21B RCW and chapter 371-08 WAC. ADDRESS AND LOCATION INFORMATION Street Addresses Mailing Addresses Department of Ecology Attn: Appeals Processing Desk 300 Desmond Drive SE Lacey, WA 98503 Department of Ecology Attn: Appeals Processing Desk PO Box 47608 Olympia, WA 98504-7608 Pollution Control Hearings Board 1111 Israel RD SW STE 301 Tumwater, WA 98501 Pollution Control Hearings Board PO Box 40903 Olympia, WA 98504-0903 CONTACT INFORMATION Please direct all questions about this Order to: Noel Tamboer Department of Ecology P.O. Box 47600 Olympia, WA 98503-7600 (360) 701-6171 noel.tamboer@ecy.wa.gov 9.10.4 WAR10I000 Indian country within the State of Washington Lummi Nation 2022 Construction General Permit (CGP) Page 94 This certification does not exempt and is provisional upon compliance with other applicable statutes and codes administered by federal and Lummi tribal agencies. Pursuant to Lummi Code of Laws (LCL) 17.05.020(a), the operator must also obtain a land use permit from the Lummi Planning Department as provided in Title 15 of the Lummi Code of Laws and regulations adopted thereunder. Pursuant to LCL 17.05.020(a), each operator shall develop and submit a Storm Water Pollution Prevention Plan to the Lummi Water Resources Division for review and approval by the Water Resources Manager prior to beginning any discharge activities. Pursuant to LCL Title 17, each operator shall be responsible for achieving compliance with the Water Quality Standards for Surface Waters of the Lummi Indian Reservation (Lummi Administrative Regulations [LAR] 17 LAR 07.010 through 17 LAR 07.210 together with supplements and amendments thereto). Each operator shall submit a signed copy of the Notice of lntent (NOI) to the Lummi Water Resources Division at the same time it is submitted electronically to the Environmental Protection Agency (EPA) and shall provide the Lummi Water Resources Division the acknowledgement of receipt of the NOI from the EPA and the associated NPDES tracking number provided by the EPA within 7 calendar days of receipt from the EPA. Each operator shall submit a signed copy of the Notice of Termination (NOT) to the Lummi Water Resources Division at the same time it is submitted electronically to the EPA and shall provide the Lummi Water Resources Division the EPA acknowledgement of receipt of the NOT. Storm Water Pollution Prevention Plans, Notice of Intent, Notice of Termination and associated correspondence with the EPA shall be submitted to: Lummi Natural Resources Department ATTN: Water Resources Manager 2665 Kwina Road Bellingham, WA 98226-9298 Port Gamble S’Klallam Tribe No discharge from the project site shall cause exceedances of Port Gamble S’Klallam Surface Water Quality Standards narrative or numeric criteria in Tribal waters. This includes activities outside of Tribal lands that occur upstream of Tribal waters. (a) If any exceedance of these water quality standards occurred, the Natural Resources Department shall be notified immediately. • The Department shall additionally be provided a complete draft of the proposed corrective action within a reasonable timeframe and its approval will be required before any corrective action may be taken. Operators performing activities under the CGP that may affect Tribal waters will require a permit and shall submit their plans to the Port Gamble S’Klallam Natural Resources Department for review. • The Department has the right to require conditions outside of this Water Quality Certification prior to permit approval. 2022 Construction General Permit (CGP) Page 95 No activities allowed under the CGP shall result in the degradation of any Tribal waters or change in designated uses. No activities allowed under the CGP shall affect resident aquatic communities or resident/migratory wildlife species at any life stage. • Biological assessment methods used to determine the effect of an activity allowed under the CGP shall be approved by the PGST Natural Resources Department. No activities allowed under the CGP shall be conducted within wetland and stream buffer zones, nor shall said activities affect in any way wetland or stream buffers, as defined by PGST Law and Order Code 24.08.01(c). Concentrations for substances listed within the table in Water Quality Standards for Surface Waters sec. 7(7) shall not be exceeded by activities allowed under the CGP. Spokane Tribe of Indians Pursuant to Tribal Law and Order Code (TLOC) Chapter 30 each operator shall be responsible for achieving compliance with the Surface Water Quality Standards of the Spokane Tribe. The operator shall notify the Spokane Tribe, Water Control Board (WCB) of any spills of hazardous material and; Each operator shall submit a signed hard copy of the Notice of lntent (NOI) to the WCB at the same time it is submitted to EPA. The permittee shall allow the Tribal Water Control Board or its designee to inspect and sample at the construction site as needed. Each operator shall submit a signed copy of the Notice of Termination (NOT) to the WCB at the same time it is submitted to EPA The correspondence address for the Spokane Tribe Water Control Board is: Water Control Board c/o Brian Crossley PO Box480 Wellpinit WA 99040 (509)626-4409 crossley@spokanetribe.com Swinomish Tribe Owners and operators seeking coverage under this permit must submit a copy of the Notice of Intent (NOI) to the DEP at the same time the NOI is submitted to EPA. Owners and operators must also submit to the DEP changes in NOI and/or Notices of Termination at the same time they are submitted to EPA. Owners and operators seeking coverage under this permit must also submit a Stormwater Pollution Prevention Plan to the DEP for review and approval by DEP prior to beginning any discharge activities. Tulalip Tribes Submission of NOI: Copies of the Notice of Intent (NOI),) Certification shall be submitted to the Tribe's Natural Resources Department to notify the Tribes of the 2022 Construction General Permit (CGP) Page 96 pending project and in order for the Tribes to review the projects potential impacts to endangered or threatened species. Submission of SWPPP: A copy of the Stormwater Pollution Plans (SWPPPs) shall be submitted to the Tribe's Natural Resources Department along with the NOI during the 30 day waiting period. Submission of Monitoring Data and Reports: The results of any monitoring required by this permit and reports must be sent to the Tribe's Natural Resources Depa1tment, The Tulalip Tribes are federally recognized successors in the interest to the Snohomish, Snoqualmie, Skykomish, and other allied tribes and bands signatory to the Treaty of Point Elliott. including a description of the corrective actions required and undertaken to meet effluent limits or benchmarks (as applicable). Authorization to Inspect: The Tribe's Natural Resources Department may conduct an inspection of any facility covered by this permit to ensure compliance with tribal water quality standards. The Department may enforce its certification conditions. Submission of Inspection Reports: Inspection reports must be sent to the Tribe's Natural Resources Department, including a description of the corrective actions required and undertaken to meet effluent limits or benchmarks (as applicable). Permits on-site: A copy of the pe1mit shall be kept on the job site and readily available for reference by the construction supervisor, construction managers and foreman, and Tribal inspectors. Project Management: The applicant shall ensure that project managers, construction managers and foreman, and other responsible parties have read and understand conditions of the permit, this certification, and other relevant documents, to avoid violations or noncompliance with this certification. Emergency Spill Notification Requirements: In the event of a spill or the contractor shall immediately take action to stop the violation and correct the problem, and immediately repo1t spill to the Tulalip Tribes Police Department (425) 508-1565. Compliance with this condition does not relieve the applicant from responsibility to maintain continuous compliance with the tem1S and conditions of this certification or the resulting liability from failure to comply. Discharges to CERCLA Sites: This permit does not autho1ize direct stormwater discharges to certain sites undergoing remedial cleanup actions pursuant to the Comprehensive Environmental Response, Compensation and Liability Act (CERCLA) unless first approved by the appropriate EPA Regional office. In the case of the Tulalip Landfill site (WAD980639256), the Tulalip Tribes also requests notification by the facility and consultation with EPA prior to discharge. Contaminants at this site may include but are not limited to: dioxins, furans, arsenic, copper, lead, zinc, 4- methyl-phenol, Hex-CB, HPAHs, PCBs, PCE, cadmium, mercury, and LPAHs. Discharge-related Activities that have Potential to Cause an Adverse Effect on Historic Properties: Installation of stormwater controls that involve subsurface disturbances may potentially have an adverse impact on historic properties. 2022 Construction General Permit (CGP) Page 97 Procedures detailed in the permit shall be completed. Richard Young, of the Tulalip Tribe's Cultural Resources Department shall be contacted prior to initiating discharge- related activities that may have an impact on historic properties. His contact information is (360) 716-2652, ryoung@tulaliptribes-nsn.gov. Invalidation: This certification will cease to be valid if the project is constructed and/or operated in a manner not consistent with the project description contained in the permit. This certification will also cease to be valid and the applicant must reapply with an updated application if info1mation contained in the permit is voided by subsequent submittals. Modification: Nothing in this certification waives the Tulalip Tribes of Washington's authority to issue modifications to this ce1iification if additional impacts due to operational changes are identified, or if additional conditions are necessary to protect water quality or further protect the Tribal Communities interest. incorporation by reference: TI1is certification does not exempt the applicant from compliance with other statues and codes administered by the Tribes, county, state and federal agencies. Compliance with Tribe's I996 Water Quality Standards: Each permittee shall be responsible for controlling discharges and achieving compliance with the T1ibe's Water Quality Standards. Compliant with Tulalip Tribes Tidelands Management Policy: Permittee shall be responsible for achieving compliance with applicable sections of the Tulalip Tribe's Tidelands Management Policy. (Tulalip Tribal Code Title 8 Chapter 8.30). Compliant with Tulalip Tribes Environmental Infractions: Permittee shall be responsible for achieving compliance with applicable sections of the Tulalip Tribe's Environmental Infractions. (Tulalip Tribal Code Title 8 Chapter 8.20). Where to Submit information and for further Coordination: All requested documents should be sent to the: Tulalip Tribes Natural Resources Environmental Department c/o Kurt Nelson and Valerie Streeter, 6704 Marine Drive, Tulalip, Washington 98271. For further 40 I Certification coordination with the Tulalip Tribes Natural Resources Department, please contact Mr. Kurt Nelson (360) 716-4617 knelson@tu1aliptribes- nsn.gov. 6406 Marine Dr., Tulalip WA 98271. Makah Tribe The permittee shall be responsible for meeting any additional permit requirements imposed by EPA necessary to comply with the Makah Tribe’s Water Quality Standards if the discharge point is located within the Makah’s U&A treaty reserved areas. Each permittee shall submit a copy of the Notice of Intent (NOI) to be covered by the general permit to Makah Fisheries Management, Water Quality Department at the address listed below at the same time it is submitted to the EPA. Makah Water Quality Makah Fisheries Management (MFM) ray.colby@makah.com 2022 Construction General Permit (CGP) Page 98 PO Box 115 Neah bay, WA 98357 All supporting documentation and certifications in the NOI related to coverage under the general permit for Endangered Species Act purposes shall be submitted to the Tribe’s Habitat programs for their review. If EPA requires coverage under an individual or alternative permit, the permittee shall submit a copy of the permit to Assistant Fisheries Director, ray.colby@makah.com. The permittee shall submit all Stormwater Pollution Prevention plan (SWPP) to MFM for review and approval prior to beginning any activities resulting in a discharge to Makah tribal waters. The permittee shall notify Ray Colby, ray.colby@makah.com (360) 645-3150 prior to conducting inspections at construction sites generating stormwater discharges to tribal waters. The operator shall treat dewatering discharges with controls necessary to minimize discharges of pollutants to surface waters, or ground waters, and from stormwater runoff onsite from excavations, trenches, foundations, or storage areas. To the extent feasible, at all points where dewatering is discharged, comply with the velocity dissipation using check dams, sediment traps, and grouted outlets. Puyallup Tribe of Indians The permittee shall be responsible for meeting any additional permit requirements imposed by EPA necessary to comply with the Puyallup Tribe’s antidegradation procedures. Each permittee shall submit a copy of the Notice of Intent (NOI) to be covered by the general permit to Char Naylor, Tribal Water Quality Manager at the following e-mail address: (char.naylor@puyalluptribe-nsn.gov) at the same time it is submitted to EPA. All supporting documentation and certifications in the NOI related to coverage under the general permit for Endangered Species Act purposes shall be submitted to Char Naylor, Tribal Water Quality Manager/Assistant Fisheries Director (char.naylor@puyalluptribe-nsn.gov) for review. If EPA requires coverage under an individual or alternative permit, the permittee shall submit a copy of the permit to Char Naylor at the email address listed above. The permittee shall submit all stormwater pollution prevention plans to Char Naylor for review and approval prior to beginning any activities resulting in a discharge to Puyallup tribal waters. The permittee shall contact Brandon Reynon (Brandon.reynon@puyalluptribe-nsn- gov), Tribe’s Historic Preservation Officer or Jennifer Keating (Jennifer.keating@puyalluptribe-nsn.gov), Tribe’s Assistant Historic Preservation Officer regarding historic properties and cultural resources. To minimize the discharge of pollutants to groundwater or surface waters from stormwater that is removed from excavations, trenches, foundations, vaults, or 2022 Construction General Permit (CGP) Page 99 other storage areas, treat dewatering discharges with controls necessary to minimize discharges of pollutants. Examples of appropriate controls include sediment basins or sediment traps, sediment socks, dewatering tanks, tube settlers, weir tanks, and filtration systems (e.g., bag or sand filters) that are designed to remove sediment. To the extent feasible, utilize vegetated, upland areas of the site to infiltrate dewatering water before discharge. At all points where dewatering water is discharged, utilize velocity dissipation controls. Examples of velocity dissipation devices include check dams, sediment traps, riprap, and grouted riprap at outlets. The permittee shall provide and maintain natural buffers to the maximum extent possible (and/or equivalent erosion and sediment controls) when tribal waters are located within 100 feet of the boundaries. If infeasible to provide and maintain an undisturbed 100 foot natural buffer, erosion and sediment controls to achieve the sediment load reduction equivalent to a 100-foot undisturbed natural buffer shall be required. 2022 Construction General Permit (CGP) Page A-1 of 13 Appendix A - Definitions and Acronyms 1. Definitions “Action Area” – all areas to be affected directly or indirectly by the Federal action and not merely the immediate area involved in the action. See 50 CFR 402. For the purposes of this permit and for application of the threatened and endangered species protection eligibility requirements, the following areas are included in the definition of action area: • The areas on the construction site where stormwater discharges originate and flow toward the point of discharge into the receiving waters. This includes: • areas on the construction site where excavation, site development, or other ground disturbance activities occur, and • areas where stormwater controls will be constructed and operated, including any areas where stormwater flows to and from the stormwater controls. • The areas in the vicinity of the construction site where stormwater discharges flow from the construction site to one or more points of discharge into receiving waters. (Example: Where stormwater flows into an off-site ditch, swale, or gully that leads to receiving waters. • The extent of the receiving water potentially affected by stormwater discharges from your construction site through alteration of water chemistry, turbidity, temperature, or bank structure (i.e., erosive flow), regardless of whether the construction site is adjacent to the receiving water. “Agricultural Land” - cropland, grassland, rangeland, pasture, and other agricultural land, on which agricultural and forest-related products or livestock are produced and resource concerns may be addressed. Agricultural lands include cropped woodland, marshes, incidental areas included in the agricultural operation, and other types of agricultural land used for the production of livestock. “Antidegradation Policy” or “Antidegradation Requirements” - the water quality standards regulation that requires States and Tribes to establish a three-tiered antidegradation program: 1. Tier 1 maintains and protects existing uses and water quality conditions necessary to support such uses. An existing use can be established by demonstrating that fishing, swimming, or other uses have actually occurred since November 28, 1975, or that the water quality is suitable to allow such uses to occur. Where an existing use is established, it must be protected even if it is not listed in the water quality standards as a designated use. Tier 1 requirements are applicable to all surface waters. 2. Tier 2 maintains and protects "high quality" waters -- waterbodies where existing conditions are better than necessary to support CWA § 101(a)(2) "fishable/swimmable" uses. Water quality can be lowered in such waters. However, State and Tribal Tier 2 programs identify procedures that must be followed and questions that must be answered before a reduction in water quality can be allowed. In no case may water quality be lowered to a level which would interfere with existing or designated uses. 3. Tier 3 maintains and protects water quality in outstanding national resource waters (ONRWs). Except for certain temporary changes, water quality cannot be lowered in such waters. ONRWs generally include the highest quality waters of the United States. However, the ONRW classification also offers special protection for waters of exceptional ecological significance, i.e., those which are important, unique, or sensitive ecologically. 2022 Construction General Permit (CGP) Page A-2 of 13 Decisions regarding which water bodies qualify to be ONRWs are made by States and authorized Indian Tribes. “Arid Areas” – areas with an average annual rainfall of 0 to 10 inches. For assistance in determining average annual rainfall in specific locations, refer to the NOAA National Mapping webpage (https://www.ncdc.noaa.gov/cag/national/mapping), the PRISM Climate Group’s Time Series Values for individual locations (https://prism.oregonstate.edu/explorer/), or EPA’s US EPA EnviroAtlas (https://www.epa.gov/enviroatlas). “Bank” (e.g., stream bank or river bank) – the rising ground bordering the channel of a water of the U.S. “Biodegradable” – capable of decomposing under ambient soil conditions into naturally occurring materials over a period of time (e.g., one year). “Bluff” – a steep headland, promontory, riverbank, or cliff. “Borrow Areas” – the areas where materials are dug for use as fill, either onsite or off-site. “Business day” – for the purposes of this permit, a business day is a calendar day on which construction activities will take place. “Bypass” – the intentional diversion of waste streams from any portion of a treatment facility. See 40 CFR 122.41(m)(1)(i). “Cationic Treatment Chemical” – polymers, flocculants, or other chemicals that contain an overall positive charge. Among other things, they are used to reduce turbidity in stormwater discharges by chemically bonding to the overall negative charge of suspended silts and other soil materials and causing them to bind together and settle out. Common examples of cationic treatment chemicals are chitosan and cationic PAM. “Commencement of Construction Activities” – the initial disturbance of soils (or ‘breaking ground’) associated with clearing, grading, or excavating activities or other construction-related activities (e.g., grubbing; stockpiling of fill material; placement of raw materials at the site). “Common Plan of Development or Sale” – A contiguous area where multiple separate and distinct construction activities may be taking place at different times on different schedules under one common plan. The "common plan" of development or sale is broadly defined as any announcement or piece of documentation (including a sign, public notice or hearing, sales pitch, advertisement, drawing, permit application, zoning request, computer design, etc.) or physical demarcation (including boundary signs, lot stakes, surveyor markings, etc.) indicating construction activities may occur on a specific plot. “Construction Activities” – earth-disturbing activities, such as the clearing, grading, and excavation of land, and other construction-related activities (e.g., grubbing; stockpiling of fill material; placement of raw materials at the site) that could lead to the generation of pollutants. Some of the types of pollutants that are typically found at construction sites are: • sediment; • nutrients; • heavy metals; • pesticides and herbicides; • oil and grease; • bacteria and viruses; • trash, debris, and solids; 2022 Construction General Permit (CGP) Page A-3 of 13 •treatment polymers; and •any other toxic chemicals. “Construction and Development Effluent Limitations and New Source Performance Standards” (C&D Rule) – as published in 40 CFR § 450, the regulation requiring effluent limitations guidelines (ELGs) and new source performance standards (NSPS) for controlling the discharge of pollutants from construction sites. “Construction Site” or “Site” – the land or water area where construction activities will occur and where stormwater controls will be installed and maintained. The construction site includes construction support activities, which may be located at a different part of the property from where the primary construction activity will take place, or on a different piece of property altogether. “Construction Support Activity” – a construction-related activity that specifically supports the construction activity and involves earth disturbance or pollutant-generating activities of its own, and can include activities associated with concrete or asphalt batch plants, equipment staging yards, materials storage areas, excavated material disposal areas, and borrow areas. “Construction Waste” – discarded material (such as packaging materials; scrap construction materials; masonry products; timber, steel, pipe, and electrical cuttings; plastics; and styrofoam). “Conveyance Channel” – a temporary or permanent waterway designed and installed to safely convey stormwater flow within and out of a construction site. “Critical Habitat” – as defined in the Endangered Species Act at 16 U.S.C. 1531 for a threatened or endangered species, (i) the specific areas within the geographical area occupied by the species, at the time it is listed in accordance with the provisions of section 4 of the Endangered Species Act, on which are found those physical or biological features essential to the conservation of the species and which may require special management considerations or protection; and (ii) specific areas outside the geographical area occupied by the species at the time it is listed in accordance with the provisions of section 4 of the Endangered Species Act, upon a determination by the Secretary that such areas are essential for the conservation of the species. “CWA” – the Clean Water Act or the Federal Water Pollution Control Act, 33 U.S.C. section 1251 et seq. “Dewatering” – the act of draining accumulated stormwater and/or ground water from building foundations, vaults, and trenches, or other similar points of accumulation. Examples can include, but are not limited to: •Surface area dewatering: water pumped from disturbed surface areas (e.g., trenches, sumps, excavation pits, or other excavations associated with construction where sediment-laden ground water or surface water/storm inflow must be removed) or from sediment basins or similar impoundments for maintenance or decommissioning purposes. •Ground water dewatering: water discharged from well development, well pump tests, or pumping of ground water from a construction area. Common methods of ground water dewatering from a construction area include sumps and wells, generally described as follows: -Sumps: lowers ground water levels near the construction area. Dewatering using sumps consists of pumping ground water out of a lower collection point(s) typically gravity-fed by local ground water. -Wells: drilled wells, including bored/augured, driven, or jetted, which use vacuum or pumping to lower the ground water at greater depths than sumps. The two most common types of wells used for dewatering ground water are: 2022 Construction General Permit (CGP) Page A-4 of 13 Wellpoints: small-diameter shallow wells which are connected via a header pipe. A pump creates a vacuum in the header pipe. Deep Wells: larger-diameter holes, drilled relatively deep (typically greater than 10 feet), pumped by submersible electric pumps. “Dewatering Water” – as used in this permit, water discharged from dewatering operations. “Discharge” – when used without qualification, means the “discharge of a pollutant.” “Discharge of a Pollutant” – any addition of any “pollutant” or combination of pollutants to “waters of the United States” from any “point source,” or any addition of any pollutant or combination of pollutants to the waters of the “contiguous zone” or the ocean from any point source other than a vessel or other floating craft which is being used as a means of transportation. This includes additions of pollutants into waters of the United States from: surface runoff which is collected or channeled by man; discharges through pipes, sewers, or other conveyances, leading into privately owned treatment works. See 40 CFR 122.2. “Discharge Point” – for the purposes of this permit, the location where collected and concentrated stormwater flows or dewatering water are discharged from the construction site. “Discharge-Related Activity” – activities that cause, contribute to, or result in stormwater and allowable non-stormwater point source discharges, and measures such as the siting, construction, and operation of stormwater controls to control, reduce, or prevent pollutants from being discharged. “Discharge to an Impaired Water” – for the purposes of this permit, a discharge to an impaired water occurs if the first water of the U.S. to which you discharge is identified by a State, Tribe, or EPA pursuant to Section 303(d) of the Clean Water Act as not meeting an applicable water quality standard and (1) requires development of a total maximum daily load (TMDL) (pursuant to section 303(d) of the CWA; or (2) is addressed by an EPA-approved or established TMDL; or (3) is not in either of the above categories but the waterbody is covered by a pollution control program that meets the requirements of 40 CFR 130.7(b)(1). For discharges that enter a storm sewer system prior to discharge, the water of the U.S. to which you discharge is the first water of the U.S. that receives the stormwater discharge from the storm sewer system. “Domestic Waste” – for the purposes of this permit, typical household trash, garbage or rubbish items generated by construction activities. “Drainageway” – an open linear depression, whether constructed or natural, that functions for the collection and drainage of surface water. “Drought-Stricken Area” – for the purposes of this permit, an area in which the National Oceanic and Atmospheric Administration’s U.S. Seasonal Drought Outlook indicates for the period during which the construction will occur that any of the following conditions are likely: (1) “Drought to persist or intensify”, (2) “Drought ongoing, some improvement”, (3) “Drought likely to improve, impacts ease”, or (4) “Drought development likely”. See http://www.cpc.ncep.noaa.gov/products/expert_assessment/sdo_summary.php. “Earth-Disturbing Activity”– actions taken to alter the existing vegetation and/or underlying soil of a site, such as clearing, grading, site preparation (e.g., excavating, grubbing, cutting, and filling), soil compaction, and movement and stockpiling of top soils. “Earth-Disturbing Activities Conducted Prior to Active Mining Activities” – Consists of two classes of earth-disturbing (i.e., clearing, grading and excavation) activities: a.activities performed for purposes of mine site preparation, including: cutting new rights of way (except when related to access road construction); providing access to a mine site for vehicles and equipment (except when related to access road construction); other earth disturbances associated with site preparation activities on any areas where active mining 2022 Construction General Permit (CGP) Page A-5 of 13 activities have not yet commenced (e.g., for heap leach pads, waste rock facilities, tailings impoundments, wastewater treatment plants); and b. construction of staging areas to prepare for erecting structures such as to house project personnel and equipment, mill buildings, etc., and construction of access roads. Note: only earth-disturbing activities associated with the construction of staging areas and the construction of access roads conducted prior to active mining (see (b) above) are considered to be “construction” and therefore stormwater discharges from these activities are eligible for coverage under this permit. See Part 1.2.1.b. The activities described in (a) above are not considered to be “construction” and therefore stormwater discharges associated with this activity are not eligible for coverage under this permit. “Effective Operating Condition” – for the purposes of this permit, a stormwater control is kept in effective operating condition if it has been implemented and maintained in such a manner that it is working as designed to minimize pollutant discharges. “Effluent Limitations” – for the purposes of this permit, any of the Part 2 or Part 3 requirements. “Effluent Limitations Guideline” (ELG) – defined in 40 CFR § 122.2 as a regulation published by the Administrator under section 304(b) of the CWA to adopt or revise effluent limitations. “Eligible” – for the purposes of this permit, refers to stormwater and allowable non-stormwater discharges that are authorized for coverage under this general permit. “Emergency-Related Project” – a project initiated in response to a public emergency (e.g., mud slides, earthquake, extreme flooding conditions, disruption in essential public services), for which the related work requires immediate authorization to avoid imminent endangerment to human health or the environment, or to reestablish essential public services. “Endangered Species” – defined in the Endangered Species Act at 16 U.S.C. 1531 as any species which is in danger of extinction throughout all or a significant portion of its range other than a species of the Class Insecta determined by the Secretary to constitute a pest whose protection under the provisions of this Act would present an overwhelming and overriding risk to man. “Excursion” – a measured value that exceeds a specified limit. “Existing Site” – a site where construction activities commenced prior to February 16, 2017. “Exit Points” – any points of egress from the construction site to be used by vehicles and equipment during construction activities. “Exposed Soils” – for the purposes of this permit, soils that as a result of earth-disturbing activities are left open to the elements. “Federal Facility” – any buildings, installations, structures, land, public works, equipment, aircraft, vessels, and other vehicles and property, owned by, or constructed or manufactured for the purpose of leasing to, the Federal government. “Federal Operator” – an entity that meets the definition of “Operator” in this permit and is either any department, agency or instrumentality of the executive, legislative, and judicial branches of the Federal government of the United States, or another entity, such as a private contractor, performing construction activity for any such department, agency, or instrumentality. “Final Stabilization” – on areas not covered by permanent structures, either (1) uniform, perennial vegetation (e.g., evenly distributed, without large bare areas) has been established, or for arid or semi-arid areas, will be established that provides 70 percent or more of the cover that is provided by vegetation native to local undisturbed areas, and/or (2) permanent non- 2022 Construction General Permit (CGP) Page A-6 of 13 vegetative stabilization measures (e.g., riprap, gravel, gabions, and geotextiles) have been implemented to provide effective cover for exposed portions of the site “General Contractor” – for the purposes of this permit, the primary individual or company solely accountable to perform a contract. The general contractor typically supervises activities, coordinates the use of subcontractors, and is authorized to direct workers at a site to carry out activities required by the permit. “Hazardous Substances” or “Hazardous or Toxic Waste” – for the purposes of this permit, any liquid, solid, or contained gas that contain properties that are dangerous or potentially harmful to human health or the environment. See also 40 CFR §261.2. “Historic Property” – as defined in the National Historic Preservation Act regulations, means any prehistoric or historic district, site, building, structure, or object included in, or eligible for inclusion in, the National Register of Historic Places maintained by the Secretary of the Interior. This term includes artifacts, records, and remains that are related to and located within such properties. The term includes properties of traditional religious and cultural importance to an Indian Tribe or Native Hawaiian organization and that meet the National Register criteria. “Impaired Water”– a water identified by the State, Tribe, or EPA as not meeting an applicable water quality standard and (1) requires development of a TMDL (pursuant to section 303(d) of the CWA; or (2) is addressed by an EPA-approved or established TMDL; or (3) is not in either of the above categories but the waterbody is covered by a pollution control program that meets the requirements of 40 CFR 130.7(b)(1). “Impervious Surface” – for the purpose of this permit, any land surface with a low or no capacity for soil infiltration including, but not limited to, pavement, sidewalks, parking areas and driveways, packed gravel or soil, or rooftops. “Indian Country” or “Indian Country Lands” – defined at 40 CFR §122.2 as: 1. All land within the limits of any Indian reservation under the jurisdiction of the United States Government, notwithstanding the issuance of any patent, and, including rights-of- way running through the reservation; 2. All dependent Indian communities with the borders of the United States whether within the originally or subsequently acquired territory thereof, and whether within or without the limits of a State; and 3. All Indian allotments, the Indian titles to which have not been extinguished, including rights-of-ways running through the same. “Infeasible” – for the purpose of this permit, infeasible means not technologically possible or not economically practicable and achievable in light of best industry practices. EPA notes that it does not intend for any permit requirement to conflict with State water rights law. “Install” or “Installation” – when used in connection with stormwater controls, to connect or set in position stormwater controls to make them operational. “Jar test” – a test designed to simulate full-scale coagulation/flocculation/sedimentation water treatment processes by taking into account the possible conditions. “Landward” – positioned or located away from a waterbody, and towards the land. “Large Construction Activity” – defined at 40 CFR § 122.26(b)(14)(x) and incorporated here by reference. Large construction activity includes clearing, grading, and excavating resulting in a land disturbance that will disturb equal to or greater than five acres of land or will disturb less than five acres of total land area but is part of a larger common plan of development or sale that will ultimately disturb equal to or greater than five acres. Large construction activity does 2022 Construction General Permit (CGP) Page A-7 of 13 not include routine maintenance that is performed to maintain the original line and grade, hydraulic capacity, or original purpose of the site. “Linear Construction Site” – includes the construction of roads, bridges, conduits, substructures, pipelines, sewer lines, towers, poles, cables, wires, connectors, switching, regulating and transforming equipment and associated ancillary facilities in a long, narrow area. “Minimize” – to reduce and/or eliminate to the extent achievable using stormwater controls that are technologically available and economically practicable and achievable in light of best industry practices. “Mining Activity” – for the purposes of this permit, includes mining-related construction activities defined at 40 CFR 122.26(b)(14)(x) and 122.26(b)(15)(i), and active mining activities defined at 40 CFR 122.26(b)(14)(iii). Both of these sub categories of activities include earth-disturbing activities, with the latter also including such activities as: extraction, removal or recovery, and beneficiation of mined material from the earth; removal of overburden and waste rock to expose mineable material; and site reclamation and closure activities. “Mining Operations” – for the purposes of this permit, mining operations are grouped into two distinct categories, with distinct effluent limits and requirements applicable to each: 1) earth- disturbing activities conducted prior to active mining activities; and 2) active mining activities, which includes reclamation. “Municipal Separate Storm Sewer System” or “MS4” – defined at 40 CFR §122.26(b)(8) as a conveyance or system of conveyances (including roads with drainage systems, municipal streets, catch basins, curbs, gutters, ditches, manmade channels, or storm drains): 1. Owned and operated by a State, city, town, borough, county, parish, district, association, or other public body (created by or pursuant to State law) having jurisdiction over disposal of sewage, industrial wastes, stormwater, or other wastes, including special districts under State law such as a sewer district, flood control district or drainage district, or similar entity, or an Indian Tribe or an authorized Indian Tribal organization, or a designated and approved management agency under section 208 of the CWA that discharges to waters of the United States; 2. Designed or used for collecting or conveying stormwater; 3. Which is not a combined sewer; and 4. Which is not part of a Publicly Owned Treatment Works (POTW) as defined at 40 CFR §122.2. “National Pollutant Discharge Elimination System” (NPDES) – defined at 40 CFR §122.2 as the national program for issuing, modifying, revoking and reissuing, terminating, monitoring and enforcing permits, and imposing and enforcing pretreatment requirements, under sections 307, 402, 318, and 405 of CWA. The term includes an ‘approved program.’ “Native Topsoil” – the uppermost layer of naturally occurring soil for a particular area, and is often rich in organic matter, biological activity, and nutrients. “Natural Buffer” – for the purposes of this permit, an area of undisturbed natural cover surrounding waters of the United States within which construction activities are restricted. Natural cover includes the vegetation, exposed rock, or barren ground that exists prior to commencement of earth-disturbing activities. “Natural Vegetation” – vegetation that occurs spontaneously without regular management, maintenance, or species introductions or removals, and that generally has a strong component of native species.. 2022 Construction General Permit (CGP) Page A-8 of 13 “New Operator of a Permitted Site” – an operator that through transfer of ownership and/or operation replaces the operator of an already permitted construction site that is either a “new site” or an “existing site”. “New Site” – a site where construction activities commenced on or after February 16, 2017. “New Source” – for the purposes of this permit, a construction project that commenced construction activities after February 1, 2010. “New Source Performance Standards (NSPS)” – for the purposes of this permit, NSPS are technology-based standards that apply to construction sites that are new sources under 40 CFR 450.24. “Non-Stormwater Discharges” – discharges that do not originate from storm events. They can include, but are not limited to, discharges of process water, air conditioner condensate, non- contact cooling water, vehicle wash water, sanitary wastes, concrete washout water, paint wash water, irrigation water, or pipe testing water. “Non-Turbid” – a discharge that is free from visual turbidity. “Notice of Intent” (NOI) – the form (electronic or paper) required for authorization of coverage under the Construction General Permit. “Notice of Termination” (NOT) – the form (electronic or paper) required for terminating coverage under the Construction General Permit. “NPDES eReporting Tool” (NeT) – EPA’s online system for submitting electronic Construction General Permit forms. “Operational” – for the purposes of this permit, stormwater controls are made “operational” when they have been installed and implemented, are functioning as designed, and are properly maintained. “Operator” – for the purposes of this permit and in the context of stormwater discharges associated with construction activity, any party associated with a construction project that meets either of the following two criteria: 1. The party has operational control over construction plans and specifications, including the ability to make modifications to those plans and specifications (e.g. in most cases this is the owner of the site); or 2. The party has day-to-day operational control of those activities at a project that are necessary to ensure compliance with the permit conditions (e.g., they are authorized to direct workers at a site to carry out activities required by the permit; in most cases this is the general contractor of the project). This definition is provided to inform permittees of EPA’s interpretation of how the regulatory definitions of “owner or operator” and “facility or activity” are applied to discharges of stormwater associated with construction activity. Subcontractors generally are not considered operators for the purposes of this permit. “Ordinary High Water Mark” – the line on the shore established by fluctuations of water and indicated by physical characteristics such as a clear, natural line impressed on the bank, shelving, changes in the character of soil, destruction of terrestrial vegetation, and/or the presence of litter and debris. “Permitting Authority” – for the purposes of this permit, EPA, a Regional Administrator of EPA, or an authorized representative. “Point(s) of Discharge” – see “Discharge Point.” 2022 Construction General Permit (CGP) Page A-9 of 13 “Point Source” – any discernible, confined, and discrete conveyance, including but not limited to, any pipe, ditch, channel, tunnel, conduit, well, discrete fissure, container, rolling stock concentrated animal feeding operation, landfill leachate collection system, vessel or other floating craft from which pollutants are or may be discharged. This term does not include return flows from irrigated agriculture or agricultural stormwater runoff. “Pollutant” – defined at 40 CFR §122.2. A partial listing from this definition includes: dredged spoil, solid waste, sewage, garbage, sewage sludge, chemical wastes, biological materials, heat, wrecked or discarded equipment, rock, sand, cellar dirt, and industrial or municipal waste. “Pollution Prevention Controls” – stormwater controls designed to reduce or eliminate the addition of pollutants to construction site discharges through analysis of pollutant sources, implementation of proper handling/disposal practices, employee education, and other actions. “Polymers” – for the purposes of this permit, coagulants and flocculants used to control erosion on soil or to enhance the sediment removal capabilities of sediment traps or basins. Common construction site polymers include polyacrylamide (PAM), chitosan, alum, polyaluminum chloride, and gypsum. “Prohibited Discharges” – discharges that are not allowed under this permit, including: 1. Wastewater from washout of concrete; 2. Wastewater from washout and cleanout of stucco, paint, form release oils, curing compounds and other construction materials; 3. Fuels, oils, or other pollutants used in vehicle and equipment operation and maintenance; 4. Soaps or solvents used in vehicle and equipment washing; 5. Toxic or hazardous substances from a spill or other release; and 6. Waste, garbage, floatable debris, construction debris, and sanitary waste. “Provisionally Covered Under this Permit” – for the purposes of this permit, EPA provides temporary coverage under this permit for emergency-related projects prior to receipt of a complete and accurate NOI. Discharges from earth-disturbing activities associated with the emergency-related projects are subject to the terms and conditions of the permit during the period of temporary coverage. “Qualified Person” – a person knowledgeable in the principles and practice of erosion and sediment controls and pollution prevention, who possesses the appropriate skills and training to assess conditions at the construction site that could impact stormwater quality, and the appropriate skills and training to assess the effectiveness of any stormwater controls selected and installed to meet the requirements of this permit. “Receiving Water” – a “Water of the United States” as defined in 40 CFR §122.2 into which the regulated stormwater discharges. “Run-On” – sources of stormwater that drain from land located upslope or upstream from the regulated site in question. “Seasonally Dry Period” – a month in which the long-term average total precipitation is less than or equal to 0.5 inches. Refer to EPA’s Seasonally Dry Period Locator and supporting maps for assistance in determining whether a site is operating during a seasonally dry period for the area, located at https://www.epa.gov/npdes/construction-general-permit-resources-tools-and- templates. 2022 Construction General Permit (CGP) Page A-10 of 13 “Sediment-Related parameter” – for the purposes of this permit, a pollutant parameter that is closely related to sediment such as turbidity, total suspended solids (TSS), total suspended sediment, transparency, sedimentation, and siltation. “Semi-Arid Areas” – areas with an average annual rainfall of 10 to 20 inches. For assistance in determining average annual rainfall in specific locations, refer to the NOAA National Mapping webpage (https://www.ncdc.noaa.gov/cag/national/mapping), the PRISM Climate Group’s Time Series Values for individual locations (https://prism.oregonstate.edu/explorer/), or EPA’s US EPA EnviroAtlas (https://www.epa.gov/enviroatlas). “Shared Control” - for the purposes of this permit, a stormwater control, such as a sediment basin or pond, used by two or more operators that is installed and maintained for the purpose of minimizing and controlling pollutant discharges from a construction site with multiple operators associated with a common plan of development or sale. Any operators that are contributing stormwater from their construction activities to a shared control are considered to rely upon a shared control. “Small Construction Activity” – defined at 40 CFR §122.26(b)(15) and incorporated here by reference. A small construction activity includes clearing, grading, and excavating resulting in a land disturbance that will disturb equal to or greater than one (1) acre and less than five (5) acres of land or will disturb less than one (1) acre of total land area but is part of a larger common plan of development or sale that will ultimately disturb equal to or greater than one (1) acre and less than five (5) acres. Small construction activity does not include routine maintenance that is performed to maintain the original line and grade, hydraulic capacity, or original purpose of the site. “Small Residential Lot” – for the purpose of this permit, a lot being developed for residential purposes that will disturb less than 1 acre of land, but is part of a larger residential project that will ultimately disturb greater than or equal to 1 acre. “Snowmelt” – the conversion of snow into overland stormwater and ground water flow as a result of warmer temperatures. “Spill” – for the purpose of this permit, the release of a hazardous or toxic substance from its container or containment. “Stabilization” – the use of vegetative and/or non-vegetative cover to prevent erosion and sediment loss in areas exposed through the construction process. “Steep Slopes” – where a State, Tribe, local government, or industry technical manual (e.g., stormwater BMP manual) has defined what is to be considered a “steep slope”, this permit’s definition automatically adopts that definition. Where no such definition exists, steep slopes are automatically defined as those that are 15 percent or greater in grade. “Storm Sewer System” – a conveyance or system of conveyances (including roads with drainage systems, municipal streets, catch basins, curbs, gutters, ditches, manmade channels, or storm drains) designed or used for collecting or conveying stormwater. “Stormwater” – stormwater runoff, snowmelt runoff, and surface runoff and drainage. “Stormwater Control” - refers to any best management practice or other method (including narrative effluent limitations) used to prevent or reduce the discharge of pollutants to waters of the United States. “Stormwater Discharge Associated with Construction Activity” – as used in this permit, a discharge of pollutants in stormwater to waters of the United States from areas where earth- disturbing activities (e.g., clearing, grubbing, grading, or excavation) occur, or where construction materials or equipment storage or maintenance (e.g., fill piles, borrow area, 2022 Construction General Permit (CGP) Page A-11 of 13 concrete truck chute washdown, fueling), or other industrial stormwater directly related to the construction process (e.g., concrete or asphalt batch plants), are located. “Stormwater Inlet” – a structure placed below grade to conduct water used to collect stormwater runoff for conveyance purposes. “Stormwater Team” – the group of individuals responsible for oversight of the development and modifications of the SWPPP, and oversight of compliance with the permit requirements. The individuals on the “Stormwater Team” must be identified in the SWPPP. “Storm Event” – a precipitation event that results in a measurable amount of precipitation. “Storm Sewer” – a system of pipes (separate from sanitary sewers) that carries stormwater runoff from buildings and land surfaces. “Subcontractor” – for the purposes of this permit, an individual or company that takes a portion of a contract from the general contractor or from another subcontractor. “SWPPP” (Stormwater Pollution Prevention Plan) – a site-specific, written document that, among other things: (1) identifies potential sources of stormwater pollution at the construction site; (2) describes stormwater controls to reduce or eliminate pollutants in stormwater discharges from the construction site; and (3) identifies procedures the operator will implement to comply with the terms and conditions of this general permit. “Temporary Stabilization” – a condition where exposed soils or disturbed areas are provided temporary vegetative and/or non-vegetative protective cover to prevent erosion and sediment loss. Temporary stabilization may include temporary seeding, geotextiles, mulches, and other techniques to reduce or eliminate erosion until either final stabilization can be achieved or until further construction activities take place to re-disturb this area. “Thawing Conditions” – for the purposes of this permit, thawing conditions are expected based on the historical likelihood of two or more days with daytime temperatures greater than 32˚F. This date can be determined by looking at historical weather data. Note: the estimation of thawing conditions is for planning purposes only. During construction the permittee will be required to conduct site inspections based upon actual conditions (i.e., if thawing conditions occur sooner than expected, the permittee will be required to conduct inspections at the regular frequency). “Threatened Species” – defined in the Endangered Species Act at 16 U.S.C. 1531 as any species which is likely to become an endangered species within the foreseeable future throughout all or a significant portion of its range. “Tier 2 Waters” – for antidegradation purposes, pursuant to 40 CFR 131.12(a)(2), those waters that are characterized as having water quality that exceeds the levels necessary to support propagation of fish, shellfish, and wildlife and recreation in and on the water. “Tier 2.5 Waters” – for antidegradation purposes, those waters designated by States or Tribes as requiring a level of protection equal to and above that given to Tier 2 waters, but less than that given Tier 3 waters. Some States have special requirements for these waters. “Tier 3 Waters” – for antidegradation purposes, pursuant to 40 CFR 131.12(a)(3), Tier 3 waters are identified by States as having high quality waters constituting an Outstanding National Resource Water (ONRW), such as waters of National Parks and State Parks, wildlife refuges, and waters of exceptional recreational or ecological significance. “Total Maximum Daily Load” or “TMDL” – the sum of the individual wasteload allocations (WLAs) for point sources and load allocations (LAs) for nonpoint sources and natural background. If receiving water has only one point source discharger, the TMDL is the sum of that point source WLA plus the LAs for any nonpoint sources of pollution and natural background sources, 2022 Construction General Permit (CGP) Page A-12 of 13 tributaries, or adjacent segments. TMDLs can be expressed in terms of mass per time, toxicity, or other appropriate measure. “Toxic Waste” – see “Hazardous Substances.” “Treatment Chemicals” – polymers, flocculants, or other chemicals used to reduce turbidity in stormwater. “Turbidity” – a condition of water quality characterized by the presence of suspended solids and/or organic material. “Uncontaminated Discharge” – in the context of authorized non-stormwater discharges, a discharge that meets applicable water quality standards. “Upland” – the dry land area above and ‘landward’ of the ordinary high water mark. “Upset” – Upset means an exceptional incident in which there is unintentional and temporary noncompliance with technology based permit effluent limitations because of factors beyond your reasonable control. An upset does not include noncompliance to the extent caused by operational error, improperly designed treatment facilities, inadequate treatment facilities, lack of preventive maintenance, or careless or improper operation. See 40 CFR 122.41(n)(1). “Visual Turbidity” – for the purposes of this permit, visual turbidity is present when there is a sediment plume in the discharge or the discharge appears cloudy, opaque, or has a visible contrast that can be visually identified by an observer. “Water-Dependent Structures” – structures or facilities that are required to be located directly adjacent to a waterbody or wetland, such as a marina, pier, boat ramp, etc. “Water Quality Standards” – defined in 40 CFR § 131.3, and are provisions of State (including Tribal) or Federal law which consist of a designated use or uses for the waters of the United States, water quality criteria for such waters based upon such uses, and an antidegradation policy to protect high-quality waters. Water quality standards protect the public health or welfare, enhance the quality of water and serve the purposes of the Act. “Waters of the United States” – see definition at 40 CFR 122.2. “Wetland” – those areas that are inundated or saturated by surface or ground water at a frequency and duration sufficient to support, and that under normal circumstances do support, a prevalence of vegetation typically adapted for life in saturated soil conditions. Wetlands generally include swamps, marshes, bogs, and similar areas. On-site evaluations are typically required to confirm the presence and boundaries of wetlands. 2. Acronyms ACHP – Advisory Council on Historic Preservation BMP – Best Management Practice CBI – Confidential Business Information CGP – Construction General Permit CFR – Code of Federal Regulations CWA – Clean Water Act CZMA – Coastal Zone Management Act ECHO – EPA Enforcement and Compliance History Online ELG – Effluent Limitations Guideline 2022 Construction General Permit (CGP) Page A-13 of 13 EPA – United States Environmental Protection Agency ESA – Endangered Species Act FR – Federal Register MS4 – Municipal Separate Storm Sewer System MSGP – Multi-Sector General Permit NEPA – National Environmental Policy Act NeT – NPDES eReporting Tool NTU - Nephelometric turbidity units NHPA – National Historic Preservation Act NMFS – United States National Marine Fisheries Service NPDES – National Pollutant Discharge Elimination System NOI – Notice of Intent NOT – Notice of Termination NPDES – National Pollutant Discharge Elimination System NRC – National Response Center NRCS – National Resources Conservation Service NSPS – New Source Performance Standards ONRW – Outstanding National Resource Water PAM – Polyacrylamide POTW – Publicly Owned Treatment Works RUSLE – Revised Universal Soil Loss Equation SDS – Safety Data Sheet SHPO – State Historic Preservation Office SPCC – Spill Prevention Control and Countermeasure SWPPP – Stormwater Pollution Prevention Plan THPO – Tribal Historic Preservation Office TMDL – Total Maximum Daily Load TSS – Total Suspended Solids UIC – Underground Injection Control USDA – United States Department of Agriculture USFWS – United States Fish and Wildlife Service USGS – United States Geological Survey WQS – Water Quality Standard 2022 Construction General Permit (CGP) Page B-1 of 7 Appendix B - Permit Areas Eligible for Coverage and EPA Regional Addresses Permit coverage for stormwater discharges from construction activity occurring within the following areas is provided by legally separate and distinctly numbered permits. For assistance in determining whether your construction activities are located within Indian country, refer to the Bureau of Indian Affairs’ digital map of the land areas of Federally-recognized Tribes at https://biamaps.doi.gov/indianlands/#. B.1 EPA Region 1 The permit offers coverage for stormwater discharges from construction activity from the following areas in EPA Region 1: Permit No. Areas of Coverage/Where EPA is Permitting Authority CTR10I000 Indian country within the State of Connecticut MAR100000 Commonwealth of Massachusetts (except Indian country) MAR10I000 Indian country within the State of Massachusetts NHR100000 State of New Hampshire RIR10I000 Indian country within the State of Rhode Island VTR10F000 Areas in the State of Vermont located at a Federal Facility (as defined in Appendix A) 1R10I000 All areas of Indian country not identified above that are not already covered by an EPA-approved permitting program with authorization to issue permits in Indian country For stormwater discharges in EPA Region 1 outside the areas of coverage identified above, please contact your State NPDES permitting authority to obtain coverage under a State-issued NPDES permit. EPA Region 1 Address: U.S. EPA Region 1 Office of Ecosystem Protection Stormwater and Construction Permits Section 5 Post Office Square, Suite 100 (OEP 06-1) Boston, MA 02109-3912 B.2 EPA Region 2 The permit offers coverage for stormwater discharges from construction activity from the following areas in EPA Region 2: Permit No. Areas of Coverage/Where EPA is Permitting Authority NYR10I000 Indian country within the State of New York PRR100000 Commonwealth of Puerto Rico 02R10I000 All areas of Indian country not identified above that are not already covered by an EPA-approved permitting program with authorization to issue permits in Indian country For stormwater discharges in EPA Region 2 outside the areas of coverage identified above, please contact your State NPDES permitting authority to obtain coverage under a State-issued NPDES permit. 2022 Construction General Permit (CGP) Page B-2 of 7 EPA Region 2 Address: For Puerto Rico: U.S. EPA Region 2 Caribbean Environmental Protection Division NPDES Stormwater Program City View Plaza II – Suite 7000 48 Rd. 165 Km 1.2 Guaynabo, PR 00968-8069 For New York: U.S. EPA Region 2 NPDES Stormwater Program 290 Broadway, 24th Floor New York, NY 10007-1866 B.3 EPA Region 3 The permit offers coverage for stormwater discharges from construction activity from the following areas in EPA Region 3: Permit No. Areas of Coverage/Where EPA is Permitting Authority DCR100000 District of Columbia DER10F000 Areas in the State of Delaware located at a Federal Facility (as defined in Appendix A) VAR10I000 Indian country within the State of Virginia 03R10I000 All areas of Indian country not identified above that are not already covered by an EPA-approved permitting program with authorization to issue permits in Indian country For stormwater discharges in EPA Region 3 outside the areas of coverage identified above, please contact your State NPDES permitting authority to obtain coverage under a State-issued NPDES permit. EPA Region 3 Address: U.S. EPA Region 3 Office of NPDES Permits and Enforcement NPDES Permits Branch, Mailcode 3WP41 1650 Arch Street Philadelphia, PA 19103 2022 Construction General Permit (CGP) Page B-3 of 7 B.4 EPA Region 4 The permit offers coverage for stormwater discharges from construction activity from the following areas in EPA Region 4: Permit No. Areas of Coverage/Where EPA is Permitting Authority ALR10I000 Indian country within the State of Alabama FLR10I00E Indian country within the State of Florida MSR10I000 Indian country within the State of Mississippi NCR10I000 Indian country within the State of North Carolina 04R10I000 All areas of Indian country not identified above that are not already covered by an EPA-approved permitting program with authorization to issue permits in Indian country (except Catawba lands in South Carolina) For stormwater discharges in EPA Region 4 outside the areas of coverage identified above, please contact your State NPDES permitting authority to obtain coverage under a State-issued NPDES permit. EPA Region 4 Address: U.S. EPA Region 4 Water Protection Division NPDES Stormwater Program Atlanta Federal Center 61 Forsyth Street SW Atlanta, GA 30303-3104 B.5 EPA Region 5 The permit offers coverage for stormwater discharges from construction activity from the following areas in EPA Region 5: Permit No. Areas of Coverage/Where EPA is Permitting Authority MIR10I000 Indian country within the State of Michigan, except the L’Anse Reservation of the Keweenaw Bay Indian Community MNR10I000 Indian country within the State of Minnesota, except sites located in the Fond du Lac Reservation discharging to Outstanding Reservation Resources Waters (ORRWs)1 WIR10I000 Indian country within the State of Wisconsin, except sites located in the Bad River Band of Lake Superior Tribe of Chippewa Indians discharging to Outstanding Tribal Resource Waters (OTRWs) or Tier 3 waters 2 05R10I000 All areas of Indian country not identified above that are not already covered by an EPA-approved permitting program with authorization to issue permits in Indian country 1 The Tribe has identified Perch Lake, Rice Portage Lake, Miller Lake, Deadfish Lake, and Jaskari Lake as ORRWs. 2 The Tribe has identified the following as OTRWs or Tier 3 waters: Kakagon Slough and the lower wetland reaches of its tributaries that support wild rice, Kakagon River, Bad River Slough, Honest John Lake, Bog Lake, a portion of Bad River, from where it enters the Reservation through the confluence with the White River, and Potato River. 2022 Construction General Permit (CGP) Page B-4 of 7 For stormwater discharges in EPA Region 5 outside the areas of coverage identified above, please contact your State NPDES permitting authority to obtain coverage under a State-issued NPDES permit. EPA Region 5 Address: U.S. EPA Region 5 NPDES Program Branch 77 W. Jackson Blvd. Mail Code WN16J Chicago, IL 60604-3507 B.6 EPA Region 6 The permit offers coverage for stormwater discharges from construction activity from the following areas in EPA Region 6: Permit No. Areas of Coverage/Where EPA is Permitting Authority LAR10I000 Indian country within the State of Louisiana NMR100000 State of New Mexico, except Indian country NMR10I000 Indian country within the State of New Mexico, except Navajo Reservation Lands that are covered under Arizona permit AZR10000I and Ute Mountain Reservation Lands that are covered under Colorado permit COR10000I. OKR10I000 Indian country within the State of Oklahoma, except areas of Indian country covered by an extension of state program authority pursuant to Section 10211 of the Safe, Accountable, Flexible, Efficient Transportation Equity Act (SAFETEA). OKR10F000 Discharges in the State of Oklahoma that are not under the authority of the Oklahoma Department of Environmental Quality, or the Oklahoma Department of Agriculture and Forestry including activities associated with oil and gas exploration, drilling, operations, and pipelines (includes SIC Groups 13 and 46, and SIC codes 492 and 5171), and point source discharges associated with agricultural production, services, and silviculture (includes SIC Groups 01, 02, 07, 08, 09). TXR10I000 Indian country within the State of Texas 06R10I000 All areas of Indian country not identified above that are not already covered by an EPA-approved permitting program with authorization to issue permits in Indian country For stormwater discharges in EPA Region 6 outside the areas of coverage identified above, please contact your State NPDES permitting authority to obtain coverage under a State-issued NPDES permit. EPA Region 6 Address: U.S. EPA Region 6 NPDES Stormwater Program (WQ-PP) 1445 Ross Avenue, Suite 1200 Dallas, TX 75202-2733 2022 Construction General Permit (CGP) Page B-5 of 7 B.7 EPA Region 7 The permit offers coverage for stormwater discharges from construction activity from the following areas in EPA Region 7: Permit No. Areas of Coverage/Where EPA is Permitting Authority IAR10I000 Indian country within the State of Iowa KSR10I000 Indian country within the State of Kansas NER10I000 Indian country within the State of Nebraska, except Pine Ridge Reservation lands (see Region 8) 07R10I000 All areas of Indian country not identified above that are not already covered by an EPA-approved permitting program with authorization to issue permits in Indian country For stormwater discharges in EPA Region 7 outside the areas of coverage identified above, please contact your State NPDES permitting authority to obtain coverage under a State-issued NPDES permit. EPA Region 7 Address: U.S. EPA Region 7 NPDES Stormwater Program 11201 Renner Blvd Lenexa, KS 66219 B.8 EPA Region 8 The permit offers coverage for stormwater discharges from construction activity from the following areas in EPA Region 8: Permit No. Areas of Coverage/Where EPA is Permitting Authority COR10F000 Areas in the State of Colorado located at a Federal Facility (as defined in Appendix A), except those located on Indian country COR10I000 Indian country within the State of Colorado, as well as the portion of the Ute Mountain Reservation located in New Mexico MTR10I000 Indian country within the State of Montana NDR10I000 Indian country within the State of North Dakota, as well as that portion of the Standing Rock Reservation located in South Dakota (except for the portion of the lands within the former boundaries of the Lake Traverse Reservation which is covered under South Dakota permit SDR10000I listed below) SDR10I000 Indian country within the State of South Dakota, as well as the portion of the Pine Ridge Reservation located in Nebraska and the portion of the lands within the former boundaries of the Lake Traverse Reservation located in North Dakota (except for the Standing Rock Reservation which is covered under North Dakota permit NDR10000I listed above) UTR10I000 Indian country within the State of Utah, except Goshute and Navajo Reservation lands (see Region 9) WYR10I000 Indian country within the State of Wyoming 08R10I000 All areas of Indian country not identified above that are not already covered by an EPA-approved permitting program with authorization to issue permits in Indian country 2022 Construction General Permit (CGP) Page B-6 of 7 For stormwater discharges in EPA Region 8 outside the areas of coverage identified above, please contact your State NPDES permitting authority to obtain coverage under a State-issued NPDES permit. EPA Region 8 Address: EPA Region 8 Storm Water Program Mailcode: 8P-W-WW 1595 Wynkoop Street Denver, CO 80202-1129 B.9 EPA Region 9 The permit offers coverage for stormwater discharges from construction activity from the following areas in EPA Region 9: Permit No. Areas of Coverage/Where EPA is Permitting Authority ASR100000 Island of American Samoa AZR10I000 Indian country within the State of Arizona, as well as Navajo Reservation lands in New Mexico and Utah CAR10I000 Indian country within the State of California GUR100000 Island of Guam JAR100000 Johnston Atoll MPR100000 Commonwealth of the Northern Mariana Islands MWR100000 Midway Island and Wake Island NVR10000I Indian country within the State of Nevada, as well as the Duck Valley Reservation in Idaho, the Fort McDermitt Reservation in Oregon and the Goshute Reservation in Utah 09R10I000 All areas of Indian country not identified above that are not already covered by an EPA-approved permitting program with authorization to issue permits in Indian country For stormwater discharges in EPA Region 9 outside the areas of coverage identified above, please contact your State NPDES permitting authority to obtain coverage under a State-issued NPDES permit. EPA Region 9 Address: U.S. EPA Region 9 Water Division NPDES Stormwater Program (WTR-2-3) 75 Hawthorne Street San Francisco, CA 94105-3901 2022 Construction General Permit (CGP) Page B-7 of 7 B.10 EPA Region 10 The permit offers coverage for stormwater discharges from construction activity from the following areas in EPA Region 10: Permit No. Areas of Coverage/Where EPA is Permitting Authority AKR10I000 Indian country lands as defined in 18 U.S.C. 1151 within the State of Alaska AKR10F000 Denali National Park and Preserve IDR10I000 Indian country within the State of Idaho, except Duck Valley Reservation lands (see Region 9) ORR10I000 Indian country within the State of Oregon, except Fort McDermitt Reservation lands (see Region 9) WAR10F000 Areas in the State of Washington, except those located on Indian country, subject to construction activity by a Federal Operator WAR10I000 Indian country within the State of Washington 010R10I000 All areas of Indian country not identified above that are not already covered by an EPA-approved permitting program with authorization to issue permits in Indian country For stormwater discharges in EPA Region 10 outside the areas of coverage identified above, please contact your State NPDES permitting authority to obtain coverage under a State-issued NPDES permit. EPA Region 10 Address: U.S. EPA Region 10 NPDES Stormwater Program 1200 6th Avenue (OWW-191) Seattle, WA 98101-3140 2022 Construction General Permit (CGP) Page C-1 of 3 Appendix C - Small Construction Waivers and Instructions These waivers are only available to stormwater discharges associated with small construction activities (i.e., 1-5 acres). As the operator of a small construction activity, you may be able to qualify for a waiver in lieu of needing to obtain coverage under this general permit based on: (A) a low rainfall erosivity factor, (B) a TMDL analysis, or (C) an equivalent analysis that determines allocations for small construction sites are not needed. Each operator, otherwise needing permit coverage, must notify EPA of its intention for a waiver. It is the responsibility of those individuals wishing to obtain a waiver from coverage under this general permit to submit a complete and accurate waiver certification as described below. Where the operator changes or another is added during the construction project, the new operator must also submit a waiver certification to be waived. C.1 Rainfall Erosivity Waiver Under this scenario the small construction project’s rainfall erosivity factor calculation (“R” in the Revised Universal Soil Loss Equation) is less than five during the period of construction activity. The operator must certify to EPA that construction activity will occur only when the rainfall erosivity factor is less than five. The period of construction activity begins at initial earth disturbance and ends with final stabilization. Where vegetation will be used for final stabilization, the date of installation of a stabilization practice that will provide interim non-vegetative stabilization can be used for the end of the construction period, provided the operator commits (as a condition of waiver eligibility) to periodically inspect and properly maintain the area until the criteria for final stabilization as defined in the CGP have been met. If use of this interim stabilization eligibility condition was relied on to qualify for the waiver, signature on the waiver with its certification statement constitutes acceptance of and commitment to complete the final stabilization process. The operator must submit a waiver certification to EPA prior to commencing construction activities. Note: The rainfall erosivity factor “R” is determined in accordance with Chapter 2 of Agriculture Handbook Number 703, Predicting Soil Erosion by Water: A Guide to Conservation Planning With the Revised Universal Soil Loss Equation (RUSLE), pages 21–64, dated January 1997; United States Department of Agriculture (USDA), Agricultural Research Service. EPA has developed an online rainfall erosivity calculator to help small construction sites determine potential eligibility for the rainfall erosivity waiver. You can access the calculator from EPA’s website at: https://www.epa.gov/npdes/rainfall-erosivity-factor-calculator-small- construction-sites. The R factor can easily be calculated by using the construction site latitude/longitude or address and estimated start and end dates of construction. This calculator may also be useful in determining the time periods during which construction activity could be waived from permit coverage. You may find that moving your construction activity by a few weeks or expediting site stabilization will allow you to qualify for the waiver. Use this online calculator or the Construction Rainfall Erosivity Waiver Fact Sheet (https://www.epa.gov/sites/production/files/2015-10/documents/fact3-1.pdf) to assist in determining the R Factor for your small construction site. If you are the operator of the construction activity and eligible for a waiver based on low erosivity potential, you can submit a rainfall erosivity waiver electronically via EPA’s NPDES eReporting Tool (NeT) (https://www.epa.gov/npdes/stormwater-discharges-construction- activities#ereporting), unless you received a waiver from your EPA Regional Office (see Part 1.4.1 of the CGP for information about receiving a waiver from electronic reporting). 2022 Construction General Permit (CGP) Page C-2 of 3 Note: If the R factor is five or greater, you do not qualify for the rainfall erosivity waiver, and must obtain coverage under an NPDES permit (e.g., the CGP), unless you qualify for the Water Quality Waiver as described in section B below. If your small construction project continues beyond the projected completion date given on the waiver certification, you must recalculate the rainfall erosivity factor for the new project duration. If the R factor is below five, you must update all applicable information on the waiver certification and retain a copy of the revised waiver as part of your records. The new waiver certification must be submitted prior to the projected completion date listed on the original waiver form to assure your exemption from permitting requirements is uninterrupted. If the new R factor is five or above, you must obtain NPDES permit coverage. C.2 TMDL Waiver This waiver is available if EPA has established or approved a TMDL that addresses the pollutant(s) of concern for the impaired water and has determined that controls on stormwater discharges from small construction activity are not needed to protect water quality. The pollutant(s) of concern include sediment (such as total suspended solids, turbidity or siltation) and any other pollutant that has been identified as a cause of impairment of any waterbody that will receive a discharge from the construction activity. Information on TMDLs that have been established or approved by EPA is available from EPA online at https://www.epa.gov/tmdl and from State and Tribal water quality agencies. If you are the operator of the construction activity and eligible for a waiver based on compliance with an EPA-established or approved TMDL, you must provide the following information in order to be waived from permitting requirements: 1. Name, address and telephone number of the construction site operator(s); 2. Name (or other identifier), address, county or similar governmental subdivision, and latitude/longitude of the construction project or site; 3. Estimated construction start and completion (i.e., final stabilization) dates, and total acreage (to the nearest quarter acre) to be disturbed; 4. The name of the waterbody(s) that would be receiving stormwater discharges from your construction project; 5. The name and approval date of the TMDL; 6. A statement, signed and dated by an authorized representative as provided in Appendix G, Subsection G.11, that certifies that the construction activity will take place and that the stormwater discharges will occur, within the drainage area addressed by the TMDL. C.3 Equivalent Analysis Waiver This waiver is available for discharges to non-impaired waters only. The operator can develop an equivalent analysis that determines allocations for his/her small construction site for the pollutant(s) of concern or determines that such allocations are not needed to protect water quality. This waiver requires a small construction operator to develop an equivalent analysis based on existing in-stream concentrations, expected growth in pollutant concentrations from all sources, and a margin of safety. If you are a construction operator who wants to use this waiver, you must develop your equivalent analysis and provide the following information to be waived from permitting requirements: 1. Name, address and telephone number of the construction site operator(s); 2022 Construction General Permit (CGP) Page C-3 of 3 2. Name (or other identifier), address, county or similar governmental subdivision, and latitude/longitude of the construction project or site; 3. Estimated construction start and completion (i.e., final stabilization) dates, and total acreage (to the nearest quarter acre) to be disturbed; 4. The name of the waterbody(s) that would be receiving stormwater discharges from your construction project; 5. Your equivalent analysis; 6. A statement, signed and dated by an authorized representative as provided in Appendix G, Subsection G.11, that certifies that the construction activity will take place and that the stormwater discharges will occur, within the drainage area addressed by the equivalent analysis. C.4 Waiver Deadlines and Submissions 1. Waiver certifications must be submitted prior to commencement of construction activities. 2. If you submit a TMDL or equivalent analysis waiver request, you are not waived until EPA approves your request. As such, you may not commence construction activities until receipt of approval from EPA. 3. Late Notifications: Operators are not prohibited from submitting waiver certifications after initiating clearing, grading, excavation activities, or other construction activities. The Agency reserves the right to take enforcement for any unpermitted discharges that occur between the time construction commenced and waiver authorization is granted. Submittal of a waiver certification is an optional alternative to obtaining permit coverage for discharges of stormwater associated with small construction activity, provided you qualify for the waiver. Any discharge of stormwater associated with small construction activity not covered by either a permit or a waiver may be considered an unpermitted discharge under the Clean Water Act. As mentioned above, EPA reserves the right to take enforcement for any unpermitted discharges that occur between the time construction commenced and either discharge authorization is granted or a complete and accurate waiver certification is submitted. EPA may notify any operator covered by a waiver that they must obtain NPDES permit coverage. EPA may notify any operator who has been in non-compliance with a waiver that they may no longer use the waiver for future projects. Any member of the public may petition EPA to take action under this provision by submitting written notice along with supporting justification. Complete and accurate TMDL or equivalent analysis waiver requests must be sent to the applicable EPA Regional Office address specified in Appendix B. Page D-1 of 18 2022 Construction General Permit (CGP) NPDES Form 6100-067 OMB No. 2040-0305, Exp. Date 01/31/25 Appendix D - Eligibility Worksheet Relating to Threatened and Endangered Species Protection D.1 Introduction This appendix provides a printable worksheet that can be helpful in selecting and documenting your eligibility criteria with respect to the protection of Federally listed threatened or endangered species and Federally designated “critical habitat” under the Endangered Species Act (ESA) [hereinafter “ESA-listed species and designated critical habitat(s)”] from discharges and discharge-related activities authorized under this permit. This is important because Section 9 of the ESA prohibits all persons and agencies from “taking” threatened and endangered species (16 U.S.C. § 1532(19)). While coordination between you and the U.S. Fish and Wildlife Service (USFWS) and/or the National Marine Fisheries Service (NMFS) (together, referred to as the “Services”) may not be required in all cases, EPA encourages you to coordinate with the Services, to document that coordination, and to do so early in the planning process prior to submitting your NOI. D.2 Certifying ESA Eligibility Criterion for the CGP To be eligible for coverage under the CGP, you must certify that you meet one of the criteria listed in this worksheet (Section D.5), which is then submitted with your NOI for coverage under this permit. If you do not meet one of the ESA eligibility criteria outlined in the worksheet below, you are not eligible for coverage under this permit. These criteria ensure that coverage is available only for discharges and discharge-related activities that (1) avoid or eliminate any short- or long-term adverse effects to ESA-listed species and designated critical habitat(s), or (2) may result in any short- or long-term adverse effects that result in incidental take addressed under the incidental take statement of a biological opinion or permit for take issued under Section 10 of the ESA. As part of your determination of eligibility, EPA has developed a worksheet that assists operators in arriving at the correct criterion. The following requirements apply to the completion of the worksheet depending on how you are submitting your NOI for permit coverage: 1.If the EPA Regional Office grants you a waiver from electronic reporting, in accordance with Part 1.1.5 of the CGP, you must complete the worksheet in section D.4 of this appendix to provide all information as required on your NOI that supports the eligibility criterion you qualify under per Part 1.1.5 of the permit. You must submit the worksheet with your NOI. If you do not submit the worksheet with your NOI, your NOI will be considered incomplete. 2.If you do not have a waiver from electronic reporting, you must complete your eligibility criteria selection outlined in the Endangered Species Protection section of the NOI in the NPDES eReporting Tool (NeT-CGP) and provide all information as required on your NOI that supports the eligibility criterion you qualify under per Part 1.1.5 of the permit. The printable worksheet in this appendix may be helpful to you in preparing to submit your NOI, but you do not have to use it. D.3 What to Expect Once you Submit your NOI After you submit your NOI and before your NOI is authorized, EPA may notify you if any additional controls are necessary to ensure your discharges are not likely to result in any short- or long-term adverse effects on ESA-listed species and critical habitat. Page D-2 of 18 2022 Construction General Permit (CGP) The Services have the opportunity, within 14 days of submission of the NOI, to advise EPA whether either agency believes the planned discharges meet the selected eligibility criterion; whether the eligibility criterion could be met with additional conditions; or whether the eligibility criterion is not met. With respect to ESA issues, EPA recognizes the Services’ expertise and will carefully consider their conclusion(s) in identifying eligibility for authorization, either with or without additional conditions. In the event EPA has placed a hold on your NOI based on NMFS or USFWS’ recommendation, EPA will notify you as to whether your discharges are authorized or whether an individual permit will be required. If you do not hear from EPA within 14 days, you may assume that your discharge is authorized without further conditions. D.4 Worksheet Instructions Follow the instructions within the worksheet below to determine which criterion you are eligible for coverage under this permit. Check only 1 criterion, answer the required questions, and include the required information. Please keep the following in mind as you complete the worksheet: • The worksheet requires that you answer questions in a sequential order so that you can select the correct eligibility criterion. The worksheet does not go through each criterion alphabetically, but rather is organized in a way that allows you to eliminate those criteria that do not apply to your site. For instance, Step 1 of the worksheet requires you to determine whether criterion B, E, or F applies first, in that order, before proceeding to determining whether criterion A applies in Step 2. • You must consider ESA-listed species and/or designated critical habitat(s) under the jurisdiction of both the U.S. Fish and Wildlife Service (USFWS) and National Marine Fisheries Service (NMFS) and select the criterion that best applies to your site. You must comply with any applicable terms, conditions, or other requirements developed in the process of meeting one of the eligibility criteria in this section to remain eligible for coverage under this permit. • When evaluating the potential effects of your activities, you must consider effects to listed species or critical habitats within the “action area” of your construction activity, as identified by the USFWS IPaC and/or the NOAA website resources on page D-10 through D- 11 of this appendix. Please Note: NMFS’ jurisdiction includes ESA-listed marine and estuarine species that spawn in inland rivers. The definition of “action area,” which is contained in Appendix A, is repeated below for convenience. “Action Area” – all areas to be affected directly or indirectly by the federal action and not merely the immediate area involved in the action. See 50 CFR part 402. For the purposes of this permit and for application of the Endangered Species Act requirements, the following areas are included in the definition of action area: • The areas on the construction site where stormwater discharges originate and flow toward the point of discharge into the receiving waters. This includes: • areas on the construction site where excavation, site development, or other ground disturbance activities occur, and • areas where stormwater controls will be constructed and operated, including any areas where stormwater flows to and from the stormwater controls. • The areas in the vicinity of the construction site where stormwater discharges flow from the construction site to one or more points of discharge into receiving waters. (Example: Where stormwater flows into an off-site ditch, swale, or gully that leads to receiving waters.) • The extent of the receiving water potentially affected by stormwater discharges from your construction site through alteration of water chemistry, turbidity, temperature, or bank structure (i.e., erosive flow), regardless of whether the construction site is adjacent to the receiving water. 2022 Construction General Permit (CGP) D.5 Worksheet Step 1 – Determine if You Meet the Eligibility Requirements of Criterion B, E, or F Instructions ➢ First determine whether you are eligible under Criterion B by reviewing the eligibility requirements below. ➢ If you determine that your facility does not meet Criterion B (e.g., due to difference in action area described, lack of analysis of appropriate effects, new listings or designation of critical habitat), proceed to check if you meet the requirements for Criterion E or F. Criterion B Eligibility Requirements If your discharges and discharge-related activities were already addressed in another operator’s valid certification of eligibility under the current 2022 CGP that included your action area (e.g., a general contractor or developer may have completed and filed an NOI for the entire action area with the necessary ESA certifications (Criterion A, C, D, E, or F)), you may be eligible under Criterion B. In order to be eligible for coverage, you must confirm that all three of the following are true (check all that apply): I have confirmed that the other operator’s certification of eligibility accounted for my action area and that the eligibility certification was valid. There has been no lapse of NPDES permit coverage in the other operator’s certification. I will comply with all measures that formed the basis of the other operator’s valid certification of eligibility. Instructions ➢ If all three of the above are true, you may check Criterion B below and answer questions B1-B5, and if applicable, B6-B7. ➢ If any of the above are not true (for example, if there are any listed species in your action area that were not addressed in the other operator’s certification, you are not eligible under Criterion B), you may not select Criterion B and must proceed to check if you meet the requirements for Criterion E or F. B Eligibility requirements met by another operator under the 2022 CGP. The construction site’s discharges and discharge-related activities were already addressed in another operator’s valid certification of eligibility for your “action area” under eligibility Criterion A, C, D, E, or F of the 2022 CGP and you have confirmed that no additional ESA-listed species and/or designated critical habitat under the jurisdiction of USFWS and/or NMFS not considered in the Page D-3 of 18 2022 Construction General Permit (CGP) that certification may be present or located in the “action area.” To certify your eligibility under this criterion, there must be no lapse of NPDES permit coverage in the other CGP operator’s certification. By certifying eligibility under this criterion, you agree to comply with any conditions upon which the other CGP operator's certification was based. You must include below the NPDES ID from the other 2022 CGP operator’s notification of authorization under this permit and list any measures that you must comply with). If your certification is based on another 2022 CGP operator’s certification under Criterion C, you must provide EPA with the relevant supporting information required of existing dischargers in Criterion C. B1. Provide the NPDES ID from the other CGP operator’s NOI authorized under this permit: __ __ __ __ __ __ __ __ __ B2. Identify the eligibility criterion of the other CGP operator’s NOI? (check only one) A C D E F B3. Provide the authorization date of the other CGP operator’s NOI (MM/DD/YYYY): __ __ / __ __ / __ __ __ __ By certifying eligibility under Criterion B, you must comply with any terms and conditions imposed under the eligibility requirements of the criterion for which the other operator has established eligibility (either Criterion A, C, D, E, or F) to ensure that your discharges and discharge-related activities are protective of listed species and/or critical habitat. Note: If you are unable to meet these eligibility requirements, then you may either establish eligibility under one of the other criteria, or you may consider applying to EPA for an individual permit. B4. List any measures that formed the basis of the other operator’s valid certification of eligibility that you will comply with (or enter “N/A” if none exist): B5. Check to confirm you have provided documentation in your SWPPP supporting your eligibility under Criterion B, including any of the terms and conditions, as well as the other operator’s basis for establishing eligibility. Yes If your certification is based on another operator’s certification under Criterion C, you must provide the following: Page D-4 of 18 2022 Construction General Permit (CGP) B6. What Federally listed species and/or designated habitat are located in your “action area”? (attached separate sheet if necessary) B7. What is the distance between your site and the listed species or designated critical habitat (in miles) ? _____________________ Instructions ➢ If you selected Criterion B above and answered questions B1-B5, and if applicable, B6-B7, you are done with this worksheet. If you are not filing electronically, you must submit this worksheet with your NOI. ➢ If you are not eligible under Criterion B, proceed to check if you meet the requirements for Criterion E or F. Criterion E Eligibility Requirements If consultation under ESA section 7 has concluded, you may be eligible for coverage under Criterion E. In order to be eligible for coverage under Criterion E, you must confirm that both of the following are true (check all that apply): A consultation between a Federal agency and USFWS and/or the NMFS under section 7 of the ESA has concluded. Consultations can be either formal or informal, and would have occurred only as a result of a separate Federal action (e.g., during application for an individual wastewater discharge permit or the issuance of a wetlands dredge and fill permit), and the consultation must have addressed the effects of your construction activity’s discharges and discharge-related activities on all ESA-listed threatened or endangered species and all designated critical habitat under the jurisdiction of each Service, as appropriate, in your action area. The result of this consultation must be either: i. A biological opinion currently in effect that determined that the action in question (taking into account the effects of your facility’s discharges and discharge-related activities) is likely to adversely affect, but is not likely to jeopardize the continued existence of listed species or result in the destruction or adverse modification of critical habitat. The biological opinion must have included the effects of your facility’s discharges1 and discharge-related activities on all the listed species and designated 1 Effects of discharge include, but are not limited to, the analysis of the hydrological, chemical, and biological effects of t he discharge on listed species, their prey, and their habitat, as well as critical habitat, where designated. For example, the Page D-5 of 18 2022 Construction General Permit (CGP) critical habitat in your action area under the jurisdiction of each Service, as appropriate. To be eligible under (i), any reasonable and prudent measures specified in the incidental take statement must be implemented; ii. Written concurrence (e.g., letter of concurrence) from the applicable Service(s) with a determination that your facility’s discharges and discharge-related activities are not likely to adversely affect ESA-listed species and/or designated critical habitat. The concurrence letter must have included the effects of your facility’s discharges and discharge-related activities on all the ESA-listed species and/or designated critical habitat on your species list(s) acquired from USFWS and/or NMFS as part of this worksheet. The consultation does not warrant reinitiation under 50 CFR §402.16; or, if reinitiation of consultation is required (e.g., due to a new species listing, critical habitat designation, or new information), the Federal action agency has reinitiated the consultation and the result of the consultation is consistent with the statements above. Include any reinitiation documentation from the Services or consulting Federal agency with your NOI. Instructions ➢ If both of the above are true, you may check Criterion E below and answer questions E1-E6. • For more information on section 7 consultation, see 50 CFR part 402. If you receive a “jeopardy opinion,” you may continue to work with USFWS and/or NMFS and your permitting authority to modify your project so that it will not jeopardize listed species or designated critical habitat. • Note that most consultations are accomplished through informal consultation. When conducting informal ESA section 7 consultation as a non-Federal representative, you must follow the procedures found in 50 CFR Part 402 of the ESA regulations. You must notify the Services of your intention and agreement to conduct consultation as a non -Federal representative. • Consultation may also occur in the context of another Federal action at the construction site (e.g., where ESA section 7 consultation was performed for issuance of a wetlands dredge and fill permit for the project or where a NEPA review is performed for the project that incorporates a section 7 consultation). • Any terms and conditions developed through consultations to protect listed species and critical habitat must be incorporated into the SWPPP. As noted above, a Federal operator may, if they wish, initiate consultation with the Services at Step Four. Non-Federal operators may seek technical assistance from the Services at Step 5. • Whether ESA section 7 consultation must be performed with either USFWS, NMFS, or both Services depends on the listed species that may be affected by the operator’s stormwater discharges. In general, NMFS has jurisdiction over marine, estuarine, and anadromous species. Operators should also be aware that while formal section 7 consultation provides protection from incidental takings liability, informal consultation does not. ➢ If not, proceed to check if you meet the requirements for Criterion F. effects analysis would have evaluated whether the various pollutants in the discharge (e.g., TSS, metals) would adversely affect listed species through exposure to the pollutants, or to their prey or habitat. Effects that look only at short -term effects unrelated to the stormwater discharge effects to listed species are not sufficient for these purposes. Page D-6 of 18 2022 Construction General Permit (CGP) E ESA Section 7 consultation has successfully concluded. Consultation between a Federal Agency and the USFWS and/or NMFS under section 7 of the ESA has concluded. The consultation must have addressed the effects of the construction site’s discharges and discharge -related activities on ESA-listed species and/or designated critical habitat under the jurisdiction of USFWS and/or NMFS. To certify eligibility under this criterion, Indicate the result of the consultation: Biological opinion and/or conference opinion and incidental take statement currently in effect currently in effect from USFWS and/or NMFS that concludes that the action in question (taking into account the effects of your site’s discharges and discharge-related activities) is not likely to jeopardize the continued existence of ESA-listed species, nor the destruction or adverse modification of critical habitat; Or Written concurrence from USFWS and/or NMFS with a finding that the site’s discharges and discharge-related activities are not likely to adversely affect ESA-listed species and/or designated critical habitat. E1. Identify the federal action agency or agencies involved: E2. Identify the Service(s) field or regional offices providing the consultation: E3. Identify any tracking numbers associated with the consultation (e.g., IPaC number, ECO number): E4. What is the date the consultation was completed? (MM/DD/YYYY) __ __ / __ __ / __ __ __ __ E5. Check to confirm that correspondence with USFWS and/or NMFS documenting the Biological Opinion, conference opinion (IPaC or ECO tracking number) or concurrence is attached. Yes E6. Check to confirm you have provided documentation in your SWPPP supporting your eligibility under Criterion E, including copies of the correspondence between yourself and the Services. Yes Page D-7 of 18 2022 Construction General Permit (CGP) Instructions ➢If you selected Criterion E above and answered questions E1-E6, you are done with this worksheet. If you are not filing electronically, you must submit this worksheet with your NOI. ➢If you are not eligible under Criterion E, proceed to check if you meet the requirements for Criterion F. Criterion F Eligibility Requirements If your construction activities are the subject of a permit under ESA section 10, and this authorization addresses the effects of your site’s discharges and discharge-related activities on ESA-listed species and designated critical habitat in your action area, you may be eligible for coverage under Criterion F. In order to be eligible or coverage under Criterion F, you must confirm that the following is true: A permit or permits issued under section 10 of the ESA specifically address the effects of your facility’s discharges and discharge-related activities (if applicable) on all federally-listed species and designated critical habitat in your action area. Note: You must follow USFWS and/or NMFS procedures when applying for an ESA section 10 permit (see 50 CFR §17.22(b)(1) for USFWS and §222.22 for NMFS). Application instructions for section 10 permits can be obtained from http://www.fws.gov and http://www.nmfs.noaa.gov or by contacting the appropriate Service office. Instructions ➢If the above is true, you may check Criterion F below and answer questions F1-F6. ➢If you are not eligible under criterion F, proceed to Step 2. F Issuance of section 10 permit. Potential take is authorized through the issuance of a permit under section 10 of the ESA by the USFWS and/or NMFS, and this authorization addresses the effects of the site’s discharges and discharge-related activities on ESA-listed species and designated critical habitat. You must include copies of the correspondence between yourself and the participating agencies in your SWPPP and your NOI. F1. Which Service provided the section 10 permit? (check all that apply) USFWS NMFS F2. Identify the field or regional offices providing the permit(s): Page D-8 of 18 2022 Construction General Permit (CGP) F3. Identify any tracking numbers associated with the consultation (e.g., IPaC number, ECO number): F4. What is the date the permit(s) was granted? (MM/DD/YYY) __ __ / __ __ / __ __ __ __ (2nd permit date, if applicable: __ __ / __ __ / __ __ __ __ ) F5. Check to confirm that correspondence with USFWS and/or NMFS and a copy of the section 10 permit or relevant tracking number(s) (IPaC and/or ECO number) is attached. Yes F6. Check to confirm you have provided documentation in your SWPPP supporting your eligibility under Criterion F, including a copy of the section 10 permit and copies of the correspondence between yourself and the Services. Yes Instructions ➢If you selected Criterion F above and answered questions F1-F6, you are done with this worksheet. If you are not filing electronically, you must submit this worksheet with your NOI. ➢If you are not eligible under Criterion F, proceed to Step 2. Step 2 – Determine if Listed Threatened or Endangered Species or their Designated Critical Habitat(s) are Likely to Occur in your Site’s Action Area Instructions ➢First, determine the extent of your action area. You must determine whether species listed as either threatened or endangered, or their critical habitat(s) are located in your site’s action area (i.e., all areas to be affected directly or indirectly by the Federal action and not merely the immediate area involved in the action, including areas beyond the footprint of the site that are likely to be affected by stormwater discharges, discharge-related activities, and authorized non-stormwater discharges). You must consider the following in determining the action area for your site, and confirm that all the following are true: In determining my “action area”, I have considered that discharges of pollutants from the project site can expand the action area well beyond the footprint of my site and the discharge point(s). I have taken into account the controls I will be implementing to minimize pollutants and the receiving waterbody characteristics (e.g., perennial, intermittent, ephemeral) in determining the extent of physical, chemical, and/or biotic effects of the Page D-9 of 18 2022 Construction General Permit (CGP) discharges. I confirm that all receiving waterbodies that could receive pollutants from my site are included in my action area. In determining my “action area”, I have considered that discharge-related activities must also be accounted for in determining my action area. I understand that discharge-related activities are any activities that cause, contribute to, or result in stormwater and authorized non-stormwater point source discharges, and measures such as the siting, construction, timing,2 and operation of stormwater controls to control, reduce, or prevent pollutants from being discharged. I understand that any new or modified stormwater controls that will have noise or other similar effects, and any disturbances associated with construction of controls, are part of my action area. If you have any questions about determining the extent of your action area, you may contact EPA or the Services for assistance. https://www.epa.gov/npdes/contact-us- stormwater#regional 2 Timing considerations could be related to, for example, a time of the year where a migratory bird species is present in the action area and the operator might want to consider that in terms of their construction sequencing; there are other times of the year where this consideration might not be relevant. Instructions ➢Next, you must identify, to the best of your ability, any species listed as either threatened or endangered, or their critical habitat(s), that are located in your site’s action area (see definitions of these terms in Appendix A). You must follow the instructions on the https://www.epa.gov/npdes/construction-general-permit-threatened-and-endangered-species to obtain lists of any ESA-protected species and/or critical habitat that are expected to exist in your county, township, or the receiving water for your discharge. ➢If ESA-protected resources occur within your action area, keep a copy of the species and critical habitat list(s) from the Service(s) with your SWPPP and use the list(s) to complete your NOI. For USFWS species, attach to this worksheet the full printout from your IPaC query/Official Species List. You can include the map from your IPaC query. For NMFS species, attach to this worksheet the full printout of the report from your query of the mapping resource you used (either the National or Greater Atlantic Region Mapper). The printed report from NMFS mappers will include a map of your query. Page D-10 of 18 2022 Construction General Permit (CGP) Instructions ➢After completing Step 2 above, if there are no listed species and no critical habitat areas in your action area, you may be eligible for criterion A. Criterion A Eligibility Requirements In order to be eligible for coverage under criterion A, you must confirm that all the following are true (check all that apply): I confirm that I have used the species location resources of BOTH NMFS and USFWS to identify any ESA-listed species within my action area. I have confirmed there to be no ESA-listed species and no critical habitat in my action area. Instructions ➢If all of the above are true, you may check criterion A below and answer questions A1 -A5. ➢If any of the above is not true, you may not select criterion A and must proceed to Step 3 to determine if you can become eligible under criterion C. Note: For existing dischargers that have previously obtained coverage under criterion A, you must verify whether ESA-protected species and/or critical habitat are expected to exist in your action area, as described above. Please note that if you now find that your action area overlaps with ESA-protected species or critical habitat, you must proceed to Step 3. A No ESA-listed species and/or designated critical habitat present in action area. You certify that ESA-listed species and designated critical habitat(s) under the jurisdiction of the USFWS or NMFS are not likely to occur in your site’s “action area” as defined in Appendix A of this permit.. Please Note: NMFS’ jurisdiction includes ESA-listed marine and estuarine species that spawn in inland rivers. A1. USFWS information sources used (reliance on State resources is not acceptable): Note: If your Official Species List from USFWS indicated no species or critical habitat were present in your action area, include the full consultation tracking code at the top of your Official Species List in your NOI in the basis statement for Criterion A. If an Official Species List was not available on IPaC, list the contact date and name of the Service staff with whom you corresponded to verify no USFWS species or critical habitat were present in your action area. Page D-11 of 18 2022 Construction General Permit (CGP) A2. NMFS information sources used (reliance on State resources is not acceptable): A3. I confirm that aerial image(s) of the site is attached. Yes A4. I confirm that a printout of the species’ list(s) showing no ESA-listed species or critical habitat in my action area is attached. Yes A5. Check to confirm you have provided documentation in your SWPPP supporting your eligibility under Criterion A. For USFWS species, include the full printout from your IPaC query/Official Species List. You can include the map from your IPaC query. For NMFS sp ecies, include the full printout from the appropriate NMFS website resources on page X with the correct Region selected. Yes Instructions ➢If you selected Criterion A above and answered questions A1-A5, you are done with this worksheet. If you are not filing electronically, you must submit this worksheet with your NOI. ➢If listed species and/or critical habitat may exist in your action area, you must do one or more of the following: •Conduct visual inspections. This method may be particularly suitable for construction sites that are smaller in size or located in non-natural settings such as highly urbanized areas or industrial parks where there is little or no natural habitat, or for construction activities that discharge directly into municipal stormwater collection systems. •Conduct a formal biological survey. In some cases, particularly for larger construction sites with extensive stormwater discharges, biological surveys may be an appropriate way to assess whether species are located in the action area and whether there are likely to be short- or long-term adverse effects to such species. Biological surveys are frequently performed by environmental consulting firms. •If required, conduct an environmental assessment under the National Environmental Policy Act (NEPA). Some construction activities might require review under NEPA for specific reasons, such as Federal funding or other Federal involvement in the project. Note: Coverage under the CGP does not trigger such a review for individual projects/sites. EPA has complied with NEPA in the issuance of the CGP. and •Follow the instructions in Steps 3 – 5 below, as applicable. Note that many but not all measures imposed to protect listed species under these steps will also protect critical habitat. Thus, meeting the eligibility requirements of this CGP may require measures to protect critical habitat that are separate from those to protect listed species. Page D-12 of 18 2022 Construction General Permit (CGP) Step 3 – Assess if the Construction Activity’s Discharges or Discharge-Related Activities Are Likely to Result in Short- or Long-Term Adverse Effects to Listed Threatened or Endangered Species or Designated Critical Habitat Instructions ➢If in Step 2 you identified that listed species and/or designated critical habitat could exist in your action area, you must next assess whether your discharges or discharge-related activities are likely to result in short- or long-term adverse effects to ESA-listed threatened or endangered species or designated critical habitat. Potential short- or long-term adverse effects from discharges and discharge-related activities include: •Hydrological. Stormwater discharges may cause siltation, sedimentation, or induce other changes in receiving waters such as temperature, salinity, or pH. These effects will vary with the amount of stormwater discharged and the volume and condition of the receiving water. Where a stormwater discharge constitutes a minute portion of the total volume of the receiving water, adverse hydrological effects are less likely. Construction activity itself may also alter drainage patterns on a site where construction occurs that can impact listed species or critical habitat. •Habitat. Excavation, site development, grading, and other surface disturbance activities from construction activities, including the installation or placement of stormwater controls, may result in adverse effects to listed species or their habitat. Stormwater may drain or inundate listed species habitat. •Toxicity. In some cases, pollutants in construction stormwater may have toxic effects on listed species. For example: Stormwater discharges from construction on or adjacent to agricultural property may contain pesticides. Stormwater discharges from projects involving pavement and roofing could include tar and asphalt. The scope of effects to consider will vary with each site. If you are having difficulty determining whether your project is likely to result in short- or long-term adverse effects to listed species or critical habitat, or one of the Services has already raised concerns to you, you should contact the appropriate Services office for assistance. Instructions ➢If any short- or long-term adverse effects to listed threatened or endangered species or their critical habitat are not likely, then you may check Criterion C below and answer questions C1-C8. ➢If any short- or long-term adverse effects to listed threatened or endangered species or their critical habitat are likely, you must follow Step 4 below. You may still be eligible for Criterion C if you are able to install and implement appropriate measures to avoid the likelihood of adverse effects. Page D-13 of 18 2022 Construction General Permit (CGP) Criterion C Eligibility Requirements C Discharges not likely to result in any short- or long-term adverse effects to ESA-listed species and/or designated critical habitat. ESA-listed species and/or designated critical habitat(s) under the jurisdiction of the USFWS and/or NMFS are likely to occur in or near your site’s “action area,” and you certify to EPA that your site’s discharges and discharge -related activities are not likely to result in any short- or long-term adverse effects to ESA-listed threatened or endangered species and/or designated critical habitat. This certification may include consideration of any stormwater controls and/or management practices you will adopt to ensure that your discharges and discharge-related activities are not likely to result in any short- or long-term adverse effects to ESA-listed species and/or designated critical habitat. To certify your eligibility under this criterion, you must indicate below1) the ESA-listed species and/or designated habitat located in your “action area” using the process outlined in this Appendix; 2) the distance between the site and the listed species and/or designated critical habitat in the action area (in miles); and 3) a rationale describing specifically how short- or long-term adverse effects to ESA-listed species will be avoided from the discharges and discharge-related activities. You must also include a copy of your site map from your SWPPP showing the upland and in-water extent of your “action area” with your NOI. C1. I confirm that both ESA-listed species and designated critical habitat under the jurisdiction of the USFWS and/or NMFS were considered in my evaluation. Yes C2. Provide the USFWS information resources and expertise used to arrive at this criterion selection: C3. Provide the NMFS information resources and expertise used to arrive at this criterion selection: Page D-14 of 18 2022 Construction General Permit (CGP) C4. What ESA-listed species and/or designated critical habitat are located in your “action area?” (or attach a printout of the species’ list(s)) C5. What is the distance between your site and the ESA-listed species and/or designated critical habitat within the action area (in miles, state “on site” if the ESA-listed species and/or designated critical habitat is within the area to be disturbed)? __________________________ C6. Provide the rationale describing specifically how any short- or long-term adverse effects to ESA-listed species will be avoided from the discharge and discharge-related activities. C7. I confirm that a site map from my SWPPP showing the upland and in-water extent of my “action area” is attached. Yes C8. Check to confirm you have provided documentation in your SWPPP supporting your eligibility under Criterion C. Yes Instructions ➢If you selected Criterion C above and answered questions C1-C8, you are done with this worksheet. If you are not filing electronically, you must submit this worksheet with your NOI. ➢If not, please proceed to step 4. Page D-15 of 18 2022 Construction General Permit (CGP) Step 4 - Determine if Measures Can Be Implemented to Avoid Adverse Effects Instructions If you make a preliminary decision in Step 3 that short- or long-term adverse effects from your construction activity’s discharges or discharge-related activities are likely to occur, you can still receive coverage under eligibility Criterion C of the CGP if appropriate measures are undertaken to avoid or eliminate the likelihood of short- or long-term adverse effects prior to applying for CGP coverage. These measures may involve relatively simple changes to construction activities such as re-routing a stormwater discharge to bypass an area where species are located, relocating stormwater controls, or by modifying the “footprint” of the construction activity. If you are unable to ascertain which measures to implement to avoid the likelihood of short- or long-term adverse effects, you must coordinate with USFWS and/or NMFS, in which case you would not be eligible for coverage under eligibility Criterion C, but may instead be eligible for coverage under eligibility criterion D (described in more detail in Step 5). ➢If you are able to install and implement appropriate measures to avoid the likelihood of short- or long-term adverse effects, then you may go back and check eligibility Criterion C above and answer questions C1-C8 above, and C9-C10 below. The measures you adopt to avoid or eliminate short- or long-term adverse effects must be implemented for the duration of the construction project and your coverage under the CGP. ➢If you cannot ascertain which measures to implement to avoid the likelihood of adverse effects, you must follow the procedures in Step 5. C9. I confirm that I have or will install and implement appropriate measures to avoid the likelihood of any short- or long-term adverse effects to ESA-listed threatened or endangered species or their critical habitat. Yes C10. Provide a description of the measures installed/to be installed and implemented to avoid likelihood of any short- or long-term adverse effects. Instructions ➢If you selected Criterion C above and answered questions C1-C10, you are done with this worksheet. If you are not filing you NOI electronically, you must submit this worksheet with your NOI. ➢If you are not eligible for Criterion C, please proceed to step 5. Page D-16 of 18 2022 Construction General Permit (CGP) Step 5 - Determine if the Eligibility Requirements of Criterion D Can Be Met Instructions ➢If in Step 4 you cannot ascertain which measures to implement to avoid the likelihood of short- or long- term adverse effects, you must contact USFWS and/or NMFS. You may still be eligible for CGP coverage if likely adverse effects can be addressed through meeting criterion D. ➢If you meet the requirements of criterion D, then you may check criterion D below and answer questions D1-D5. Criterion D Eligibility Requirements D Coordination with USFWS and/or NMFS has successfully concluded. Coordination between you and the USFWS and/or NMFS has concluded. The coordination must have addressed the effects of your site’s discharges and discharge-related activities on ESA-listed species and/or designated critical habitat under the jurisdiction of USFWS and/or NMFS, and resulted in a written confirmation from USFWS and/or NMFS that the effects of your site’s discharges and discharge-related activities are not likely to result in short- or long-term adverse effects for ESA-listed species and/or designated critical habitat in your action area. By certifying eligibility under this criterion, you agree to comply with any conditions you must meet for your site’s discharges and discharge-related activities to not likely result in any short- or long- term adverse effects. You must include copies of the correspondence with the participating agencies in your SWPPP and your NOI. D1. Which Service participated in coordination? (check all that apply) USFWS NMFS D2. Identify the field and/or regional office(s) that provided the coordination? D3. What is the date the coordination concluded? (MM/DD/YYY) __ __ / __ __ / __ __ __ __ D4. Check to confirm that correspondence with USFWS and/or NMFS documenting concurrence is attached. Yes D5. Check to confirm you have provided documentation in your SWPPP supporting your eligibility under Criterion D, including copies of the correspondence between yourself and the Services. Yes Page D-17 of 18 2022 Construction General Permit (CGP) Instructions ➢If you selected Criterion D above and answered questions D1-D5, you are done with this worksheet. If you are not filing electronically, you must submit this worksheet with your NOI. Paperwork Reduction Act Notice This collection of information is approved by OMB under the Paperwork Reduction Act, 44 U.S.C. 3501 et seq. (OMB Control No. 2040-0305). Responses to this collection of information are mandatory (40 CFR 122.26). An agency may not conduct or sponsor, and a person is not required to respond to, a collection of information unless it displays a currently valid OMB control number. The public reporting and recordkeeping burden for this collection of information is estimated to be 3.3 hours per response. Send comments on the Agency’s need for this information, the accuracy of the provided burden estimates and any suggested methods for minimizing respondent burden to the Regulatory Support Division Director, U.S. Environmental Protection Agency (2821T), 1200 Pennsylvania Ave., NW, Washington, D.C. 20460. Include the OMB control number in any correspondence. Do not send the completed form to this address. Page D-18 of 18 2022 Construction General Permit (CGP) Page E-1 of 4 Appendix E – Historic Property Screening Process Key Terms Historic property- prehistoric or historic districts, sites, buildings, structures, or objects that are included in or eligible for inclusion in the National Register of Historic Places, including artifacts, records, and remains that are related to and located within such properties SHPO – The State Historic Preservation Officer for a particular State THPO or Tribal representative – The Tribal Historic Preservation Officer for a particular Tribe or, if there is no THPO, the representative designated by such Tribe for NHPA purposes Background Section 106 of the National Historic Preservation Act (NHPA) requires Federal agencies to take into account the effects of Federal “undertakings”, such as the issuance of this permit, on historic properties that are either listed on, or eligible for listing on, the National Register of Historic Places. To address any issues relating to historic properties in connection with the issuance of this permit, EPA developed the screening process in this appendix that enables construction operators to appropriately consider the potential impacts, if any, of their installation of stormwater controls on historic properties and to determine whether actions can be taken, if applicable, to mitigate any such impacts. Although the coverages of individual construction sites under this permit do not constitute separate Federal undertakings, the screening process in this appendix provides an appropriate site-specific means of addressing historic property issues in connection with EPA’s issuance of the permit. Instructions for All Construction Operators You are required to follow the screening process in this appendix to determine if your installation of stormwater controls on your site has the potential to cause effects to historic properties, and whether or not you need to contact your SHPO, THPO, or other Tribal representative for further information. You may not submit your NOI until you have completed this screening process. The following four steps describe how applicants can meet the historic property requirements under this permit: Step 1 Are you installing any stormwater controls that require subsurface earth disturbance?1 1 You are only required to consider earth-disturbing activities related to the installation of stormwater controls in the NHPA screening process. You are not reqired to consider other earth-disturbing activities at the site. If you are installing one of the above stormwater controls or another type of control that requires subsurface earth disturbance, your stormwater controls have the potential to have an effect on historic properties. If this is the case, then you must proceed to Step 2. The first step of the screening process is to determine if you will install stormwater controls that cause subsurface earth disturbance. The installation of the following types of stormwater controls require subsurface earth disturbance:2 • Dikes • Berms • Catch Basins • Ponds • Ditches • Trenches • Culverts • Channels 2 This list is not intended to be exhaustive. Other stormwater controls that are not on this list may involve earth-disturbing activities and must also be examined for the potential to affect historic properties. 2022 Construction General Permit (CGP) Page E-2 of 4 • Perimeter Drains • Swales If you are not installing one of the above stormwater controls or another type of control that requires subsurface earth disturbance, then you may indicate this on your NOI, and no further screening is necessary. During the 14-day waiting period after submitting your NOI, the SHPO, THPO, or other Tribal representative may request that EPA hold up authorization based on concerns about potential adverse effects to historic properties. EPA will evaluate any such request and notify you if any additional controls to address adverse effects to historic properties are necessary. Step 2 Have prior professional cultural resource surveys or other evaluations determined that historic properties do not exist, or have prior disturbances precluded the existence of historic properties? If you are installing a stormwater control that requires subsurface earth disturbance, you must next determine if no historic properties exist on your site based on prior professional cultural resource surveys or other evaluations, or if the existence of historic properties has been precluded because of prior earth disturbances. If prior to your project it has already been determined that no historic properties exist at your site based on available information, including information that may be provided by your applicable SHPO, THPO, or other Tribal representative, then you may indicate this on your NOI, and no further screening steps are necessary. Similarly, if prior earth disturbances have eliminated the possibility that historic properties exist on your site, you may indicate this on your NOI, and no further screening steps are necessary. After submitting your NOI, and during the 14-day waiting period, the SHPO, THPO, or other Tribal representative may request that EPA hold up authorization based on concerns about potential adverse effects to historic properties. EPA will evaluate any such request and notify you if any additional measures to address adverse effects to historic properties are necessary. If neither of these circumstances exists for your project, you must proceed to Step 3. Step 3 If you are installing any stormwater controls that require subsurface earth disturbance, you must determine if these activities will have an effect on historic properties. If your answer to the question in Step 2 is “no”, then you must assess whether your earth- disturbing activities related to the installation of stormwater controls will have an effect on historic properties. This assessment may be based on historical sources, knowledge of the area, an assessment of the types of earth-disturbing activities you are engaging in, considerations of any controls and/or management practices you will adopt to ensure that your stormwater control-related earth-disturbing activities will not have an effect on historic properties, and any other relevant factors. If you determine based on this assessment that earth disturbances related to the installation of your stormwater controls will have no effect on historic properties, you may indicate this on your NOI, and document the basis for your determination in your SWPPP, and no further screening steps are necessary. After submitting your NOI, and during the 14-day waiting period, the SHPO, THPO, or other Tribal representative may request that EPA hold up authorization based on concerns about potential adverse effects to historic properties. EPA will evaluate any such request and notify you if any further processes are necessary including any additional measures to address adverse effects to historic properties are necessary. If none of the circumstances in Steps 1 - 3 exist for your project, you must proceed to Step 4. Step 4: If you are installing any stormwater controls that require subsurface earth disturbance and you have not satisfied the conditions in Steps 1 - 3, you must contact and consult with the appropriate historic preservation authorities. 2022 Construction General Permit (CGP) Page E-3 of 4 Where you are installing stormwater controls that require subsurface earth disturbance, and you cannot determine in Step 3 that these activities will have no effect on historic properties, then you must contact the relevant SHPO, THPO, or other Tribal representative to request their views as to the likelihood that historic properties are potentially present on your site and may be impacted by the installation of these controls. Note: Addresses for SHPOs may be found at https://ncshpo.org/directory/, and addresses for THPOs may be found at https://grantsdev.cr.nps.gov/THPO_Review/index.cfm. If a Tribe does not have a THPO, you should contact the appropriate Tribal government office designated by the Tribe for this purpose. You must submit the following minimum information in order to properly initiate your request for information: 1. Project name (i.e., the name or title most commonly associated with your project); 2. A narrative description of the project; 3. Name, address, phone and fax number, and email address (if available) of the operator; 4. Most recent U.S. Geological Survey (USGS) map section (7.5 minute quadrangle) showing actual project location and boundaries clearly indicated; and 5. Sections of the SWPPP site map (see Part 7.2.4) that show locations where stormwater controls that will cause subsurface earth disturbance will be installed (see Step 1). Without submitting this minimum information, you will not have been considered to have properly initiated your request. You will need to provide the SHPO, THPO, or other Tribal representative a minimum of 15 calendar days after they receive these materials to respond to your request for information about your project. If you do not receive a response within 15 calendar days after receipt by the SHPO, THPO, or other Tribal representative of your request, then you may indicate this on your NOI, and no further screening steps are necessary. Or, if the applicable SHPO, THPO, or other Tribal representative responds to your request with an indication that no historic properties will be affected by the installation of stormwater controls at your site, then you may indicate this on your NOI, and no further screening steps are necessary. After submitting your NOI, and during the 14-day waiting period, the SHPO, THPO, or other Tribal representative may request that EPA hold up authorization based on concerns about potential adverse effects to historic properties. EPA will evaluate any such request and notify you if any further processes are necessary including any additional measures to address adverse effects to historic properties are necessary. If within 15 calendar days of receipt of your request the applicable SHPO, THPO, or other Tribal representative responds with a request for additional information or for further consultation regarding appropriate measures for treatment or mitigation of effects on historic properties caused by the installation of stormwater controls on your site, you must comply with this request and proceed to Step 5. Step 5: Consultation with applicable consulting parties. If, following your discussions with the appropriate historic preservation authorities in Step 4, the applicable SHPO, THPO, Tribal representative, or any other consulting party requests additional information or further consultation, you must respond with such information or consult to determine impacts to historic properties that may be caused by the installation of stormwater controls on your site and appropriate measures for treatment or mitigation of such impacts. If as a result of your discussions with the applicable SHPO, THPO, Tribal representative, or any other 2022 Construction General Permit (CGP) Page E-4 of 4 consulting party, you enter into, and comply with, a written agreement regarding treatment and/or mitigation of impacts on your site, then you may indicate this on your NOI, and no further screening steps are necessary. If, however, agreement on an appropriate treatment or mitigation plan cannot be reached between you and the SHPO, THPO, Tribal representative, or any other consulting party within 30 days of your response to the SHPO, THPO, Tribal representative, or any other consulting party’s request for additional information or further consultation, you may submit your NOI, but you must indicate that you have not negotiated measures to avoid or mitigate such effects. You must also include in your SWPPP the following documentation: 1. Copies of any written correspondence between you and the SHPO, THPO, Tribal representative, or any other consulting party; and 2. A description of any significant remaining disagreements as to mitigation measures between you and the SHPO, THPO, Tribal representative, or any other consulting party. After submitting your NOI, and during the 14-day waiting period, the SHPO, THPO, ACHP, Tribal representative, or any other consulting party may request that EPA place a hold on authorization based upon concerns regarding potential adverse effects to historic properties. EPA, in coordination with the ACHP, will evaluate any such request and notify you if any further processes are necessary including any additional measures to address adverse effects to historic properties are necessary. 2022 Construction General Permit (CGP) F -1 of 25 Appendix F – Buffer Requirements. The purpose of this appendix is to assist you in complying with the requirements in Part 2.2.1 of the permit regarding the establishment of natural buffers and/or equivalent sediment controls. This appendix is organized as follows: F.1 SITES THAT ARE REQUIRED TO PROVIDE AND MAINTAIN NATURAL BUFFERS AND/OR EQUIVALENT EROSION AND SEDIMENT CONTROLS ......................................................................... 2 F.2 COMPLIANCE ALTERNATIVES AND EXCEPTIONS .............................................................................. 3 F.2.1 Compliance Alternatives ........................................................................................................ 3 F.2.2 Exceptions to the Compliance Alternatives .......................................................................... 3 F.2.3 Requirements for Providing and Maintaining Natural Buffers ............................................. 4 F.2.4 Guidance for Providing the Equivalent Sediment Reduction as a 50-foot Buffer ............ 7 F.3 SMALL RESIDENTIAL LOT COMPLIANCE ALTERNATIVES.................................................................. 12 F.3.1 Small Residential Lot Compliance Alternative Eligibility .............................................. 12 F.3.2 Small Residential Lot Compliance Alternatives ............................................................ 12 2022 Construction General Permit (CGP) F -2 of 25 F.1 SITES THAT ARE REQUIRED TO PROVIDE AND MAINTAIN NATURAL BUFFERS AND/OR EQUIVALENT EROSION AND SEDIMENT CONTROLS The requirement in Part 2.2.1 to provide and maintain natural buffers and/or equivalent erosion and sediment controls applies for any discharges to waters of the U.S. located within 50 feet of your site’s earth disturbances. If the receiving water is not located within 50 feet of earth-disturbing activities, Part 2.2.1 does not apply. See Figure F – 1. Figure F-1 Example of earth-disturbing activities within 50 feet of a water of the U.S. 2022 Construction General Permit (CGP) F -3 of 25 F.2 COMPLIANCE ALTERNATIVES AND EXCEPTIONS F.2.1 Compliance Alternatives If Part 2.2.1 applies to your site, you have three compliance alternatives from which you can choose, unless you qualify for any of the exceptions (see below and Part 2.2.1.a): 1.Provide and maintain a 50-foot undisturbed natural buffer; or 2.Provide and maintain an undisturbed natural buffer that is less than 50 feet and is supplemented by erosion and sediment controls that achieve the sediment load reduction equivalent to a 50-foot undisturbed natural buffer; or 3.If infeasible to provide and maintain an undisturbed natural buffer of any size, implement erosion and sediment controls to achieve the sediment load reduction equivalent to a 50-foot undisturbed natural buffer. The compliance alternative selected must be maintained throughout the duration of permit coverage. See Part F.2.2 below for exceptions to the compliance alternatives. See Part F.2.3 for requirements applicable to providing and maintaining natural buffers under compliance alternatives 1 and 2 above. See Part F.2.4 for requirements applicable to providing erosion and sediment controls that achieve the sediment load reduction equivalent to a 50-foot undisturbed natural buffer under compliance alternatives 2 and 3 above. F.2.2 Exceptions to the Compliance Alternatives The following exceptions apply to the requirement to implement one of the Part 2.2.1.a compliance alternatives (see also Part 2.2.1.b): •The following disturbances are exempt from the requirements Part 2.2.1 and this Appendix1: -Construction approved under a CWA Section 404 permit; or -Construction of a water-dependent structure or water access areas (e.g., pier, boat ramp, trail). •If there is no discharge of stormwater to waters of the U.S. through the area between the disturbed portions of the site and any waters of the U.S. located within 50 feet of your site, you are not required to comply with the requirements in Part 2.2.1 and this Appendix. This includes situations where you have implemented controls measures, such as a berm or other barrier, that will prevent such discharges. •Where no natural buffer exists due to preexisting development disturbances (e.g., structures, impervious surfaces) that occurred prior to the initiation of planning for the current development of the site, you are not required to comply with the requirements in Part 2.2.1 and this Appendix. Where some natural buffer exists but portions of the area within 50 feet of the receiving water are occupied by preexisting development disturbances, you are 1 This exemption does not apply, however, to disturbances within 50 feet of a receiving water that are adjacent to the disturbances listed here (i.e., construction permitted under CWA Section 404, or construction of a water-dependent structure or water access area) and that are covered by this permit. 2022 Construction General Permit (CGP) F -4 of 25 required to comply with the requirements in Part 2.2.1 and this Appendix. For the purposes of calculating the sediment load reduction for either compliance alternative 2 or 3, you are not expected to compensate for the reduction in buffer function that would have resulted from the area covered by these preexisting disturbances. Clarity about how to implement the compliance alternatives for these situations is provided in F.2.3 and F.2.4 below. If during your project, you will disturb any portion of these preexisting disturbances, the area removed will be deducted from the area treated as a “natural buffer.” • For “linear construction sites” (see Appendix A), you are not required to comply with this requirement if site constraints (e.g., limited right-of-way) make it infeasible to implement one of the Part 2.2.1.a compliance alternatives, provided that, to the extent feasible, you limit disturbances within 50 feet of any waters of the U.S. and/or you provide supplemental erosion and sediment controls to treat stormwater discharges from earth disturbances within 50 feet of the receiving water You must also document in your SWPPP your rationale for why it is infeasible for you to implement one of the Part 2.2.1.a compliance alternatives, and describe any buffer width retained and supplemental erosion and sediment controls installed. • For “small residential lot” construction (i.e., a lot being developed for residential purposes that will disturb less than 1 acre of land, but is part of a larger residential project that will ultimately disturb greater than or equal to 1 acre), you have the option of complying with one of the “small residential lot” compliance alternatives in Part F.3 of this appendix. Note that you must document in your SWPPP if any disturbances related to any of the above exceptions occurs within the buffer area on your site. F.2.3 Requirements for Providing and Maintaining Natural Buffers This part of the appendix applies to you if you choose compliance alternative 1 (50-foot buffer), compliance alternative 2 (a buffer of < 50 feet supplemented by additional erosion and sediment controls that achieve the equivalent sediment load reduction as the 50-foot buffer), or if you are providing a buffer in compliance with one of the “small residential lot” compliance alternatives in Part F.3. Buffer Width Measurement Where you are retaining a buffer of any size, the buffer should be measured perpendicularly from any of the following points, whichever is further landward from the water: 1. The ordinary high water mark of the water body, defined as the line on the shore established by fluctuations of water and indicated by physical characteristics such as a clear, natural line impressed on the bank, shelving, changes in the character of soil, destruction of terrestrial vegetation, and/or the presence of litter and debris; or 2. The edge of the stream or river bank, bluff, or cliff, whichever is applicable. Refer to Figures F – 2 and F - 3. You may find that specifically measuring these points is challenging if the flow path of the receiving water changes frequently, thereby causing the measurement line for the buffer to fluctuate continuously along the path of the waterbody. Where this is the case, EPA suggests that rather than measuring each change or deviation along the water’s edge, it may be easier to select regular intervals 2022 Construction General Permit (CGP) F -5 of 25 from which to conduct your measurement. For instance, you may elect to conduct your buffer measurement every 5 to 10 feet along the length of the water. Additionally, note that if earth-disturbing activities will take place on both sides of a receiving water that flows through your site, to the extent that you are establishing a buffer around this water, it must be established on both sides. For example, if you choose compliance alternative 1, and your project calls for disturbances on both sides of a small stream, you would need to retain the full 50 feet of buffer on both sides of the water. However, if your construction activities will only occur on one side of the stream, you would only need to retain the 50-foot buffer on the side of the stream where the earth- disturbance will occur. Figure F-2 Buffer measurement from the ordinary high water mark of the water body, as indicated by a clear natural line impressed on the bank, shelving, changes in the character of the soil, destruction of terrestrial vegetation, and/or the presence of litter/debris. 2022 Construction General Permit (CGP) F -6 of 25 Figure F-3 Buffer measurement from the edge of the bank, bluff, or cliff, whichever is applicable. Limits to Disturbance Within the Buffer You are considered to be in compliance with the requirement to provide and maintain a natural buffer if you retain and protect from construction activities the natural buffer that existed prior to the commencement of construction. If the buffer area contains no vegetation prior to the commencement of construction (e.g., sand or rocky surface), you are not required to plant vegetation. As noted above, any preexisting structures or impervious surfaces may occur in the natural buffer provided you retain and protect from disturbance the buffer areas outside of the preexisting disturbance. To ensure that the water quality protection benefits of the buffer are retained during construction, you are prohibited from conducting any earth-disturbing activities within the buffer during permit coverage. In furtherance of this requirement, prior to commencing earth-disturbing activities on your site, you must delineate, and clearly mark off, with flags, tape, or a similar marking device, the buffer area on your site. The purpose of this requirement is to make the buffer area clearly visible to the people working on your site so that unintended disturbances are avoided. While you are not required to enhance the quality of the vegetation that already exists within the buffer, you are encouraged to do so where such improvements will enhance the water quality protection benefits of the buffer. (Note that any disturbances within the buffer related to buffer enhancement are permitted and do not constitute construction disturbances.) For instance, you may want to target plantings where limited vegetation exists, or replace existing vegetation where invasive or noxious plant species (see http://plants.usda.gov/java/noxiousDriver) have taken over. In the case of invasive or noxious species, you may want to remove and replace them with a diversity of native trees, shrubs, and herbaceous plants that are well-adapted to the climatic, soil, and hydrologic conditions on the site. You are also encouraged to limit the removal of naturally deposited leaf litter, woody debris, and other biomass, as this material contributes to the ability of the buffer to retain water and filter pollutants. 2022 Construction General Permit (CGP) F -7 of 25 If a portion of the buffer area adjacent to the receiving water is owned by another party and is not under your control, you are only required to retain and protect from construction activities the portion of the buffer area that is under your control. For example, if you comply with compliance alternative 1 (provide and maintain a 50-foot buffer), but 10 feet of land immediately adjacent to the receiving water is owned by a different party than the land on which your construction activities are taking place and you do not have control over that land, you must only retain and protect from construction activities the 40-foot buffer area that occurs adjacent to the property on which your construction activities are taking place. EPA would consider you to be in compliance with this requirement regardless of the activities that are taking place in the 10-foot area that is owned by a different party than the land on which your construction activities are taking place that you have no control over. Discharges to the Buffer You must ensure that all discharges from the area of earth disturbance to the natural buffer are first treated by the site’s erosion and sediment controls (for example, you must comply with the Part 2.2.3 requirement to install sediment controls along any perimeter areas of the site that will receive pollutant discharges), and if necessary to prevent erosion caused by stormwater flows within the buffer, you must use velocity dissipation devices. The purpose of this requirement is to decrease the rate of stormwater flow and encourage infiltration so that the pollutant filtering functions of the buffer will be achieved. To comply with this requirement, construction operators typically will use devices that physically dissipate stormwater flows so that the discharge entering the buffer is spread out and slowed down. SWPPP Documentation You are required to document in your SWPPP the natural buffer width that is retained. For example, if you are complying with alternative 1, you must specify in your SWPPP that you are providing a 50-foot buffer. Or, if you will be complying with alternative 2, you must document the reduced width of the buffer you will be retaining (and you must also describe the erosion and sediment controls you will use to achieve an equivalent sediment reduction, as required in Part F.2.4 below). Note that you must also show any buffers on your site map in your SWPPP consistent with Part 7.2.4.j. Additionally, if any disturbances related to the exceptions in Part F.2.2 occur within the buffer area, you must document this in the SWPPP. F.2.4 Guidance for Providing the Equivalent Sediment Reduction as a 50-foot Buffer This part of the appendix applies to you if you choose compliance alternative 2 (provide and maintain a buffer that is less than 50 feet that is supplemented by erosion and sediment controls that achieve the sediment load reduction equivalent to a 50-foot buffer) or compliance alternative 3 (implement erosion and sediment controls to achieve the sediment load reduction equivalent to a 50-foot buffer). Determine Whether it is Feasible to Provide a Reduced Buffer EPA recognizes that there will be a number of situations in which it will be infeasible to provide and maintain a buffer of any width. While some of these situations may exempt you from the buffer requirement entirely (see F.2.2), if you do not qualify for one of these exemptions, there still may be conditions or circumstances at your site that make it infeasible to provide a natural buffer. For example, there may be sites where a significant portion of the property on which the earth-disturbing activities will occur is located within the buffer area, thereby precluding the retention of natural buffer areas. 2022 Construction General Permit (CGP) F -8 of 25 Therefore, you should choose compliance alternative 2 if it is feasible for you to retain some natural buffer on your site. (Note: For any buffer width retained, you are required to comply with the requirements in Part F.2.3, above, concerning the retention of vegetation and restricting earth disturbances.) Similarly, if you determine that it is infeasible to provide a natural buffer of any size during construction, you should choose alternative 3. Design Controls That Provide Equivalent Sediment Reduction as 50-foot Buffer You must next determine what additional controls must be implemented on your site that, alone or in combination with any retained natural buffer, achieve a reduction in sediment equivalent to that achieved by a 50-foot buffer. Note that if only a portion of the natural buffer is less than 50 feet, you are only required to implement erosion and sediment controls that achieve the sediment load reduction equivalent to the 50-foot buffer for discharges through that area. You would not be required to provide additional treatment of stormwater discharges that flow through 50 feet or more of natural buffer. See Figure F-4. Figure F-4 Example of how to comply with the requirement to provide the equivalent sediment reduction when only a portion of your earth-disturbances discharge to a buffer of less than 50- feet. Steps to help you meet compliance alternative 2 and 3 requirements are provided below. Step 1 - Estimate the Sediment Reduction from the 50-foot Buffer In order to design controls that match the sediment removal efficiency of a 50-foot buffer, you first need to know what this efficiency is for your site. The sediment removal efficiencies of natural buffers vary according to a number of site-specific factors, including precipitation, soil type, land cover, slope length, width, steepness, and the types of erosion and sediment controls used to reduce the discharge of sediment prior to the buffer. EPA has simplified this calculation by developing buffer performance tables covering a range of vegetation and soil types for the areas covered by the CGP. See 2022 Construction General Permit (CGP) F -9 of 25 Attachment 1 of this Appendix, Tables F-8 through F-15. Note: buffer performance values in Tables F-8 through F-15 represent the percent of sediment captured through the use of perimeter controls (e.g., silt fences) and 50-foot buffers at disturbed sites of fixed proportions and slopes.2 2 EPA used the following when developing the buffer performance tables: • The sediment removal efficiencies are based on the U.S. Department of Agriculture’s RUSLE2 (“Revised Universal Soil Loss Equation 2”) model for slope profiles using a 100-foot long denuded slopes. • Sediment removal was defined as the annual sediment delivered at the downstream end of the 50-foot natural buffer (tons/yr/acre) divided by the annual yield from denuded area (tons/yr/acre). • As perimeter controls are also required by the CGP, sediment removal is in part a function of the reduction due to a perimeter control (i.e., silt fence) located between the disturbed portion of the site and the upstream edge of the natural buffer and flow traveling through a 50-foot buffer of undisturbed natural vegetation. • It was assumed that construction sites have a relatively uniform slope without topographic features that accelerate the concentration for erosive flows. • It was assumed that vegetation has been removed from the disturbed portion of the site and a combination of cuts and fills have resulted in a smooth soil surface with limited retention of near- surface root mass. To represent the influence of soil, EPA analyzed 11 general soil texture classifications in its evaluation of buffer performance. To represent different types of buffer vegetation, EPA evaluated 4 or more common vegetative types for each State/Territory covered under the permit. For each vegetation type evaluated, EPA considered only permanent, non-grazed, and non-harvested vegetation, on the assumption that a natural buffer adjacent to the receiving water will typically be undisturbed. EPA also evaluated slope steepness and found that sediment removal efficiencies present in Tables G-8 through G-15 are achievable for slopes that are less than nine percent. Using Tables F-8 through F-15 (see Attachment 1 of this Appendix), you can determine the sediment removal efficiency of a 50-foot buffer for your geographic area by matching the vegetative cover type that best describes your buffer area and the type of soils that predominate at your site. For example, if your site is located in Massachusetts (Table F-9), and your buffer vegetation corresponds most closely with that of tall fescue grass, and the soil type at your site is best typified as sand, your site’s sediment removal efficiency would be 81 percent. In this step, you should choose the vegetation type in the tables that most closely matches the vegetation that would exist naturally in the buffer area on your site regardless of the condition of the buffer. However, because you are not required to plant any additional vegetation in the buffer area, in determining what controls are necessary to meet this sediment removal equivalency in Step 2 below, you will be able to take credit for this area as a fully vegetated “natural buffer.” Similarly, if a portion of the buffer area adjacent to the receiving water is owned by another party and is not under your control, you can treat the area of land not under your control as having the equivalent vegetative cover and soil type that predominates on the portion of the property on which your construction activities are occurring. For example, if your earth-disturbances occur within 50 feet of a receiving water, but the 10 feet of land immediately adjacent to the receiving water is owned by a different party than the land on which your construction activities are taking place and you do not have control over that land, you can treat the 10 foot area adjacent to the stream as having the equivalent soil and vegetation type that predominates in 2022 Construction General Permit (CGP) F -10 of 25 the 40 foot area under your control. You would then make the same assumption in Step 2 for purposes of determining the equivalent sediment removal. Alternatively, you may do your own calculation of the effectiveness of the 50-foot buffer based upon your site-specific conditions, and may use this number as your sediment removal equivalency standard to meet instead of using Tables F-8 through F-15. This calculation must be documented in your SWPPP. Step 2 - Design Controls That Match the Sediment Removal Efficiency of the 50-foot Buffer Once you determine the estimated sediment removal efficiency of a 50-foot buffer for your site in Step 1, you must next select stormwater controls that will provide an equivalent sediment load reduction. These controls can include the installation of a single control, such as a sediment pond or additional perimeter controls, or a combination of stormwater controls. Whichever control(s) you select, you must demonstrate in your SWPPP that the controls will provide at a minimum the same sediment removal capabilities as a 50-foot natural buffer (Step 1). You may take credit for the removal efficiencies of your required perimeter controls in your calculation of equivalency, because these were included in calculating the buffer removal efficiencies in Tables F-8 through F-15. (Note: You are reminded that the controls must be kept in effective operating condition until you complete final stabilization on the disturbed portions of the site discharging to the receiving water) To make the determination that your controls and/or buffer area achieve an equivalent sediment load reduction as a 50-foot buffer, you should use a model or other type of calculation. As mentioned above, there are a variety of models available that can be used to support your calculation, including USDA’s RUSLE-series programs and the WEPP erosion model, SEDCAD, SEDIMOT, or other models. A couple of examples are provided in Attachment 3 to help illustrate how this determination could be made. If you retain a buffer of less than 50 feet, you may take credit for the removal that will occur from the reduced buffer and only need to provide additional controls to make up the difference between the removal efficiency of a 50 foot buffer and the removal efficiency of the narrower buffer. For example, if you retain a 30 foot buffer, you can account for the sediment removal provided by the 30 foot buffer retained, and you will only need to design controls to make up for the additional removal provided by the 20 feet of buffer that is not being provided. To do this, you would plug the width of the buffer that is retained into RUSLE or another model, along with other stormwater controls that will together achieve a sediment reduction equivalent to a natural 50-foot buffer. As described in Step 1 above, you can take credit for the area you retained as a “natural buffer” as being fully vegetated, regardless of the condition of the buffer area. For example, if your earth-disturbances occur 30 feet from a receiving water, but the 10 feet of land immediately adjacent to the receiving water is owned by a different party than the land on which your construction activities are taking place and you do not have control over that land, you can treat the 10-foot area as a natural buffer, regardless of the activities that are taking place in the area. Therefore, you can assume (for purposes of your equivalency calculation) that your site is providing the sediment removal equivalent of a 30-foot buffer, and you will only need to design controls to make up for the additional removal provided by the 20-foot of buffer that is not being provided. 2022 Construction General Permit (CGP) F -11 of 25 Step 3 - Document How Site-Specific Controls Will Achieve the Sediment Removal Efficiency of the 50-foot Buffer In Steps 1 and 2, you determined both the expected sediment removal efficiency of a 50-foot buffer at your site, and you used this number as a performance standard to design controls to be installed at your site, which alone or in combination with any retained natural buffer, achieves the expected sediment removal efficiency of a 50-foot buffer at your site. The final step is to document in your SWPPP the information you relied on to calculate the equivalent sediment reduction as an undisturbed natural buffer. EPA will consider your documentation to be sufficient if it generally meets the following: – For Step 1, refer to the table in Attachment 1 that you used to derive your estimated 50-foot buffer sediment removal efficiency performance. Include information about the buffer vegetation and soil type that predominate at your site, which you used to select the sediment load reduction value in Tables F-8 through F-15. Or, if you conducted a site-specific calculation for sediment removal efficiency, provide the specific removal efficiency, and the information you relied on to make your site-specific calculation. – For Step 2, (1) Specify the model you used to estimate sediment load reductions from your site; and (2) the results of calculations showing how your controls will meet or exceed the sediment removal efficiency from Step 1. If you choose compliance alternative 3, you must also include in your SWPPP a description of why it is infeasible for you to provide and maintain an undisturbed natural buffer of any size. 2022 Construction General Permit (CGP) F -12 of 25 F.3 SMALL RESIDENTIAL LOT COMPLIANCE ALTERNATIVES A small residential lot is a lot or grouping of lots being developed for residential purposes that will disturb less than 1 acre of land, but that is part of a larger residential project that will ultimately disturb greater than or equal to 1 acre. EPA has developed two additional compliance alternatives applicable only to “small residential lots” that are unable to provide and maintain a 50 foot buffer. The following steps describe how a small residential lot operator would achieve compliance with one these 2 alternatives. F.3.1 Small Residential Lot Compliance Alternative Eligibility In order to be eligible for the small residential lot compliance alternatives, the following conditions must be met: a. The lot or grouping of lots meets the definition of “small residential lot”; and b. The operator must follow the guidance for providing and maintaining a natural buffer in Part F.2.3 of this Appendix, including: i. Ensure that all discharges from the area of earth disturbance to the natural buffer are first treated by the site’s erosion and sediment controls, and use velocity dissipation devices if necessary to prevent erosion caused by stormwater within the buffer; ii. Document in the SWPPP the natural buffer width retained on the property, and show the buffer boundary on your site plan; and iii. Delineate, and clearly mark off, with flags, tape, or other similar marking device, all natural buffer areas. F.3.2 Small Residential Lot Compliance Alternatives You must next choose from one of two small residential lot compliance alternatives and implement the stormwater control practices associated with that alternative. Note: The compliance alternatives provided below are not mandatory. Operators of small residential lots can alternatively choose to comply with the any of the options that are available to other sites in Part 2.2.1.a and F.2.1 of this Appendix. Small Residential Lot Compliance Alternative 1 Alternative 1 is a straightforward tiered-technology approach that specifies the controls that a small residential lot must implement based on the buffer width retained. To meet the requirements of small residential lot compliance alternative 1, you must implement the controls specified in Table F–1 based on the buffer width to be retained. See footnote 3, below, for a description of the controls you must implement. For example, if you are an operator of a small residential lot that will be retaining a 35-foot buffer and you choose Small Residential Lot Compliance Alternative 1, you must implement double perimeter controls between earth disturbances and the receiving water In addition to implementing the applicable control, you must also document in your SWPPP how you will comply with small residential lot compliance alternative 1. 2022 Construction General Permit (CGP) F -13 of 25 Table F-1 Alternative 1 Requirements 3 3 Description of Additional Controls Applicable to Small Residential Lot Compliance Alternatives 1 and 2: • No Additional Requirements: If you implement a buffer of 50 feet or greater, then you are not subject to any additional requirements. Note that you are required to install perimeter controls between the disturbed portions of your site and the buffer in accordance with Part 2.2.3. • Double Perimeter Control: In addition to the reduced buffer width retained on your site, you must provide a double row of perimeter controls between the disturbed portion of your site and the receiving water spaced a minimum of 5 feet apart. • Double Perimeter Control and 7-Day Site Stabilization: In addition to the reduced buffer width retained on your site and the perimeter control implemented in accordance with Part 2.2.3, you must provide a double row of perimeter controls between the disturbed portion of your site and the receiving water spaced a minimum of 5 feet apart, and you are required to complete the stabilization activities specified in Parts 2.2.14 within 7 calendar days of the temporary or permanent cessation of earth-disturbing activities. Retain 50-foot Buffer Retain <50 and >30 foot Buffer Retain ≤ 30 foot Buffer No Additional Requirements Double Perimeter Controls Double Perimeter Controls and 7-Day Site Stabilization Small Residential Lot Compliance Alternative 2 Alternative 2 specifies the controls that a builder of a small residential lot must implement based on both the buffer width retained and the site’s sediment discharge risk. By incorporating the sediment risk, this approach may result in the implementation of controls that are more appropriate for the site’s specific conditions. Step 1 – Determine Your Site’s Sediment Risk Level To meet the requirements of Alternative 2, you must first determine your site’s sediment discharge “risk level” based on the site’s slope, location, and soil type. To help you to determine your site’s sediment risk level, EPA developed five different tables for different slope conditions. You should select the table that most closely corresponds to your site’s average slope. For example, if your site’s average slope is 7 percent, you should use Table G–4 to determine your site’s sediment risk. After you determine which table applies to your site, you must then use the table to determine the “risk level” (e.g., “low”, “moderate”, or “high”) that corresponds to your site’s location and predominant soil type.4 For example, based on Table F-3, a site located in New Hampshire with a 4 percent average slope and with predominately sandy clay loam soils would fall into the “moderate” risk level. 4 One source for determining your site’s predominant soil type is the USDA’s Web Soil Survey located at http://websoilsurvey.nrcs.usda.gov/app/WebSoilSurvey.aspx. 2022 Construction General Permit (CGP) F -14 of 25 Table F-2 Risk Levels for Sites with Average Slopes of ≤ 3 Percent Soil Type Location Clay Silty Clay Loam or Clay-Loam Sand Sandy Clay Loam, Loamy Sand or Silty Clay Loam, Silt, Sandy Loam or Silt Loam CNMI / Guam Moderate Moderate Moderate Moderate High Puerto Rico Moderate Moderate Moderate Moderate High Virgin Islands Low Moderate Low Moderate Moderate American Samoa Moderate Moderate Moderate Moderate High Massachusetts and New Hampshire Low Moderate Low Low Moderate Idaho Low Low Low Low Low New Mexico Low Low Low Low Low Washington D.C. Low Moderate Low Low Moderate Table F-3 Risk Levels for Sites with Average Slopes of > 3 Percent and ≤ 6 Percent Soil Type Location Clay Silty Clay Loam or Clay-Loam Sand Sandy Clay Loam, Loamy Sand or Silty Clay Loam, Silt, Sandy Loam or Silt Loam CNMI / Guam Moderate Moderate Moderate Moderate High Puerto Rico Moderate Moderate Moderate Moderate High Virgin Islands Moderate Moderate Moderate Moderate High American Samoa High High Moderate High High Massachusetts and New Hampshire Moderate Moderate Low Moderate High Idaho Low Low Low Low Low New Mexico Low Low Low Low Moderate Washington D.C. Moderate Moderate Moderate Moderate High 2022 Construction General Permit (CGP) F -15 of 25 Table F-4 Risk Levels for Sites with Average Slopes of > 6 Percent and ≤ 9 Percent Soil Type Location Clay Silty Clay Loam or Clay-Loam Sand Sandy Clay Loam, Loamy Sand or Silty Clay Loam, Silt, Sandy Loam or Silt Loam CNMI / Guam Moderate High Moderate High High Puerto Rico Moderate High Moderate Moderate High Virgin Islands Moderate Moderate Moderate Moderate High American Samoa High High High High High Massachusetts and New Hampshire Moderate Moderate Moderate Moderate High Idaho Low Low Low Low Low New Mexico Low Low Low Low Moderate Washington D.C. Moderate Moderate Moderate Moderate High Table F-5 Risk Levels for Sites with Average Slopes of > 9 Percent and ≤ 15 Percent Soil Type Location Clay Silty Clay Loam or Clay- Loam Sand Sandy Clay Loam, Loamy Sand or Silty Clay Loam, Silt, Sandy Loam or Silt Loam CNMI / Guam High High High High High Puerto Rico High High High High High Virgin Islands Moderate High Moderate High High American Samoa High High High High High Massachusetts and New Hampshire Moderate Moderate Moderate Moderate High Idaho Low Low Low Low Low New Mexico Low Moderate Low Moderate Moderate Washington D.C. Moderate High Moderate Moderate High 2022 Construction General Permit (CGP) F -16 of 25 Table F-6 Risk Levels for Sites with Average Slopes of > 15 Percent Soil Type Location Clay Silty Clay Loam or Clay- Loam Sand Sandy Clay Loam, Loamy Sand or Silty Clay Loam, Silt, Sandy Loam or Silt Loam CNMI / Guam High High High High High Puerto Rico High High High High High Virgin Islands High High High High High American Samoa High High High High High Massachusetts and New Hampshire High High Moderate High High Idaho Low Low Low Low Moderate New Mexico Moderate Moderate Moderate Moderate High Washington D.C. High High Moderate High High Step 2 – Determine Which Additional Controls Apply Once you determine your site’s “risk level”, you must next determine the additional controls you need to implement on your site, based on the width of buffer you plan to retain. Table F-7 specifies the requirements that apply based on the “risk level” and buffer width retained. See footnote 3, above, for a description of the additional controls that are required. For example, if you are the operator of a small residential lot that falls into the “moderate” risk level, and you decide to retain a 20-foot buffer, using Table F-7 you would determine that you need to implement double perimeter controls to achieve compliance with small residential lot compliance alternative 2. You must also document in your SWPPP your compliance with small residential lot compliance alternative 2. 2022 Construction General Permit (CGP) F -17 of 25 Table F-7. Alternative 2 Requirements2 Risk Level Based on Estimated Soil Erosion Retain ≥ 50’ Buffer Retain <50’ and >30’ Buffer Retain ≤30’ and >10’ Buffer Retain ≤ 10’ Buffer Low Risk No Additional Requirements No Additional Requirements Double Perimeter Control Double Perimeter Control Moderate Risk No Additional Requirements Double Perimeter Control Double Perimeter Control Double Perimeter Control and 7- Day Site Stabilization High Risk No Additional Requirements Double Perimeter Control Double Perimeter Control and 7- Day Site Stabilization Double Perimeter Control and 7- Day Site Stabilization 2022 Construction General Permit (CGP) F -18 of 25 ATTACHMENT 1 Sediment Removal Efficiency Tables 5 5 The buffer performances were calculated based on a denuded slope upgradient of a 50-foot buffer and a perimeter controls, as perimeter controls are a standard requirement (see Part 2.2.3). EPA recognizes that very high removal efficiencies, even where theoretically achievable by a 50-foot buffer, may be very difficult to achieve in practice using alternative controls. Therefore in the tables below, EPA has limited the removal efficiencies to a maximum of 90%. Efficiencies that were calculated at greater than 90% are shown as 90%, and this is the minimum percent removal that must be achieved by alternative controls. Table F-8 Estimated 50-foot Buffer Performance in Idaho* Estimated % Sediment Removal Type of Buffer Vegetation** Clay Silty Clay Loam or Clay-Loam Sand Sandy Clay Loam, Loamy Sand or Silty Clay Loam, Silt, Sandy Loam or Silt Loam Tall Fescue Grass 42 52 44 48 85 Medium-density Weeds 28 30 28 26 60 Low-density Warm-season Native Bunchgrass (i.e., Grama Grass) 25 26 24 24 55 Northern Mixed Prairie Grass 28 30 28 26 50 Northern Range Cold Desert Shrubs 28 28 24 26 50 * Applicable for sites with less than nine percent slope ** Characterization focuses on the under-story vegetation Table F-9 Estimated 50-foot Buffer Performance in Massachusetts and New Hampshire* Estimated % Sediment Removal Type of Buffer Vegetation** Clay Silty Clay Loam or Clay-Loam Sand Sandy Clay Loam, Loamy Sand or Silty Clay Loam, Silt, Sandy Loam or Silt Loam Warm-season Grass (i.e., Switchgrass, Lemongrass) 79 90 90 90 90 Cool-season Dense Grass (Kentucky Bluegrass, Smooth Bromegrass, Timothy) 78 90 90 90 90 Tall Fescue Grass 76 90 81 89 90 Medium-density Weeds 66 76 60 72 66 * Applicable for sites with less than nine percent slope ** Characterization focuses on the under-story vegetation 2022 Construction General Permit (CGP) F -19 of 25 Table F-10 Estimated 50-foot Buffer Performance in New Mexico* Estimated % Sediment Removal Type of Buffer Vegetation ** Clay Silty Clay Loam or Clay-Loam Sand Sandy Clay Loam, Loamy Sand or Silty Clay Loam, Silt, Sandy Loam or Silt Loam Tall Fescue grass 71 85 80 86 90 Medium-density Weeds 56 73 55 66 78 Low-density Warm-season Native Bunchgrass (i.e., Grama Grass) 53 70 51 62 67 Southern Mixed Prairie Grass 53 71 52 63 50 Southern Range Cold Desert Shrubs 56 73 55 65 53 * Applicable for sites with less than nine percent slope ** Characterization focuses on the under-story vegetation Table F-11 Estimated 50-foot Buffer Performance in Washington, DC* Estimated % Sediment Removal Type of Buffer Vegetation ** Clay Silty Clay Loam or Clay-Loam Sand Sandy Clay Loam, Loamy Sand or Silty Clay Loam, Silt, Sandy Loam or Silt Loam Warm-season Grass (i.e., Switchgrass, Lemongrass) 82 90 90 90 90 Cool-season Dense Grass (Kentucky Bluegrass, Smooth Bromegrass, Timothy) 81 90 90 90 90 Tall Fescue Grass 79 90 83 89 90 Medium-density Weeds 71 79 66 75 74 * Applicable for sites with less than nine percent slope ** Characterization focuses on the under-story vegetation 2022 Construction General Permit (CGP) F -20 of 25 Table F-12 Estimated 50-foot Buffer Performance in American Samoa* Estimated % Sediment Removal Type of Buffer Vegetation ** Clay Silty Clay Loam or Clay-Loam Sand Sandy Clay Loam, Loamy Sand or Silty Clay Loam, Silt, Sandy Loam or Silt Loam Bahiagrass (Permanent cover) 82 90 90 90 83 Warm-season Grass (i.e., Switchgrass, Lemongrass) 82 90 90 90 85 Dense Grass 82 90 90 90 83 Tall Fescue Grass 82 89 82 89 79 Medium-density Weeds 70 73 62 75 59 * Applicable for sites with less than nine percent slope ** Characterization focuses on the under-story vegetation Table F-13 Estimated 50-foot Buffer Performance in CNMI and Guam* Estimated % Sediment Removal Type of Buffer Vegetation ** Clay Silty Clay Loam or Clay-Loam Sand Sandy Clay Loam, Loamy Sand or Silty Clay Loam, Silt, Sandy Loam or Silt Loam Bahiagrass (Permanent cover) 80 90 90 90 89 Warm-season Grass (i.e., Switchgrass, Lemongrass) 80 90 90 90 90 Dense Grass 79 90 90 90 89 Tall Fescue Grass 76 90 80 88 87 Medium-density Weeds 63 73 53 68 61 * Applicable for sites with less than nine percent slope ** Characterization focuses on the under-story vegetation 2022 Construction General Permit (CGP) F -21 of 25 Table F-14 Estimated 50-foot Buffer Performance in Puerto Rico* Estimated % Sediment Removal Type of Buffer Vegetation** Clay Silty Clay Loam or Clay-Loam Sand Sandy Clay Loam, Loamy Sand or Silty Clay Loam, Silt, Sandy Loam or Silt Loam Bahiagrass (Permanent cover) 83 90 90 90 90 Warm-season Grass (i.e., Switchgrass, Lemongrass) 83 90 90 90 90 Dense Grass 83 90 90 90 90 Tall Fescue Grass 82 90 84 90 89 Medium-density Weeds 72 78 65 76 64 * Applicable for sites with less than nine percent slope ** Characterization focuses on the under-story vegetation Table F-15 Estimated 50-foot Buffer Performance in Virgin Islands* Type of Buffer Vegetation** Clay Silty Clay Loam or Clay-Loam Sand Sandy Clay Loam, Loamy Sand or Silty Clay Loam, Silt, Sandy Loam or Silt Loam Bahiagrass (Permanent cover) 85 90 90 90 90 Warm-season Grass (i.e., Switchgrass, Lemongrass) 86 90 90 90 90 Dense Grass 85 90 90 90 90 Tall Fescue Grass 85 90 88 90 89 Medium-density Weeds 75 77 71 78 63 * Applicable for sites with less than nine percent slope ** Characterization focuses on the under-story vegetation 2022 Construction General Permit (CGP) F -22 of 25 ATTACHMENT 2 Using the Sediment Removal Efficiency Tables – Questions and Answers – What if my specific buffer vegetation is not represented in Tables F-8 through F-15? Tables F-8 through F-15 provide a wide range of factors affecting buffer performance; however, there are likely instances where the specific buffer vegetation type on your site is not listed. If you do not see a description of the type of vegetation present at your site, you should choose the vegetation type that most closely matches the vegetation type on your site. You can contact your local Cooperative Extension Service Office (http://nifa.usda.gov/partners-and- extension-map) for assistance in determining the vegetation type in Tables F-8 through F-15 that most closely matches your site-specific vegetation. – What if there is high variability in local soils? EPA recognizes that there may be a number of different soil type(s) on any given construction site. General soil information can be obtained from USDA soil survey reports (http://websoilsurvey.nrcs.usda.gov) or from individual site assessments performed by a certified soil expert. Tables F-8 through F-15 present eleven generic soil texture classes, grouping individual textures where EPA has determined that performance is similar. If your site contains different soil texture classes, you should use the soil type that best approximates the predominant soil type at your site. – What if my site slope is greater than 9 percent after final grade is reached? As indicated in the buffer performance tables, the estimated sediment removal efficiencies are associated with disturbed slopes of up to 9 percent grade. Where your graded site has an average slope of greater than 9 percent, you should calculate a site-specific buffer performance. – How do I calculate my own estimates for sediment reduction at my specific site? If you determine that it is necessary to calculate your own sediment removal efficiency using site- specific conditions (e.g., slopes at your site are greater than 9 percent), you can use a range of available models that are available to facilitate this calculation, including USDA’s RUSLE- series programs and the WEPP erosion model, SEDCAD, SEDIMOT, or other equivalent models. – What is my estimated buffer performance if my site location is not represented by Tables F-8 through F-15? If your site is located in an area not represented by Tables F-8 through F-15, you should use the table that most closely approximates conditions at your site. You may instead choose to conduct a site-specific calculation of the buffer performance. – What if only a portion of my site drains to the buffer area? If only a portion of your site drains to a receiving water, where that water is within 50 feet of your earth disturbances, you are only required to meet the equivalency requirement for the stormwater flows corresponding to those portions of the site. See Example 2 below for an example of how this is expected to work. 2022 Construction General Permit (CGP) F -23 of 25 ATTACHMENT 3 Examples of How to Use the Sediment Removal Efficiency Tables Example 1. Comparatively Wet Location (7.5 acre site located in Massachusetts) The operator of a 7.5-acre construction site in Massachusetts has determined that it is infeasible to establish a buffer of any size on the site, and is now required to select and install controls that will achieve an equivalent sediment load reduction as that estimated in F-9 for their site conditions. The first step is to identify what percentage of eroded sediment is estimated to be retained from a 50-foot buffer. For this example, it is assumed that the site has a relatively uniform gentle slope (3 percent), so Table F-9 can be used to estimate the 50-foot buffer sediment load reduction. If the site’s buffer vegetation is best typified by cool-season dense grass and the underlying soil is of a type best described as loamy sand, the 50-foot buffer is projected to capture 90 percent of eroded sediment from the construction site. The second step is to determine what sediment controls can be selected and installed in combination with the perimeter controls already required to be implemented at the site (see Part 2.2.3), which will achieve the 90 percent sediment removal efficiency from Table F-9. For this example, using the RUSLE2 profile model, it was determined that installing a pair of shallow- sloped diversion ditches to convey runoff to a well-designed and maintained sediment basin provides 99 percent sediment removal. Because the estimated sediment reduction is greater than the required 90 percent that a 50-foot buffer provides, the operator will have met the buffer requirements. See Figure F-5. The operator could also choose a different set of controls, as long as they achieve at least a 90 percent sediment removal efficiency. 2022 Construction General Permit (CGP) F -24 of 25 Figure F-5 Example 1 – Equivalent Sediment Load Reductions at a 7.5 ac Site in MA. Example 2. Arid Location With Pre-existing Disturbances in the Natural Buffer (6.5 acre site located in New Mexico) An operator of a site in New Mexico determines that it is not feasible to provide a 50-foot buffer, but a 28-foot buffer can be provided. Because the operator will provide a buffer that is less than 50 feet, the operator must determine which controls, in combination with the 28-foot buffer, achieve a sediment load reduction equivalent to the 50-foot buffer. In this example, the project will disturb 6.5 acres of land, but only 1.5 acres of the total disturbed area drains to the buffer area. Within the 28-foot buffer area is a preexisting concrete walkway. Similar to Example 1, the equivalence analysis starts with Step 1 in Part F.2.4 of this Appendix with a review of the New Mexico buffer performance (Table F-10). The operator determines that the predominate vegetation type in the buffer area is prairie grass, the soil type is similar to silt, and the site is of a uniform, shallow slope (e.g., 3 percent grade). Although the operator will take credit for the disturbance caused by the concrete walkway as a natural buffer in Step 2, here the operator can treat the entire buffer area as being naturally vegetated with prairie grass. Based on this information, the operator refers to Table F-10 to estimate that the 50-foot buffer would retain 50 percent of eroded soil. The second step is to determine, based on the 50 percent sediment removal efficiency found in Table F-10, what sediment controls, in combination with the 28-foot buffer area, can be implemented to reduce sediment loads by 50 percent or more. The operator does not have to account the reduction in buffer function caused by the preexisting walkway, and can take credit for the entire 28-foot buffer being fully vegetated in the analysis. For this example, using the RUSLE2 profile model, the operator determined that installing a fiber roll barrier between the 2022 Construction General Permit (CGP) F -25 of 25 silt fence (already required by Part 2.2.3) and the 28-foot buffer will achieve an estimated 84 percent sediment removal efficiency. See Figure F-6. Note that this operator is subject to the requirement in Part F.2.3 of this Appendix to ensure that discharges through the silt fence, fiber roll barrier, and 28-foot buffer do not cause erosion within the buffer. The estimated sediment reduction is greater than the required 50 percent; therefore the operator will have met the buffer alternative requirement. Figure F-6 Example 2 – Equivalent Sediment Load Reductions at a 6.5 ac Site in NM. 2022 Construction General Permit (CGP) Page G-1 of 8 Appendix G - Standard Permit Conditions Standard permit conditions in Appendix G are consistent with the general permit provisions required under 40 CFR 122.41. G.1 Duty To Comply. You must comply with all conditions of this permit. Any permit noncompliance constitutes a violation of the Clean Water Act and is grounds for enforcement action; for permit termination, revocation and reissuance, or modification; or for denial of a permit renewal application. G.1.1 You must comply with effluent standards or prohibitions established under section 307(a) of the Clean Water Act for toxic pollutants within the time provided in the regulations that establish these standards, even if the permit has not yet been modified to incorporate the requirement. G.1.2 Penalties for Violations of Permit Conditions: EPA and other federal agencies are required to adjust their maximum and minimum statutory civil penalty amounts through rulemaking by January 15 each year to account for inflation. EPA’s annual rulemaking adjustments, codified in 40 C.F.R. § 19.4, are mandated by the Federal Civil Penalties Inflation Adjustment Act of 1990, as amended through the Federal Civil Penalties Inflation Adjustment Act Improvements Act of 2015 (28 U.S.C. § 2461 note). As such, the civil penalty amounts below may change in the future due to inflation. See 40 C.F.R. § 19.4 for the most up-to-date civil penalty amounts. G.1.2.1 Criminal Penalties. a. Negligent Violations. The CWA provides that any person who negligently violates permit conditions implementing Sections 301, 302, 306, 307, 308, 318, or 405 of the Act is subject to criminal penalties of not less than $2,500 nor more than $25,000 per day of violation, or imprisonment of not more than one year, or both. In the case of a second or subsequent conviction for a negligent violation, a person shall be subject to criminal penalties of not more than $50,000 per day of violation or by imprisonment of not more than two years, or both. b. Knowing Violations. The CWA provides that any person who knowingly violates permit conditions implementing Sections 301, 302, 306, 307, 308, 318, or 405 of the Act is subject to a fine of not less than $5,000 nor morethan $50,000 per day of violation, or by imprisonment for not more than 3 years, or both. In the case of a second or subsequent conviction for a knowing violation, a person shall be subject to criminal penalties of not more than $100,000 per day of violation, or imprisonment of not more than 6 years, or both. c. Knowing Endangerment. The CWA provides that any person who knowingly violates permit conditions implementing Sections 301, 302, 306, 307, 308, 318, or 405 of the Act and who knows at that time that he or she is placing another person in imminent danger of death or serious bodily injury shall upon conviction be subject to a fine of not more than $250,000 or by imprisonment of not more than 15 years, or both. In the case of a second or subsequent conviction for a knowing endangerment violation, aperson shall be subject to a fine of not more than $500,000 or by imprisonment of not more than 30 years, or both. An organization, as defined in section 309(c)(3)(B)(iii) of the Act, shall, upon conviction of violating the imminent danger provision be subject to a fine of not more than $1,000,000 and can fined up to $2,000,000 for second or subsequent convictions. 2022 Construction General Permit (CGP) Page G-2 of 8 d. False Statement. The CWA provides that any person who falsifies, tampers with, or knowingly renders inaccurate any monitoring device or method required to be maintained under this permit shall, upon conviction, be punished by a fine of not more than $10,000, or by imprisonment for not more than 2 years, or both. If a conviction of a person is for a violation committed after a first conviction of such person under this paragraph, punishment is a fine of not more than $20,000 per day of violation, or by imprisonment of not more than 4 years, or both. The Act further provides that any person who knowingly makes any false statement, representation, or certification in any record or other document submitted or required to be maintained under this permit, including monitoring reports or reports of compliance or noncompliance shall, upon conviction, be punished by a fine of not more than $10,000 per violation, or by imprisonment for not more than 6 months per violation, or by both. G.1.2.2 Civil Penalties. The CWA provides that any person who violates a permit condition implementing Sections 301, 302, 306, 307, 308, 318, or 405 of the Act is subject to a civil penalty not to exceed the maximum amount authorized by Section 309(d) of the Act, as adjusted pursuant to the Federal Civil Penalties Inflation Adjustment Act of 1990 (28 U.S.C. § 2461 note), and codified at 40 CFR § 19.4. G.1.2.3 Administrative Penalties. The CWA provides that any person who violates a permit condition implementing Sections 301, 302, 306, 307, 308, 318, or 405 of the Act is subject to an administrative penalty, as follows: a. Class I Penalty. Not to exceed the maximum amounts authorized by Section 309(g)(2)(A) of the Act and the Federal Civil Penalties Inflation Adjustment Act of 1990 as amended by the Federal Civil Penalties Inflation Adjustment Act Improvements Act of 2015 (28 U.S.C. § 2461 note), and codified at 40 CFR § 19.4. b. Class II Penalty. Not to exceed the maximum amounts authorized by Section 309(g)(2)(B) of the Act and the Federal Civil Penalties Inflation Adjustment Act of 1990, as amended by the Federal Civil Penalties Inflation Adjustment Act Improvements Act of 2015 (28 U.S.C. § 2461 note), and codified at 40 CFR § 19.4. G.2 Duty to Reapply. If you wish to continue an activity regulated by this permit after the expiration date of this permit, you must apply for and obtain authorization as required by the new permit once EPA issues it. G.3 Need to Halt or Reduce Activity Not a Defense. It shall not be a defense for you in an enforcement action that it would have been necessary to halt or reduce the permitted activity in order to maintain compliance with the conditions of this permit. G.4 Duty to Mitigate. You must take all reasonable steps to minimize or prevent any discharge in violation of this permit which has a reasonable likelihood of adversely affecting human health or the environment. G.5 Proper Operation and Maintenance. You must at all times properly operate and maintain all facilities and systems of treatment and control (and related appurtenances) that are installed or used by you to achieve compliance with the conditions of this permit. Proper operation and maintenance also includes adequate laboratory controls and appropriate quality assurance procedures. This provision requires the 2022 Construction General Permit (CGP) Page G-3 of 8 operation of backup or auxiliary facilities or similar systems which are installed by you only when the operation is necessary to achieve compliance with the conditions of this permit. G.6 Permit Actions. This permit may be modified, revoked and reissued, or terminated for cause. Your filing of a request for a permit modification, revocation and reissuance, or termination, or a notification of planned changes or anticipated noncompliance does not stay any permit condition. G.7 Property Rights. This permit does not convey any property rights of any sort, or any exclusive privileges. G.8 Duty to Provide Information. You must furnish to EPA or an authorized representative (including an authorized contractor acting as a representative of EPA), within a reasonable time, any information that EPA may request to determine whether cause exists for modifying, revoking and reissuing, or terminating this permit or to determine compliance with this permit. You must also furnish to EPA or an authorized representative upon request, copies of records required to be kept by this permit. G.9 Inspection and Entry. You must allow EPA or an authorized representative (including an authorized contractor acting as a representative of EPA), upon presentation of credentials and other documents as may be required by law, to: G.9.1 Enter upon your premises where a regulated facility or activity is located or conducted, or where records must be kept under the conditions of this permit; G.9.2 Have access to and copy, at reasonable times, any records that must be kept under the conditions of this permit; G.9.3 Inspect at reasonable times any facilities, equipment (including monitoring and control equipment), practices, or operations regulated or required under this permit; and G.9.4 Sample or monitor at reasonable times, for the purposes of assuring permit compliance or as otherwise authorized by the Clean Water Act, any substances or parameters at any location. G.10 Monitoring and Records. G.10.1 Samples and measurements taken for the purpose of monitoring must be representative of the volume and nature of the monitored activity. G.10.2 You must retain records of all monitoring information, including all calibration and maintenance records and all original strip chart recordings for continuous monitoring instrumentation, copies of all reports required by this permit, and records of all data used to complete the application for this permit, for a period of at least three years from the date the permit expires or the date the permittee’s authorization is terminated. This period may be extended by request of EPA at any time. G.10.3 Records of monitoring information must include: G.10.3.1 The date, exact place, and time of sampling or measurements; G.10.3.2 The individual(s) who performed the sampling or measurements; G.10.3.3 The date(s) analyses were performed 2022 Construction General Permit (CGP) Page G-4 of 8 G.10.3.4 The individual(s) who performed the analyses; G.10.3.5 The analytical techniques or methods used; and G.10.3.6 The results of such analyses. G.10.4 Monitoring must be conducted according to test procedures approved under 40 CFR Part 136, unless other test procedures have been specified in the permit. G.10.5 The Clean Water Act provides that any person who falsifies, tampers with, or knowingly renders inaccurate any monitoring device or method required to be maintained under this permit shall, upon conviction, be punished by a fine of not more than $10,000, or by imprisonment for not more than 2 years, or both. If a conviction of a person is for a violation committed after a first conviction of such person under this paragraph, punishment is a fine of not more than $20,000 per day of violation, or by imprisonment of not more than 4 years, or both. G.11 Signatory Requirements. G.11.1 All applications, including NOIs and NOTs, must be signed as follows: G.11.1.1 For a corporation: By a responsible corporate officer. For the purpose of this subsection, a responsible corporate officer means: (i) a president, secretary, treasurer, or vice- president of the corporation in charge of a principal business function, or any other person who performs similar policy- or decision-making functions for the corporation, or (ii) the manager of one or more manufacturing, production, or operating facilities, provided, the manager is authorized to make management decisions which govern the operation of the regulated facility including having the explicit or implicit duty of making major capital investment recommendations, and initiating and directing other comprehensive measures to assure long term environmental compliance with environmental laws and regulations; the manager can ensure that the necessary systems are established or actions taken to gather complete and accurate information for permit application requirements; and where authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures. G.11.1.2 For a partnership or sole proprietorship: By a general partner or the proprietor, respectively; or G.11.1.3 For a municipality, state, federal, or other public agency: By either a principal executive officer or ranking elected official. For purposes of this subsection, a principal executive officer of a federal agency includes (i) the chief executive officer of the agency, or (ii) a senior executive officer having responsibility for the overall operations of a principal geographic unit of the agency (e.g., Regional Administrator of EPA). G.11.2 Your SWPPP (including changes to your SWPPP inspection reports), corrective action log, turbidity monitoring report, site inspection and dewatering inspection reports, and any other compliance documentation required under this permit, must be signed by a person described in Appendix G, Subsection G.11.1 above or by a duly authorized representative of that person. A person is a duly authorized representative only if: G.11.2.1 The authorization is made in writing by a person described in Appendix G, Subsection G.11.1; G.11.2.2 The authorization specifies either an individual or a position having responsibility for the overall operation of the regulated facility or activity such as the position of plant manager, operator of a well or a well field, superintendent, position of equivalent responsibility, or an individual or position having overall responsibility for environmental 2022 Construction General Permit (CGP) Page G-5 of 8 matters for the company. (A duly authorized representative may thus be either a named individual or any individual occupying a named position); and G.11.2.3 The signed and dated written authorization is included in the SWPPP. A copy must be submitted to EPA, if requested. G.11.3 Changes to Authorization. If an authorization under this permit is no longer accurate because a different operator has responsibility for the overall operation of the construction site, a new NOI must be submitted to EPA. See Table 1 in Part 1.4.3 of the permit. However, if the only change that is occurring is a change in contact information or a change in the facility’s address, the operator need only make a modification to the existing NOI submitted for authorization. G.11.4 Any person signing documents in accordance with Appendix G, Subsections G.11.1 or G.11.2 above must include the following certification: “I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information contained therein. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information contained is, to the best of my knowledge and belief, true, accurate, and complete. I have no personal knowledge that the information submitted is other than true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations.” G.11.5 For persons signing NOIs electronically, in addition to meeting other applicable requirements in Appendix G, Subsection G.11, such signatures must meet the same signature, authentication, and identity-proofing standards set forth at 40 CFR § 3.2000(b) for electronic reports (including robust second-factor authentication). G.11.6 The CWA provides that any person who knowingly makes any false statement, representation, or certification in any record or other document submitted or required to be maintained under this permit, including monitoring reports or reports of compliance or non-compliance shall, upon conviction, be punished by a fine of not more than $10,000 per violation, or by imprisonment for not more than 6 months per violation, or by both. G.12 Reporting Requirements. G.12.1 Planned changes. You must give notice to EPA as soon as possible of any planned physical alterations or additions to the permitted facility. Notice is required only when: G.12.1.1 The alteration or addition to a permitted facility may meet one of the criteria for determining whether a facility is a new source in 40 CFR 122.29(b); or G.12.1.2 The alteration or addition could significantly change the nature or increase the quantity of pollutants discharged. This notification applies to pollutants which are subject neither to effluent limitations in the permit, nor to notification requirements under 40 CFR 122.42(a)(1). G.12.2 Anticipated noncompliance. You must give advance notice to EPA of any planned changes in the permitted facility or activity which may result in noncompliance with permit requirements. G.12.3 Transfers. This permit is not transferable to any person except after notice to EPA. Where a facility wants to change the name of the permittee, the original permittee (the first owner or operators) must submit a Notice of Termination pursuant to Part 8. The new 2022 Construction General Permit (CGP) Page G-6 of 8 owner or operator must submit a Notice of Intent in accordance with Part 1.4 and Table 1. See also requirements in Appendix G, Subsections G.11.1 and G.11.2. G.12.4 Monitoring reports. Monitoring results must be reported at the intervals specified elsewhere in this permit. G.12.4.1 Monitoring results must be reported on a Discharge Monitoring Report (DMR) or forms provided or specified by EPA for reporting results of monitoring of sludge use or disposal practices. G.12.4.2 If you monitor any pollutant more frequently than required by the permit using test procedures approved under 40 CFR Part 136 or, in the case of sludge use or disposal, approved under 40 CFR 136 unless otherwise specified in 40 CFR Part 503, or as specified in the permit, the results of this monitoring must be included in the calculation and reporting of the data submitted in the DMR or sludge reporting form specified by EPA. G.12.5 Compliance schedules. Reports of compliance or noncompliance with, or any progress reports on, interim and final requirements contained in any compliance schedule of this permit must be submitted no later than 14 days following each schedule date. G.12.6 Twenty-four hour reporting. In addition to reports required elsewhere in this permit: G.12.6.1 You must report any noncompliance which may endanger health or the environment directly to the EPA Regional Office (see contacts at https://www2.epa.gov/national- pollutant-discharge-elimination-system-npdes/contact-us-stormwater#regional). Any information must be provided orally within 24 hours from the time you become aware of the circumstances. A written submission must also be provided within five days of the time you become aware of the circumstances. The written submission must contain a description of the noncompliance and its cause; the period of noncompliance, including exact dates and times, and if the noncompliance has not been corrected, the anticipated time it is expected to continue; and steps taken or planned to reduce, eliminate, and prevent reoccurrence of the noncompliance. G.12.6.2 The following shall be included as information which must be reported within 24 hours under this paragraph. a. Any unanticipated bypass which exceeds any effluent limitation in the permit. (See 40 CFR 122.41(m)(3)(ii)) b. Any upset which exceeds any effluent limitation in the permit c. Violation of a maximum daily discharge limit for any numeric effluent limitation. (See 40 CFR 122.44(g).) G.12.6.3 EPA may waive the written report on a case-by-case basis for reports under Appendix G, Subsection G.12.6.2 if the oral report has been received within 24 hours. G.12.7 Other noncompliance. You must report all instances of noncompliance not reported under Appendix G, Subsections G.12.4, G.12.5, and G.12.6, at the time monitoring reports are submitted. The reports must contain the information listed in Appendix G, Subsection G.12.6. G.12.8 Other information. Where you become aware that you failed to submit any relevant facts in a permit application, or submitted incorrect information in a permit application or in any report to the Permitting Authority, you must promptly submit such facts or information. G.13 Bypass. G.13.1 Definitions. 2022 Construction General Permit (CGP) Page G-7 of 8 G.13.1.1 Bypass means the intentional diversion of waste streams from any portion of a treatment facility See 40 CFR 122.41(m)(1)(i). G.13.1.2 Severe property damage means substantial physical damage to property, damage to the treatment facilities which causes them to become inoperable, or substantial and permanent loss of natural resources which can reasonably be expected to occur in the absence of a bypass. Severe property damage does not mean economic loss caused by delays in production. See 40 CFR 122.41(m)(1)(ii). G.13.2 Bypass not exceeding limitations. You may allow any bypass to occur which does not cause effluent limitations to be exceeded, but only if it also is for essential maintenance to assure efficient operation. These bypasses are not subject to the provisions of Appendix G, Subsections G.13.3 and G.13.4. See 40 CFR 122.41(m)(2). G.13.3 Notice. G.13.3.1 Anticipated bypass. If you know in advance of the need for a bypass, you must submit prior notice, if possible at least ten days before the date of the bypass. See 40 CFR 122.41(m)(3)(i). G.13.3.2 Unanticipated bypass. You must submit notice of an unanticipated bypass as required in Appendix G, Subsection G.12.6 (24-hour notice). See 40 CFR 122.41(m)(3)(ii). G.13.4 Prohibition of bypass. See 40 CFR 122.41(m)(4). G.13.4.1 Bypass is prohibited, and EPA may take enforcement action against you for bypass, unless: a. Bypass was unavoidable to prevent loss of life, personal injury, or severe property damage; b. There were no feasible alternatives to the bypass, such as the use of auxiliary treatment facilities, retention of untreated wastes, or maintenance during normal periods of equipment downtime. This condition is not satisfied if adequate back- up equipment should have been installed in the exercise of reasonable engineering judgment to prevent a bypass which occurred during normal periods of equipment downtime or preventive maintenance; and c. You submitted notices as required under Appendix G, Subsection G.13.3. G.13.4.2 EPA may approve an anticipated bypass, after considering its adverse effects, if EPA determines that it will meet the three conditions listed above in Appendix G, Subsection G.13.4.1. G.14 Upset. G.14.1 Definition. Upset means an exceptional incident in which there is unintentional and temporary noncompliance with technology based permit effluent limitations because of factors beyond your reasonable control. An upset does not include noncompliance to the extent caused by operational error, improperly designed treatment facilities, inadequate treatment facilities, lack of preventive maintenance, or careless or improper operation. See 40 CFR 122.41(n)(1). G.14.2 Effect of an upset. An upset constitutes an affirmative defense to an action brought for noncompliance with such technology based permit effluent limitations if the requirements of Appendix G, Subsection G.14.3 are met. No determination made during administrative review of claims that noncompliance was caused by upset, and before an action for noncompliance, is final administrative action subject to judicial review. See 40 CFR 122.41(n)(2). 2022 Construction General Permit (CGP) Page G-8 of 8 G.14.3 Conditions necessary for a demonstration of upset. See 40 CFR 122.41(n)(3). A permittee who wishes to establish the affirmative defense of upset must demonstrate, through properly signed, contemporaneous operating logs, or other relevant evidence that: G.14.3.1 An upset occurred and that you can identify the cause(s) of the upset; G.14.3.2 The permitted facility was at the time being properly operated; and G.14.3.3 You submitted notice of the upset as required in Appendix G, Subsection G.12.6.2.b (24 hour notice). G.14.3.4 You complied with any remedial measures required under Appendix G, Subsection G.4. G.14.4 Burden of proof. In any enforcement proceeding, you, as the one seeking to establish the occurrence of an upset, have the burden of proof. See 40 CFR 122.41(n)(4). G.15 Retention of Records. Copies of the SWPPP and all documentation required by this permit, including records of all data used to complete the NOI to be covered by this permit, must be retained for at least three years from the date that permit coverage expires or is terminated. This period may be extended by request of EPA at any time. G.16 Reopener Clause. G.16.1 Procedures for modification or revocation. Permit modification or revocation will be conducted according to 40 CFR §122.62, §122.63, §122.64 and §124.5. G.16.2 Water quality protection. If there is evidence indicating that the stormwater discharges authorized by this permit cause, have the reasonable potential to cause or contribute to an excursion above any applicable water quality standard, you may be required to obtain an individual permit, or the permit may be modified to include different limitations and/or requirements. G.16.3 Timing of permit modification. EPA may elect to modify the permit prior to its expiration (rather than waiting for the new permit cycle) to comply with any new statutory or regulatory requirements, such as for effluent limitation guidelines that may be promulgated in the course of the current permit cycle. G.17 Severability. Invalidation of a portion of this permit does not necessarily render the whole permit invalid. EPA’s intent is that the permit is to remain in effect to the extent possible; in the event that any part of this permit is invalidated, EPA will advise the regulated community as to the effect of such invalidation. TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA Proactive by Design Appendix C – Copy of NOI and EPA Authorization Email TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA Proactive by Design Appendix D – Copy of Site and Dewatering Inspection Forms 2022 Construction General Permit Dewatering Inspection Report Project Name: 268 Stevens Street Pump Station NPDES ID Number: _______________________________ Section A – Dewatering Discharges (CGP Part 4.6.3) Complete this section within 24 hours of completing the inspection. (If necessary, complete additional inspection reports for each separate inspection location.) Inspector Information Inspector Name: Title: Company Name: Email: Address: Phone Number: Inspection Details Inspection Date: Inspection Location: Discharge Start Time: Discharge End Time: Rate of Discharge (gallons per day): Corrective Action Required?1 ☐ Yes ☐ No Describe Indicators of Pollutant Discharge at Point of Dewatering Discharge:1 Attach Photographs of: 1. Dewatering water prior to treatment by a dewatering control(s) and the final discharge after treatment; and 2. Dewatering control(s); and 3. Point of discharge to any receiving waters flowing through or immediately adjacent to the site and/or to constructed or natura l site drainage features, storm drain inlets, and other conveyances to receiving waters. 1 If you observe any of the following indicators of pollutant discharge, you are required to take corrective action under Part 5.1.5.b: • a sediment plume, suspended solids, unusual color, presence of odor, decreased clarity, or presence of foam; or • a visible sheen on the water surface or visible oily deposits on the bottom or shoreline of the receiving water. 2022 Construction General Permit Dewatering Inspection Report Project Name: 268 Stevens Street Pump Station NPDES ID Number: _______________________________ Section B – Signature and Certification (CGP Part 4.7.2) “I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in acc ordance with a system designed to assure that qualified personnel properly gathered and evaluated the information contained therein . Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information contained is, to the best of my knowledge and belief, true, accurate, and complete. I have no personal knowledge that the information submitted is other than true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations.” MANDATORY: Signature of Operator or “Duly Authorized Representative:” Signature: Date: Printed Name: Affiliation: OPTIONAL: Signature of Contractor or Subcontractor Signature: Date: Printed Name: Affiliation: General Tips for Using This Template This Dewatering Inspection Report Template is provided to assist you in preparing dewatering inspection reports for EPA’s 2022 Construction General Permit (CGP). If you are covered under the 2022 CGP, you can use this template to create a dewatering inspection report form that complies with the minimum reporting requirements of Part 4.6.3 of the permit. Note that the use of this form is optional; you may use your own inspecti on report form provided it includes the minimum information required in Part 4.6.3 of the CGP. This template is for dewatering inspections only. A separate site inspection report template that does not include dewatering inspections and complies with the minimum reporting requirements of Part 4.7 of the permit is available at https://www.epa.gov/npdes/construction-general-permit-resources-tools-and- templates. If you are covered under a State CGP, this template may be helpful in developing a report that can be used for that permit; however, it will need to be modified to meet the specific requirements of that permit. If your permitting authority requires you to use a specific inspec tion report form, you should not use this form. The following tips for using this template will help you ensure that the minimum permit requirements are met: • Review the inspection requirements. Before you start developing your inspection report form, read the CGP’s Part 4 inspection requirements. This will ensure that you have a working understanding of the permit’s underlying inspection requirements. • Complete all required blank fields. Fill out all blank fields. Only by filling out all fields will the template be compliant with the requirements of the permit. (Note: Where you do not need the number of rows provided in the template form for your inspection, you may delete these as y ou see fit. Or, if you need more space to document your findings, you may insert additional rows in the electronic version of this form or use the bottom of the page in the field version of this form.) • Use your site map to document inspection findings. In several places in the template, you are directed to specify the location of certain features of your site, including where stormwater controls are installed and where you will be stabilizing exposed soil. You are also asked to fill in location information for unsafe conditions and the locations of any discharges occurring during your inspections. Where you are asked for location inf ormation, EPA encourages you to reference the point on your SWPPP site map that corresponds to the requested location on the inspection form. Using the site map as a tool in this way will help you conduct efficient inspections, will assist you in evaluating problems found, and will ensure proper documentation. • Include the inspection form with your SWPPP. Once your form is complete, make sure to include a copy of the inspection form in your SWPPP in accordance with Part 7.2.7.e of the CGP. • Retain copies of all inspection reports with your records. You must also retain copies of all inspection reports in your records in accordance with the requirements in Part 4.7.3 of the CGP. These reports must be retained for at least 3 years from the date your permit coverage expires or is terminated in accordance with the requirements in Part 4.7.4 of the CGP. Instructions for Section A Inspector Name Enter the name of the person that conducted the inspection. Include the person’s contact information (title, affiliated company name, address, email, and phone number). Inspection Date Enter the date you performed the inspection. Inspection Location If your project has multiple locations where you conduct separate dewatering inspections, specify the location where this inspection is being conducted. Otherwise, you can enter “dewatering operation.” Discharge Start and End Times Enter the approximate time the dewatering discharge started and ended on the day of the inspection. Rate of Discharge Enter the rate of discharge in gallons per day on the day of inspection. To estimate the approximate discharge rate on the day of dewatering inspection, one approach is to use the manufacturer’s des ign pump rating for the pump model in use. For example, a pump rated at 164 gpm (gallons per minute) by the manufacturer can be assumed to be discharging at 164 gpm in most cases. To convert to gallons per day, multiply the rate in gpm by the ratio of minutes in one-day (1,440 minutes per day), resulting in a discharge rate of 236,160 gallons per day. In cases where the dewatering discharge is being pumped over long distances or a substantial distance uphill, which will resu lt in a reduced pump rate relative to manufacturer’s specification, the operator may improve the accuracy of the estimate by estima ting the time required to fill a container of a known volume. For example, if it takes 60 seconds to fill an empty 55-gallon barrel, the estimated discharge rate is 55 gpm, or 79,200 gallons per day. Indicators of Pollutant Discharge For the point of discharge, describe any observed sediment plume, suspended solids, unusual color, presence of odor, decreased clarity, or presence of foam; and/or a visible sheen on the water surface or visible oily deposits on the bottom or shoreline of the receiving water. Corrective Action Required? Answer “Yes” if during your inspection you found any of the conditions listed above in the instructions for the Indicators of Pollutant Discharge section. If you answer “Yes,” you must take corrective action and complete a corrective action log, found at https://www.epa.gov/npdes/construction-general-permit- resources-tools-and-templates. Answer “No” if you did not observe any of the listed pollutant indicators. Photographs As required in CGP Part 8.2.1.a, attach photos of: (1) dewatering water prior to treatment by a dewatering control(s) and the final discharge after treatment; (2) the dewatering control(s); and (3) the point of discharge to any receiving waters flowing through or immediately adjacent to the site and/or to constructed or natural site drainage features, storm drain inlets, and other conveyances to receiving waters. Instructions for Section B Each inspection report must be signed and certified to be considered complete (CGP Part 4.7.2). Operator or “Duly Authorized Representative” – MANDATORY (CGP Appendix G Part G.11.2 and CGP Appendix H Section X) At a minimum, the dewatering inspection report must be signed by either (1) the person who signed the NOI, or (2) a duly authorized representative of that person. The following requirements apply: If the signatory will be the person who signed the NOI for permit coverage, as a reminder, that person must be one of the following types of individuals: • For a corporation: By a responsible corporate officer. For the purpose of this subsection, a responsible corporate officer means: (i) a president, secretary, treasurer, or vice-president of the corporation in charge of a principal business function, or any other person who performs similar policy - or decision- making functions for the corporation, or (ii) the manager of one or more manufacturing, production, or operating facilities, provided, the manager is authorized to make management decisions which govern the operation of the regulated facility including having the explicit or implicit duty of making major capital investment recommendations, and initiating and directing other comprehensive measures to assure long term envir onmental compliance with environmental laws and regulations; the manager can ensure that the necessary systems are established or actions taken to gather complete and accurate information for permit application requirements; and where authority to sign documents has been assigned or delegate d to the manager in accordance with corporate procedures. • For a partnership or sole proprietorship: By a general partner or the proprietor, respectively. • For a municipality, State, Federal, or other public agency: By either a principal executive officer or ranking elected official. For purposes of this subsection, a principal executive officer of a Federal agency includes (i) the chief executive officer of the agency, or (ii) a senior executive officer having responsibility for the overall operations of a principal geographic unit of the agency (e.g., Regional Administrator of EPA). If the signatory will be a duly authorized representative, the following requirements must be met: • The authorization is made in writing by the person who signed the NOI (see above); • The authorization specifies either an individual or a position having responsibility for the overall operation of the regulat ed facility or activity such as the position of plant manager, operator of a well or a well field, superintendent, position of equi valent responsibility, or an individual or position having overall responsibility for environmental matters for the company. (A duly authorized representative may thus be either a named indivi dual or any individual occupying a named position); and • The signed and dated written authorization is included in the SWPPP. A copy must be submitted to EPA, if requested. Sign, date and print your name and affiliation. Contractor or Subcontractor - OPTIONAL Where you rely on a contractor or subcontractor to complete the dewatering inspection report, you should consider requiring the individual(s) to sign and certify each report. Note that this does not relieve you, the permitted operator, of the requirement to sign and certify the dewatering inspection report as well. If applicable, sign, date, and print your name and affiliation. Note While EPA has made every effort to ensure the accuracy of all instructions contained in this template, it is the permit, not t his template, that determines the actual obligations of regulated construction stormwater discharges. In the event of a conflict be tween this template and any corresponding provision of the CGP, you must abide by the requirements in the permit. EPA welcomes comments on this Dewatering Inspection Report Template at any time and will consider those comments in any future revision. You may contact EPA for CGP-related inquiries at cgp@epa.gov 2022 Construction General Permit Site Inspection Report Project Name: 268 Stevens Street Pump Station NPDES ID Number: _______________________________ Page 1 of 7 Section A – General Information (If necessary, complete additional inspection reports for each separate inspection location.) Inspector Information Inspector Name: Title: Company Name: Email: Address: Phone Number: Inspection Details Inspection Date: Inspection Location: Inspection Start Time: Inspection End Time: Current Phase of Construction: Weather Conditions During Inspection: Did you determine that any portion of your site was unsafe for inspection per CGP Part 4.5? ☐ Yes ☐ No If “Yes,” provide the following information: Location of unsafe conditions: The conditions that prevented you inspecting this location: Indicate the required inspection frequency: (Check all that apply. You may be subject to different inspection frequencies in different areas of the site.) Standard Frequency (CGP Part 4.2): ☐ At least once every 7 calendar days; OR ☐ Once every 14 calendar days and within 24 hours of the occurrence of either: • A storm event that produces 0.25 inches or more of rain within a 24-hour period, or • A snowmelt discharge from a storm event that produces 3.25 inches or more of snow within a 24-hour period Increased Frequency (CGP Part 4.3.1) (If site discharges to sediment or nutrient-impaired waters or to waters designated as Tier 2, Tier 2.5, or Tier 3): ☐ Once every 7 calendar days and within 24 hours of the occurrence of either: • A storm event that produces 0.25 inches or more of rain within a 24 -hour period, or • A snowmelt discharge from a storm event that produces 3.25 inches or more of snow within a 24 -hour period 2022 Construction General Permit Site Inspection Report Project Name: 268 Stevens Street Pump Station NPDES ID Number: _______________________________ Page 2 of 7 Reduced Frequency (CGP Part 4.4): ☐ For stabilized areas: Twice during first month, no more than 14 calendar days apart; then once per month after first month until permit coverage is terminated ☐ For stabilized areas on “linear construction sites”: Twice during first month, no more than 14 calendar days apart; then once more within 24 hours of the occurrence of either: • A storm event that produces 0.25 inches or more of rain within a 24-hour period, or • A snowmelt discharge from a storm event that produces 3.25 inches or more of snow within a 24-hour period ☐ For arid, semi-arid, or drought-stricken areas during seasonally dry periods or during drought: Once per month and within 24 hours of the occurrence of either: • A storm event that produces 0.25 inches or more of rain within a 24-hour period, or • A snowmelt discharge from a storm event that produces 3.25 inches or more of snow within a 24-hour period ☐ For frozen conditions where construction activities are being conducted: Once per month Was this inspection triggered by a storm event producing 0.25 inches or more of rain within a 24-hour period? ☐ Yes ☐ No If “Yes,” how did you determine whether the storm produced 0.25 inches or more of rain? ☐ On-site rain gauge ☐ Weather station representative of site. Weather station location: Total rainfall amount that triggered the inspection (inches): Was this inspection triggered by a snowmelt discharge from a storm event producing 3.25 inches or more of snow within a 24-hour period? ☐ Yes ☐ No If “Yes,” how did you determine whether the storm produced 3.25 inches or more of snow? ☐ On-site rain gauge ☐ Weather station representative of site. Weather station location: Total snowfall amount that triggered the inspection (inches): 2022 Construction General Permit Site Inspection Report Project Name: 268 Stevens Street Pump Station NPDES ID Number: _______________________________ Page 3 of 7 Section B – Condition and Effectiveness of Erosion and Sediment (E&S) Controls (CGP Part 2.2) (Insert additional rows if needed) Type and Location of E&S Control Conditions Requiring Routine Maintenance?1 If “Yes,” How Many Times (Including This Occurrence) Has This Condition Been Identified? Conditions Requiring Corrective Action?2, 3 Date on Which Condition First Observed (If Applicable)? Description of Conditions Observed 1. ☐ Yes ☐ No ☐ Yes ☐ No 2. ☐ Yes ☐ No ☐ Yes ☐ No 3. ☐ Yes ☐ No ☐ Yes ☐ No 4. ☐ Yes ☐ No ☐ Yes ☐ No 5. ☐ Yes ☐ No ☐ Yes ☐ No If the same routine maintenance was found to be necessary three or more times for the same control at the same location (including this occurrence), follow the corrective action requirements and record the required information in your corrective action log, or describe here why you believe the specific condition should still be addressed as routine maintenance: 1 Routine maintenance includes minor repairs or other upkeep performed to ensure that the site’s stormwater controls remain in effective operating condition, not including significant repairs or the need to install a new or replacement control. Routine maintenance is also required for specific conditions: (1) for perimeter controls, whenever sediment has accumulated to half or more the above-ground height of the control (CGP Part 2.2.3.c.i); (2) where sediment has been tracked-out from the site onto paved roads, sidewalks, or other paved areas (CGP Part 2.2.4.d); (3) for inlet protection measures, when sediment accumulates, the filter becomes clo gged, and/or performance is compromised (CGP Part 2.2.10.b); and (4) for sediment basins, as necessary to maintain at least half of the design capacity of the basin (CGP Part 2.2.12.f) 2 Corrective actions are triggered only for specific conditions (CGP Part 5.1): 1. A stormwater control needs a significant repair or a new or replacement control is needed, or, in accordance with Part 2.1.4.c, you find it necessary to repeatedly (i.e., three (3) or more times) conduct the same routine maintenance fix to the same control at the same location (unless you document in your inspection report under Part 4.7.1.c that the specific reoccurrence of this same problem should still be addressed as a routine maintenance fix under 2.1.4); or 2. A stormwater control necessary to comply with the requirements of this permit was never installed, or was installed incorrectly; or 3. Your discharges are not meeting applicable water quality standards; or 4. A prohibited discharge has occurred (see CGP Part 1.3); or 5. During the discharge from site dewatering activities: a. The weekly average of your turbidity monitoring results exceeds the 50 NTU benchmark (or alternate benchmark if approved by EPA pursuant to Part 3.3.2.b); or b. You observe or you are informed by EPA, State, or local authorities of the presence of the conditions specified in Part 4.6.3.e. 2022 Construction General Permit Site Inspection Report Project Name: 268 Stevens Street Pump Station NPDES ID Number: _______________________________ Page 4 of 7 3 If a condition on your site requires a corrective action, you must also fill out a corrective action log found at https://www.epa.gov/npdes/construction-general-permit- resources-tools-and-templates. See CGP Part 5.4 for more information. Section C – Condition and Effectiveness of Pollution Prevention (P2) Practices and Controls (CGP Part 2.3) (Insert additional rows if needed) Type and Location of P2 Practices and Controls Conditions Requiring Routine Maintenance?1 If “Yes,” How Many Times (Including This Occurrence) Has This Condition Been Identified? Conditions Requiring Corrective Action?2, 3 Date on Which Condition First Observed (If Applicable)? Description of Conditions Observed 1. ☐ Yes ☐ No ☐ Yes ☐ No 2. ☐ Yes ☐ No ☐ Yes ☐ No 3. ☐ Yes ☐ No ☐ Yes ☐ No 4. ☐ Yes ☐ No ☐ Yes ☐ No 5. ☐ Yes ☐ No ☐ Yes ☐ No If the same routine maintenance was found to be necessary three or more times for the same control at the same location (including this occurrence), follow the corrective action requirements and record the required information in your corrective action log, or describe here why you believe the specific condition should still be addressed as routine maintenance: 2022 Construction General Permit Site Inspection Report Project Name: 268 Stevens Street Pump Station NPDES ID Number: _______________________________ Page 5 of 7 Section D – Stabilization of Exposed Soil (CGP Part 2.2.14) (Insert additional rows if needed) Specific Location That Has Been or Will Be Stabilized Stabilization Method and Applicable Deadline Stabilization Initiated? Final Stabilization Criteria Met? Final Stabilization Photos Taken? Notes 1. ☐ Yes ☐ No If “Yes,” date initiated: ☐ Yes ☐ No If “Yes,” date criteria met: ☐ Yes ☐ No 2. ☐ Yes ☐ No If “Yes,” date initiated: ☐ Yes ☐ No If “Yes,” date criteria met: ☐ Yes ☐ No 3. ☐ Yes ☐ No If “Yes,” date initiated: ☐ Yes ☐ No If “Yes,” date criteria met: ☐ Yes ☐ No 4. ☐ Yes ☐ No If “Yes,” date initiated: ☐ Yes ☐ No If “Yes,” date criteria met: ☐ Yes ☐ No 5. ☐ Yes ☐ No If “Yes,” date initiated: ☐ Yes ☐ No If “Yes,” date criteria met: ☐ Yes ☐ No 2022 Construction General Permit Site Inspection Report Project Name: 268 Stevens Street Pump Station NPDES ID Number: _______________________________ Page 6 of 7 4 If a dewatering discharge was occurring, you must conduct a dewatering inspection pursuant to CGP Part 4.3.2 and complete a separate dewatering inspection report. Section E – Description of Discharges (CGP Part 4.6.2) (Insert additional rows if needed) Was a discharge (not including dewatering) occurring from any part of your site at the time of the inspection?4 ☐ Yes ☐ No If “Yes,” for each point of discharge, document the following: • The visual quality of the discharge. • The characteristics of the discharge, including color; odor; floating, settled, or suspended solids; foam; oil sheen; and othe r indicators of stormwater pollutants. • Signs of the above pollutant characteristics that are visible from your site and attributable to your discharge in receiving waters or in other constructed or natural site drainage features. Discharge Location Observations 1. 2. 3. 4. 5. 2022 Construction General Permit Site Inspection Report Project Name: 268 Stevens Street Pump Station NPDES ID Number: _______________________________ Page 7 of 7 Section F – Signature and Certification (CGP Part 4.7.2) “I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information contained therein. Based on my in quiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information contained is, to the best of my knowledge and belief, true, accurate, and complete. I have no personal knowledge that the information submitted is other than true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations.” MANDATORY: Signature of Operator or “Duly Authorized Representative:” Signature: Date: Printed Name: Affiliation: OPTIONAL: Signature of Contractor or Subcontractor Signature: Date: Printed Name: Affiliation: General Tips for Using This Template This Site Inspection Report Template is provided to assist you in preparing site inspection reports for EPA’s 2022 Construction General Permit (CGP). If you are covered under the 2022 CGP, you can use this template to create a site inspection report form that is customized to the specific circumstances of your site and that complies with the minimum reporting requirements of Part 4.7 of the permit. Note that the use of this form is option al; you may use your own site inspection report form provided it includes the minimum information required in Part 4.7 of the CGP. This template does not address the CGP’s inspection reporting requirements related to dewatering activities. A separate inspe ction template has been developed specifically for dewatering activities and is available at https://www.epa.gov/npdes/construction-general-permit-resources-tools-and-templates. Keep in mind that this document is a template and not an “off -the-shelf” inspection report that is ready to use without some modification. You must first customize this form to include the specifics of your project in order for it to be useable for your in spection reports. Once you have entered all of your site - specific information into the blank fields, you may use this form to complete inspection reports. The following tips for using this template will help you ensure that the minimum permit requirements are met: • Review the inspection requirements. Before you start developing your inspection report form, read the CGP’s Part 4 inspection requirements. This will ensure that you have a working understanding of the permit’s underlying inspection requirements. • Complete all required blank fields. Fill out all blank fields. Only by filling out all fields will the template be compliant with the requirements of the permit. (Note: Where you do not need the number of rows provided in the template form for your inspection, you may delete these or cross them off as you see fit. Or, if you need more space to document your findings, you may insert additional rows in the electronic version of this form or use the bottom of the page in the field version of this form.) • Use your site map to document inspection findings. In several places in the template, you are directed to specify the location of certain features of your site, including where stormwater controls are installed and where you will be stabilizing exposed soil. You are also asked to fill in location information for unsafe conditions and the locations of any discharges occurring during your inspections. Where you are asked for location inf ormation, EPA encourages you to reference the point on your SWPPP site map that corresponds to the requested location on the inspection form. Using the site map as a tool in this way will help you conduct efficient inspections, will assist you in evaluating problems found, and will ensure proper documentation. • Complete the inspection report within 24 hours of completing a site inspection. You must complete an inspection report in accordance with Part 4.7.1 of the CGP. • Include the inspection form with your SWPPP. Once your form is complete, make sure to include a copy of the inspection form in your SWPPP in accordance with Part 7.2.7.e of the CGP. • Retain copies of all inspection reports with your records. You must also retain in your records copies of all inspection reports in accordance with the requirements in Part 4.7.3 of the CGP. These reports must be retained for at least 3 years from the date your permit coverage expires or is terminated in accordance with the requirements in Part 4.7.4 of the CGP. Instructions for Section A Inspector Name Enter the name of the person that conducted the inspection. Include the person’s contact information (title, affiliated company name, address, email, and phone number). Inspection Date and Time Enter the date you performed the inspection and the time you started and ended the inspection. Weather Conditions During Inspection Enter the weather conditions occurring during the inspection, e.g., sunny, overcast, light rain, heavy rain, snowing, icy, windy. Current Phase of Construction If this project is being completed in more than one phase, indicate which phase it is currently in. Inspection Location If your project has multiple locations where you conduct separate inspections, specify the location where this inspection is being conducted. If only one inspection is conducted for your entire project, enter “Entire Site.” If necessary, complete additiona l inspection report forms for each separate inspection location. Unsafe Conditions for Inspection (CGP Part 4.5.7) Inspections are not required where a portion of the site or the entire site is subject to unsafe conditions. These conditions should not regularly occur and should not be consistently present on a site. Generally, unsafe conditions are those that render the site (or a portion of it) inaccessible or that would pose a significant probability of injury to applicable personnel. Examples could include severe storm or flood conditions, high winds, and downed electrical wires. If your site, or a portion of it, is affected by unsafe conditions during the time of your inspection, provide a description of the conditions that prevented you from conducting the inspection and what parts of the site were affected. If the entire site wa s considered unsafe, specify the location as “Entire Site.” Inspection Frequency Check all the inspection frequencies that apply to your project. Note that you may be subject to different inspection frequencies in different areas of your site. Inspection Triggered by a Storm Event If you were required to conduct this inspection because of a storm event that produced 0.25 inches or more of rain within a 24-hour period, indicate whether you relied on an on-site rain gauge or a nearby weather station (and where the weather station is located). Also, specify the total amount of rai nfall for this specific storm event. If you were required to conduct this inspection because of a snowmelt discharge from a storm event that produced 3.25 inches or more of snow within a 24- hour period, then indicate whether you relied on an on-site measurement or a nearby weather station (and where the weather station is located). Also, specify the total amount of snowfall for this specific storm event. Instructions for Section B Type and Location of Erosion and Sediment (E&S) Controls Provide a list of all erosion and sediment (E&S) controls that your SWPPP indicates will be installed and implemented at your site. This list must include at a minimum all E&S controls required by CGP Part 2.2. Include also any natural buffers established under CGP Part 2.2.1. Buffer requirements apply if your project’s earth-disturbing activities will occur within 50 feet of a discharge to receiving water. You may group your E&S controls on your form if you have several of the same type of controls (e.g., you may group “Inlet Protection Measures,” “Perimeter Controls,” and “Stockpile Controls” together on one line), but if there are any problems with a specific control, you must separately identify the location of the control, whether routine maintenance or corrective action is necessary, and in the notes section you must describe the specifics about the problem you observed. Conditions Requiring Routine Maintenance? Answer “Yes” if the E&S control requires routine maintenance as defined in footnote 1 of this template. Note that in many cases, “Yes” answers are expected and indicate a project with an active operation and maintenance program. You should also answer “Yes” if work to fix the problem is still ongoing from the previous inspection, though necessary work must be initiated immediately and completed by the end of the next business day or within seven calendar days if documented in accordance with CGP Part 2.1.4.b. If “Yes,” How Many Times (Including this Occurrence) Has this Condition Been Identified? Indicate how many times the routine maintenance has been required for the same control at the same location. Conditions Requiring Corrective Action? Answer “Yes” if you found any of the conditions listed in footnote 2 in this template to be present during your inspection (CGP Part 5.1). If you answer “Yes,” you must take corrective action and complete a corrective action log, found at https://www.epa.gov/npdes/construction-general-permit-resources-tools- and-templates. You should also answer “Yes” if work to fix the problem from a previous inspection is still ongoing, though the operator must comply with the corrective action deadlines in CGP Part 5.2. Date on Which Condition First Observed (If Applicable)? Provide the date on which the condition that triggered the need for routine maintenance or corrective action was first identified. If the condition was just discovered during this inspection, enter the inspection date. If the condition is a carryover from a previous inspection, enter the original date of the condition’s discovery. Description of Conditions Observed For each E&S control and the area immediately surrounding it, describe whether the control is properly installed and whether it appears to be working to minimize sediment discharge. Indicate also whether a new or modified control is necessary to comply with the permit. Describe any problem condition(s) you observed such as the following: 1. Failure to install or to properly install a required E&S control 2. Damage or destruction to an E&S control caused by vehicles, equipment, or personnel, a storm event, or other event 3. Mud or sediment deposits found downslope from E&S controls, including in receiving waters, or on nearby streets, curbs, or open conveyance channels 4. Sediment tracked out onto paved areas by vehicles leaving construction site 5. Noticeable erosion or sedimentation at discharge outlets or at adjacent streambanks or channels 6. Erosion of the site’s sloped areas (e.g., formation of rills or gullies) 7. E&S control is no longer working due to lack of maintenance 8. Other incidents of noncompliance Describe also why you think the problem condition(s) occurred as well as actions (e.g., routine maintenance or corrective action) you will take or have taken to fix the problem. For buffer areas, make note of whether they are marked off as required, whether there are signs of construction disturbance w ithin the buffer, which is prohibited under the CGP, and whether there are visible signs of erosion resulting from discharges throu gh the area. If routine maintenance or corrective action is required, briefly note the reason. If routine maintenance or corrective action has been completed, make a note of the date it was completed and what was done. If corrective action is required, note that you will need to complete a separate corrective action log describing the condition and your work to fix the problem. Routine Maintenance Need Has Been Found to be Necessary Three (3) or More Times for the Same Control at the Same Location (Including this Occurrence) If routine maintenance has been required three (3) or more times for the same control at the same location, the permit requires (CGP Part 2.1.4.c) you to fix the problem using the corrective action procedures in CGP Part 5 or to document why you believe the reoccurring problem can b e addressed as a routine maintenance fix. If you believe the problem can continue to be fixed as routine maintenance, describe why you believe the specific condition should still be addressed as routine maintenance. Instructions for Section C Type and Location of Pollution Prevention (P2) Practices and Controls Provide a list of all pollution prevention (P2) practices and controls that are implemented at your site. This list must include all P2 practices and controls required by CGP Part 2.3 and those that are described in your SWPPP. Conditions Requiring Routine Maintenance? Answer “Yes” if the P2 practice or control requires routine maintenance as defined in footnote 1 of this template. Note that in many cases, “Yes” answers are expected and indicate a project with an active operation and maintenance program. You should also answer “Yes” if work to fix the problem is still ongoing from the previous inspection, though necessary work must be initiated immediately and completed by the end of the next busine ss day or within seven calendar days if documented in accordance with CGP Part 2.1.4.b. If “Yes,” How Many Times (Including this Occurrence) Has this Condition Been Identified? Indicate how many times the routine maintenance has been required for the same practice or control at the same location. Conditions Requiring Corrective Action? Answer “Yes” if you found any of the conditions listed in footnote 2 in this template to be present during your inspection (CGP Part 5.1). If you answer “Yes,” you must take corrective action and complete a corrective action log, found at https://www.epa.gov/npdes/construction -general-permit-resources-tools- and-templates. You should also answer “Yes” if work to fix the problem from a previous inspection is still ongoing, though the operator must comply with the corrective action deadlines in CGP Part 5.2. Date on Which Condition First Observed (If Applicable)? Provide the date on which the condition that triggered the need for maintenance or corrective action was first identified. If the condition was just discovered during this inspection, enter the inspection date. If the condition is a carryover from a previo us inspection, enter the original date of the condition’s discovery. Description of Conditions Observed For each P2 control and the area immediately surrounding it, describe whether the control is properly installed, and whether it appears to be working to minimize or eliminate pollutant discharges. Indicate also whether a new or modified control is necessary to comply with the permit. Describe any problem condition(s) you observed such as the following: 1. Failure to install or to properly install a required P2 control 2. Damage or destruction to a P2 control caused by vehicles, equipment, or personnel, or a storm event 3. Evidence of a spill, leak, or other type of pollutant discharge, or failure to have properly cleaned up a previous spill, leak, or other type of pollutant discharge 4. Spill response supplies are absent, insufficient, or not where they are supposed to be located 5. Improper storage, handling, or disposal of chemicals, building materials or products, fuels, or wastes 6. P2 control is no longer working due to lack of maintenance 7. Other incidents of noncompliance Describe also why you think the problem condition(s) occurred as well as actions (e.g., routine maintenance or corrective action) you will take or have taken to fix the problem. If routine maintenance or corrective action is required, briefly note the reason. If routine maintenance or corrective action has been completed, make a note of the date it was completed and what was done. If corrective action is required, note that you will need to complete a separate corrective action log describing the condition and your work to fix the problem. Routine Maintenance Need Was Found to be Necessary Three (3) or More Times for the Same Control at the Same Location (Including this Occurrence) If routine maintenance has been required three (3) or more times for the same control at the same location, the permit requires (CGP Part 2.1.4.c) you to fix the problem using the corrective action procedures in CGP Part 5 or to document why you believe the reoccurring problem can b e addressed as a routine maintenance fix. If you believe the problem can continue to be fixed as routine maintenance, describe why you believe the spe cific condition should still be addressed as routine maintenance. Instructions for Section D Specific Location That Has Been or Will Be Stabilized List all areas where soil stabilization is required to begin because construction work in that area has permanently stopped o r temporarily stopped (i.e., work will stop for 14 or more days), and all areas where stabilization has been implemented (CGP Part 2.2.14). Stabilization Method and Applicable Deadline For each area, specify the method of stabilization (e.g., hydroseed, sod, planted vegetation, erosion control blanket, mulch, rock). Specify also which of the following stabilization deadlines apply to this location: 1. 5 acres or less of land disturbance occurring at any one time at site: Complete no later than 14 calendar days after stabilization initiated. 2. More than 5 acres of land disturbance occurring at any one time at site: Complete no later than 7 calendar days after stabilization initiated. 3. Arid, semi-arid, and drought-stricken areas: See CGP Part 2.2.14.b.i. 4. Unforeseen circumstances: See CGP Part 2.2.14.b.ii. 5. Discharges to a sediment- or nutrient-impaired water or to a water identified as Tier 2, 2.5, or 3 for antidegradation purposes: Complete no later than 7 days after stabilization initiated. Stabilization Initiated? For each area, indicate whether stabilization has been initiated. If “Yes,” then enter the date stabilization was initiated. Final Stabilization Criteria Met? For each area, indicate whether the final stabilization criteria in CGP Part 2.2.14.c have been met. If “Yes ,” then enter the date final stabilization criteria were met. Final Stabilization Photos Taken? Answer “Yes” if you have taken photos before and after meeting the stabilization criteria as required in CGP Part 8.2.1.a. Notes For each area where stabilization has been initiated, describe the progress that has been made and what additional actions are necessary to complete stabilization. Note the effectiveness of stabilization in preventing erosion. If stabilization has been initiated but not completed, make a note of the date it is to be completed. If stabilization has been completed, make a note of the date it was completed. If stabilization has not yet been initiated, make a note of the date it is to be initiated and the date it is to be completed. Instructions for Section E You are only required to complete this section if a discharge is occurring at the time of the inspection (CGP Part 4.6.2). Was a discharge (not including dewatering) occurring from any part of your site at the time of the inspection? During your inspection, examine all points of discharge from your site, and determine whether a discharge is occurring. If a dewatering discharge was occurring, you must conduct a dewatering inspection pursuant to CGP Part 4.3.2. If there is a discharge, answer “Yes” and complete the questions below regarding the specific discharge. If there is not a discharge, answer “No” and skip to the next page. Discharge Location (Repeat as necessary if there are multiple points of discharge.) Specify the location on your site where the discharge is occurring. The location may be an outlet from a stormwater control o r constructed stormwater channel, a discharge into a storm sewer inlet, or a specific point on the site. Be as specific as possible; it is recommended that you refer to a precise point on your site map. Observations Document the visual quality of the discharge and take note of the characteristics of the stormwater discharge, including colo r; odor; floating, settled, or suspended solids; foam; oily sheen; and other indicators of stormwater pollutants. Also, document signs of these same pollutant characteristics that are visible from your site and attributable to your discharge in receiving waters or in other constructed or natural site drainage features. Instructions for Section F Each inspection report must be signed and certified to be considered complete (CGP Part 4.7.2). Operator or “Duly Authorized Representative” – MANDATORY (CGP Appendix G Part G.11.2 and CGP Appendix H Section X) At a minimum, the site inspection report must be signed by either (1) the person who signed the NOI, or (2) a duly authorized representative of that person. The following requirements apply: If the signatory will be the person who signed the NOI for permit coverage, as a reminder, that person must be one of the following types of individuals: • For a corporation: By a responsible corporate officer. For the purpose of this subsection, a responsible corporate officer means: (i) a president, secretary, treasurer, or vice-president of the corporation in charge of a principal business function, or any other person who performs similar policy - or decision- making functions for the corporation, or (ii) the manager of one or more manufacturing, production, or operating facilities, provided, the manag er is authorized to make management decisions which govern the operation of the regulated facility including having the explicit or implicit duty of making major capital investment recommendations, and initiating and directing other comprehensive measures to assure long term envir onmental compliance with environmental laws and regulations; the manager can ensure that the necessary systems are established or actions taken to gather complete and accurate information for permit application requirements; and where authority to sign documents has been assigned or delegate d to the manager in accordance with corporate procedures. • For a partnership or sole proprietorship: By a general partner or the proprietor, respectively. • For a municipality, State, Federal, or other public agency: By either a principal executive officer or ranking elected official. For purposes of this subsection, a principal executive officer of a Federal agency includes (i) the chief executive officer of the agency, or (ii) a senior executive officer having responsibility for the overall operations of a principal geographic unit of the agency (e.g., Regional Administrator o f EPA). If the signatory will be a duly authorized representative, the following requirements must be met: • The authorization is made in writing by the person who signed the NOI (see above); • The authorization specifies either an individual or a position having responsibility for the overall operation of the regulat ed facility or activity such as the position of plant manager, operator of a well or a well field, superintendent, position of equi valent responsibility, or an individual or position having overall responsibility for environmental matters for the company. (A duly authorized representative may thus be either a named indivi dual or any individual occupying a named position); and • The signed and dated written authorization is included in the SWPPP. A copy must be submitted to EPA, if requested. Sign, date and print your name and affiliation. Contractor or Subcontractor - OPTIONAL Where you rely on a contractor or subcontractor to complete the site inspection report, you should consider requiring the individual(s) to sign and certify each report. Note that this does not relieve you, the permitted operator, of the requirement to sign and certify the site inspection report as well. If applicable, sign, date, and print your name and affiliation. Note While EPA has made every effort to ensure the accuracy of all instructions contained in this template, it is the permit, not this template, that determines the actual obligations of regulated construction stormwater discharges. In the event of a conflict b etween this template and any corresponding provision of the CGP, you must abide by the requirements in the permit. EPA welcomes comments on this Site Inspection Report Template at any time and will consider those comments in any future revision. You may contact EPA for CGP-related inquiries at cgp@epa.gov TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA Proactive by Design Appendix E – Copy of Corrective Action Log 2022 CGP Corrective Action Log Project Name: 268 Stevens Street Pump Station NPDES ID Number: __________________________________________ Section A – Individual Completing this Log Name: Title: Company Name: Email: Address: Phone Number: Section B – Details of the Problem (CGP Part 5.4.1.a) Complete this section within 24 hours of discovering the condition that triggered corrective action. Date problem was first identified: Time problem was first identified: What site conditions triggered this corrective action? (Check the box that applies. See instructions for a description of each triggering condition (1 thru 6).) ☐ 1 ☐ 2 ☐ 3 ☐ 4 ☐ 5a ☐ 5b ☐ 6 Specific location where problem identified: Provide a description of the specific condition that triggered the need for corrective action and the cause (if identifiable): Section C – Corrective Action Completion (CGP Part 5.4.1.b) Complete this section within 24 hours after completing the corrective action. For site condition # 1, 2, 3, 4, or 6 (those not related to a dewatering discharge) confirm that you met the following deadlines (CGP Part 5.2.1): ☐ Immediately took all reasonable steps to address the condition, including cleaning up any contaminated surfaces so the materi al will not discharge in subsequent storm events. AND ☐ Completed corrective action by the close of the next business day, unless a new or replacement control, or significant repair , was required. OR ☐ Completed corrective action within seven (7) calendar days from the time of discovery because a new or replacement control, o r significant repair, was necessary to complete the installation of the new or modified control or complete the repair. OR ☐ It was infeasible to complete the installation or repair within 7 calendar days from the time of discovery. Provide the follo wing additional information: Explain why 7 calendar days was infeasible to complete the installation or repair: Provide your schedule for installing the stormwater control and making it operational as soon as feasible after the 7 calendar days: For site condition # 5a, 5b, or 6 (those related to a dewatering discharge), confirm that you met the following deadlines: ☐ Immediately took all reasonable steps to minimize or prevent the discharge of pollutants until a solution could be implemented, including shutting off the dewatering discharge as soon as possible depending on the severity of the condition taking safety considerations into account . ☐ Determined whether the dewatering controls were operating effectively and whether they were causing the conditions. ☐ Made any necessary adjustments, repairs, or replacements to the dewatering controls to lower the turbidity levels below the benc hmark or remove the visible plume or sheen. Describe any modification(s) made as part of corrective action: (Insert additional rows below if applicable) Date of completion: SWPPP update necessary? If yes, date SWPPP was updated: 1. ☐ Yes ☐ No 2. ☐ Yes ☐ No Section D - Signature and Certification (CGP Part 5.4.2) “I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accord ance with a system designed to assure that qualified personnel properly gathered and evaluated the information contained therein. B ased on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information contained is, to the best of my knowledge and belief, true, accurate, and complete. I have no personal knowledge that the information submitted is other than true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations.” MANDATORY: Signature of Operator or “Duly Authorized Representative:” Signature: Date: Printed Name: Affiliation: OPTIONAL: Signature of Contractor or Subcontractor Signature: Date: Printed Name: Affiliation: General Instructions This Corrective Action Log Template is provided to assist you creating a corrective action log that complies with the minimum reporting requirements of Part 5.4 of the EPA’s Construction General Permit (CGP). For each triggering condition on your site, you will need to fill out a separate corrective action log. The entire form must be completed to be compliant with the requirements of the permit. (Note: In Section C, if you do not need the number of rows provided in the corrective action log, you may delete these or cross them off. Alternatively, if you need more space to describe any modifications, you may insert additional rows in the electronic version of this form or use the bottom of the page in the field version of this form.) If you are covered under a State CGP, this template may be helpful in developing a log that can be used for that permit; however, you will likely need to modify this form to meet the specific requirements of any State-issued permit. If your permitting authority requires you to use a specific corrective action log, you should not use this template. Instructions for Section A Individual completing this form Enter the name of the person completing this log. Include the person’s contact information (title, affiliated company name, address, email, and phone number). Instructions for Section B You must complete Section B within 24 hours of discovering the condition that triggered corrective action. (CGP Part 5.4) When was the problem first discovered? Specify the date and time when the triggering condition was first discovered. What site conditions triggered this corrective action? (CGP Parts 5.1 and 5.3) Check the box corresponding to the numbered triggering condition below that applies to your site. 1. A stormwater control needs a significant repair or a new or replacement control is needed, or, in accordance with Part Error! Reference source not f ound., you find it necessary to repeatedly (i.e., 3 or more times) conduct the same routine maintenance fix to the same control at the same location (unless you document in your inspection report under Part Error! Reference source not found. that the specific reoccurrence of this same problem should still be addressed as a routine maintenance fix under Part Error! Reference source not found.); 2. A stormwater control necessary to comply with the requirements of this permit was never installed, or was installed incorrect ly; 3. Your discharges are not meeting applicable water quality standards; 4. A prohibited discharge has occurred (see Part 1.3); 5. During discharge from site dewatering activities: a. The weekly average of your turbidity monitoring results exceeds the 50 NTU benchmark (or alternate benchmark if approved by EPA pursuant to Part Error! Reference source not found.); or b. You observe or you are informed by EPA, State, or local authorities of the presence of any of the following at the point of discharge to a receiving water flowing through or immediately adjacent to your site and/or to constructed or natural site drainage features or storm drain inlets: • sediment plume • suspended solids • unusual color • presence of odor • decreased clarity • presence of foam • visible sheen on the water surface or visible oily deposits on the bottom or shoreline of the receiving water 6. EPA requires corrective action as a result of permit violations found during an inspection carried out under Part 4.8. Provide a description of the problem (CGP Part 5.4.1.a) Provide a summary description of the condition you found that triggered corrective action, the cause of the problem (if identifiable), and the specific location where it was found. Be as specific as possible about the location; it is recommended that you refer to a precise point on your site map. Instructions for Section C You must complete Section C within 24 hours after completing the correction action. (CGP Part 5.4) Deadlines for completing corrective action for condition # 1, 2, 3, 4, or 6 (if not relating to a dewatering discharge) (CGP Part 5.2.1) Check the box to confirm that you met the deadlines that apply to each triggering condition. You are always required to check the first box (i.e., Immediately took all reasonable steps to address the condition, including cleaning up any contaminated surfac es so the material will not discharge in subsequent storm events.). Only one of the next three boxes should be checked depending on the situation that applies to this corrective action. Check the second box if the corrective action for this particular triggering condition does not require a new or replacement control, or a significant repair. These actions must be completed by the close of the next business day from the time of discovery of the condition. Check the third box if the corrective action for this particular triggering condition require s a new or replacement control, or a significant repair. These actions must be completed by no later than seven calendar days from the time of discover of the condition. Check the fourth box if the corrective action for this particular triggering condition requires a new or replacement control, or a significant rep air, and if it is infeasible to complete the work within seven calendar days. Additionally, you will need to fill out the table below the ch eckbox that requires: 1. An explanation as to why it was infeasible to complete the installation or repair within seven calendar days of discovering the condition. 2. Provide the schedule you will adhere to for installing the stormwater control and making it operational as soon as feasible after the seventh day following discovery. Note: Per Part 5.2.1.c, where these actions result in changes to any of the stormwater controls or procedures documented in your SWPPP, you must modify your SWPPP accordingly within seven calendar days of completing this work. Deadlines for completing corrective action for condition # 5a, 5b, or 6 related to a dewatering discharge (CGP Part 5.2.2) These deadlines apply to conditions relating to construction dewatering activities. Check the box to confirm that you met the deadlines that apply to each triggering condition. You are required to check all of the boxes in this section to indicate your compliance with the corrective action deadlines. List of modification(s) to correct problem Provide a list of modifications you completed to correct the problem. Date of completion Enter the date you completed the modification. The work must be completed by the deadline you indicated above. SWPPP update necessary? Check “Yes” or “No” to indicate if a SWPPP update is necessary consistent with Part 7.4.1.a in order to reflect changes implemented at your site. If “Yes,” then enter the date you updated your SWPPP. The SWPPP updates must be made within seven calendar days of completing a corrective action. (CGP Part 5.2.1.c) Instructions for Section D Each corrective action log entry must be signed and certified following completion of Section D to be considered complete. (CGP Part 5.4.2) Operator or “Duly Authorized Representative” – MANDATORY (CGP Appendix G Part G.11.2 and CGP Appendix H Section X) At a minimum, the corrective action log must be signed by either (1) the person who signed the NOI, or (2) a duly authorized representative of that person. The following requirements apply: If the signatory will be the person who signed the NOI for permit coverage, as a reminder, that person must be one of the following types of individuals: • For a corporation: By a responsible corporate officer. For the purpose of this subsection, a responsible corporate officer means: (i) a president, secretary, treasurer, or vice-president of the corporation in charge of a principal business function, or any other person who performs similar policy- or decision- making functions for the corporation, or (ii) the manager of one or more manufacturing, production, or operating facilities, provided, the manager is authorized to make management decisions which govern the operation of the regulated facility including having the explicit or implicit duty of making major capital investment recommendations, and initiating and directing other comprehensive measures to assure long term envir onmental compliance with environmental laws and regulations; the manager can ensure that the necessary systems are established or actions taken to gather com plete and accurate information for permit application requirements; and where authority to sign documents has been assigned or dele gated to the manager in accordance with corporate procedures. • For a partnership or sole proprietorship: By a general partner or the proprietor, respectively. • For a municipality, State, Federal, or other public agency: By either a principal executive officer or ranking elected official. For purposes of this subsection, a principal executive officer of a Federal agency includes (i) the chief executive officer of the agency, or (ii) a senior executive officer having responsibility for the overall operations of a principal geographic unit of the agency (e.g., Regional Administrator o f EPA). If the signatory will be a duly authorized representative, the following requirements must be met: • The authorization is made in writing by the person who signed the NOI (see above); • The authorization specifies either an individual or a position having responsibility for the overall operation of the regulat ed facility or activity such as the position of plant manager, operator of a well or a well field, superintendent, position of equi valent responsibility, or an individual or position having overall responsibility for environmental matters for the company. (A duly authorized representative may thus be either a named indivi dual or any individual occupying a named position); and • The signed and dated written authorization is included in the SWPPP. A copy must be submitted to EPA, if requested. Sign, date and print your name and affiliation. Contractor or Subcontractor - OPTIONAL Where you rely on a contractor or subcontractor to complete this log and the associated corrective action, you should consider requiring the individual(s) to sign and certify each log entry. Note that this does not relieve you, the permitted operator, of the requirement to sign and certify the log as well. If applicable, sign, date, and print your name and affiliation. Recordkeeping Logs must be retained for at least 3 years from the date your permit coverage expires or is terminated. (CGP Part 5.4.4) Keep copies of your signed corrective action log entries at the site or at an easily accessible location so that it can be ma de immediately available at the time of an on-site inspection or upon request by EPA. (CGP Part 5.4.3) Include a copy of the corrective action log in your SWPPP. (CGP Part 7.2.7.e) Note While EPA has made every effort to ensure the accuracy of all instructions contained in this template, it is the permit, not this template, that determines the actual obligations of regulated construction stormwater discharges. In the event of a conflict b etween this template and any corresponding provision of the CGP, you must abide by the requirements in the permit. EPA welcomes comments on this Corrective Action Log Template at any ti me and will consider those comments in any future revision. You may contact EPA for CGP-related inquiries at cgp@epa.gov TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA Proactive by Design Appendix F – SWPPP Amendment Log No. Description of the Amendment Date of Amendment Amendment Prepared by [Name(s) and Title] INSERT DATE INSERT DATE INSERT DATE INSERT DATE INSERT DATE TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA Proactive by Design No. Description of the Amendment Date of Amendment Amendment Prepared by [Name(s) and Title] INSERT DATE INSERT DATE INSERT DATE INSERT DATE INSERT DATE TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA Proactive by Design No. Description of the Amendment Date of Amendment Amendment Prepared by [Name(s) and Title] INSERT DATE INSERT DATE INSERT DATE INSERT DATE INSERT DATE TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA Proactive by Design No. Description of the Amendment Date of Amendment Amendment Prepared by [Name(s) and Title] INSERT DATE INSERT DATE TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA Proactive by Design Appendix G – Subcontractor Certifications/Agreements SUBCONTRACTOR CERTIFICATION STORMWATER POLLUTION PREVENTION PLAN Project Number: Project Title: 268 Stevens Street Pump Station Replacement Operator(s): As a subcontractor, you are required to comply with the Stormwater Pollution Prevention Plan (SWPPP) for any work that you perform on-site. Any person or group who violates any condition of the SWPPP may be subject to substantial penalties or loss of contract. You are encouraged to advise each of your employees working on this project of the requirements of the SWPPP. A copy of the SWPPP is available for your review at the office trailer. Each subcontractor engaged in activities at the construction site that could impact stormwater must be identified and sign the following certification statement: I certify under the penalty of law that I have read and understand the terms and conditions of the SWPPP for the above designated project and agree to follow the practices described in the SWPPP. This certification is hereby signed in reference to the above-named project: Company: Address: Telephone Number: Type of construction service to be provided: Signature: Title: Date: TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA Proactive by Design Appendix H – Grading and Stabilization Activities Log Date Grading Activity Initiated Description of Grading Activity Description of Stabilization Measure and Location Date Grading Activity Ceased (Indicate Temporary or Permanent) Date When Stabilization Measures Initiated INSERT DATE INSERT DATE ☐ Temporary ☐ Permanent INSERT DATE INSERT DATE INSERT DATE ☐ Temporary ☐ Permanent INSERT DATE INSERT DATE INSERT DATE ☐ Temporary ☐ Permanent INSERT DATE INSERT DATE INSERT DATE ☐ Temporary ☐ Permanent INSERT DATE TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA Proactive by Design Date Grading Activity Initiated Description of Grading Activity Description of Stabilization Measure and Location Date Grading Activity Ceased (Indicate Temporary or Permanent) Date When Stabilization Measures Initiated INSERT DATE INSERT DATE ☐ Temporary ☐ Permanent INSERT DATE INSERT DATE INSERT DATE ☐ Temporary ☐ Permanent INSERT DATE INSERT DATE INSERT DATE ☐ Temporary ☐ Permanent INSERT DATE INSERT DATE INSERT DATE ☐ Temporary ☐ Permanent INSERT DATE TABLE OF CONTENTS July 25, 2025 02.0178063.00 268 Stevens Street Pump Station Project Barnstable, MA Proactive by Design Appendix I –Training Documentation 4/3/24, 6:50 AM CGP 2022 Final Exam https://www3.epa.gov/npdes/learning-cgp/final-exam/index.html 1/1 who has successfully completed EPA’s Construction General Permit (CGP) Site Inspector Training Course and passed the final exam Date Certified: 4/3/2024 Chris Kloss, Water Permits Division Director Expiration Date: May 17, 2027 By completing this course and passing the final exam, Zachary Gonneville has complied with the CGP Part 6.3.a training requirements for conducting construction inspections under the 2022 CGP. Zachary Gonneville Proactive by Design Appendix J – Delegation of Authority Form Delegation of Authority I, _______________________ (name), hereby designate the person or specifically described position below to be a duly authorized representative for the purpose of overseeing compliance with environmental requirements, including the EPA’s Construction General Permit (CGP), at the ____________________________________ construction site. The designee is authorized to sign any reports, stormwater pollution prevention plans and all other documents required by the permit. ________________________________________ (name of person or position) ________________________________________ (company) ________________________________________ (address) ________________________________________ (city, State, zip) ________________________________________ (phone) By signing this authorization, I confirm that I meet the requirements to make such a designation as set forth in Appendix G of EPA’s CGP, and that the designee above meets the definition of a “duly authorized representative” as set forth in Appendix G. I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I have no personal knowledge that the information submitted is other than true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. Name: Company: Title: Signature: Date: Proactive by Design Appendix K – Endangered Species Documentation 07/25/2025 17:45:28 UTC United States Department of the Interior FISH AND WILDLIFE SERVICE New England Ecological Services Field Office 70 Commercial Street, Suite 300 Concord, NH 03301-5094 Phone: (603) 223-2541 Fax: (603) 223-0104 In Reply Refer To: Project Code: 2025-0127010 Project Name: 268 Stevens Street Pump Station Subject:List of threatened and endangered species that may occur in your proposed project location or may be affected by your proposed project To Whom It May Concern: Updated 4/12/2023 - Please review this letter each time you request an Official Species List, we will continue to update it with additional information and links to websites may change. About Official Species Lists The purpose of the Act is to provide a means whereby threatened and endangered species and the ecosystems upon which they depend may be conserved. Federal and non-Federal project proponents have responsibilities under the Act to consider effects on listed species. The enclosed species list identifies threatened, endangered, proposed, and candidate species, as well as proposed and final designated critical habitat, that may occur within the boundary of your proposed project and/or may be affected by your proposed project. The species list fulfills the requirements of the U.S. Fish and Wildlife Service (Service) under section 7(c) of the Endangered Species Act (Act) of 1973, as amended (16 U.S.C. 1531 et seq.). New information based on updated surveys, changes in the abundance and distribution of species, changed habitat conditions, or other factors could change this list. Please note that under 50 CFR 402.12(e) of the regulations implementing section 7 of the Act, the accuracy of this species list should be verified after 90 days. The Service recommends that verification be completed by visiting the IPaC website at regular intervals during project planning and implementation for updates to species lists and information. An updated list may be requested by returning to an existing project’s page in IPaC. Endangered Species Act Project Review Please visit the “New England Field Office Endangered Species Project Review and Consultation” website for step-by-step instructions on how to consider effects on listed Project code: 2025-0127010 07/25/2025 17:45:28 UTC 2 of 7 species and prepare and submit a project review package if necessary: https://www.fws.gov/office/new-england-ecological-services/endangered-species-project-review *NOTE* Please do not use the Consultation Package Builder tool in IPaC except in specific situations following coordination with our office. Please follow the project review guidance on our website instead and reference your Project Code in all correspondence. Northern Long-eared Bat - (Updated 4/12/2023) The Service published a final rule to reclassify the northern long-eared bat (NLEB) as endangered on November 30, 2022. The final rule went into effect on March 31, 2023. You may utilize the Northern Long-eared Bat Rangewide Determination Key available in IPaC. More information about this Determination Key and the Interim Consultation Framework are available on the northern long-eared bat species page: https://www.fws.gov/species/northern-long-eared-bat-myotis-septentrionalis For projects that previously utilized the 4(d) Determination Key, the change in the species’ status may trigger the need to re-initiate consultation for any actions that are not completed and for which the Federal action agency retains discretion once the new listing determination becomes effective. If your project was not completed by March 31, 2023, and may result in incidental take of NLEB, please reach out to our office at newengland@fws.gov to see if reinitiation is necessary. Additional Info About Section 7 of the Act Under section 7(a)(2) of the Act and its implementing regulations (50 CFR 402 et seq.), Federal agencies are required to determine whether projects may affect threatened and endangered species and/or designated critical habitat. If a Federal agency, or its non-Federal representative, determines that listed species and/or designated critical habitat may be affected by the proposed project, the agency is required to consult with the Service pursuant to 50 CFR 402. In addition, the Federal agency also may need to consider proposed species and proposed critical habitat in the consultation. 50 CFR 402.14(c)(1) specifies the information required for consultation under the Act regardless of the format of the evaluation. More information on the regulations and procedures for section 7 consultation, including the role of permit or license applicants, can be found in the "Endangered Species Consultation Handbook" at: https://www.fws.gov/service/section-7-consultations In addition to consultation requirements under Section 7(a)(2) of the ESA, please note that under sections 7(a)(1) of the Act and its implementing regulations (50 CFR 402 et seq.), Federal agencies are required to utilize their authorities to carry out programs for the conservation of threatened and endangered species. Please contact NEFO if you would like more information. Candidate species that appear on the enclosed species list have no current protections under the ESA. The species’ occurrence on an official species list does not convey a requirement to Project code: 2025-0127010 07/25/2025 17:45:28 UTC 3 of 7 ▪ consider impacts to this species as you would a proposed, threatened, or endangered species. The ESA does not provide for interagency consultations on candidate species under section 7, however, the Service recommends that all project proponents incorporate measures into projects to benefit candidate species and their habitats wherever possible. Migratory Birds In addition to responsibilities to protect threatened and endangered species under the Endangered Species Act (ESA), there are additional responsibilities under the Migratory Bird Treaty Act (MBTA) and the Bald and Golden Eagle Protection Act (BGEPA) to protect native birds from project-related impacts. Any activity resulting in take of migratory birds, including eagles, is prohibited unless otherwise permitted by the U.S. Fish and Wildlife Service (50 C.F.R. Sec. 10.12 and 16 U.S.C. Sec. 668(a)). For more information regarding these Acts see: https://www.fws.gov/program/migratory-bird-permit https://www.fws.gov/library/collections/bald-and-golden-eagle-management Please feel free to contact us at newengland@fws.gov with your Project Code in the subject line if you need more information or assistance regarding the potential impacts to federally proposed, listed, and candidate species and federally designated and proposed critical habitat. Attachment(s): Official Species List Attachment(s): Official Species List OFFICIAL SPECIES LIST This list is provided pursuant to Section 7 of the Endangered Species Act, and fulfills the requirement for Federal agencies to "request of the Secretary of the Interior information whether any species which is listed or proposed to be listed may be present in the area of a proposed action". This species list is provided by: New England Ecological Services Field Office 70 Commercial Street, Suite 300 Concord, NH 03301-5094 (603) 223-2541 Project code: 2025-0127010 07/25/2025 17:45:28 UTC 4 of 7 PROJECT SUMMARY Project Code:2025-0127010 Project Name:268 Stevens Street Pump Station Project Type:Water Supply Pipeline - New Constr - Above Ground Project Description:The work to be done under this contract consists of construction of the new 268 Stevens Street Pump Station and installation of new gravity sewers and sewer force main on Mitchell’s Way, and Stevens Street. Project Location: The approximate location of the project can be viewed in Google Maps: https:// www.google.com/maps/@41.65043085,-70.29377974557632,14z Counties:Barnstable County, Massachusetts Project code: 2025-0127010 07/25/2025 17:45:28 UTC 5 of 7 1. ENDANGERED SPECIES ACT SPECIES There is a total of 5 threatened, endangered, or candidate species on this species list. Species on this list should be considered in an effects analysis for your project and could include species that exist in another geographic area. For example, certain fish may appear on the species list because a project could affect downstream species. IPaC does not display listed species or critical habitats under the sole jurisdiction of NOAA Fisheries , as USFWS does not have the authority to speak on behalf of NOAA and the Department of Commerce. See the "Critical habitats" section below for those critical habitats that lie wholly or partially within your project area under this office's jurisdiction. Please contact the designated FWS office if you have questions. NOAA Fisheries, also known as the National Marine Fisheries Service (NMFS), is an office of the National Oceanic and Atmospheric Administration within the Department of Commerce. 1 Project code: 2025-0127010 07/25/2025 17:45:28 UTC 6 of 7 MAMMALS NAME STATUS Northern Long-eared Bat Myotis septentrionalis No critical habitat has been designated for this species. Species profile: https://ecos.fws.gov/ecp/species/9045 Endangered Tricolored Bat Perimyotis subflavus No critical habitat has been designated for this species. Species profile: https://ecos.fws.gov/ecp/species/10515 Proposed Endangered INSECTS NAME STATUS Monarch Butterfly Danaus plexippus There is proposed critical habitat for this species. Your location does not overlap the critical habitat. Species profile: https://ecos.fws.gov/ecp/species/9743 Proposed Threatened FLOWERING PLANTS NAME STATUS American Chaffseed Schwalbea americana No critical habitat has been designated for this species. Species profile: https://ecos.fws.gov/ecp/species/1286 Endangered Sandplain Gerardia Agalinis acuta No critical habitat has been designated for this species. Species profile: https://ecos.fws.gov/ecp/species/8128 Endangered CRITICAL HABITATS THERE ARE NO CRITICAL HABITATS WITHIN YOUR PROJECT AREA UNDER THIS OFFICE'S JURISDICTION. YOU ARE STILL REQUIRED TO DETERMINE IF YOUR PROJECT(S) MAY HAVE EFFECTS ON ALL ABOVE LISTED SPECIES. Project code: 2025-0127010 07/25/2025 17:45:28 UTC 7 of 7 IPAC USER CONTACT INFORMATION Agency:GZA GeoEnvironmental, Inc. Name:Alyssa Chadwick Address:249 Vanderbilt Avenue City:Norwood State:MA Zip:02062 Email alyssa.chadwick@gza.com Phone:5084680706 07/29/2025 17:35:07 UTC United States Department of the Interior FISH AND WILDLIFE SERVICE New England Ecological Services Field Office 70 Commercial Street, Suite 300 Concord, NH 03301-5094 Phone: (603) 223-2541 Fax: (603) 223-0104 In Reply Refer To: Project code: 2025-0127010 Project Name: 268 Stevens Street Pump Station Federal Nexus: no Federal Action Agency (if applicable): Subject:Technical assistance for '268 Stevens Street Pump Station' Dear Alyssa Chadwick: This letter records your determination using the Information for Planning and Consultation (IPaC) system provided to the U.S. Fish and Wildlife Service (Service) on July 29, 2025, for “268 Stevens Street Pump Station” (here forward, Project). This project has been assigned Project Code 2025-0127010 and all future correspondence should clearly reference this number. The Service developed the IPaC system and associated species’ determination keys in accordance with the Endangered Species Act of 1973 (ESA; 87 Stat. 884, as amended; 16 U.S.C. 1531 et seq.) and based on a standing analysis. All information submitted by the Project proponent into the IPaC must accurately represent the full scope and details of the Project. Failure to accurately represent or implement the Project as detailed in IPaC or the Northeast Determination Key (Dkey), invalidates this letter. Answers to certain questions in the DKey commit the project proponent to implementation of conservation measures that must be followed for the ESA determination to remain valid. To make a no effect determination, the full scope of the proposed project implementation (action) should not have any effects (either positive or negative effect(s)), to a federally listed species or designated critical habitat. Effects of the action are all consequences to listed species or critical habitat that are caused by the proposed action, including the consequences of other activities that are caused by the proposed action. A consequence is caused by the proposed action if it would not occur but for the proposed action and it is reasonably certain to occur. Effects of the action may occur later in time and may include consequences occurring outside the immediate area involved in the action. (See § 402.17). Under Section 7 of the ESA, if a federal action agency makes a no effect determination, no further consultation with, or concurrence from, the Service is required (ESA §7). If a proposed Federal action may affect a listed species or designated critical habitat, formal consultation is required (except when the Service concurs, in writing, that a Project code: 2025-0127010 IPaC Record Locator: 068-166017260 07/29/2025 17:35:07 UTC DKey Version Publish Date: 07/23/2025 2 of 8 ▪ ▪ ▪ proposed action "is not likely to adversely affect (NLAA)" listed species or designated critical habitat [50 CFR §402.02, 50 CFR§402.13]). The IPaC results indicated the following species is (are) potentially present in your project area and, based on your responses to the Service’s Northeast DKey, you determined the proposed Project will have the following effect determinations: Species Listing Status Determination American Chaffseed (Schwalbea americana)Endangered NLAA Sandplain Gerardia (Agalinis acuta)Endangered NLAA Conclusion Coordination with the Service is complete. This letter serves as technical assistance. All conservation measures should be implemented as proposed. Thank you for considering federally listed species during your project planning. If no changes occur with the Project or there are no updates on listed species, no further consultation/coordination for this project is required for the species identified above. However, the Service recommends that project proponents re-evaluate the Project in IPaC if: 1) the scope, timing, duration, or location of the Project changes (includes any project changes or amendments); 2) new information reveals the Project may impact (positively or negatively) federally listed species or designated critical habitat; or 3) a new species is listed, or critical habitat designated. If any of the above conditions occurs, additional consultation with the Service should take place before project implements any changes which are final or commits additional resources. Other Species and Critical Habitat that May be Present in the Action Area In addition to the species listed above, the following species and/or critical habitats may also occur in your project area and are not covered by this conclusion: Monarch Butterfly Danaus plexippus Proposed Threatened Northern Long-eared Bat Myotis septentrionalis Endangered Tricolored Bat Perimyotis subflavus Proposed Endangered To complete consultation for species that have reached a “May Affect” determination and/or species may occur in your project area and are not covered by this conclusion, please visit the “New England Field Office Endangered Species Project Review and Consultation” website for step-by-step instructions on how to consider effects on these listed species and/or critical habitats, avoid and minimize potential adverse effects, and prepare and submit a project review package if necessary: https://www.fws.gov/office/new-england-ecological-services/endangered- species-project-review Project code: 2025-0127010 IPaC Record Locator: 068-166017260 07/29/2025 17:35:07 UTC DKey Version Publish Date: 07/23/2025 3 of 8 Please Note: If the Action may impact bald or golden eagles, additional coordination with the Service under the Bald and Golden Eagle Protection Act (BGEPA) (54 Stat. 250, as amended, 16 U.S.C. 668a-d) by the prospective permittee may be required. Please contact the Migratory Birds Permit Office, (413) 253-8643, or PermitsR5MB@fws.gov, with any questions regarding potential impacts to Eagles. If you have any questions regarding this letter or need further assistance, please contact the New England Ecological Services Field Office and reference the Project Code associated with this Project. Project code: 2025-0127010 IPaC Record Locator: 068-166017260 07/29/2025 17:35:07 UTC DKey Version Publish Date: 07/23/2025 4 of 8 Action Description You provided to IPaC the following name and description for the subject Action. 1. Name 268 Stevens Street Pump Station 2. Description The following description was provided for the project '268 Stevens Street Pump Station': The work to be done under this contract consists of construction of the new 268 Stevens Street Pump Station and installation of new gravity sewers and sewer force main on Mitchell’s Way, and Stevens Street. The approximate location of the project can be viewed in Google Maps: https:// www.google.com/maps/@41.65043085,-70.29377974557632,14z Project code: 2025-0127010 IPaC Record Locator: 068-166017260 07/29/2025 17:35:07 UTC DKey Version Publish Date: 07/23/2025 5 of 8 1. 2. 3. 4. 5. 6. 7. 8. QUALIFICATION INTERVIEW As a representative of this project, do you agree that all items submitted represent the complete scope of the project details and you will answer questions truthfully? Yes Does the proposed project include, or is it reasonably certain to cause, intentional take of listed species? Note: This question could refer to research, direct species management, surveys, and/or studies that include intentional handling/encountering, harassment, collection, or capturing of any individual of a federally listed threatened, endangered, or proposed species. No Does the proposed action involve wind or solar energy? No Is the action authorized, permitted, licensed, funded, or being carried out by a Federal agency in whole or in part? Note: for projects in Pennsylvania: Projects requiring authorization under Section 404 of the Clean Water Act and/or Section 10 of the Rivers and Harbors Act would be considered as having a federal nexus. Since the U.S. Army Corps of Engineers (Corps) has issued the Pennsylvania State Programmatic General Permit (PASPGP), which may be verified by the PA Department of Environmental Protection or certain Conservation Districts, the need to receive a Corps authorization to perform the work under the PASPGP serves as a federal nexus. As such, if proposing to use the PASPGP, you would answer ‘yes’ to this question. No Will the proposed project involve the use of herbicide where listed species are present? No Will the proposed project involve herbaceous native vegetation removal (including prescribed fire that would result in burning of plants) or mowing? No Will all activities occur within an area that is currently paved, graveled, routinely maintained lawn, and/or inside a structure? Yes Does any component of the project associated with this action include activities or structures that may pose a collision risk to birds (e.g., plane-based surveys, communication towers, high voltage transmission lines, any type of towers with or without guy wires)? No Project code: 2025-0127010 IPaC Record Locator: 068-166017260 07/29/2025 17:35:07 UTC DKey Version Publish Date: 07/23/2025 6 of 8 9. 10. 11. 12. 13. 14. 15. 16. 17. 18. Will the proposed project involve earth moving or other ground disturbance that could cause erosion and sedimentation, and/or contamination within 300 feet of a freshwater wetland or along a stream or tributary of a stream where listed species may be present? Note: Answer "Yes" to this question if erosion and sediment control measures will be used. Yes Will the proposed project impact streams or tributaries of streams where listed species may be present through activities such as, but not limited to, valley fills, large-scale vegetation removal that could result in ground destabilization, and/or change in site topography? No Will the proposed project involve vegetation removal within 200 feet of a perennial stream bank where aquatic listed species may be present? No Will erosion and sedimentation control Best Management Practices (BMPs) associated with applicable state and/or Federal permits, be applied to the project? Note: If BMPs have been provided by and/or coordinated with and approved by the appropriate Ecological Services Field Office, answer "Yes" to this question. No Is the project being funded, lead, or managed in whole or in part by U.S Fish and Wildlife Restoration and Recovery Program (e.g., Partners, Coastal, Fisheries, Wildlife and Sport Fish Restoration, Refuges)? No Will the proposed project involve temporary or permanent modification to hydrology, including groundwater recharge, that could result in changes to water quality, water quantity, or timing of water availability in proximity to listed plants? No Will the proposed project involve ground disturbance in areas where listed plants may be present? No Does the project intersect the American Chaffseed species list area? Automatically answered Yes Does the project intersect the sandplain gerardia species list area? Automatically answered Yes Do you have any other documents that you want to include with this submission? No Project code: 2025-0127010 IPaC Record Locator: 068-166017260 07/29/2025 17:35:07 UTC DKey Version Publish Date: 07/23/2025 7 of 8 1. 2. 3. PROJECT QUESTIONNAIRE Approximately how many acres of trees would the proposed project remove? 0 Approximately how many total acres of disturbance are within the disturbance/ construction limits of the proposed project? 1 Briefly describe the habitat within the construction/disturbance limits of the project site. All construction will occur within the roadway or adjacent utility easement. Project code: 2025-0127010 IPaC Record Locator: 068-166017260 07/29/2025 17:35:07 UTC DKey Version Publish Date: 07/23/2025 8 of 8 IPAC USER CONTACT INFORMATION Agency:GZA GeoEnvironmental, Inc. Name:Alyssa Chadwick Address:249 Vanderbilt Avenue City:Norwood State:MA Zip:02062 Email alyssa.chadwick@gza.com Phone:5084680706 Drawn Action Area & Overlapping S7 Consultation Areas Area of Interest (AOI) Information Area : 65.75 acres Jul 25 2025 15:33:16 Eastern Daylight Time 7/25/25, 3:33 PM about:blank about:blank 1/4 Summary Name Count Area(acres)Length(mi) Atlantic Sturgeon 2 0.26 N/A Shortnose Sturgeon 1 0.13 N/A Atlantic Salmon 0 0 N/A Sea Turtles 4 0.53 N/A Atlantic Large Whales 4 0.52 N/A In or Near Critical Habitat 0 0 N/A Atlantic Sturgeon #Feature ID Species Lifestage Behavior Zone From Until From (2)Until (2)Area(acres ) 1 ANS_C50_ ADU_MAF Atlantic sturgeon Adult Migrating & Foraging N/A 01/01 12/31 N/A N/A 0.13 2 ANS_C50_ SUB_MAF Atlantic sturgeon Subadult Migrating & Foraging N/A 01/01 12/31 N/A N/A 0.13 Shortnose Sturgeon #Feature ID Species Life Stage Behavior Zone From Until From (2)Until (2)Area(acres ) 1 SNS_C50_ ADU_MAF Shortnose sturgeon Adult Migrating & Foraging N/A 04/01 11/30 N/A N/A 0.13 Sea Turtles 7/25/25, 3:33 PM about:blank about:blank 2/4 #Feature ID Species Life Stage Behavior Zone From Until From (2)Until (2)Area(acres ) 1 GRN_STS _AJV_MAF Green sea turtle Adults and juveniles Migrating & Foraging Massachus etts (S of Cape Cod) through Virginia 5/1 11/30 No Data No Data 0.13 2 KMP_STS _AJV_MAF Kemp's ridley sea turtle Adults and juveniles Migrating & Foraging Massachus etts (S of Cape Cod) through Virginia 5/1 11/30 No Data No Data 0.13 3 LTR_STS_ AJV_MAF Leatherbac k sea turtle Adults and juveniles Migrating & Foraging Massachus etts (S of Cape Cod) through Virginia 5/1 11/30 No Data No Data 0.13 4 LOG_STS_ AJV_MAF Loggerhea d sea turtle Adults and juveniles Migrating & Foraging Massachus etts (S of Cape Cod) through Virginia 5/1 11/30 No Data No Data 0.13 Atlantic Large Whales 7/25/25, 3:33 PM about:blank about:blank 3/4 #Feature ID Species Lifestage Behavior Zone From Until From (2)Until (2)Area(acres ) 1 RIT_WRN_ AJV_FOR North Atlantic right whale Adults and juveniles Foraging Northeast (ME to Cape Cod, MA) 1/1 12/31 No Data No Data 0.13 2 RIT_WRN_ AJV_WIN North Atlantic right whale Adults and juveniles Overwinteri ng Northeast (ME to Cape Cod, MA) 11/1 1/31 No Data No Data 0.13 3 FIN_WFN_ AJV_WIN Fin whale Adults and juveniles Overwinteri ng Northeast (ME to Cape Cod, MA) 11/1 3/31 No Data No Data 0.13 4 FIN_WFN_ AJV_FOR Fin whale Adults and juveniles Foraging Northeast (ME to Cape Cod, MA) 1/1 12/31 No Data No Data 0.13 7/25/25, 3:33 PM about:blank about:blank 4/4 NHESP Priority Habitats of Rare Species NHESP Estimated Habitats of Rare Wildlife Proper ty Tax Parcels NHESP Priority Ha… Census Coastal and Marine Features Conservation / Recreation Cultural Resources Environmental Monitoring (testing/monitoring sites) Images Index (grids/tiling schemes for cer tain layers) Infrastructure Physical Resources Political / Administrative Boundaries Regulated Areas Status / Availability (maps h i h d t i Search for a layer Length: Area: 1.11 mi mi acres Enter a location… -70.273447, 41.648737 LON LAT + − 1:18,056 300 m 1000 ft Leaflet | MassGIS 7/25/25, 3:44 PM MassMapper https://maps.massgis.digital.mass.gov/MassMapper/MassMapper.html 1/1 Proactive by Design Appendix L – Historic Preservation Documentation Inventory No:BRN.2403 Historic Name:Zion Mission Church Common Name:Zion Union Heritage Museum Address:296 North St City/Town:Barnstable Village/Neighborhood:Hyannis; Local No:2131; Year Constructed:C 1910 Architectural Style(s):No style; Use(s):Church;Museum; Significance:Architecture;Education;Ethnic Heritage;Religion; Area(s): Designation(s): Building Materials:Roof:Asphalt Shingle; Wall:Vinyl Siding;Wood;Wood Clapboard; Foundation:Concrete Unspecified; Demolished No The Massachusetts Historical Commission (MHC)has converted this paper record to digital format as part of ongoing projects to scan records of the Inventory of Historic Assets of the Commonwealth and National Register of Historic Places nominations for Massachusetts.Efforts are ongoing and not all inventory or National Register records related to this resource may be available in digital format at this time. The MACRIS database and scanned files are highly dynamic; new information is added daily and both database records and related scanned files may be updated as new information is incorporated into MHC files.Users should note that there may be a considerable lag time between the receipt of new or updated records by MHC and the appearance of related information in MACRIS.Users should also note that not all source materials for the MACRIS database are made available as scanned images. Users may consult the records,files and maps available in MHC's public research area at its offices at the State Archives Building, 220 Morrissey Boulevard,Boston,open M-F,9-5. Users of this digital material acknowledge that they have read and understood the MACRIS Information and Disclaimer (http://mhc- macris.net/macrisdisclaimer.htm) Data available via the MACRIS web interface,and associated scanned files are for information purposes only.THE ACT OF CHECKING THIS DATABASE AND ASSOCIATED SCANNED FILES DOES NOT SUBSTITUTE FOR COMPLIANCE WITH APPLICABLE LOCAL,STATE OR FEDERAL LAWS AND REGULATIONS.IF YOU ARE REPRESENTING A DEVELOPER AND/OR A PROPOSED PROJECT THAT WILL REQUIRE A PERMIT,LICENSE OR FUNDING FROM ANY STATE OR FEDERAL AGENCY YOU MUST SUBMIT A PROJECT NOTIFICATION FORM TO MHC FOR MHC'S REVIEW AND COMMENT.You can obtain a copy of a PNF through the MHC web site (www.sec.state.ma.us/mhc) under the subject heading "MHC Forms." Commonwealth of Massachusetts Massachusetts Historical Commission 220 Morrissey Boulevard,Boston,Massachusetts 02125 www.sec.state.ma.us/mhc This file was accessed on:Friday,July 25,2025 at 1:30 PM Follow Massachusetts Historical Commission Survey Manual instructions for completing this form. FORM B BUILDING MASSACHUSETTS HISTORICAL COMMISSION MASSACHUSETTS ARCHIVES BUILDING 220 MORRISSEY BOULEVARD BOSTON, MASSACHUSETTS 02125 Photograph Topographic or Assessor's Map Recorded by: Geoffrey E Melhuish, ttl-architects Organization: Town of Barnstable Date (month / year): September 2008 Assessor’s Number USGS Quad Area(s) Form Number 308 029 2403 Town: Barnstable Place: (neighborhood or village) Hyannis Address: 296 North Street Historic Name: Zion Mission Church Uses: Present: Museum – Zion Union Heritage Museum Original: Church Date of Construction: c 1910 Source: Historic Maps, Atlases, and Deeds Style/Form: No Style Architect/Builder: Unknown Exterior Material: Foundation: Concrete Wall/Trim: Vinyl Siding Roof: Asphalt Shingles Outbuildings/Secondary Structures: Major Alterations (with dates): Replacement Siding – Late Twentieth Century Condition: Fair Moved: no | x | yes | | Date Acreage: .33 Setting: Set back from North Street on a flat lot in an area characterized by high density residential and commercial development. RECEIVED MAY 05 2011 MASS. HIST. COMM. INVENTORY FORM B CONTINUATION SHEET BARNSTABLE 296 North Street MASSACHUSETTS HISTORICAL COMMISSION Area(s) Form No. 220 MORRISSEY BOULEVARD, BOSTON, MASSACHUSETTS 02125 Continuation sheet 1 2403 _ __ Recommended for listing in the National Register of Historic Places. If checked, you must attach a completed National Register Criteria Statement form. Use as much space as necessary to complete the following entries, allowing text to flow onto additional continuation sheets. ARCHITECTURAL DESCRIPTION: Describe architectural features. Evaluate the characteristics of this building in terms of other buildings within the community. 296 North Street - The Zion Union Church/Zion Union Heritage Museum is a wood frame religious structure. The church adopts a u-shaped plan on a concrete foundation. The principal block terminates in a front gable roof sheathed with asphalt shingles; a two-phase steeple pierces the ridge of the roof. The lower, or first phase features a clapboard sheathed block and the second phase features a smaller clapboard sheathed block with a louvered opening on each elevation. The second phase is capped by the spire. The façade of the church is marked by a pedimented one-bay wide by one-bay deep entry portico. A double-door entry provides access to the interior. A double-hung window is located to each side. A long one-story wing is projects from the west elevation of the church. The wing terminates in a gable roof sheathed with asphalt shingles. A secondary entrance is located on the south elevation. Although modified with vinyl siding, 296 North Street is a modest example of a religious structure which played a strong role in the development of the town’s African-American community. HISTORICAL NARRATIVE Discuss the history of the building. Explain its associations with local (or state) history. Include uses of the building, and the role(s) the owners/occupants played within the community. The Zion Mission Church, located at 296 North Street was formed in 1909. The deed of William L. Drew to Elijah Richardson, William L. Drew and Hamilton Jackson, trustees for Zion’s Mission, states that the trustees were purchasing the property for the purpose of maintaining Gospel Services. Town assessing records indicate the main structure of the church was built in 1920. The building is currently home to the Zion Union Heritage Museum, which opened 1 May 2008; the Zion Union Church relocated to Attucks Lane. The Zion Union Heritage Museum was founded in part by the Community Preservation Act and the Lyndon Paul Lorusso Foundation in partnership with the Town of Barnstable. BIBLIOGRAPHY and/or REFERENCES Barnstable County Registry of Deeds. FamilySearch Map of Barnstable. Published by G.H. Walker & Co. With inset details of Hyannis Village, 1880. available online at historicmapworks Map of Barnstable. Published by Walker Lithograph and Publishing Company, 1905. With inset details of Hyannis Village. available online at historicmapworks Map of Barnstable. Published by Walker Lithograph and Publishing Company, 1910. With inset details of Hyannis Village. available online at historicmapworks Sanborn Fire Insurance Maps. May 1901; January 1906; September 1912; September 1919; November 1924; October 1932; 1949. available online at sanborn.umi.com Town of Barnstable. Assessors Records. U.S. Commerce Dept. Census Bureau, 1840-1930. INVENTORY FORM B CONTINUATION SHEET BARNSTABLE 296 North Street MASSACHUSETTS HISTORICAL COMMISSION Area(s) Form No. 220 MORRISSEY BOULEVARD, BOSTON, MASSACHUSETTS 02125 Continuation sheet 2 2403 Proactive by Design Appendix M – Rainfall Gauge Recording Use the table below to record the rainfall gauge readings at the beginning and end of each workday. An example table follows. Month/Year Month/Year Month/Year Day Start time End time Day Start time End time Day Start time End time 1 1 1 2 2 2 3 3 3 4 4 4 5 5 5 6 6 6 7 7 7 8 8 8 9 9 9 10 10 10 11 11 11 12 12 12 13 13 13 14 14 14 15 15 15 16 16 16 17 17 17 18 18 18 19 19 19 20 20 20 21 21 21 22 22 22 23 23 23 24 24 24 25 25 25 26 26 26 27 27 27 28 28 28 29 29 29 30 30 30 31 31 31 Proactive by Design Example Rainfall Gauge Recording April 2022 May 2022 June 2022 Day 7:00 am 4:400 pm Day 7:00 am 4:00 pm Day 7:00 am 4:00 pm 1 -- -- 1 0.2 0 1 0 0.4 2 -- -- 2 0 0 2 0 0 3 0 0 3 0.1 0.3 3 -- -- 4 0 0.3 4 0 0 4 -- -- 5 0 0 5 0 0 5 0 0 In this example (for only partial months), 0.25-inch rainfall inspections would have been conducted on April 4 and June 1. Proactive by Design Appendix N – Erosion and Sediment Control Documents M a s s a c h u s e t t s Erosion and Sediment Control Guidelines for Urban and Suburban Areas A Guide for Planners, Designers, and Municipal Officials Department of Environmental Protection, Bureau of Resource Protection, One Winter Street 5th Floor, Boston, MA 02108 Executive Office of Environmental Affairs Ellen Roy Herzfelder, Secretary Department of Environmental Protection Ed Kunce, Acting Commissioner Bureau of Resource Protection Cynthia Giles, Assistant Commissioner Division of Watershed Management Glenn Haas, Director MASSACHUSETTS EROSION AND SEDIMENT CONTROL GUIDELINES FOR URBAN AND SUBURBAN AREAS A Guide for Planners, Designers and Municipal Officials Reprint: May 2003 Original Print Date: March 1997 Originally prepared for: Massachusetts Executive Office of Environmental Affairs State Commission for Conservation of Soil, Water and Related Resources Massachusetts Department of Environmental Protection Bureau of Resource Protection U.S. Environmental Protection Agency Region 1 Natural Resources Conservation Service United States Department of Agriculture Originally prepared by: Franklin, Hampden, Hampshire Conservation Districts 243 King Street - Room 39 Northampton, MA 01060 This project has been financed partially with Federal funds from the Environmental Protection Agency (EPA) to the Massachusetts Department of Environmental Protection (DEP) under a 319 Nonpoint Source Competitive Grant. The contents do not necessarily reflect the views and policies of EPA or of DEP, nor does the mention of trade names or commercial products constitute endorsement or recommendation for use. In 1975, the Soil Conservation Service, USDA, in Massachusetts published the fi rst edition of the Guidelines for Soil and Water Conservation in Urbanizing Areas of Massachusetts. This was a 300+ page book dealing with a wide variety of conservation-related urban problems and situations encountered throughout the state of Massachusetts. After the third printing and in 1982, the Soil Conservation Service began an update and revision to bring this volume up to date. At the same time, the format was changed from a single volume to a series of “Massachusetts Conservation Guides” - each keyed to a specifi c subject area. Only the fi rst two of the proposed fi ve guides were published: Volume I - Erosion & Sediment Control in Site Development and Volume II - Vegetative Practices in Site Development. In late 1993, realizing the need for a complete, up-to-date volume for persons undertaking to plan, install or review urban developments in the state, the State Commission for Conservation of Soil, Water and Related Resources took the lead to prepare a complete and comprehensive revision of this handbook. The Commission enlisted the aid of the Executive Offi ce of Environmental Affairs, the Massachusetts Department of Environmental Protection, and the Natural Resources Conservation Services (formerly the Soil Conservation Service) of the U. S. Department of Agriculture. This group, working through the Franklin, Hampden, Hampshire Conservation Districts-Division V, undertook to update the original document and this volume is the culmination of their efforts. There are numerous excellent references available to the general public covering the fi elds of erosion and sediment control, pollution control, and stormwater management. This guide draws upon many of those documents. It is meant to provide the lay person who is involved in projects which affect the land and water resources in Massachusetts with background information. Further details may be found in other documents, which are referenced as sources of information. This guide deals primarily with conservation measures and conservation practices. These practices are generally referred to as “Best Management Practices” or “BMPs” and is intended to be a companion handbook with the recently prepared “Mega-Manual” prepared by the Massachusetts Department of Environmental Protection. Only limited detail is included about the soils, engineering, hydrology, plant materials and other knowledge that is needed to plan and design a potential project. It is intended only as a guide and should be used as such. A professional planner should be engaged to prepare the proposal and a professional engineer for the detailed erosion and sediment control plan and designs, drawings, and specifi cations. The contents of this guide is based on material almost entirely in the public domain, published by federal or state agencies or public educational institutions. It should not be interpreted as necessarily representing the policies or recommendations of other referenced agencies or organizations nor of the agencies who sponsored this revision. The mention of trade names, products, companies or publications does not constitute an endorsement, but are used for clarifi cation. In the fall of 1994, the USDA Soil Conservation Service was renamed the Natural Resources Conservation Service. Numerous references used herein were published as Soil Conservation Service documents and have not been renamed or revised at this date. In 1975, the Soil Conser vation Ser vice, USDA, in Massachusetts published the fi rst edition of the In 1975, the Soil Conser vation Ser vice, USDA, in Massachusetts published the fi rst edition of the Preface The following individuals were instrumental in guiding the development of this guide: Thomas Anderson of the State Commission for Conservation of Soil, Water and Related Resources for his assistance in obtaining funds and coordinating the review of the draft documents with other state agencies. William P. Annable, P. E., for collecting materials and related information, revising and updating the previously prepared editions of the handbook and updating and preparing this version of the Guidelines. John Bennett of the Franklin Conservation District for his assistance in reviewing and commenting on the draft documents. Russell Cohen of the Massachusetts Riverways Program for his assistance in reviewing and commenting on the draft documents. Richard DeVergilio of the Natural Resources Conservation Service, USDA for his assistance in collecting, editing and preparing plant materials information for the various sections of the handbook. Carl Gustafson of the Natural Resources Conservation Service, USDA for his assistance in collecting available information, coordinating the inputs of other personnel from the NRCS, and reviewing and commenting on the draft documents. Gene Mills of the Franklin, Hampden, Hampshire Conservation Districts-Division V for his work in preparing contract documents, handling the contracting procedures, arranging meetings and document reviews and guiding this project to completion. Leslie O’Shea of the Offi ce of Watershed Management, Massachusetts Department of Environmental Protection for her assistance in guiding the preparation of the guide through the 319 process and providing comments on the draft documents. Kathy Ruhf of the Franklin, Hampden, Hampshire Conservation Districts-Division V for her assistance in reviewing and commenting on the draft documents. Arthur Screpetis of the Offi ce of Watershed Management, Massachusetts Department of Environmental Protection for his assistance in completing the contract and publishing the document. Jan Smith of the Massachusetts Coastal Zone Management program for his assistance in reviewing and commenting on the draft document. Gerry Suriner of the Franklin, Hampden, Hampshire Conservation Districts-Division V Offi ce for her work in preparing copies, making mailings, typing and fi ling contract materials and preparing and distributing materials and drafts. Kenneth Taylor of the Hampden Conservation District for his assistance in reviewing and commenting on the draft documents. Michael Whalen of the Berkshire Resource and Conservation Development Project for his assistance in preparing the grant proposal. Acknowledgements The preparation of this guide was financed by the Massachusetts State Commission for Conservation of Soil, Water and Related Resources; the Massachusetts Executive Office of Environmental Affairs; the Massachusetts Department of Environmental Protection through funds from the United States Environmental Protection Agency under the section 319 Nonpoint Source Competitive Grant Program; the United States Department of Agriculture, Natural Resources Conservation Service; and the Franklin, Hampden, Hampshire Conservation Districts-Division V. This guide was published with financial assistance from the Massachusetts Department of Environmental Protection through funds from the United States Environmental Protection Agency under the section 319 Nonpoint Source Competitive Grant Program and the United States Department of Agriculture, Natural Resources Conservation Service. Part I, Principles and Planning 8 Erosion and Sedimentation 8 Factors that Infl uence Erosion 9 Effects of Urbanization 12 Erosion and Sediment Hazards Associated with Site Development 13 Analyzing the Project Site 13 Potential Problems 24 Stabilization Principles for Site Development 25 Developing An Erosion and Sediment Control Plan 27 Part II, Guide to Best Management Practice Selection 38 Best Management Practice Selection 38 Site work: On-site roads, Controlling road runoff 39 Clearing and Grading 40 Excavations, Stockpiles, & Debris disposal 40 Rill and Gully Erosion 41 Sediment Control 41 Storm Runoff 42 Streambank Protection and Stabilization 42 Stream Crossings 43 Building Construction, Utilities Installations 43 Special Site Problems 44 Final Site Stabilization 44 Part III, Erosion and Sediment Control Practices 46 Brush Barrier 46 Buffer Zones, Stream Corridors, and Riparian Areas 47 Check Dam 48 Construction Entrance 51 Construction Road Stabilization 54 Diversion, Permanent 56 Diversion, Temporary 60 Dust Control 64 Filter Berm 65 Filter Strip, Vegetated 67 Flume, Paved 69 Gabions 71 Geotextiles 73 Grade Stabilization Structure 74 Inlet Protection 76 Land Grading and Stabilization 84 Level Spreader 89 Mulch and Netting 92 Outlet Protection and Stabilization 98 Preserving Natural Vegetation 100 Riprap 104 Page Part I, Principles and PlanningPart I, Principles and Planning Table of Contents Part III, Erosion and Sediment Control Practices (Continued) Rock Dam 109 Sand Dune and Sandblow Stabilization 112 Sand Fence 114 Sediment Basin 116 Sediment Fence 123 Sediment Trap 128 Seeding, Permanent 132 Seeding, Temporary 142 Silt Curtain 146 Slope Drain, Temporary 147 Sodding 151 Straw or Hay Bale Barrier 155 Stream Crossing, Temporary 158 Streambank Protection and Stabilization 165 Subsurface Drain 173 Sump Pit 175 Surface Roughening 176 Terrace 178 Topsoiling 180 Tree and Shrub Planting 183 Vegetated Swale 185 Water Bar 188 Waterway, Grassed 191 Waterway, Lined 196 Part IV, Supplementary Information 200 Rainfall, Runoff, and Land Use Change 200 Plants, Vegetation, Soil Covers 210 Soil Bioengineering 246 Best Management Practices for Individual Homesites and Small Parcels 283 Best Management Practices for Sand and Gravel Pits 286 A Sample Erosion and Sedimentation Control Plan 292 Glossary 300 Bibliography 312 Subject Index 317 Table of Contents Page 8 9 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Principles and Planning Principles and Planning Erosion and Sedimentation Factors that Infl uence Erosion Effects of Urbanization Erosion and Sediment Hazards Associated with Site Development Analyzing the Project Site Potential Problems Principles for Site Development Developing an Erosion and Sediment Control Plan Erosion and Sedimentation As undeveloped areas are converted to urban uses, the natural vegetation is removed, land slopes may be excavated or fi lled, ground surfaces are paved over, and stream channels are modifi ed. The result is an increase in runoff and a reduction in the ability of the land to provide natural treatment to the runoff. Land is disturbed and exposed to erosion by wind and water during this period of conversion. Soil displaced by erosion contributes to both onsite and offsite damages. A portion of the soil reaches the state’s streams, lakes, and coastal waters as sediment. Erosion Erosion is the wearing away of the land surface by running water, wind, ice, or other causes. Soil erosion is usually caused by the force of water falling as raindrops and by the force of water fl owing in rills and streams. Raindrops falling on bare or sparsely vegetated soil detach soil particles. Water running along the surface of the ground picks up these particles and carries them along as it fl ows downhill towards a stream system. As the runoff gains in velocity and concentration, it detaches more soil particles, cuts rills and gullies into the surface of the soil and adds to its sediment load. The merging rivulets produce larger channels which have a larger volume and usually higher velocity, and a greater capacity to remove sediment and transport it downstream. The greater the distance the water runs uncontrolled, the greater its erosive force and the greater the resultant damage. Moreover, control becomes more diffi cult as the distance and volume increases. Soil erosion is also caused by the force of wind blowing across unprotected ground. Open gravel pits and construction sites that have been stripped of vegetation are especially vulnerable to wind erosion. The wind-borne sediments land in streams, roads, and neighboring lots. Blowing dust is a nuisance, and can be a hazard on especially windy days. Wind erosion in areas undergoing development can be controlled best by keeping disturbed areas small and by stabilizing and protecting them as soon as possible. Sedimentation Sedimentation is the deposition of soil particles that have been transported by water and wind. The quantity and size of the material transported increases with the velocity. Sedimentation occurs when the medium, air or water, in which the soil particles are carried is suffi ciently slowed long enough to allow particles to settle out. Heavier particles, such as gravel and sand, settle out sooner than do fi ner particles, such as clay. 8 9 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines The length of time a particle stays in suspension increases as the particle size decreases. The coarsest, heaviest particles (gravel) are transported only a short distance, while water fl ow is at its maximum. Smaller, lighter particles (sand) move by rolling or bouncing along the surface, or stay in suspension over short distances while the water velocity is fairly high. Because of their slow settling rate, fi ne silt particles generally remain for several hours in suspension in the storm runoff that originally moved them. The still fi ner colloidal clays stay in suspension for very long periods and contribute signifi cantly to water turbidity. Factors that Influence Erosion There are four principal factors that infl uence the potential for erosion: soils, surface cover, topography, and climate. These factors are interrelated in their effect on erosion potential. Variability in terrain, soils, and vegetation makes erosion control unique to each development. Erosion and resulting sedimentation generally occur in Massachusetts only when the soil is disturbed. The seriousness of the problem is a function of the topography and size of the area disturbed, the characteristics of the soils, the climate, and the vegetative cover. As a rule of thumb: A The more fi ne-grained material there is in a soil, the greater the amount of material that will be picked up by water fl owing across its surface; A The steeper the slope, the faster the water will move, thus being able to carry more soil; and, A The larger the unprotected surface, the larger the potential for problems. Soils The vulnerability of a soil to erosion is known as its erodibility. Key factors that infl uence erodibility are: A Soil texture (proportions of sand, silt, and clay) A Organic matter content A Soil structure (arrangement of soil particles) A Soil permeability (the ease by which water passes through the soil) Soil texture is described by the proportions of sand, silt, and clay in the soil. High sand content gives a coarse texture, which allows water to infi ltrate readily, reducing runoff. A relatively high infi ltration rate coupled with resistance to transport by runoff results in a low erosion potential. Soils containing high proportions of silt and very fi ne Principles and Planning 10 11 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines sand are most erodible. Clay particles and organic matter in the soil tend to bind it together into aggregates, thereby reducing erodibility. When clay erodes, however, the particles settle out very slowly. Organic matter, such as plant material, humus, or manure, improves soil structure, increases water-holding capacity, and may increase the infiltration rate. It reduces erodibility and the amount of runoff. Soil structure is determined by the shape and arrangement of soil particle. A stable, sharp, granular structure absorbs water, readily, resists erosion by surface flow, and promotes plant growth. Clay soils or compacted soils have slow infiltration capacities that increase runoff rate and create severe erosion problems. Soil permeability refers to a soil’s ability to transmit air and water. Soils that are least subject to erosion from rainfall and shallow surface runoff are those with high permeability rates, such as well-graded gravels and gravel-sand mixtures. Loose, granular soils reduce runoff by absorbing water and by providing a favorable environment for plant growth. “Well- graded” soils are those which contain a wide range of particle sizes. Well- drained and well-graded gravels and gravels and mixtures with little or no silt have low erodibility to sheet flow, but wash easily under concentrated flow. Coarse, granular soils also have high permeabilities and a sufficiently good infiltration capacity to prevent or delay runoff. Surface Cover Vegetative cover is extremely important in controlling erosion. It performs these functions: A Shields the soil surface from the impact of falling rain, A Holds soil particles in place, A Helps to maintain the soil’s capacity to absorb water, A Slows the velocity of runoff. Soil erosion and sedimentation can be significantly reduced by scheduling construction activities to minimize the area of exposed soil and the time of exposure. Special consideration should be given to the maintenance of existing vegetative cover on areas of high erosion potential such as erodible soils, steep slopes, drainageways, and banks of streams. Vegetation slows runoff velocity, disperses flow, and promotes infiltration and deposition of sediment. Plants remove water from the soil, increasing the capacity to absorb water. Plant roots help maintain soil structure. The type and condition of ground cover influence the rate and volume of runoff. Impervious surfaces protect the area covered, but prevent infiltration and decrease the “time of concentration” for runoff, thereby increasing high peak flow and potential for stream and channel erosion. Covers such as mulches, paving, and stone aggregates also protect soils from erosion. Principles and Planning 10 11 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Topography Topographic features distinctly influence erosion potential. Watershed size and shape, for example, affect runoff rates and volumes. Slope length and steepness are key elements in determining the volume and velocity of runoff and erosion risks. As both slope length and gradient increase, the rate of runoff increases and the potential for erosion is magnified. Swales and channels concentrate surface flow, which results in higher velocities. Exposed south-facing soils are hotter and drier, which makes vegetation more difficult to establish. Climate Where storms are frequent, intense, or of long duration, erosion risks increase. The high erosion risk period of the year results from seasonal changes in temperature, as well as variations in rainfall. When precipitation falls as snow, no erosion will take place immediately. In the spring, however, the hazards will be high. Most plants are still dormant. The existing vegetative cover is less able to buffer the raindrops. The ground is still partially frozen, or else saturated from melting snow, and its absorptive capacity is reduced. Exposed areas should be well stabilized in the Fall, before the period of high erosion risk in the Spring. The frequency, intensity, timing, and duration of rainfall are fundamental factors in determining the amounts of runoff produced. The ability of runoff to detach and transport soil particles also increases as both the volume and the velocity of runoff increase. Development should be scheduled to take place during the periods of low precipitation and low runoff. In Massachusetts, soil erosion is caused primarily by runoff water from rainfall and snowmelt. Wind erosion is a problem for farmers on the broad plains adjoining the Connecticut River, and can be a problem for exposed soils at construction sites also. Areas where the soil has been disturbed and left bare by construction activities should be revegetated early enough in the Fall so that a good cover is established before cold weather comes and growth stops until the spring. A good cover is defined as vegetation covering 75 percent or more of the ground surface. October is too late to seed and obtain a good cover for the winter. Where good cover has not been established, structural stabilization methods, such as hay bales, silt fences or anchored mulch, must be used. Principles and Planning 12 13 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Effects of Urbanization Before colonial times, most of Massachusetts was forested. The forest system provided protection by intercepting rainfall in the tree canopy, reducing the possibility of erosion and the deposition of sediment in waterways. The trees and the forest duff layer absorbed large amounts of runoff, releasing it slowly to the streams by percolation through the soil. As settlement occurred and the population grew, land was cleared for buildings, fi elds, pastures and roads. Low spots, often wetlands, were fi lled. Today, as areas are converted to urban uses, the natural vegetation is removed, land slopes are modifi ed, areas are paved over. After vegetated terrain is cleared, the additional area of compacted and impervious surfaces changes the hydrologic characteristics. Volume of surface runoff and the rate of fl ow increases. Ground water recharge decreases. Runoff that was previously slowly released to streams by fi ltering through the soil now runs quickly off the surface directly into the streams. This increases velocity and quantity of fl ow causing streambank erosion and general habitat destruction. Sediment from eroded and unstable streambanks and cleared areas is deposited downstream; fi lling ponds, streambeds and stormwater facilities. Summer base fl ows are reduced. In addition to the increase in impervious surfaces, urbanization creates a signifi cant amount of ground surface modifi cation. Natural drainage patterns are modifi ed and runoff is transported via road ditches, storm sewers, drainage swales, and constructed channels. These modifi cations increase the velocity of the runoff which in effect decreases the time that it takes for runoff to travel through the watershed. This decreased time creates higher peak discharges. Vegetative cover on an undisturbed site protects the ground surface. Removal of that cover increases the site’s susceptibility to erosion. Disturbed land may have an erosion rate 1,000 times greater than the pre- construction rate. Proper planning and use of control measures can reduce the impact of man-induced accelerated erosion. The major problem associated with erosion on a construction site is the movement of soil off the site and its impact on water quality. Millions of tons of sediment are generated annually by construction activities in the United States. The rate of erosion on a construction site varies with site conditions and soil types but is typically 100 to 200 tons per acre and may be as high as 500 tons per acre. Under natural conditions, stream channels will normally handle, at bankfull, capacity the peak discharge from a storm that could be expected once every two years. The increased discharge caused by urbanization will cause out-of-bank fl ooding more frequently. The stream channel begins to widen and deepen to accommodate the increased fl ow and to change grade to handle the increased velocity. Eventually the increased sediment transport can lead to problems downstream. Principles and Planning 12 13 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Urbanization can be a signifi cant cause of pollution problems due to sediment loads, with both short-term and long-term impacts. Short-term changes in water quality can restrict recreational activities, stress aquatic organisms, and damage shellfi sh beds. Long- term accumulation of pollutants into receiving waters can create particularly diffi cult to correct problems such as eutrophication, polluted groundwater, and contaminated sediments. Erosion and Sediment Hazards Associated with Site Development Hazards associated with site development include increased water runoff, soil movement, sediment accumulation, and higher peak fl ows caused by: • Removal of plant cover and a large increase of soil exposed to erosion by wind and water. • Changes in drainage areas caused by regrading the terrain, diversions, or road construction. • A decrease in the area of soil which can absorb water because of construction of streets, buildings, sidewalks, or parking lots. • Changes in volume and duration of water concentrations caused by altering steepness, distance, and surface roughness. • Soil compaction by heavy equipment, which can reduce water intake of soils to 1/20 or less of the original rate. • Prolonged exposure of unprotected sites and service areas to poor weather conditions. • Altering the groundwater regime may adversely affect drainage systems, slope stability, survival of existing vegetation, and establishment of new plants. • Exposing subsurface materials that are too rocky, too acid, or otherwise unfavorable for establishing plants. • Obstructing streamfl ow by new buildings, dikes, and landfi lls. • Inappropriate timimng and sequaence of construction and development activites. • Abandonment of sites before construction is completed. Analyzing the Project Site Most soil and water management problems encountered during land use change are caused by one or more of the following: • Soil Limitations, • Sloping Land, • Drainage Problems • Exposed Soil. Principles and Planning 14 15 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Soil Characteristics and Limitations Soil characteristics have a major influence on how a proposed development site can best be utilized. Characteristics such as texture, permeability, and structure affect a soil’s erodibility. Other characteristics that affect the potential, and the limitations, of a site include natural drainage, depth to seasonal water table, depth to bedrock, flood hazard potential, natural fertility, and engineering, physical, and chemical properties. Significant differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are shallow to bedrock. Some are too unstable to be used as a foundation for buildings or roads. Finer-textured or wet soils have severe limitations for use as septic tank absorption fields. A site with a high water table is poorly suited to basements or underground installations. Depth to bedrock or to a cemented pan (cemented or hardened subsurface layers), large stones, slope, and the hazard of cutbanks caving affect the stability of ditch banks and the ability of construction equipment to perform excavation or grading work. Knowledge of the soil properties is of great value in deciding how to utilize the project site. Drainage Drainage is the removal of excess surface and subsurface water from the soil. How easily and effectively the soil is drained depends on the depth to bedrock, to a cemented pan, or to other layers that affect the rate of water movement; permeability; depth to water table (depth to standing water if the soil is subject to ponding): slope; susceptibility to flooding; subsidence of organic layers; and potential frost action. Some soils are so wet that it would be difficult to use them for development. Two examples are the Scarboro soil series (“mucky fine sandy loam”), found on outwash plains and terraces; and the Whitman soil series (fine sandy loam) found in some upland areas. Poorly-drained soils such as Ridgebury and Walpole have severe limitations for houses, small commercial buildings, or lawns. Even moderately-well-drained soils such as the Woodbridge, Sudbury, or Deerfield series would present moderate to severe limitations for some development purposes. Depth to seasonal high water table Areas with a high water table should either be avoided or steps taken to control the condition. A high water table can cause malfunctioning septic systems, damp basements, and uneven foundation settlement. Depth to bedrock If the rock is soft or fractured, excavations can be made with trenching machines, backhoes, or small rippers. If the rock is hard or massive, blasting or special equipment generally is needed for excavation. Principles and Planning 14 15 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Flood hazard potential Flooding, the temporary covering of the soil surface by flowing water, is caused by overflowing streams, by runoff from adjacent slopes, or by inflow from high tides. Ability to support vegetation “Tilth” (physical condition of the soil related to ease of tillage, fitness as a seedbed, and impedance to seedling emergence and root penetration) is important to the germination of seeds and the infiltration of water into the soil. Soils that have good tilth are generally granular and porous. Fertility tends to be low for soils in their natural state. Most soils in the Northeast are acid. They require applications of lime to lower acidity sufficiently for lawns and other vegetation to do well. There are some exceptions; for example some shrubs prefer acid soils. Soil Survey Reports Soil survey reports offer detailed information on the soil characteristics. These reports contain soil maps, soil descriptions, and soil interpretation tables. They have been published for most areas of Massachusetts. Copies are available for review at the local Conservation District office. Soil surveys maps are aerial photographs on which soil scientists have drawn boundaries of natural soil bodies, identifying each as a specific map unit. A map unit delineation on a soil map represents an area dominated by one major kind of soil or an area dominated by several kinds of soil, on the basis of soil series and soil phase. Map unit descriptions and accompanying tables provide detailed information on each, as well as interpretations on their use for numerous purposes. Examples of two tables are shown in the accompanying figures. A soil series is made up of soils that have horizons (soil layers) similar in arrangement and characteristics. Soils of one series can differ in texture, underlying material, slope, stoniness, wetness, etc. On the basis of such differences, a soil series is divided into soil phases. The smallest map unit that is practical to identify is three to five acres. Every map unit generally has some soils that belong to other taxonomic classes. These soils are known as inclusions. The inclusion may be similar to the dominant soil and therefore may not affect the use or management of the soil. On the other hand, the inclusion may be contrasting and therefore require different management and may affect the potential use of the soil mapping unit. Inclusions could affect the site specific use of an area but may have little or no effect on broader land use determinations. Soil survey reports are very useful to planners, contractors, engineers, and local officials. Planners can evaluate the effects of specific land uses in an area. Contractors can identify potential sources Principles and Planning 16 17 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Principles and Planning of sand and gravel, topsoil, and roadfill. They can use the survey to determine the areas where high water table, restrictive layers or bedrock may hinder excavation. Engineers and local officials may also use the survey to plan for waste disposal and site development. The reports contain descriptions for each soil series, with information on the composition of each layer of the soil profile; to a depth of at least 60 inches. There are tables evaluating the limitations for use of each soil series. Other tables contain engineering, physical, and chemical properties. Soil survey reports should be supplemented with onsite soil investigation for a specific land use. Slopes Runoff velocity increases as slope length and gradient increase. As the velocity increases, so does its capacity to detach and transport soil particles. In general, the flatter and shorter a slope, the slower the runoff velocity and the greater the infiltration rate on that slope. Soil name and map symbol Shallow Excavations Dwellings without basements Dwellings with basements Small Commercial Buildings Local roads and streets Lawns and landscaping BoM------ Brookfield Slight----------Slight-------Slight-------Slight-------Moderate: Frost Action Moderate: Large stones BoC------ Brookfield Moderate: Slope Moderate: Slope Moderate: Slope Severe: Slope Moderate: Slope, Frost action Moderate: Large stones, slope Bod------ Brookfield Severe: Slope Severe: Slope Severe: Slope Severe: Slope Severe: Slope Severe: Slope BrC*------ Brookfield Moderate: Slope Moderate: Slope Moderate: Slope Severe: Slope Moderate: Slope, Frost action Moderate: Large stone, slope Brimfield Severe: Depth to rock Severe: Depth to rock Severe: Depth to rock Severe: Slope, Depth to rock Severe: Depth to rock Severe: Thin Layer Soil name and map symbol Depth USDA texture Classification Fragments >3 inches % passing sieve number Liquid Limit Plasticity IndexunifiedAASNTO41040200 BoM,BoC, BoD---- Brookfield Inches 0-2 2-65 Fine sandy loam, Gravelly sandy loam, gravelly fine sandy loam SM, ML, GM SM,GN A-2, A-4, A-2, A-4 % 15-30 0-15 65-100 65-100 60-95 60-95 40-80 40-70 25-65 25-65 % <25 ---- NP-5 NP BrC*, BrE* Brookfield----- 0-2 2-65 Fine sandy loam, Gravelly sandy loam, gravelly fine sandy loam, fine sandy loam SM, ML, GM SM, GN A-2, A-4 A-2, A-4 15-30 0-15 65-100 65-100 60-95 60-95 40-80 40-70 25-65 25-45 <25 ---- NP-5 NP Brimfield 0-2 2-15 15 Fine sandy loam Gravelly fine sandy loam, Sandy loam, Loam Unweathered bedrock SM, ML, GM SM, ML, GM ----- A-2, A-4 A-2, A-4 ____ 15-30 0-15 ------- 65-100 65-100 ------ 60-95 60-95 ------- 40-85 40-80 ------ 20-65 20-65 ------ <25 <25 ------- NP-5 NP-5 ------- Excerpts from tables in typical Soil Survey report Table 15: Engineering Index Properties The symbol< means less than; > means more than. Absence of an entry indicates that data were not estimated. Table 11: Building Site Development Some terms that describe restrictive soil features are defined in the glossary. See text for definitions of “slight,” “moderate,” and “severe.” Absence of and entry indicates that the soil was not rated. The information on this table indicates the dominant soil condition but does not eliminate the need for onsite investigation. 16 17 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Principles and Planning Removal of existing vegetative cover from slopes increases the vulnerability of the slopes to erosion. Vegetation retards runoff velocity and root systems hold soil particles in place. Vegetation maintains the soils’ capacity to absorb precipitation. Soils are most vulnerable to erosion where highly erodible soils and steep or long slopes appear in combination, and where surface soils are low in fertility and ability to support vegetation. Practices to Divert Runoff Runoff can be diverted from slopes that are exposed during development by using diversions to intercept runoff and keep it away from the slope face. A diversion extends across a slope, usually a combination of dike and ditch. Diversions can be used at intervals across the slope face to reduce slope length. Diversions are also used to collect runoff from a construction site and divert it to a sediment retention trap or pond. Diversions can be bare channels, vegetatively stabilized channels, or lined channels (paving, erosion control fabric, etc.). Temporary diversions must remain in place until slopes have been permanently restabilized. Diversions concentrate the volume of surface runoff. As a result, they also increase its erosive force. It is important to plan in advance for the disposal of runoff collected by diversions. Runoff must be released onto a stabilized area to reduce its erosion potential. In some cases this can be simply achieved by gradually reducing the gradient of the diversion channel. Status of Soil Survey Reports in Massachusetts, as of January 1996. Berkshire County Published Franklin County Report being updated Hampden and Hampshire Counties, Western Published Hampshire County, Central Published Hampden County, Central Published Hampden and Hampshire Counties, Eastern Published Worcester County, Northwestern Awaiting publication Worcester County, Northeastern Published Worcester County, Southern Awaiting publication Middlesex County Awaiting publication Essex County, Northern Published Essex County, Southern Published Norfolk and Suffolk Counties Published Plymouth County Report being updated Bristol County, Northern Published Bristol County, Southern Published Barnstable County Published Dukes County Published Nantucket County Published 18 19 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Principles and Planning Slope Drains If runoff cannot be satisfactorily disposed of by conveying across a slope, it can be drained over the face of the slope itself. Slope drains can run down the surface of the slope as a sectional downdrain, paved chute, or a pipe placed beneath the surface of the slope. On-surface sectional downdrains are usually corrugated metal, or plastic pipe. These slope drains are temporary. For permanent installations; paved chutes with a surface of concrete or bituminous material, or subsurface pipes are used. Compact the soil carefully at the mouth of the slope drain and anchor it adequately. Otherwise, undercutting can occur at the lip of the slope drain and under the drain. At the slope drain outlet, energy dissipators are frequently necessary. Failure to utilize an “energy dissipater,” such as rock riprap, can result in serious erosion problems at the outflow end of the slope drain. An energy dissipater breaks up the flow of water and reduces velocity to a non-erosive level. Retaining Walls, Slope Protection Retaining walls may be used to reduce extreme slope gradients, dividing a slope into a series of shorter, flatter segments and structural vertical walls. Retaining walls can be used in a situation where the builder is trying to keep existing mature vegetation. The cost of building retaining walls is often justified because of the maintenance costs that are saved on areas that would be difficult or impossible to stabilize otherwise. Slope paving (e.g. asphalt or concrete paving, rock lining) may also be used to protect steep slopes that cannot be vegetated. If possible, use permeable materials. Slope Stabilization Measures Another way to stabilize slopes is to reduce their steepness. The selection of the appropriate grade for cut and fill slopes should be based on several considerations. The stability of the soil, its drainage characteristics, and its erodibility should be considered first. If the slope gradient is flattened, the overall length of the slope increases, and this increases the amount of surface area subject to erosion. It is easier, however, to establish vegetation on a flatter slope. Slope surfaces can be roughened by running wheeled construction equipment across the slopes, or tracked equipment up and down the slope face. This reduces the velocity of water flowing down the slope and increase infiltration rates. The rough surface holds water, seed, and mulch better than a smooth slope. The grooves created by the construction equipment should run across the slope horizontally, and 18 19 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Principles and Planning not up and down the slope. Slopes can also be scarified (loosened with a harrow) to produce desired surface roughness. Drainage Protecting streams and waterways on or near sites undergoing development and protecting areas downstream from development involves three goals: A The increased sediment loads carried by surface runoff from areas under construction must not be allowed to enter streams. A Streambanks must be protected from erosion hazards caused by increases in runoff volume and velocity. A The rates of release of increased volumes of runoff into streams and waterways and the velocity of flow in stream channels must be controlled. Contact the local Conservation Commission regarding any stream crossing or other work conducted in a wetland resource area. The Massachusetts Wetland Protection Act requires that the proponent file a “Request for Determination of Applicability” or “Notice of Intent.” There are several identifying characteristics for streams that are particularly vulnerable to erosion. Streams which have a small channel capacity and steep banks are very susceptible to erosion. Streams which flow through areas of erodible soil, and streams with sharp meanders or bends in the channel alignment are also prone to erosion. Streambank Stabilization Measures Maintain existing vegetation on streambanks. Streambank vegetation helps stabilize the soil, slows runoff and dissipates its erosive energy, and filters sediment from runoff. To prevent the destruction of streambank vegetation, stream crossing and construction traffic along the banks must be controlled. Culverts and temporary bridges should be constructed only as a last alternative. 20 21 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Principles and Planning Vegetative Measures When streambanks must be disturbed, or where existing vegetative cover is inadequate, grass or grass-legume mixtures may be established. Vegetative restabilization should be done immediately after streambank grading has been completed. Grass and legume vegetation is recommended for the protection of streambanks. Woody vegetation (shrubs) may be used if ice damage is a potential problem. As soon as planting or seeding has been completed, banks should be mulched and the mulch securely anchored. Straw with a plastic- emulsion tacking agent, excelsior blanket, a netting over straw, or similar materials may be used. In recent years manufacturers have developed many new products for soil stabilization. It is important to check periodically and repair areas where vegetation has failed. Structural Measures Streambanks can be protected from erosion by structural as well as vegetative measures. If vegetation will not provide sufficient protection, banks can be protected with revetments and deflectors. Where sharp bends occur or where there are constrictions in the stream channel (such as culverts, bridges, or grade control structures), structural treatment may be necessary. Riprap, gabions, and concrete paving are often used to protect and reinforce a stream bank. Deflectors, consisting of jetties or pilings that angle outward from the bank in a downstream direction, may also be used to keep erosive currents away from vulnerable bank areas. Grade Control Structures Grade control structures can be used to reduce the channel gradient, thereby reducing the velocity of flow in a channel. Check dams, weirs, and drop spillways, made of a variety of materials, both temporary and permanent, reduce channel grade and dissipate the energy of flowing water. These structures concentrate the volume of water and increase velocity of flow, therefore, special care must be taken to prevent undercutting at the toe of the structure and erosion of the banks. Sediment Traps or Basins The first step in preventing sediment from entering streams and waterways is to control erosion on construction sites. The second is to trap sediment transported by runoff before it reaches streams and waterways or leaves the construction site. Runoff must be detained for a sufficient period of time to allow the suspended soil particles to settle. Vegetative filter strips between streams and development areas can slow runoff and filter out sediment. 20 21 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Principles and Planning Sediment traps can be constructed in drainageways. Sandbags, straw bale barriers, and excavated sediment traps, placed at regular intervals within a drainage channel, are easy and economical to construct. Sandbag barrier sediment traps are constructed of bags filled with sand or crushed rock and stacked in an interlocking manner designed to trap sediment and reduce velocity of flow. Straw bale barrier sediment traps are constructed of bales of hay or straw stacked and staked in place. Tying the bales to stakes with wire provides additional stability. Soil excavated from the drainage channel should be compacted along the upstream face of the barrier. Piping, or undercutting, can be reduced by setting the bales at least six inches into the bottom of the drainway and compacting excavated soil along the upstream side. Sediment traps require cleaning out periodically; and they should be checked after heavy rains to repair any damage and remove accumulated sediment. Streams may also be protected from increased sediment loads by trapping runoff in sediment basins before it is released into stream channels. In addition to trapping sediment, these basins are designed to release runoff at nonerosive rates. Sediment basins usually consist of an earthen dam, a spillway to carry normal water flow, and an emergency spillway for storm flows. Construct sediment basins before clearing and grading of the main site begins. They are generally located at or near the low point of the site. Sediment basin outlets must be stabilized. Surface runoff, and runoff intercepted by erosion control measures such as diversions, should be conveyed in erosion-resistant drainageways and released to stabilized areas, storm sewers, or sediment basins. The drainageways should be designed to insure that runoff is transported without risk of erosion or flooding. The development should be planned to maintain and utilize the existing drainageways. Increases in runoff volume and velocity because of changes in soil and surface conditions during and after construction must be anticipated. Where the capacity of the natural site drainage channels is exceeded, additional capacity, stabilizing vegetation, or structural measures will be needed. Bare Channels Bare channels should be used with caution, and only in areas where the channel slope is quite flat. In areas where the soils have moderate to high erosion potential, stabilization techniques will need to be a part of the design. 22 23 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Principles and Planning Grassed Waterways Waterways are designed to transport excess surface water from diversions or natural concentrations of flow in a stable channel. Grassed waterways are vegetatively stabilized channels. Jute netting, paper twine fabric, excelsior blankets, and various other mulching techniques are frequently used to protect channels until vegetation becomes well established. In some vegetatively lined channels, bank protection may also be necessary. Riprap is a commonly used material. Lined Channels Linings are necessary in drainageways where: vegetation cannot be established because flow is of long duration in the channel, runoff velocities or concentrations are high, erodible soils exist or slopes are very steep. Concrete paving and riprap are commonly used channel linings. In general, vegetative stabilization and the use of permeable channel linings, such as riprap, are preferred to the use of impermeable linings, such as concrete or grouted riprap. Inlet Protection The capacity of the storm sewer system can be severely impaired by sediment deposits. Sediment should be prevented from entering an enclosed storm sewer by temporary sediment traps and filters at system inlets. Filters made of crushed rock, sod, or straw bales can be placed at inlets where sediment traps cannot be constructed. It is essential to check traps and filters regularly and remove accumulated sediment. Enclosed Drainage The capacity of vegetated drainage channels may be exceeded by the increases in runoff caused by earthchanging activities. As a result, vegetatively lined channels may scour and erode. If storm sewers will be needed, install them before major construction begins. Ground Cover Vegetative Stabilization Techniques Grass and legumes are the most commonly used plant materials for stabilizing slopes. Vegetation is usually established in one of three ways. Hydroseeding A mixture of seeds, fertilizer, and water is sprayed on the slope. A mulch and a mulch tacking agent should also be applied. Hydroseeding is effective on large areas. 22 23 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Principles and Planning Standard seeding Seed is drilled or broadcast either mechanically or by hand. A cultipacker or similar tool is used after seeding to compact the seedbed and cover the seed. The proper timing of seeding, mulching, and watering is important for areas seeded in this manner. Sodding Sod strips are laid on the slope and in this way instant cover is provided. Sod should be placed on a prepared bed and pegged on steep slopes. Water and fertilizer are important. This method is effective and is often used on steep slopes and waterway channels. Suitable soil, good seedbed preparation, and adequate water, lime, and fertilizer are “musts” for all these methods. Immediately after rough grading is completed, exposed slopes should be temporarily stabilized. If final grading will be delayed, temporary seeding and mulching may be used for short period of protection. As soon as slopes are brought to final grade, permanent vegetation should be planted. Maintenance will consist primarily of mowing, fertilizing, liming, and watering. It should be scheduled on a regular basis. Reseed bare areas as necessary. Mulches Mulch is usually used after permanent seeding, but may be used before seeding to protect exposed areas for short periods. Mulches protect the soil from the impact of falling rain, slow the velocity of runoff, and increase the capacity of the soil to absorb water. Mulches hold seed in place, preserve soil moisture, and insulate germinating seeds from the extremes of heat and cold. Many types of mulch are available; such as straw, woodchips, and excelsior mats. Most mulches must be anchored, using plastic emulsions or jute, fiberglass, or plastic netting. Vegetative Buffer Strips Sediment can be reduced by maintaining a natural vegetative buffer or filter strip at the base of a slope and by placing sod strips at intervals across the face of the slope. These measures help to slow runoff and trap sediment. 24 25 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Principles and Planning Potential Problems Some of the problems that arise when a site is developed are high watertable, fl ood-prone areas, seepage, or adverse soil conditions. If such problem areas are recognized early, site plans can be developed to accommodate, not aggravate, them. Flood Plains Is the proposed development located in a fl ood plain? A Soil Survey report can be used to locate areas subject to fl ooding by stream overfl ow. For example, soils such as those in the Hadley or Podunk series would be described as “subject to fl ooding.” The maps in soil survey reports show the location of such soils. If a Flood Hazard Analysis has been performed for the town, it may be used to locate fl ood hazard areas. If neither of the above are available, a rough identifi cation of fl ood hazard areas may be accomplished by interviewing local residents, checking town records. Field checks of vegetative cover types, soil moisture, or vertical distance above stream level help point out susceptible areas. Effect of Development on Surface Runoff Development usually results in the increase of hard-surfaced, impervious areas, which can increase fl ooding downstream. These effects may be reduced through: Minimum lot sizes For example, the runoff from a subdivision of one-quarter acre lots for a two-year frequency storm can be 50% greater than that from the same subdivision with one-acre lots. Preservation of the natural drainage pattern Development may disrupt drainage paths that have developed over hundreds of years. The existing, natural drainageways usually have suffi cient capacity for the runoff from all except major, infrequent storm events; unless there has been signifi cant change in the cover conditions upstream. Stormwater Retarding Structures Often it is not feasible to preserve enough of the natural drainage and vegetative cover to prevent an increase in runoff. A properly designed retarding structure temporarily stores runoff from a developed area and releases the water over a period of time, at a rate within the capacity of the channel downstream 24 25 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Principles and Planning Adverse Soil Conditions Large Rocks and Ledge If these are encountered, development costs rise signifi cantly. Plan the development around these conditions and leave rocks and ledge undisturbed if possible. Settlement Potential Fills placed on soft organic soils or located in wet areas tend to settle unless care is taken to see that they are properly constructed. Foundations for larger buildings are usually designed by a soils or foundations engineer, but plans for houses, parking lots, driveways may not have been developed with suffi cient concern for possible foundation settlement. Water Table Areas with a high water table should either be avoided or steps taken to drain or otherwise control the condition. High water table can cause malfunctioning septic systems, damp basements, uneven foundation settlement. Seepage Seepage may be encountered at the base of a hill (where the ground surface fl attens out); or on a slope, where a roadside cut or an excavation for a foundation is made. Houses, driveways, roads, parking lots, etc., located in such areas usually require drainage measures. Cuts and Fills Constructed cuts and fi lls tend to change site characteristics (drainage, soil materials, stability, etc.). The earth-moving involved raises development costs. A comparison should be made of the cost of doing such work, and the subsequent drainage measures required vs. working with the natural ground contours to minimize cuts and fi lls. The comparison may show the latter to be more economical; as well as more pleasing to the eye. Stabilization Principles for Site Development Review and consider all existing conditions in the initial site selection for the project. Select a site that is suitable rather than force the terrain to conform to development needs. Ensure that development features follow natural contours. Steep slopes, areas subject to fl ooding, and highly erodible soils severely limit a site’s use, while level, well- drained areas offer few restrictions. Control seepage and high water table conditions. Any modifi cation of a site’s drainage features or topography requires protection from erosion and sedimentation. 26 27 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Principles and Planning Keep Disturbed Areas Small Careful site selection will help on this point. The site, or corridor, should be able to accommodate the development with a minimum of grading. The development plan should fit its topographic, soil, and vegetative characteristics with a minimum of clearing and grading. Natural cover should be retained and protected wherever possible. Critically erodible soil, steep slopes, streambanks, and drainageways should be identified. The development can then be planned to disturb these vulnerable areas as little as possible. Where earth change and removal of vegetation are necessary, keep the area and duration of exposure to a minimum. Plan the phases of development so that only areas which are actively being developed are exposed. All other areas should have a good cover of vegetation or mulch. Stabilize and Protect Disturbed Areas as Soon as Possible Two methods are available for stabilizing disturbed areas: mechanical (or structural) methods and vegetative methods. In some cases, both are combined in order to retard erosion. Keep Stormwater Runoff Velocities Low The removal of existing vegetative cover during development and the resulting increase in impermeable surface area after development will increase both the volume and velocity of runoff. These increases must be taken into account when providing for erosion control. Protect Disturbed Areas from Stormwater Runoff Best management practices can be utilized to prevent water from entering and running over the disturbed area. Diversions and other control practices intercept runoff from higher watershed areas, store or divert it away from vulnerable areas, and direct it toward stabilized outlets. Retain Sediment within the Corridor or Site Area Sediment can be retained by two methods: filtering runoff as it flows and detaining sediment-laden runoff for a period of time so that the soil particles settle out. The best way to control sediment, however, is to prevent erosion. After construction is completed, inspection and maintenance are vital to the performance of erosion and sedimentation control measures. If not properly maintained, some practices may cause more damage than they prevent. When considering which control measure to use, always evaluate the consequences of a measure failing. Failure of a practice may be hazardous or damaging to both people and property. For example, a large sediment 26 27 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Principles and Planning basin failure can have disastrous results; low points in dikes can allow them to overfl ow and cause major gullies a fi ll slope. It is essential to inspect all practices to determine that they are working properly and to ensure that problems are corrected as soon as they develop. Provide some means to see that routine checks of operating erosion and sedimentation control practices are carried out after construction is over. Developing An Erosion and Sediment Control Plan An erosion and sedimentation control plan should serve as a blueprint for the location, installation, and maintenance of practices to control all anticipated erosion, and prevent sediment from leaving the site. Tracts of land vary in suitability for development. Knowledge of the soil type, topography, natural landscape values, drainage patterns, fl ooding potential, and other pertinent data helps identify both benefi cial features and potential problems of a site. Developers and builders can minimize erosion, sedimentation, and other construction problems by selecting areas appropriate for the intended use. The erosion and sedimentation control plan should be a part of the general construction contract. It should show location, design, and construction schedule for all erosion and sedimentation control practices. Also, developers and builders must abide by the local town bylaws. Contents An erosion and sedimentation control plan must contain suffi cient information to describe the site development and the system intended to control erosion and prevent off-site damage from sedimentation. At a minimum, the plan should contain the following items: • Brief narrative, • Vicinity map, • Site topography map, • Site development plan, • Erosion and sedimentation control plan drawing, • Detail drawings and specifi cations, • Vegetation plan, • Supporting calculations, • Construction sequence, • Maintenance plan. The narrative will clarify details of the plan as an aid for the inspector and the contractor. The narrative should be concise, but should describe: • Nature and purpose of the proposed development, • Pertinent conditions of the site and adjacent areas, and • Proposed erosion and sedimentation control measures. 28 29 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Principles and Planning The narrative should also include how the developer has incorporated applicable regulations (e.g. fi led wetlands NOI, applied for an NPDES Storm Water Permit, etc.) The designer should assume that the plan reviewer has not seen the site and is unfamiliar with the project. Map scales and drawings should be appropriate for clear interpretation. There is an example erosion and sedimentation control plan in a later section. Data Collection and Preliminary Analysis The base map for the erosion control plan is prepared from a detailed topographic map. A soils map may be obtained from the local Conservation District offi ce. Transferring soil survey information to the topographic map is helpful for site evaluation. Inspect the site to verify the base map with respect to natural drainage patterns, drainage areas, general soil characteristics, and off-site factors. The base map should refl ect such characteristics as: • Soil type and existing contours, • Natural drainage patterns, • Unstable stream reaches and fl ood marks, • Watershed areas, • Existing vegetation, • Critical areas such as steep slopes, eroding areas, rock out- croppings, and seepage zones, • Unique or noteworthy landscape values to protect, • Adjacent land uses; especially areas sensitive to sedimentation or fl ooding, • Critical or highly erodible soils that should be left undisturbed. Use the base map to locate: • Buffer zones, • Suitable stream crossing areas, • Access routes for construction and maintenance of sedimentation control devices, • Borrow and waste disposal areas, and • The most practical sites for control practices. Analysis of the topography, soils, vegetation, and hydrology will help the planners and designers to recognize the limitations of the site, and identify locations suitable for development. Base map should include: Scale North arrow Benchmark Property boundaries Lot lines 28 29 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Principles and Planning Preparing the Plan The erosion and sedimentation control plan should seek to protect the soil surface from erosion, control the amount and velocity of runoff, and capture sediment on-site during each phase of the construction project: Schedule activities Coordinate installation of erosion and sediment control practices with construction activities. Sediment control practices should precede grading activities. Protect the soil surface Limit the extent of disturbance. Stabilize the soil surface immediately. Once the surface has been disturbed, it is vulnerable to erosion and should be protected with appropriate cover, such as mulch or vegetation. Control surface runoff Divert water from undisturbed areas to avoid disturbed areas. Break up long slopes with temporary diversions to reduce the velocity of runoff. Divert sediment-laden water to sediment impoundments. Make all outlets and channels stable for the intended flow. Capture sediment on-site Divert runoff that transports sediment to an adequate sediment- trapping device to capture sediment on the site. Preparing the Plan - Step by Step Runoff-Erosion Analysis Landscape Evaluate proposed changes in the landscape to determine their effect on runoff and erosion. Make a note of all physical barriers to surface runoff, such as roads, buildings, and berms. Check slope grades and lengths for potential erosion problems. Designate intended collection points for concentrated flow and specify controls to dissipate energy or stabilize the surface. Designate areas to be protected or used as buffer zones in this phase. Runoff yield Evaluate surface runoff for the entire contributing drainage area, both on-site and off-site. Delineate small subwatersheds on-site and estimate peak runoff rates and volumes at selected collection points. Base runoff determinations on site conditions during and after development, not preconstruction conditions. Sediment yield Estimate sediment yield by subwatersheds. This aids in identifying preferred locations for sediment traps and barriers and can be used to estimate the expected cleanout frequency. An area that is subject to excessive erosion may need extra storage capacity in traps or additional precautions during construction. 30 31 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Principles and Planning Sediment Control Erosion control practices reduce the amount of sediment generated, but they do not eliminate the need for sediment control devices such as barriers and traps. Sediment control practices operate by reducing flow velocity and creating shallow pools that reduce the carrying capacity of runoff. Thus sedimentation occurs on-site rather than off-site. Sediment is generally not controlled by filtering, but by deposition. The designer should locate all traps and barriers recognizing that they represent deposition points where access for maintenance will be necessary. Sediment basins and traps Select sites and install sediment basins and traps before other construction activities are started. Also, consider locations for diversions, open channels, and storm drains at this time so that all sediment-laden runoff can be directed to an impoundment structure before leaving the construction site. Divert sediment-free water away from sediment basins and release it through stable outlets. This reduces construction costs and improves basin efficiency. The plan should show access points for cleanout of all traps and basins and indicate sediment disposal areas. Maintenance of storage capacity is essential throughout the construction period. Sediment fences Sediment fences provide effective control of sediment carried in sheet flow. They are particularly useful where there is limited space to work such as near property lines, among trees, or near sidewalks or streets. Sediment fences should never be used across streams, ditches, channels, or gullies. A sediment fence operates by reducing flow velocity and causing a shallow pool to form. If filtering action is required, the designer should assume that the barrier will clog rapidly so that all runoff must be retained behind the fence or released through a designated outlet. Any outlet points must be reinforced and stabilized and should be designated in the plan. Place sediment fences on relatively flat ground with sufficient area for a pool to develop without putting unnecessary strain on the fence. If a level area is not available at the fence location, excavate a trench directly upslope from the fence. Show sediment fences on the plan and indicate deposition areas and needed overflow or bypass outlet points. Also show access routes for maintenance. Inlet protection Inlet protection devices for storm sewers, conduits, slope drains, or other structures make effective, low-cost deposition areas for trapping and holding sediment. A shallow excavation in conjunction with a sediment barrier can be effective at many locations. Show where these measures will be located, what type of device will be used, and how these devices will be constructed and maintained. 30 31 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Principles and Planning Protection of Disturbed Areas Once an area is disturbed, it is subject to accelerated erosion. In the plan, show how erosion will be controlled on these disturbed areas. Erosion control can be achieved by: · Limiting the size of clearing and time of exposure by proper scheduling, · Reducing the amount of runoff over the disturbed surface, · Limiting grades and lengths of slopes, and · Reestablishing protective cover immediately after land-disturbing activities are completed or when construction activities are delayed for 30 or more working days. Cut-and-fill slopes Steep cut or fill slopes are particularly vulnerable to erosion. Protect by installing temporary or permanent diversions just above the proposed slope before it is disturbed. Provide a stable channel, flume, or slope drain, where it is necessary to carry water down a slope. Flow channels may be either vegetated, lined with stone, or paved, or a combination - depending on slope and soil conditions. Shorten long slopes by installing temporary diversions across the slope to reduce flow velocity and erosion potential. Install permanent diversions with slope drains and protected outlets on long steep slopes (over 20%) as the slopes are constructed. Finish final slope grades without delay and apply surface stabilization measures as soon as possible. Roughen slope surfaces to improve the success of vegetative stabilization. Consider both the stabilization measures and how they will be maintained before planning the steepness of the finish slope. For example, if the finished slope is to have grass cover that will be mowed, it should be constructed on a grade of 3:1 or flatter. Surface covers Riprap, gravel, straw and other cover materials can provide immediate surface protection to disturbed soil areas. Riprap is especially useful where concentrated runoff occurs over steep slopes. Riprap should be installed on a gravel or filter fabric bed. Construction traffic Construction roads, parking areas, and construction access routes need to be carefully planned. Ensure that traffic patterns follow site contours and limit the length of routes up steeper slopes. Generally, road grades should not exceed 12%. Controlling surface runoff is necessary to prevent serious roadside erosion. Proper grading of the road surface, stable channel design, and use of water bars, other diversions, and culverts help prevent erosive flows. Where water tables are high, subsurface drainage may be needed to stabilize the subgrade. Storm drains should be considered for water disposal where channel grade exceeds 5%. Plans should show all stabilization measures needed to control surface runoff from all roads. 32 33 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Principles and Planning Borrow areas and disposal areas Clear only as needed, and protect from surface runoff. Maintain berms as fill slopes are constructed to reduce slope length and control runoff. Slope all areas to provide positive drainage, and stabilize bare soil surfaces with permanent vegetation or mulch as soon as final grades are prepared. Direct all runoff that contains sediment to a sediment-trapping device. In large borrow and disposal sites, shape and deepen the lower end to form an in-place sediment trap, if site conditions warrant it. Utilities Use the spoil from utility trench excavations to divert flow from upslope areas (but use care in spoil placement to avoid blocking natural surface outlets). Diversions and water bars can reduce erosion when properly spaced across utility rights-of-way. When utilities are located near a stream, maintain an undisturbed buffer zone wherever possible. If site dewatering is necessary, pump or divert muddy water to sediment traps or sump pits before discharging it to the stream. If streams must be crossed, make sure all necessary materials and equipment are on-site before construction begins, and complete work quickly. Finish all disturbed surfaces to design grade and immediately stabilize them with permanent vegetation or other suitable means. Where utilities cross the stream, specify measures to prevent sedimentation. Perimeter protection Consider diversion dikes for perimeter protection for all proposed developments and install them where appropriate before clearing the site. Exercise care not to create flooding or erosion by blocking the natural drainage pattern. Be sure to provide an adequate outlet. Dust control Exposed soil surfaces that are nearly level have little potential for runoff erosion but may be subject to severe wind erosion. Keeping the disturbed surface moist during windy periods is an effective control measure, especially for construction haul roads. Preserving vegetation Preserve existing vegetation on the site as long as possible as a cost- effective way to prevent on-site erosion and off-site sedimentation. Runoff Conveyance The safe conveyance of runoff water from a construction site is achieved by: utilizing and supplementing existing stable watercourses, designing and constructing stable open channels, or installing storm drains with stable outlets. The plan should indicate locations and designs for these facilities. Complete and stabilize outlets for channels, diversions, slope drains, or other structures before installing the conveyance measure. Contact the local Conservation Commission regarding any stream crossing or other work conducted in a wetland resource area. The Massachusetts Wetland Protection Act requires that the proponent file a “Request for Determination of Applicability” or “Notice of Intent.” 32 33 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Principles and Planning Existing watercourses When using existing watercourses, either show that flow velocities are acceptable for increased runoff conditions or indicate how necessary stabilization will be achieved. Excavated channels When channels are to be excavated, the design should be prepared by a professional engineer. Include calculations in the plan documentation. Wide, shallow channels with established grass linings are usually stable on slopes up to 5%. These channels must be protected with temporary liners until grass is established. If channel gradients are too steep to use vegetation, riprap or concrete linings may be required. In some instances grade stabilization structures may be needed. Storm drains Where the site plan calls for a system of storm drains, the drains may be used effectively in the erosion and sedimentation control plan. Build junction boxes or inlets early in the construction sequence, and grade the adjacent area to drain toward the inlet. Install an inlet protection device at all open pipe inlets and excavate a shallow basin in the approach to the inlet for sediment storage. The storm drain flow from the protected inlets may be diverted to a sediment basin for additional sediment control. Restrict the drainage area for inlets to less than one acre. Inspect inlet protection devices frequently for needed maintenance. Stream Protection Streambanks, streambeds, and adjoining areas are susceptible to severe erosion if not protected. Include sufficient detail to show that streams are stable for the increased velocities expected from the development activity. At a minimum, all streams should be stable for flows from the peak runoff from the 10-year storm. Contact the local Conservation Commission regarding any stream crossing or other work conducted in a wetland resource area. The Massachusetts Wetland Protection Act requires that the proponent file a “Request for Determination of Applicability” or “Notice of Intent.” When stability analysis shows that the stream requires protection, vegetation is usually the preferred approach because it maintains the stream nearest to its natural state. When flow velocities approach 4-6 feet per second, or if frequent periods of bankful flows are expected; structural measures such as riprap lining or grade stabilization structures are usually necessary. In the plan, show where stream protection is needed and how it will be accomplished. 34 35 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Principles and Planning Runoff into stream Only sediment-free runoff may be discharged from construction sites directly into streams. Ensure that all other flows enter from desilting pools formed by sediment traps or barriers. Velocity control Keep the velocity of flow discharged into a stream within acceptable limits for site conditions. Control velocity by installing an appropriate outlet structure. Buffer zone Areas adjoining streams should be left undisturbed as buffers. Existing vegetation, if dense and vigorous, will reduce flow velocities and trap sediment from sheet flow. However, the principal benefit of leaving natural buffer zones along streams is that they prevent excessive erosion in these sensitive areas. Maintaining stream canopies also protects fish and wildlife habitats; provides shade, windbreaks, and noise barriers, protects the bank from out-of-bank flood flows; and generally preserves natural site aesthetics. Indicate stream buffer zones in plans that involve natural streams. The width is determined by site conditions but generally should not be less than 25 feet on each side of the stream. If natural buffers are not available, provide artificial buffers. Off-site stream protection Increased rate and volume of runoff from development activities may cause serious erosion at points some distance downstream. The developer should work with downstream property owners to stabilize sensitive downstream channel areas. Stream crossing Minimize the number of stream crossings. Construct crossings during dry periods. If necessary, divert water during construction. The plan should show the type of crossing to be used and the associated control measures to minimize erosion from surface runoff such as diversions, outlet structures, riprap stabilization, etc. Construction Scheduling Appropriate sequencing of construction activities is an effective means for controlling erosion and sedimentation. Use the construction schedule of the general contract as part of the erosion and sedimentation control plan. Install the primary erosion and sedimentation control practices for the site, i.e. sediment basins and traps, and a water conveyance system before undertaking major land-disturbing activities. Schedule work with an eye to the calendar, to minimize impacts due to seasonal changes. Install sediment basins and primary sedimentation control practices as the first structural measures. Next install the overall water disposal outlet system for the site. 34 35 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Principles and Planning Stabilize all construction access routes, including construction entrances and exits, and the road drainage system, as the roads are constructed. Install storm drains early in the construction sequence and include them in the sedimentation control plan. Install inlet protection devices for effi cient sediment control around the inlets. This allows early use of the inlets and the drain system. Install diversions above areas to be disturbed and, where needed, along boundaries of areas to be graded before grading takes place. After all principal erosion and sedimentation control measures are in place, perform the land clearing and rough grading. Clear areas only as needed and complete fi nal grading and surface stabilization as soon as possible. Minimize the time of exposure and select temporary ground cover according to the location and season. Temporary surfaces should be stabilized as soon as active grading is suspended, regardless of the time of year. Disturbed areas should be revegetated early enough in the autumn that good cover is established before cold weather comes. Inspection and Maintenance In the erosion and sedimentation control plan, indicate who is responsible for maintenance and when it will be provided. The maintenance schedule should be based on site conditions, design safeguards, construction sequence and anticipated weather conditions. Specify the amount of allowable sediment accumulation, design cross- section, and, required freeboard for each practice and what will be done with the sediment removed. The plans should also state when temporary practices will be removed and how these areas and waste disposal areas will be stabilized. Construction Scheduling - EPA Baseline General Permit Requirements for Site Stabilization: Except as provided in the paragraphs below, stabilization measures shall be initiated as soon as practicable in portions of the site where construction activities have temporarily or permanently ceased, but in no case more than 14 days after the construction activity in that portion of the site has temporarily or permanently ceased. (a) Where the initiation of stabilization measures by the 14th day after construction activity temporary or permanently cease is precluded by snow cover, stabilization measures shall be initiated as soon as practicable. (b) Where construction activity will resume on a portion of the site within 21 days from when activities ceased (e.g. the total time period that construction activity is temporarily ceased is less than 21 days), then stabilization measures do not have to be initiated on that portion of site by the 14th day after construction activity temporarily ceased 36 37 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Before Construction An on-site preconstruction meeting involving the owner, contractor, and erosion control personnel is recommended. This allows all parties to meet, review the plans and construction schedule, and agree on responsibility and degree of control expected. Discuss maintenance requirements, phasing of operations, and plan revisions. The preconstruction meeting is especially important for large, complex jobs or when the contractor and/or developer has had little experience in this type of work. During Construction The developer may be held responsible for off-site sediment damage resulting from construction activities even though an approved plan has been properly installed and maintained. Therefore, inspect the property boundary frequently for evidence of sedimentation. It may be necessary to modify the erosion and sediment control plan during construction to account for unanticipated events or construction changes. Principles and Planning Before Construction Inspection Program Essential parts of an inspection program include: · Inspection during or immediately following initial installation of sediment controls. · Inspection following severe rainstorms to check for damage to controls. · Inspection prior to seeding deadlines, particularly in the fall. · Final inspection of projects nearing completion to ensure that temporary controls have been removed, stabilization is complete, drainageways are in proper condition, and that the fi nal contours agree with the proposed contours on the approved plan. In addition, interim inspections should be made as manpower and workload permit, giving particular attention to the maintenance of installed controls. All inspections should be documented by a written report or log. These reports should contain the date and time of inspections, dates when land-disturbing activities begin, comments concerning compliance or noncompliance and notes on any verbal communications concerning the project. During Construction In addition to the inspection and maintenance reports, the operator should keep records of the construction activity on the site, including: · Dates when major grading activities occur in a particular area. · Dates when construction activities cease in a particular area, temporarily or permanently. · Dates when a particular area is stabilized, temporarily or permanently. 36 37 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Principles and Planning After Construction Items to consider after construction is completed include permanent stabilization once activities have ceased, removal of temporary structural measures, fi nal inspection, and maintenance of permanent structures. Lobdell, Raymond, A Guide to Developing and Re-Developing Shoreland Property in New Hampshire, North Country Resource Conservation and Development Area, Inc., Meredith, NH, 1994. Massachusetts Department of Environmental Protection, Offi ce of Watershed Management, Nonpoint Source Program, Massachusetts Nonpoint Source Management Manual, Boston, Massachusetts, June, 1993. Minnesota Pollution Control Agency, Division of Water Quality, Protecting Water Quality in Urban Areas, Best Management Practices for Minnesota, ________ , MN, October, 1989. Minnick, E. L., and H. T. Marshall, Stormwater Manageement and Erosion Control for Urban and Developing Areas in New Hampshire, Rockingham County Conservation District, August 1992. North Carolina Sediment Control Commission, Erosion and Sediment Control Planning and Design Manual, Raleigh, NC, September, 1988. Schueler, Thomas R., Controlling, Urban Runoff: A Practical Manual for Planning and Designing Urban BMPs, Metropolitan Washington Council of Governments, Washington, DC, July, 1987. Southern New England Chapter, Soil Conservation Society of America, Recommendations for Erosion and Sediment Control During Land Use Change, January, 1978. Tourbier, J., and R. Westmacott, Water Resources Center, University of Deleware, Water Resources Protection Measures in Land Development - A Handbook, Newark, Del., April, 1974. U. S. Environmental Protection Agency, Guidance Specifying Management Measures For Sources Of Nonpoint Pollution In Coastal Waters, EPA-840-B-92- 002, Washington, DC, January, 1993. Washington State Department of Ecology, Stormwater Management Manual for the Puget Sound Basin, Olympia, WA, February, 1992. Lobdell, Raymond, Lobdell, Raymond, A Guide to Developing and Re-Developing Shoreland A Guide to Developing and Re-Developing Shoreland References 38 39 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Best Management Practice Selection Best Management Practice Selection On any construction site the objective in erosion and sediment control is to prevent off-site sedimentation damage. Four basic methods are used to control erosion on construction sites: planning, soil stabilization, runoff control and sediment control. Careful site analysis, planning and scheduling can reduce the need to utilize stabilization and control practices, and, thereby, reduce the cost of implementing these measures. Identify Control Problem Controlling erosion should be the fi rst line of defense. Controlling erosion is very effective for small disturbed areas such as single lots or small areas of a development that do not drain to a sediment-trapping facility. Where soil properties and topography of the site make the design of sediment trapping facilities impractical, runoff control and soil stabilization should be used. Sediment trapping facilities should be used on large developments where mass grading is planned, where it is impossible or impractical to control erosion, and where sediment particles are relatively large. A combination of erosion control and sedimentation control measures is usually the least expensive way to accomplish erosion and sediment control. Identify Problem Areas Areas where erosion is to be controlled usually involve slopes, graded areas or drainage ways. Slopes include graded rights-of-way, stockpile areas, and all cut or fi ll slopes. Graded areas include all stripped areas other than slopes. Drainage ways are areas where concentrations of water fl ow naturally or artifi cially. Problem areas that need sediment control can be either large or small. Identify Required Strategy Select the strategy to solve the problem. Strategies can utilize an individual practice or a combination of practices. For example, if there is a cut slope to be protected from erosion, the strategies may be to protect the ground surface, divert water from the slope or shorten it. Any combination of the above can be used. If no rainfall except that which falls on the slope has the potential to cause erosion, and if the slope is relatively short, protecting the soil surface may be all that is required to solve the problem. Best Management Practices Best Management Practice Selection Best Management Practice Selection Best Management Practice Selection Best Management Practice Selection control is to prevent off-site sedimentation damage. Four basic methods are used to control erosion on construction sites: planning, soil stabilization, runoff control and sediment control. Careful site analysis, planning and scheduling can reduce the need to utilize stabilization and control practices, and, thereby, reduce the cost of implementing these measures. Identify Control Problem erosion is very effective for small disturbed areas such as single lots or small areas of a development that do not drain to a sediment-trapping facility. Where soil properties and topography of the site make the design of sediment trapping facilities impractical, runoff control and soil stabilization should be used. where mass grading is planned, where it is impossible or impractical to control erosion, and where sediment particles are relatively large. A combination of erosion control and sedimentation control measures is usually the least expensive way to accomplish erosion and sediment control. Identify Problem Areas areas or drainage ways. Slopes include graded rights-of-way, stockpile areas, and all cut or fi ll slopes. Graded areas include all stripped areas other than slopes. Drainage ways are areas where concentrations of water fl ow naturally or artifi cially. Problem areas that need sediment control can be either large or small. Identify Required Strategy individual practice or a combination of practices. For example, if there is a cut slope to be protected from erosion, the strategies may be to protect the ground surface, divert water from the slope or shorten it. Any combination of the above can be used. If no rainfall except that which falls on the slope has the potential to cause erosion, and if the slope is Best Management Practices (BMP) Selection BMP Selection Site Work Clearing and Grading Excavations, Stockpiles & Debris Disposal Rill & Gully Erosion Sediment Control Storm Runoff Streambank Protection and Stabilization Stream Crossing Building Construction, Utilities Installations Special Site Problems Final Site Stabilization 38 39 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Select Specifi c Control Measures The tables on the following pages are guides for selecting erosion and sediment control practices. This material can be used by either designers and developers or by plan review agencies. The practices chosen for a site will often vary from one individual to another, depending on individual judgement and preference, past experience with a conservation practice, and the practices’ suitability for a particular site. Persons reviewing an erosion and sedimentation control plan should not expect to fi nd one set of “predetermined practices” used. The reviewer can, however, refer to these tables: (a) as an aid in recognizing potential problem areas that may exist at a site, and (b) for guidance to see if the developer and designer have addressed the potential problems. SITE WORK: On-site Roads, Controlling Road Runoff ITEM RECOMMENDED PRACTICES Site Preparation Preserving Natural Vegetation Construction Entrance Construction Road Stabilization Filter Berm Surface Stabilization Temporary Seeding Mulching Riprap Runoff Control Temporary Diversions Water Bars Sump Pit Runoff Conveyance Grassed Waterway (Slopes up to 5%) Lined Waterway Temporary Slope Drain Paved Flume Vegetated Swale Inlet Protection Outlet Protection and Stabilization Other Dust Control (Note: The structural practices listed above are suitable for slopes of up to 12%, except as noted. Steeper slopes usually need special consideration.) Best Management Practices 40 41 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Best Management Practices Clearing and Grading ITEM RECOMMENDED PRACTICES Site Preparation Preserving Natural Vegetation Construction Entrance Land Grading Surface Stabilization Surface roughening Terrace Topsoiling Temporary Seeding Permanent Seeding Mulching Riprap Runoff Control Temporary Diversion Permanent Diversion Terrace Water Bar Sump Pit Outlet Protection Outlet Protection and Stabilization Level Spreader Runoff Conveyance See Storm Runoff sheet Sediment Traps and Barriers See Sediment Control sheet Other Dust Control Excavations, Stockpiles, & Debris Disposal ITEM RECOMMENDED PRACTICES Surface Stabilization Surface roughening Topsoiling Temporary Seeding Permanent Seeding Trees and Shrub Planting Mulching Runoff Control Temporary Diversion Sediment Traps and Barriers Sediment Trap Sediment Fence Other Dust Control 40 41 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Best Management Practices Rill and Gully Erosion ITEM RECOMMENDED PRACTICES Runoff Control Temporary Diversion Permanent Diversion Water Bar Buffer Zone Runoff Conveyance Riprap-lined Channel Lined Waterway Temporary Slope Drain Paved Flume Outlet Protection Outlet Protection and Stabilization Level Spreader Surface Stabilization Slope Stabilization Topsoiling Surface Roughening Temporary Seeding Permanent Seeding Mulching Riprap Tree and Shrub Planting Sediment Control (Measures should be installed before major land disturbance begins) ITEM RECOMMENDED PRACTICES Disturbed areas of less than 2 acres Sediment Trap Sediment Fence Filter Berm Brush Barrier (Drainage area up to 1⁄4 acre) Filter Strip Straw or Hay Bale Barrier Silt Curtain Disturbed areas, 2-5 acres Sediment Trap Sediment Basin Filter Strip Rock Dam Silt curtain Disturbed areas of more than 5 acres Sediment Basin Rock Dam Silt Curtain Other Dust Control 42 43 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Best Management Practices Storm Runoff ITEM RECOMMENDED PRACTICES Drainage area less than 20 acres Runoff Control Temporary Diversion Permanent Diversion Water Bar Runoff Conveyance Grassed Waterway (Slopes up to 5%) Vegetated Swale Lined waterway Riprap-lined Channel Temporary Slope Drain Paved Flume Inlet Protection Outlet Protection Level Spreader (Drainage up to 5 acres) Outlet Protection and Stabilization Drainage area more than 20 acres Same as above, except in addition, the designer would normally perform hydrologic and hydraulic calculations showing that runoff, during and after construction of the project, would comply with permitting agency requirements. Streambank Protection and Stabilization ITEM RECOMMENDED PRACTICES Design velocity Vegetative Methods less than 6 feet per second Soil Bioengineering Methods Structural Methods Design velocity Soil Bioengineering Methods more than 6 feet per second Structural Methods (Note: Contact the local Conservation Commission regarding any work conducted in what may be a wetland resource area. The Massachusetts Wetland Protection Act requires that the proponent fi le a “Request for Determination of Applicability” or “Notice of Intent.”) 42 43 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Best Management Practices Stream Crossings ITEM RECOMMENDED PRACTICES Temporary To move equipment Stream Crossing, Temporary Surface Stabilization Temporary Seeding Mulching Riprap Permanent Vehicular traffi c,To move Equipment Permanent Stream Crossing; e.g. Bridge or Culvert Surface Stabilization Permanent Seeding Mulching Riprap (Note: Contact the local Conservation Commission regarding any work conducted in what may be a wetland resource area. The Massachusetts Wetland Protection Act requires that the proponent fi le a “Request for Determination of Applicability” or “Notice of Intent.”) Building Construction, Utilities Installations ITEM RECOMMENDED PRACTICES Surface Stabilization Surface Roughening Topsoiling Temporary Seeding Permanent Seeding Mulching Tree and Shrub Planting Runoff Control Temporary Diversion Water Bar Sump Pit Sediment Control Sediment Trap Sediment Fence Filter Strip Other Construction Road Stabilization Dust Control 44 45 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Best Management Practices Special Site Problems ITEM RECOMMENDED PRACTICES Seepage areas or high water table Subsurface Drainage Sump Pit Unstable temporary channels Check Dam Riprap-lined Channel Unstable permanent channels Riprap-lined Channel Lined Waterway Grade Stabilization Structure Blowing dust or sand Dust Control Sand Fence Dune reinforcement and stabilization Sand Dune and Sandblow Stabilization Sand Fence (Note: Contact the local Conservation Commission regarding any work conducted in what may be a wetland resource area. The Massachusetts Wetland Protection Act requires that the proponent fi le a “Request for Determination of Applicability” or “Notice of Intent.”) Final Site Stabilization ITEM RECOMMENDED PRACTICES Surface Stabilization Surface roughening Terrace Topsoiling Permanent Seeding Sodding Trees and Shrub Planting Mulching Riprap Runoff Control Permanent Diversion Runoff Conveyance Grassed Waterway Vegetated Swale Lined Waterway Riprap-lined Channel Paved Flume Outlet Protection Level Spreader Outlet Protection and Stabilization Inlet Protection Sod Drop Inlet Protection, or permanent paving 44 45 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines References Connecticut Council on Soil and Water Conservation, Connecticut Guidelines for Soil Erosion and Sediment Control, Hartford, CT, January, 1985. New York Guidelines for Urban Erosion and Sediment Control, March 1988. North Carolina Sediment Control Commission, Erosion and Sediment Control Planning and Design Manual, Raleigh, NC, September, 1988. Best Management Practices 46 47 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Brush Barrier A temporary sediment barrier constructed at the perimeter of a disturbed area, using residue materials available from clearing and grubbing on-site. Used to intercept and retain sediment from limited disturbed areas. Where Practice Applies Below disturbed areas of less than one quarter acre that are subject to sheet and rill erosion, where enough residue material is available for construction of such a barrier. Note: This does not replace a sediment trap or pond. Advantages A Brush barriers can often be constructed using materials found on-site. Planning Considerations Organic litter and spoil material from site clearing operations is usually hauled away to be disposed of elsewhere. Much of this material can be used effectively on the construction site itself. During clearing and grubbing operations, equipment can push or dump the mixture of limbs, small vegetation, and root mat along with minor amounts of soil and rock into windrows along the toe of a slope where erosion and accelerated runoff are expected. Because brush barriers are fairly stable and composed of natural materials, maintenance requirements are small. Material containing large amounts of wood chips should not be used because of the potential for leaching from the chips. Design Recommendations Height - 3 feet maximum. Width - 5 to 15 feet at base. Filter fabric anchored over the berm will enhance its fi ltration capacity. Maintenance Brush barriers generally require little maintenance. Heavy deposits of sediment may need removal. Occasionally, tearing of the fi lter fabric may occur. When the barrier is no longer needed the fabric can be removed to allow natural establishment of vegetation within the barrier. The barrier will rot over time. Erosion and Sediment Control GuidelinesErosion and Sediment Control Guidelines Practices Brush Barrier Buffer Zones, Stream Corridors, and Riparian Areas Check Dam Construction Entrance Construction Road Stabilization Diversion, Permanent Diversion, Temporary Dust Control Filter Berm Filter Strip, vegetated Flume, paved Gabions Geotextiles Grade Stabilization Structure Inlet Protection Land Grading Level Spreader Mulching & Netting Outlet Protection & Stabilization Preserving Natural Vegetation Erosion and Sediment Control Practices 46 47 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Riprap Rock Dam Sand Dune & Sandblow Stabilization Sand Fence Sediment Basin Sediment Fence Sediment Trap Seeding, permanent Seeding, temporary Silt Curtain Slope Drain Sodding Staw or hay bale barrier Stream Crossing Streambank Protection & Stabilization Subsurface Drain Sump Pit Surface Roughening Topsoiling Tree& Shrub Planting Vegetated Swale Water Bar Waterway, grassed Waterway, lined Practices Erosion and Sediment Control Practices References Washington State Department of Ecology, Stormwater Management Manual for the Puget Sound Basin, Olympia, WA, February, 1992. Buffer Zones, Stream Corridors, and Riparian Areas An undisturbed area or strip of natural vegetation or an established suitable planting that will provide a living fi lter to reduce soil erosion and runoff velocities. Where Practice Applies Natural buffer zones are used along streams and other bodies of water that need protection from erosion and sedimentation. Vegetative buffer zones can be used to protect natural swales and incorporated into natural landscaping of an area. Advantages Buffer zones provide critical habitat adjacent to streams and wetlands, as well as assist in controlling erosion, especially on unstable steep slopes. Buffers along streams and other water bodies also provide wildlife corridors, a protected area where wildlife can move from one place to another. A Buffer zones act as a visibility and noise screen, and provide aesthetic benefi ts. A Low maintenance requirements. A Low cost when using existing vegetation. Disadvantages/Problems Extensive buffers will increase development costs. Planning Considerations A Preserving natural vegetation or plantings in clumps, blocks, or strips is generally the easiest and most successful method. A Establishing new buffer strips requires the establishment of a good dense turf, trees, and shrubs. Careful maintenance is important to ensure healthy vegetation. The need for routine maintenance such as mowing, fertilizing, liming, irrigating, pruning, and weed and pest control will depend on the species of plants and trees involved, soil types, and climatic conditions. 48 49 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices A Leave all unstable steep slopes in natural vegetation. A Fence or fl ag clearing limits and keep all equipment and construction debris out of the natural areas. A Keep all excavations outside the dripline of trees and shrubs. A Do not push debris or extra soil into the buffer zone area because it will cause damage from burying and smothering. References U. S. Environmental Protection Agency, Storm Water Management For Construction Activities, EPA-832-R- 92-005, Washington, DC, September, 1992. Washington State Department of Ecology, Stormwater Management Manual for the Puget Sound Basin, Olympia, WA, February, 1992. Check Dam A check dam is a small dam constructed across a drainage ditch, swale, or channel to lower the speed of fl ow. Reduced runoff speed reduces erosion and gullying in the channel and allows sediments to settle out. A check dam may be built from stone, sandbags fi lled with pea gravel, or logs. Purpose To reduce fl ow velocity: reducing erosion of the swale or ditch, and allowing retention of sediments. Where Practice Applies Where temporary channels or permanent channels are not yet vegetated, channel lining is infeasible and velocity checks are required. This practice may be used as a temporary or emergency measure to limit erosion by reducing fl ow in small open channels. This practice should be used with drainage areas of 2 acres or less. Check dams may be used: A To reduce fl ow in small temporary channels that are presently undergoing degradation, A Where permanent stabilization is impractical due to the temporary nature of the problem, and A To reduce fl ow in small eroding channels where construction delays or weather conditions prevent timely installation of non-erosive liners. 48 49 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Advantages A Inexpensive and easy to install. A Reduce velocity and may provide aeration of the water. A Check dams not only prevent gully erosion from occurring before vegetation is established, but also cause a high proportion of the sediment load in runoff to settle out. A In some cases, if carefully located and designed, these check dams can remain as permanent installations with very minor regrading, etc. They may be left as either spillways, in which case accumulated sediment would be graded and seeded, or as check dams to capture further sediment coming off that site. Disadvantages/Problems A Because of their temporary nature, many of these measures are unsightly, and they should be removed or converted to permanent check dams before dwelling units are rented or sold. A Removal may be a significant cost depending on the type of check dam installed. A Check dams are only suitable for a limited drainage area. A May kill grass linings in channels if the water level remains high after rainstorms or if there is significant sedimentation. A Reduce the hydraulic capacity of the channel. A May create turbulence which erodes the channel banks. A Clogging by leaves in the fall may be a problem. Planning Considerations Check dams are usually made of stone. The center section must be lower than the edges. The dams should be spaced so that the toe of the upstream dam is at the same elevation as the top of the downstream dam. Ensure that overflow areas along the channel are resistant to erosion from out-of-bank flow caused by the check dams. Check dams can also be constructed of logs, or pea gravel filled sandbags. Log check dams may be more economical from the standpoint of material costs, since logs can often be salvaged from clearing operations. However, log check dams require more time and hand labor to install. Stone for check dams must generally be purchased. This cost is offset somewhat by the ease of installation. If stone check dams are used in grass-lined channels which will be mowed, care should be taken to remove all the stone from the channel when the dam is removed. This should include any stone which has washed downstream. Since log check dams are embedded in the soil, their removal will result in more disturbance of the soil than will removal of stone check dams. Consequently, extra care should be taken to stabilize the area when log dams are used in permanent ditches or swales. Erosion and Sediment Control Practices 50 51 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Design & Construction Recommendations Check dams can be constructed of rock, sand bags filled with pea- gravel, or logs. Provide a sump immediately upstream. The maximum spacing between the dams should be such that the toe of the upstream dam is at the same elevation as the top of the downstream dam. The rock must be placed by hand or mechanical placement (do not dump rock to form dam) to achieve complete coverage of the ditch or swale and to ensure that the center of the dam is lower than the edges. The rock used must be large enough to stay in place given the expected design flow through the channel. Log check dams should be constructed of 4 to 6-inch diameter logs embedded into the soil at least 18 inches. In the case of grass-lined ditches and swales, check dams shall be removed when the grass has matured sufficiently to protect the ditch or swale unless the slope of the swale is greater than 4 percent. The area beneath the check dams shall be seeded and mulched immediately after dam removal. Common Trouble Points Stone displaced from face of dam Stone size too small and/or face too steep. Erosion downstream from dam Provide stone-lined apron. Erosion of abutments during high flow Rock abutment height inadequate. Sediment loss through dam Inadequate layer of aggregate on inside face or aggregate too coarse to restrict flow through dam. Maintenance A Inspect after each rainfall event. A Remove sediment accumulations. A Check structure and abutments for erosion, piping, or rock displacement. Repair immediately. A Remove check dam after the contributing drainage area has been permanently stabilized. Smooth site to blend with surrounding area and stabilize according to vegetation plan. Erosion and Sediment Control Practices 50 51 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices References Massachusetts Department of Environmental Protection, Offi ce of Watershed Management, Nonpoint Source Program, Massachusetts Nonpoint Source Management Manual, Boston, Massachusetts, June, 1993. U.S. Environmental Protection Agency, Storm Water Management For Construction Activities, EPA-832-R-92-005, Washington, DC, September, 1992. Washington State Department of Ecology, Stormwater Management Manual for the Puget Sound Basin, Olympia, WA, February, 1992. Construction Entrance A temporary stone-stabilized pad located at points of vehicular ingress and egress on a construction site. Purpose To provide a stable entrance and exit from a construction site and keep mud and sediment off public roads. Where Practice Applies Whenever traffi c will be leaving a construction site and moving directly onto a public road or other paved areas. Advantages A Mud on vehicle tires is signifi cantly reduced which avoids hazards caused by depositing mud on the public roadway. A Sediment, which is otherwise contained on the construction site, does not enter stormwater runoff elsewhere. Disadvantages Effective only if installed at every location where traffi c leaves and enters the site. Planning Considerations Avoid locating at curves in public roads or on steep slopes. Construction entrances provide an area where mud can be removed from vehicle tires before they enter a public road. If the action of the vehicle traveling over the gravel pad is not suffi cient to remove the majority of the mud, then the tires must be washed before the vehicle enters a public road. 52 53 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines If washing is used, provisions must be made to intercept the wash water and trap the sediment before it is carried off-site. Construction entrances should be used in conjunction with the stabilization of construction roads to reduce the amount of mud picked up by vehicles. This practice will only be effective if sediment control is used throughout the rest of the construction site. Design Recommendations A Remove all vegetation and other objectionable material from the foundation area. Grade and crown foundation for positive drainage. A Stone for a stabilized construction entrance shall be 1 to 3-inch stone, reclaimed stone, or recycled concrete equivalent placed on a stable foundation as specified in the plan. A Pad dimensions: The minimum length of the gravel pad should be 50 feet, except for a single residential lot where a 30 foot minimum length may be used. Longer entrances will provide better cleaning action. The pad should extend the full width of the construction access road or 10 feet whichever is greater. The aggregate should be placed at least six inches thick. A A geotextile filter fabric shall be placed between the stone fill and the earth surface below the pad to reduce the migration of soil particles from the underlying soil into the stone and vice versa. Filter cloth is not required for a single family residence lot. A If the slope toward the road exceeds 2%, construct a ridge, 6 to 8 inches high with 3:1 side slopes, across the foundation approximately 15 ft from the entrance to divert runoff away from the public road. A All surface water that is flowing to or diverted toward the construction entrance should be piped beneath the entrance. If piping is impractical, a berm with 5:1 slopes that can be crossed by vehicles may be substituted for the pipe. A Washing: If the site conditions are such that the majority of mud is not removed from the vehicle tires by the gravel pad, then the tires should be washed before the vehicle enters the road or street. The wash area should be a level area with 3-inch washed stone minimum, or a commercial rack. A Wash water should be directed into a sediment trap, a vegetated filter strip, or other approved sediment trapping device. Sediment should be prevented from entering any watercourses. A A filter fabric fence should be installed down-gradient from the construction entrance in order to contain any sediment-laden runoff from the entrance. Erosion and Sediment Control Practices 52 53 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Common Trouble Points Inadequate runoff control Sediment washes onto public road. Stone too small, pad too thin, or geotextile fabric absent Results in muddy condition as stone is pressed into soil. Pad too short for heavy construction traffic Extend pad beyond the minimum 50-ft length as necessary. Pad not flared sufficiently at road entrance Results in mud being tracked onto road and possible damage to road edge. Unstable foundation Use geotextile fabric under pad and/or improve foundation drainage. Maintenance A The entrance should be maintained in a condition that will prevent tracking or flowing of sediment onto public rights-of-way. This may require periodic topdressing with additional stone. A Inspect entrance/exit pad and sediment disposal area weekly and after heavy rains or heavy use. A Remove mud and sediment tracked or washed onto public road immediately. A Mud and soil particles will eventually clog the voids in the gravel and the effectiveness of the gravel pad will not be satisfactory. When this occurs, the pad should be topdressed with new stone. Complete replacement of the pad may be necessary when the pad becomes completely clogged. A If washing facilities are used, the sediment traps should be cleaned out as often as necessary to assure that adequate trapping efficiency and storage volume is available. Vegetative filter strips should be maintained to insure a vigorous stand of vegetation at all times. A Reshape pad as needed for drainage and runoff control. A Repair any broken road pavement immediately. A All temporary erosion and sediment control measures shall be removed within 30 days after final site stabilization is achieved or after the temporary practices are no longer needed. Trapped sediment shall be removed or stabilized on site. Disturbed soil areas resulting from removal shall be permanently stabilized. Erosion and Sediment Control Practices 54 55 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices References Minnick, E. L., and H. T. Marshall, Stormwater Management and Erosion Control for Urban and Developing Areas in New Hampshire, Rockingham County Conservation District, August 1992. North Carolina Department of Environment, Health, and Natural Resources, Erosion and Sediment Control Field Manual, Raleigh, NC, February 1991. U.S. Environmental Protection Agency, Storm Water Management For Construction Activities EPA-832-R-92-005, Washington, DC, September, 1992. Washington State Department of Ecology, Stormwater Management Manual for the Puget Sound Basin, Olympia, WA, February, 1992. Construction Road Stabilization Stabilization of temporary construction access routes, on-site vehicle transportation routes, and construction parking areas to control erosion Where Practice Applies All traffi c routes and parking areas for temporary use by construction traffi c. Advantages A Proper grading and stabilization of construction roads and parking areas reduces erosion and prevents dust problems. A Road stabilization can signifi cantly speed on-site work, avoid instances of immobilized machinery and delivery vehicles, and generally improve site effi ciency and working conditions during adverse weather. Disadvantages/Problems A Measures on temporary roads must be cheap not only to install but also to demolish if they interfere with the eventual surface treatment of the area. A May require maintenance to replace aggregate or repair ruts. Planning Considerations A Avoid steep slopes, excessively wet areas, and highly erodible soils. A Controlling surface runoff from the road surface and adjoining area is a key erosion control consideration. Provide surface drainage and divert excess runoff to stable areas. 54 55 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines A Areas which are graded for construction vehicle transport and parking purposes are especially susceptible to erosion. The exposed soil surface is continually disturbed, leaving no opportunity for vegetative stabilization. Such areas also tend to collect and transport runoff waters along their surfaces. During wet weather, they often become muddy quagmires which generate significant quantities of sediment that may pollute nearby streams or be transported off-site on the wheels of construction vehicles. Dirt roads can become so unstable during wet weather that they are virtually unusable. A Immediate stabilization of such areas with stone may cost money at the outset, but it may actually save money in the long run by increasing the usefulness of the road during wet weather. A Permanent roads and parking areas should be paved as soon as possible after grading. As an alternative, the early application of stone may solve potential erosion and stability problems and eliminate later regrading costs. Some of the stone will also probably remain in place for use as part of the final base course of the road. Design Recommendations A A 6-inch course of 2 to 4-inch crushed rock, gavel base, or crushed surfacing base course should be applied immediately after grading or the completion of utility installation within the right-of-way. A 4-inch course of asphalt-treated base may be used in lieu of the crushed rock, or as advised by the local government. A Temporary roads should follow the contour of the natural terrain to the maximum extent possible. Slope should not exceed 15 percent. Roadways should be carefully graded to drain transversely. Provide drainage swales on each side of the roadway in the case of a crowned section, or one side in the case of a super-elevated section. A Drain inlets should be protected to prevent sediment-laden water entering. A Areas adjacent to culvert crossings and steep slopes should be seeded and mulched. A Dust control should be used when necessary. Maintenance A Inspect stabilized areas regularly, especially after large storm events. Add crushed rock if necessary and restabilize any areas found to be eroding. A All temporary erosion and sediment control measures should be removed within 30 days after final site stabilization is achieved or after the temporary practices are no longer needed. A Trapped sediment should be removed or stabilized on site. Disturbed soil areas resulting from removal should be permanently stabilized. Erosion and Sediment Control Practices 56 57 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices References Massachusetts Department of Environmental Protection, Offi ce of Watershed Management, Nonpoint Source Program, Massachusetts Nonpoint Source Management Manual, Boston, Massachusetts, June, 1993. U.S. Environmental Protection Agency, Storm Water Management For Construction Activities EPA-832-R-92-005, Washington, DC, September, 1992. Washington State Department of Ecology, Stormwater Management Manual for the Puget Sound Basin, Olympia, WA, February, 1992. Diversion, Permanent A permanent ridge or channel, or a combination ridge and channel, constructed: across sloping land; or at the top or bottom of a steep slope. Used to convey runoff water. This practice is used to reduce slope lengths, break up concentration of runoff, and move water to stable outlets at a non-erosive velocity. Where Practice Applies This practice applies to sites where runoff can be diverted and used or disposed of safely to prevent fl ood damage or erosion and sediment damage, including: A Above steep slopes to limit surface runoff onto the slope, A Across long slopes to reduce slope length to prevent gully erosion, A Below steep grades where fl ooding, seepage problems, or sediment deposition may occur, A Around buildings or areas that are subject to damage from runoff. Diversions must have stable outlets. The site, slopes, and soils must be such that the diversion can be maintained throughout its planned life. Permanent diversions are not applicable below high sediment- producing areas unless land treatment practices, or structural measures, designed to prevent damaging accumulations of sediment in the channels, are installed with or before the diversions. Advantages Diversions are among the most effective and least costly practices for controlling erosion and sedimentation. 56 57 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Planning Considerations Permanent diversions should be planned as a part of initial site development. They are principally runoff control measures that subdivide the site into specific drainage areas. Permanent diversions can be installed as temporary diversions until the site is stabilized then completed as a permanent measure, or they can be installed in final form during the initial construction operation. The amount of sediment anticipated and the maintenance required as a result of construction operations will determine which approach should be used. Stabilize permanent diversions with vegetation or materials such as riprap, paving stone, or concrete as soon as possible after installation. Base the location, type of stabilization, and diversion configuration on final site conditions. Evaluate function, need, velocity control, outlet stability, and site aesthetics. When properly located, land forms such as landscape islands, swales or ridges can be used effectively as permanent diversions. Base the capacity of a diversion on the runoff characteristics of the site and the potential damage after development. Consider designing an emergency overflow section or bypass area to limit damage from storms that exceed the design storm. The overflow section may be designed as a weir with riprap protection. Design Recommendations Capacity Peak runoff values should be determined by accepted methods. Recommended minimum design frequencies are shown below. In all cases, the design storm frequency should be chosen to provide protection compatible with the hazard or damage that would occur if the diversion should overtop. Homes, schools, industrial buildings, etc. 50-year design frequency Playfields, recreation areas, similar land areas 25-year design frequency Permissible Flow Velocity Soil Texture Bare Channel Vegetated Channel Sand, silty sandy loam 1.5 feet/second 2.5 feet/second Silty clay and sandy clay loam 2.0 feet/second 3.5 feet/second Clay 2.5 feet/second 4.5 feet/second Erosion and Sediment Control Practices 58 59 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Cross Section The channel may be parabolic or trapezoidal. It should be designed to have stable side slopes. Side slopes for permanent diversions should not be steeper than 3:1 for maintenance purposes and preferably 4:1. In no case should side slopes be steeper than 1:1. Back slope of the ridge is not to be steeper than 2:1 and preferably 4:1. The ridge should include a settlement factor equal to 5 percent of its height. The minimum top width of the diversion ridge after settlement is to be 4.0 feet at the design elevation. Freeboard equalling 0.5 foot minimum. In determining the cross section on temporary diversions, consideration should be given to soil type and frequency and type of equipment that is anticipated to be crossing the diversion. Grade Channel grade for diversions may be uniform or variable. The permissible velocity for the soil type and vegetative cover will determine maximum grade. Level diversions with blocked ends may be used, provided pipes of sufficient size and spacing are placed in the embankment to drain the channel after runoff stops. Outlets Diversions are to have adequate outlets which will convey runoff without damaging erosion. The following types of outlets are acceptable: Natural or constructed vegetated outlets capable of safely carrying the design discharge. The outlet should be established and well vegetated prior to construction of the diversion. Properly designed and constructed grade stabilization structures or storm sewers. Natural or constructed open channels which are stable and have adequate capacity and depth. A stable area having a good sod cover or a woodland area with a deep erosion resistant litter. The outlet end of the diversion channel should be flared in a manner to spread the water over a wide area at a shallow depth. Level Spreader A level lip spreader should be used at diversion outlets discharging onto area already stabilized by vegetation. Spreaders shall be excavated at least 6 inches deep into undisturbed soil. The bottom of the excavation and the downstream lip of edge shall be level. Minimum spreader lengths shall be based on the peak rate of flow from a 10-year frequency storm. Erosion and Sediment Control Practices 58 59 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Diversion Dikes Diversion dikes should be used to divert runoff for temporary or permanent protection of cut or fill slopes. Diverted runoff must be discharged onto a stabilized area or through a slope-protection structure. Recommended criteria: A Drainage area - 5 acres or less. A Top width - 2 feet minimum. A Height (compacted fill) - 18 inches unless otherwise noted on the plans. (Height measured from the upslope toe to top of the dike.) A Side slopes - 2:1 or flatter. A Grade - dependent upon topography, but must have positive drainage to the outlet; may require vegetative or mechanical stabilization where grades are excessive. Protection Against Sediment Temporary diversions - None required. Permanent diversions - As a minimum, a filter strip of close growing grass should be maintained above the channel. The width of the filter, measured from the center of the channel, should be one-half the channel width plus 15 feet. The diversion ridge and channel should be vegetated to prevent erosion. Small eroded areas and sediment-producing channels draining into the diversion should be shaped and seeded prior to or at the time the diversion is constructed. Construction Recommendations All trees, brush, stumps, and other objectionable material should be removed so they will not interfere with construction or proper functioning of the diversion. All ditches or gullies which must be crossed should be filled and compacted prior to or as part of the construction. Fence rows and other obstructions that will interfere with construction or the successful operation of the diversion should be removed. The base for the diversion ridge should be prepared so that a good bond is obtained between the original ground and the placed fill. Vegetation should be removed and the base thoroughly disked before placement of the fill. Erosion and Sediment Control Practices 60 61 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices Vegetation Diversions should be vegetated as soon after construction as practical. Give consideration to jute matting, excelsior matting, or sodding of channel to provide erosion protection. Seeding, fertilizing, mulching, and sodding should be in accord with applicable vegetative standards for permanent cover. See Permanent Seeding. One-half to one bushel of oats should be added to the basic mixture for quick cover and to help anchor the mulch. Very moist channels are often best vegetated by working rootstocks of reed canarygrass into the seedbed. When soil conditions are unfavorable for vegetation (such as very coarse-textured subsoil material), topsoil should be spread to a depth of 4 inches or more on at least the center half of parabolic shaped channels or on the entire bottom of trapezoidal shaped channels. Seeded channels should be mulched. For critical sections of large channels, and for steep channels, the mulch should be anchored by cutting it lightly into the soil surface, or by covering with paper twine fabric or equivalent material; or jute netting should be used. Maintenance If no sediment protection is provided on temporary diversions, periodic cleanout will probably be required. References Massachusetts Department of Environmental Protection, Offi ce of Watershed Management, Nonpoint Source Program, Massachusetts Nonpoint Source Management Manual, Boston, Massachusetts, June, 1993. North Carolina Department of Environment, Health, and Natural Resources, Erosion and Sediment Control Field Manual, Raleigh, NC, February 1991. North Carolina Sediment Control Commission, Erosion and Sediment Control Planning and Design Manual, Raleigh, NC, September, 1988. Diversion,Temporary A permanent ridge or channel, or a combination ridge and channel, constructed: across sloping land; or at the top or bottom of a steep slope. Used to convey runoff water. 60 61 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Purpose A To reduce slope lengths, break up concentration of runoff, and move water to stable outlets at a non-erosive velocity. A To protect work areas from upslope runoff. A To divert sediment-laden water to an appropriate sediment-trapping facility. Where Practice Applies This practice applies to construction areas where runoff can be diverted and disposed of properly to control erosion, sedimentation, or flood damage. Specific locations and conditions include: A Above disturbed existing slopes, and above cut or fill slopes to prevent runoff over the slope; A Across unprotected slopes, as slope breaks, to reduce slope length; A Below slopes to divert excess runoff to stabilized outlets; A Where needed to divert sediment-laden water to sediment traps; A At or near the perimeter of the construction area to keep sediment from leaving the site; A Above disturbed areas before stabilization to prevent erosion and maintain acceptable working conditions. A Where active construction activities make the use of a permanent diversion unfeasible. Temporary diversions may also serve as sediment traps when the site has been overexcavated on a flat grade. They may also be used in conjunction with a sediment fence. Advantages Diversions are among the most effective and least costly practices for controlling erosion and sedimentation. Planning Considerations A temporary diversion is intended to divert overland sheet flow to a stabilized outlet or a sediment trapping facility during establishment of permanent stabilization on a sloping disturbed area. When used at the top of a slope, the structure protects exposed slopes by keeping upland runoff away. When used at the base of a slope, the structure protects adjacent and downstream areas by diverting sediment-laden runoff to a sediment trapping facility. If the diversion is going to remain in place for longer than 15 days, it should be stabilized with temporary or permanent vegetation. It is important that diversions are properly designed, constructed and maintained since they concentrate water flow and increase erosion potential. Particular care must be taken in planning diversion grades. Too Erosion and Sediment Control Practices 62 63 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines much slope can result in erosion in the diversion channel or at the outlet. A change of slope from steeper grade to flatter may cause deposition to occur. The deposition reduces carrying capacity and may cause overtopping and failure. Frequent inspection and timely maintenance are essential to proper functioning. Sufficient area must be available to construct and properly maintain diversions. It is usually less costly to excavate a channel and form a ridge or dike on the downhill side with the spoil than to build diversions by other methods. Where space is limited, it may be necessary to build the ridge by hauling in dike fill material or using a sediment fence to divert the flow. Use gravel to form the diversion dike where vehicles must cross frequently. Temporary diversions may be planned to function one year or more, or they may be constructed anew at the end of each days grading operation to protect new fill. Temporary diversions may serve as in-place sediment traps if overexcavated 1 to 2 feet and placed on a nearly flat grade. The dike serves to divert water as the stage increases. A combination silt fence and channel in which fill from the channel is used to stabilize the fence can trap sediment and divert runoff simultaneously. Wherever feasible, build and stabilize diversions and outlets before initiating other landdisturbing activities. Design Criteria Temporary diversions must be planned to be stable throughout their useful life and meet criteria given below. Otherwise, they should be designed as permanent diversions. Drainage area Not more than three acres. Capacity Peak runoff from 10-year storm. Minimum cross section: Top Width Height Side Slopes 0 ft. 1.5 ft. 4:1 4 ft 1.5 ft. 2:1 Grade The grade may be variable depending upon the topography and must have a positive grade to the outlet. The maximum channel grade should be limited to 1.0 percent. Erosion and Sediment Control Practices 62 63 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Spacing The maximum spacing of diversions on side slopes or graded rights-of- way should be no greater than the following: Land Slope (%) Spacing (ft.) 1 or less 300 2 200 3-5 150 5 or greater 100 Diverted runoff should outlet onto a stabilized area, into a properly designed waterway, grade stabilization structure or sediment trapping facility. Diversions that are to serve longer than 30 working days should be seeded and mulched as soon as they are constructed, in order to preserve dike height and reduce maintenance. Maintenance Inspect temporary diversions once a week and after every rainfall. Damage caused by construction traffi c or other activity should be repaired before the end of each working day. Immediately remove sediment from the fl ow area and repair the diversion ridge. Check outlets carefully and make timely repairs as needed. When the area protected has been permanently stabilized, remove the ridge and the channel to blend with the natural ground level, and appropriately stabilize it. References Massachusetts Department of Environmental Protection, Offi ce of Watershed Management, Nonpoint Source Program, Massachusetts Nonpoint Source Management Manual, Boston, Massachusetts, June, 1993. North Carolina Department of Environment, Health, and Natural Resources, Erosion and Sediment Control Field Manual, Raleigh, NC, February 1991. North Carolina Sediment Control Commission, Erosion and Sediment Control Planning and Design Manual, Raleigh, NC, September, 1988. Washington State Department of Ecology, Stormwater Management Manual for the Puget Sound Basin, Olympia, WA, February, 1992. Erosion and Sediment Control Practices 64 65 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Dust Control Reducing surface and air movement of dust from exposed soil surfaces during land disturbing, demolition, and construction activities. Where Practice Applies On construction routes and other disturbed areas subject to surface dust movement and dust blowing where on-site and off-site damage is likely to occur if preventive measures are not taken. Advantages A decrease in the amount of dust in the air will decrease the potential for accidents and respiratory problems. Disadvantages/Problems Excessive use of water to control dust emissions, particularly in areas where the soil has been compacted, can cause a runoff problem. Planning Considerations Large quantities of dust can be generated during land grading activities for commercial, industrial, or subdivision development, especially during dry, windy weather. Research at construction sites has established an average dust emission rate of 1.2 tons/acre/month for active construction. Earthmoving activities comprise the major source of construction dust emissions, but traffi c and general disturbance of the soil also generate signifi cant dust emissions. In planning for dust control, it is important to schedule construction activities so that the least area of disturbed soil is exposed at one time. For disturbed areas not subject to traffi c, vegetation provides the most practical and effi cient means of dust control. For other areas control measures include mulching, sprinkling, spraying adhesive or calcium chloride, and wind barriers. Maintain dust control measures properly through dry weather periods until all disturbed areas have been permanently stabilized. Methods Vegetative Cover - For disturbed areas not subject to traffi c, vegetation provides the most practical method of dust control. Mulch (including Gravel Mulch) - When properly applied, mulch offers a fast, effective means of controlling dust. Spray-on Adhesive - Latex emulsions or resin in water can be sprayed onto mineral soil to prevent particles from blowing away. Erosion and Sediment Control Practices 64 65 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices Calcium Chloride - Calcium chloride may be applied by mechanical spreader as loose, dry granules or fl akes at a rate that keeps the surface moist but not so high as to cause water pollution or plant damage. Sprinkling - The site may be sprinkled until the surface is wet. Sprinkling is especially effective for dust control on haul roads and other traffi c routes. Stone - Used to stabilize construction roads; can also be effective for dust control. Barriers - A board fence, wind fence, sediment fence, or similar barrier can control air currents and blowing soil. All of these fences are normally constructed of wood and they prevent erosion by obstructing the wind near the ground and preventing the soil from blowing offsite. A wind barrier generally protects soil downward for a distance of 10 times the height of the barrier. Perennial grass and stands of existing trees may also serve as wind barriers. Maintenance Respray area as necessary to keep dust to a minimum. References Massachusetts Department of Environmental Protection, Offi ce of Watershed Management, Nonpoint Source Program, Massachusetts Nonpoint Source Management Manual, Boston, Massachusetts, June, 1993. U.S. Environmental Protection Agency, Storm Water Management For Construction Activities, EPA-832-R- 92-005, Washington, DC, September, 1992. Washington State Department of Ecology, Stormwater Management Manual for the Puget Sound Basin, Olympia, WA, February, 1992. Filter Berm A fi lter berm is a temporary ridge constructed of loose gravel, stone, or crushed rock. It slows and fi lters fl ow, diverting it from an exposed traffi c area. It is used to retain sediment from traffi c areas. 66 67 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Where Practice Applies Where a temporary measure is needed to retain sediment from rights- of-way or in traffic areas on construction sites. Advantages This is an efficient method of sediment removal. Reduces the speed of runoff flow. Disadvantages/Problems A A gravel filter berm is more expensive to install than other practices which use materials found on-site. A Has a limited life span. A Can be difficult to maintain because of clogging from mud and soil on vehicle tires. Design Criteria Berm material should be 3⁄4 to 3 inches in size, washed, well-graded gravel or crushed rock with less than 5 percent fines. Spacing of berms: A Every 300 feet on slopes less than 5 percent. A Every 200 feet on slopes between 5 and 10 percent. A Every 100 feet on slopes greater than 10 percent. Berm dimensions: A 1 foot high with 3:1 side slopes. A 8 linear feet per 1 cfs runoff based on the 10-year, 24-hour design storm. Maintenance Filter berms should be inspected regularly after each rainfall, or if damaged by construction traffic. All needed repairs should be performed immediately. Accumulated sediment should be removed and properly disposed of and the filter material replaced, as necessary. Erosion and Sediment Control Practices 66 67 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines References U.S. Environmental Protection Agency, Storm Water Management For Construction Activities, EPA-832-R-92-005, Washington, DC, September, 1992. Washington State Department of Ecology, Stormwater Management Manual for the Puget Sound Basin, Olympia, WA, February, 1992. Filter Strip, Vegetated A vegetated fi lter strip is an area of vegetation for runoff to fl ow through before it leaves a disturbed site or enters into a designed drainage system. It improves water quality by removing sediment and other pollutants from runoff as it fl ows through the fi lter strip. Some of the sediment and pollutants are removed by fi ltering, absorption, adsorption and settling as the velocity of fl ow is reduced. Where Practice Applies This practice applies to any site where adequate vegetation can be established and maintained. Vegetative fi lter strips can be used effectively: A Surrounding stormwater management infi ltration practices to reduce the sediment load delivered to the structures; A Adjacent to water courses such as waterways and diversions and water bodies such as streams, ponds, and lakes; A At the outlets of stormwater management structures; or A Along the top of and at the base of slopes. A vegetative fi lter strip is designed to provide runoff treatment of conventional pollutants but not nutrients. This practice is not designed to provide streambank erosion control. A vegetative fi lter strip should not be used for conveyance of larger storms because of the need to maintain sheet fl ow conditions. Also, the fi lter strip would likely be prohibitively large for this application. Planning Considerations Filter strips may occur naturally or be constructed. It is important that fi lter strips be designed and constructed so that runoff fl ows uniformly across the fi lter strip as sheet fl ow. Once the fl ow becomes concentrated in rills, the effectiveness of the strip is greatly reduced. It is essential that some type of device such as a level spreader or shallow stone trench be used to distribute the runoff evenly across the strip. Natural fi lter areas can provide excellent pollutant removal, particularly those areas left adjacent to natural water courses and bodies Erosion and Sediment Control Practices 68 69 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines of water. It is also important to evenly distribute the runoff into these natural areas for best performance. These natural areas can provide excellent wildlife habitat and travel corridors. To prevent soil compaction, no equipment should be allowed to operate within the filter strip area. Uncompacted soil encourages percolation and minimizes rapid surface runoff. Design Recommendations Drainage Area Maximum recommended drainage area is 5 acres. Entrance Conditions Runoff must be introduced to the filter strip as uniform sheet flow. A level spreader can be used to distribute the runoff onto the filter strip by constructing the lip of the spreader and the top of the strip at the same elevation or contour. In some cases, a shallow stone trench can be used to intercept the runoff and allow the water to outlet evenly as long as the lower edge of the stone trench is constructed level. Make provisions to avoid flow bypassing the filter strip. Length Filter strip length (parallel to flow) should be designed to produce a water residence time of at least 20 minutes (the length should normally be in the range of 100-200 feet). Vegetative filter strips should not receive concentrated flow discharges as their effectiveness will be destroyed plus the potential for erosion could cause filter strips to become sources of pollution. Slope Vegetative filter strips should not be used on slopes greater than about 15 percent because of the difficulty in maintaining the necessary sheet flow conditions. Width of Strip The minimum width of a filter strip should be 20 feet for slopes up to 1%. An additional 4 feet for each 1% of slope should be added. Experience has found that strips from 50 to 75 feet wide perform best. Vegetation A dense stand of vegetation is necessary for a well functioning filter strip. A temporary diversion should be used to divert runoff away from the filter strip until good vegetation is established; otherwise rills will develop and reduce the effectiveness of the strip. Erosion and Sediment Control Practices 68 69 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices Maintenance Filter strips should be maintained as natural areas once the vegetation is established. The fi lter strip should be protected from damage by fi re, grazing, traffi c, and dense weed growth. Fertilization needs should be determined by on-site inspections. Supplemental fertilizer is a key factor, as most species take two to three years to become fully established. The fi lter strip should be inspected periodically and after every major rainstorm to determine if the entrance conditions are still uniform and level and to see if rills have formed. Any problem areas should be repaired promptly to prevent further deterioration. References Minnick, E. L., and H. T. Marshall, Stormwater Management and Erosion Control for Urban and Developing Areas in New Hampshire, Rockingham County Conservation District, August 1992. Massachusetts Department of Environmental Protection, Offi ce of Watershed Management, Nonpoint Source Program, Massachusetts Nonpoint Source Management Manual, Boston, Massachusetts, June, 1993. Washington State Department of Ecology, Stormwater Management Manual for the Puget Sound Basin, Olympia, WA, February, 1992. Flume, Paved A paved fl ume is a permanent lined channel constructed on a slope. Paved fl umes are used routinely on parking lot fi lls and highway cuts and fi lls to take runoff down the slope without causing erosion. The fl umes may be constructed of concrete, asphalt, or masonry. The outlet of the fl ume should be protected to avoid erosion. Where Practice Applies This is a permanent practice that applies where stormwater runoff must be conveyed from the top of a cut or fi ll slope to the bottom. Design Recommendations This practice should be designed by a professional engineer. Capacity Paved fl umes should be designed to pass the peak rate of fl ow expected from a 10 year frequency storm unless local regulations require a lower frequency higher discharge storm event. 70 71 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Slope The steepest slope of the structure shall be 1.5 horizontal to 1 vertical (1.5: 1) where the fl ume is located in natural ground. The maximum slope shall be 2 horizontal to 1 vertical (2:1) on fi ll slopes. Cutoff Walls Cutoff walls shall be provided at the beginning and end of the fl ume. The wall should extend the full width of the fl ume and a minimum of 18 inches into the soil below the bottom of the fl ume. Cutoff wall should be at least 6 inches thick. Concrete walls should be reinforced with #4 bars spaced on 6 inch centers in both directions. Cross section Concrete fl ume walls will need to be at least 4 inches thick and reinforced with welded wire fabric. Asphalt lined fl umes should be at least 3 inches thick. Masonry fl umes should be a minimum of 4 inches thick. Bedding All paved fl umes should be constructed on a 6 inch layer of sand-gravel bedding material. Outlet Outlets of paved fl umes must be protected from erosion with some type of energy dissipater. The dissipater may be a designed structure or may be constructed of rock riprap capable of withstanding the velocity of fl ow from the chute. Maintenance Little maintenance is required for a paved fl ume, but the fl ume should be inspected periodically to see if cracks have developed in the lining. Any cracks should be repaired immediately. The energy dissipater should be checked to see that it is functioning properly. Any erosion below the dissipater should be repaired immediately. References Minnick, E. L., and H. T. Marshall, Stormwater Management and Erosion Control for Urban and Developing Areas in New Hampshire, Rockingham County Conservation District, August 1992. Massachusetts Department of Environmental Protection, Offi ce of Watershed Management, Nonpoint Source Program, Massachusetts Nonpoint Source Management Manual, Boston, Massachusetts, June, 1993. Erosion and Sediment Control Practices 70 71 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Gabions Gabions are rectangular baskets fabricated from a hexagonal mesh of heavily galvanized steel wire. The baskets are fi lled with stone and rock and stacked atop one another to form a gravity-type wall. Gabions depend mainly on the interlocking of the individual stones and rocks within the wire mesh for internal stability, and their mass or weight to resist hydraulic and earth forces. Gabions are a porous type of structure that can be vegetated. Purpose To slow the velocity of concentrated runoff or to stabilize slopes with seepage problems and/or noncohesive soils. Where Practice Applies Soil-water interfaces, where the soil conditions, water turbulence, water velocity, and expected vegetative cover, are such that the soil may erode under the design fl ow conditions. Gabions can be used on steeper slopes than riprap. Advantages Some advantages of gabion walls are: A Ease of handling and transportation A Speed of construction A Flexibility (Gabions tolerate movement) A Permeability to water (Good drainage) Gabions offers an easy-to-use method for decreasing water velocity and protecting slopes from erosion. Disadvantages/Problems Gabions are sometimes criticized as being unsightly. They can be made more attractive by use of attractive facing stone toward the front of the wall and by establishing vegetation in the spaces between the rocks. Gabions are more expensive than either vegetated slopes or riprap. The wire baskets used for gabions may be subject to heavy wear- and-tear due to wire abrasion by bedload movement in streams with high velocity fl ow. Erosion and Sediment Control Practices 72 73 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Planning Considerations For easy handling and shipping, gabions are supplied folded into a flat position and bundled together. Gabions are readily assembled by unfolding and binding together all vertical edges with lengths of connecting wire stitched around the vertical edges. The empty gabions are placed in position and wired to adjoining gabions. They are then filled with cobblestone-size rock (10-30 cm in diameter) to one-third their depth. Connecting wires, placed in each direction, brace opposing gabion walls together. The wires prevent the gabion baskets from “bulging” as they are filled. This operation is repeated until the gabion is filled. After filling, the top is folded shut and wired to the ends, sides, and diaphragms. During the filling operation live rooting plant species, such as willow, may be placed among the rocks. If this is done, some soil should be placed in the gabions with the branches, and the basal ends of the plants should extend well into the backfill area behind the gabion breast wall. Several different design configurations are possible with gabions. They may have either a battered (sloping) or a stepped-back front. The choice depends upon application, although the stepped-back type is generally easier to build when the wall is more than 10 ft high. If large rocks are readily accessible, inexpensive, and near the proposed site, then their use in construction of a rock wall may be preferable. On the other hand, if rock must be imported or is only available in small sizes, a gabion wall may be preferable. Sequence of Construction Since gabions are used where erosion potential is high, construction must be sequenced so that they are put in place with the minimum possible delay. Disturbance of areas where gabions are to be placed should be undertaken only when final preparation and placement can follow immediately behind the initial disturbance. Where gabions are used for outlet protection, they should be placed before or in conjunction with the construction of the pipe or channel so that they are in place when the pipe or channel begins to operate. Maintenance Gabions should be inspected on a regular basis and after every large storm event. All temporary and permanent erosion and sediment control practices shall be maintained and repaired as needed to assure continued performance of their intended function. All maintenance and repair shall be conducted in accordance with an approved manual. Erosion and Sediment Control Practices 72 73 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines References Connecticut Council on Soil and Water Conservation, Connecticut Guidelines for Soil Erosion and Sediment Control, Hartford, CT, January, 1985. Gray, Donald H. and Leiser, A. T., Biotechnical Slope Protection and Erosion Control, Leiser Van Reinhold Inc., 1982. Pennsylvania, Commonwealth of, Bureau of Soil and Water Conservation, Erosion and Sediment Pollution Control Program Manual, Harrisburg, PA, April, 1990. Geotextiles Geotextiles are porous fabrics known in the construction industry as fi lter fabrics, road rugs, synthetic fabrics, construction fabrics, or simply fabrics. Geotextiles are manufactured by weaving or bonding fi bers made from synthetic materials such as polypropelene, polyester, polyethylene, nylon, polyvinyl chloride, glass and various mixtures of these. Some geotextiles are also biodegradable materials such as mulch matting and netting. Mulch mattings are materials (jute or other wood fi bers) that have been formed into sheets of mulch that are more stable than normal mulch. Netting is typically made from jute, other wood fi ber, plastic, paper, or cotton and can be used to hold the mulching and matting to the ground. Purpose As a synthetic construction material, geotextiles are used for a variety of purposes in the United States and other countries. The uses of geotextiles include separators, reinforcement, fi ltration and drainage, and erosion control. Netting can also be used alone to stabilize soils while the plants are growing; however, it does not retain moisture or temperature well. Where Practice Applies Geotextiles, when used alone, can be used as matting. Mattings are used to stabilize the fl ow in channels and swales. Matting may also be used on recently planted slopes to protect seedlings until they become established and on tidal or stream banks where moving water is likely to wash out new plantings. Erosion and Sediment Control Practices 74 75 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices Geotextiles are also used as separators. An example of such a use is geotextile as a separator between riprap and soil. This ‘sandwiching’ prevents the soil from being eroded from beneath the riprap and maintaining the riprap’s base. Advantages A Fabrics are relatively inexpensive for certain applications. A A wide variety of geotextiles to match specifi c needs is available. Disadvantages/Problems If the fabric is not property selected, designed, or installed, the effectiveness may be reduced drastically. Many synthetic geotextiles are sensitive to light and must be protected prior to installation. Planning Considerations There are numerous types of geotextiles available, therefore the selected fabric should match its purpose. In the fi eld, important concerns include regular inspections to check for cracks, tears, or breaches in the fabric. Effective netting and matting require fi rm, continuous contact between the materials and the soil. If there is no contact, the material will not hold the soil and erosion will occur underneath the material. References “Installing Erosion Control Blankets,” Erosion Control, The Journal For Erosion & Sediment Control Professionals, Vol. 1, No. 4, September/ October 1994. U.S. Environmental Protection Agency, Storm Water Management For Construction Activities, EPA-832-R- 92-005, Washington, DC, September, 1992. Grade Stabilization Structure A permanent structure used to drop water from a higher elevation to a lower elevation. Grade stabilization structures are used to reduce or prevent excessive erosion by reducing velocities in a watercourse or by providing channel linings or structures that can withstand high velocities. 74 75 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Where Practice Applies This practice applies to sites where earth and vegetation cannot safely handle water at permissible velocities, where excessive grades or overfall conditions are encountered, or where water is to be structurally lowered from one elevation to another. These structures should be planned and installed along with or as a part of other conservation practices in an overall surface water disposal system. Planning Considerations Permanent grade stabilization structures may be constructed of concrete, metal, rock riprap, timber, or other suitable material. The choice of material is dependent on the proposed life of the structure, availability of materials, site specification, and soil conditions where the structure will be installed. Generally, concrete structures are more expensive and more complicated to build, however they are more durable. Prefabricated metal structures are available at a slightly lower cost and are not as complicated to install. Rock riprap is a less expensive alternative where an adequate supply of durable rock is available, but will require more maintenance. Timber structures are not as easily installed as rock riprap, nor are they as durable. Permanent grade stabilization structures are dependent on adequate tailwater conditions for proper functioning. Without adequate tailwater, erosion at the toe of the structure will eventually cause failure. Design Recommendations Design and specifications should be prepared for each structure on an individual job basis by a qualified engineer. Overfall structures of concrete, metal, rock riprap, or other suitable material may be used to lower water from one elevation to another. These structures are applicable where it is desirable to drop the watercourse elevation over a very short horizontal distance. Adequate protection should be provided to prevent erosion or scour problems at both the upstream and downstream ends of the structure as well as along sides of the structure. Pipe drops of metal pipe may be used with suitable inlet and outlet structures. The inlet structure may consist of a vertical section of pipe, an embankment, or a combination of both. The outlet structure shall provide adequate protection against erosion or scour at the pipe outlet. Erosion and Sediment Control Practices 76 77 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices Capacity Structures which are designed to operate in conjunction with other erosion control practices should have as a minimum suffi cient capacity to handle the bankfull capacity of the channel delivering water to the structure. The minimum design capacity for grade control structures that are not designed to perform in conjunction with other practices should be that required to handle a 25-year frequency 24-hour duration storm. Runoff values should be computed using accepted methods. Maintenance Grade stabilization structures should be checked at least annually and after every major storm. Concrete structures should be checked for concrete deterioration, settlement, and joint integrity. Pipe structures should be checked for deterioration of the pipe, settlement, and joint integrity. The outlets of the structures should be checked to see if the outlet is stable and is not eroding. If repairs are necessary, they should be made immediately to avoid further damage to the structures. References Minnick, E. L., and H. T. Marshall, Stormwater Management and Erosion Control for Urban and Developing Areas in New Hampshire, Rockingham County Conservation District, August 1992. Inlet Protection A sediment fi lter or an excavated impounding area around a storm drain, drop inlet, or curb inlet. Used to prevent sediment from entering storm drainage systems prior to permanent stabilization of the disturbed area. This practice allows for early use of the drainage system. Where Practice Applies Where storm drains are to be made operational before permanent stabilization of the disturbed drainage area. Inlet protection is a temporary measure used where the drainage area to the inlet or inlets of a storm drain system is disturbed and it is not possible to divert sediment laden water away from the system. Storm sewers which are put into use before their drainage area is stabilized can convey large amounts of sediment to natural drainageways. This practice should not be used to replace other sediment trapping devices, but it should be used in conjunction with these devices to help prevent sediment from being transported into the system and ultimately downstream or offsite. 76 77 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Runoff from disturbed areas larger than one acre should be routed through a temporary sediment trap or basin. Filter fabric is used for inlet protection when storm water flows are relatively small with low velocities. Block and gravel filters can be used where velocities are higher. Gravel and mesh filters can be used where flows are higher and subject to disturbance by site traffic. Sod inlet filters may be used if sediment load in the storm water runoff is low. Advantages A Prevents clogging of storm drainage systems and siltation of receiving waters. A Reduces the amount of sediment leaving the site. Disadvantages/Problems A May be difficult to remove collected sediment, especially under high flow conditions. A May cause erosion elsewhere if clogging occurs. A Practical only for low sediment, low volume flows. Planning considerations Installation of this measure should take place before any soil disturbance in the drainage area. Inlet protection should be used in combination with other measures, such as small impoundments or sediment traps, to provide more effective sediment removal. The type of inlet protection device chosen depends on site conditions. Straw or hay bale barriers or sediment fences can be constructed around inlets. A small sediment basin can be excavated around the storm drain inlet. In other cases, gravel filters may be used around or directly over the storm sewer opening. The major considerations in deciding the type of protection to be used must be based on the type of inlet, the conditions around the inlet, and the area adjacent to the inlet that may be damaged or inconvenienced because of temporary ponding of water. Design Recommendations A Grates and spaces of all inlets should be secured to prevent seepage of sediment-laden water. A All inlet protection measures should include sediment sumps of 1 to 2 feet in depth, with 2:1 side slopes. A The inlet protection device should be constructed so that any ponding resulting from the installation will not cause damage to adjacent areas or structures. Erosion and Sediment Control Practices 78 79 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines A The device must be constructed so that clean-out and disposal of trapped sediment and debris can be accomplished with little interference to construction activities. Drainage Area The drainage area normally should be no more than one acre. Capacity Runoff from 10-year storm must enter storm drain without bypass flow. Types of Inlet Protection Straw or Hay Bale Barriers Straw or hay bale barriers can be constructed around the drain inlet. Permeability through bales is lower than for other types of inlet protection, such as sediment fences. Provide sufficient storage space for runoff or sufficient lineal footage of bales to allow storm flow to pass through the bales. Excavated Drop Inlet Trap This method of inlet protection is applicable where relatively heavy flows are expected and overflow capability is needed. Applicable where the inlet drains a relatively small (less than one acre) flat area, on less than 5 percent slope. This practice works well for trapping coarse grained material. Do not place fabric under gate as the collected sediment may fall into the drain when the fabric is retrieved. This practice cannot easily be used where the area is paved because of the need for driving stakes to hold the material. Excavated traps may be used to improve the effectiveness and reliability of other sediment traps and barriers such as fabric, or block and gravel inlet protection. Installation: The trap should be excavated around the inlet to provide 67 cubic feet of storage per acre of drainage area to the inlet. The trap should be no less than 1 foot deep or more than 2 feet deep when measured from the top of the inlet. Side slopes should be 3:1 or flatter. Dimensions of the excavation should be based on the site conditions. Normally the traps are square. If there is concentrated flow being directed into the trap, however, then the trap should be rectangular with the long dimension oriented in the direction of the flow. When necessary, spoil may be placed to form a dike on the downslope side of the excavation to prevent bypass flow. Erosion and Sediment Control Practices 78 79 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Common Trouble Points Sediment fills excavated basin and enters storm drain Sediment-producing area too large for basin design or inlet not properly maintained. Excessive ponding Gravel over weep holes may be plugged with sediment. Remove debris, clear sediment, and replace gravel. Flooding and erosion due to blockage of storm drain Install trash guard. Gravel and Wire Mesh Filter Applicable where flows greater than 0.5 cfs are expected and construction traffic may occur over the inlet. Installation A wire mesh should be placed over the drop inlet or curb opening so that the entire opening and a minimum of 12 inches around the opening are covered by the mesh. The mesh may be ordinary hardware cloth or wire mesh with openings up to 1⁄2 inch. If more than one strip of mesh is necessary, overlap the strips. Place filter fabric over wire mesh. Extend the filter fence/wire mesh beyond the inlet opening at least 18 inches on all sides. Place 3⁄4 to 3-inch gravel over the filter fabric/wire mesh. The depth of the gravel should be at least 12 inches over the entire inlet opening. Block and Gravel Inlet Protection This method uses standard concrete block and gravel to provide a small, sturdy barrier to trap sediment at the entrance to a storm drain. It applies to both drop inlets and curb inlets where heavy flows are expected and an overflow capacity is necessary to prevent excessive ponding around the structure. Concrete blocks are laid without mortar closely around the perimeter of the drain. Gravel is then placed around the outside of the blocks to restrict the flow and form a sediment pool. For slower drainage and therefore more settlement time, the concrete blocks could be eliminated and the device made entirely of gravel. Pool depth should be limited to a maximum of 2 feet. Frequent maintenance is a must for this practice. Installation: Place wire mesh over the drop inlet so that the wire extends a minimum of 1 foot beyond each side of the inlet structure. Use hardware cloth or comparable wire mesh with one-half inch openings. If more than one strip is necessary, overlap the strips. Place filter fabric over the wire mesh. Erosion and Sediment Control Practices 80 81 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Place concrete blocks lengthwise on their sides in a single row around the perimeter of the inlet, so that the open ends face outward, not upward. The ends of adjacent blocks should abut. The height of the barrier can be varied, depending on design needs, by stacking combinations of blocks that are 4 inches, 8 inches, and 12 inches wide. The row of blocks should be at least 12 inches but no greater than 24 inches high. Place wire mesh over the outside vertical face (open end) of the concrete blocks. Extend at least 12 inches around the opening to prevent aggregate from being transported through the openings in the block. Use hardware cloth or comparable wire mesh with 1⁄2 inch openings. Pile gravel, 1-inch diameter or smaller, against the wire mesh to the top of the outside face of the blocks to control drainage rate. Common Trouble Points Top of structure too high A Bypass storm flow causes severe erosion. Blocks not placed firmly against storm drain inlet A Scour holes develop. Drainage area too large A Poor trap efficiency and/or sediment overload. Approach to drain too steep A Causes high flow velocity and poor trap efficiency. Install excavated basin in the approach. Sediment not removed following a storm A Sediment enters storm drain. Stone in gravel donut not large enough or inside slope too steep A Stone washes into inlet. Maintenance Remove and replace gravel over weep holes when drainage stops. Erosion and Sediment Control Practices 80 81 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Fabric Drop Inlet Protection A temporary device consisting of porous fabric supported by posts and placed around a drop inlet. When properly braced and sealed at the bottom, the fabric restricts flow rate, forming a sedimentation pool at the approach to the inlet. The fabric allows the pool to drain slowly, protecting the storm drain from sediment. This method of inlet protection is effective where the inlet drains a small, nearly level area with slopes generally less than 5 percent and where shallow sheet flows are expected. The immediate land area around the inlet should be relatively flat (less than 1%) and located so that accumulated sediment can be easily removed. This method cannot easily be used where the area is paved because of the need for driving stakes to hold the material. Height of fabric 1.5 ft maximum, 1 foot minimum; measured from top of inlet. Stability Structure must withstand 1.5-foot head of water and sediment without collapsing or undercutting. Support posts Steel fence posts or 2 x 4-inch wood, length 3 foot minimum, spacing 3 foot maximum; top frame support recommended. Fabric material Synthetic, extra-strength fabric. Burlap is acceptable for short-term use only (60 days or less). Installation: Space support posts evenly against the perimeter of the inlet a maximum distance of 3 ft apart and drive them at least 8 inches into the ground. The stakes must be at least 3 feet long. Overflow must fall directly into the inlet and not on unprotected soil. Build a supporting frame of 2 x 4-inch lumber, maximum height 1.5 ft above the drop inlet crest. The frame adds stability and serves as a weir to control storm overflow into the drop inlet. Alternatively, use wire fence (14 gauge minimum, with a maximum mesh spacing of 6 inches) to support fabric. Stretch fence with top level to provide uniform overflow. Extend wire 6 inches below ground. Excavate a trench approximately 8 inches wide and 12 inches deep around the outside perimeter of the stakes. Cut fabric from a single roll to eliminate joints. Place bottom 12 inches of fabric in trench adjacent to the drop inlet. Erosion and Sediment Control Practices 82 83 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Fasten fabric securely to the posts and frame or support fence, if used. Overlap joints to the next post. Backfill the trench with 3⁄4 inch or less washed gravel all the way around. Do not place fabric under grate as the collected sediment may fall into the drain when the fabric is retrieved. Stabilize disturbed areas immediately after construction. Common Trouble Points: Posts and fabric not supported at the top A Results in collapse of the structure. Fabric not properly buried at bottom A Results in undercutting. Top of fabric barrier set too high A Results in flow bypassing the storm inlet or collapsing structure. Temporary dike below the drop inlet not maintained A Results in flow bypassing storm inlet Sediment not removed from pool A Results in inadequate storage volume for next storm. Fence not erected against drop inlet A Results in erosion and undercutting. Land slope at storm drain too steep A Results in high flow velocity, poor trapping efficiency, and inadequate storage volume. Excavation of sediment storage area may be necessary. Sod Drop Inlet Protection A permanent grass sod filter area around a storm drain drop inlet in a stabilized, well vegetated area. Where Practice Applies: A Where the drainage area of the drop inlet has been permanently seeded and mulched and the immediate surrounding area is to remain in dense vegetation. A This practice is well suited for lawns adjacent to large buildings. A The drainage area should not exceed 2 acres, A The entrance flow velocity must be low, and A The general area around the inlet should be planned for vegetation. Erosion and Sediment Control Practices 82 83 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Other Inlet Protection Practices There are several types of manufactured inlet fi lters and traps which have different applications dependent upon site conditions and type of inlet. One is a catchbasin fi lter that prevents sediments and other contaminants from entering storm drainage systems. The catchbasin fi lter is inserted in the catchbasin just below the grating. The catchbasin fi lter is equipped with a sediment trap and up to three layers of a fi berglass fi lter material. This is a changing fi eld. New products are being developed and brought to the market. For the most recent information see a trade journal such as Erosion Control or Land and Water. Maintenance All trapping devices and the structures they protect should be inspected after every rain storm and repairs made as necessary. Sediment should be removed from the trapping devices after the sediment has reached a maximum of one half the depth of the trap. Sediment should be disposed of in a suitable area and protected from erosion by either structural or vegetative means. Temporary traps should be removed and the area repaired as soon as the contributing drainage area to the inlet has been completely stabilized. Systems using fi lter fabric Inspections should be made on a regular basis, especially after large storm events. If the fabric becomes clogged, it should be replaced. Systems using stone fi lters If the stone fi lter becomes clogged with sediment, the stones must be pulled away from the inlet and cleaned or replaced. Since cleaning of gravel at a construction site may be diffi cult, an alternative approach would be to use the clogged stone as fi ll and put fresh stone around the inlet. References Massachusetts Department of Environmental Protection, Offi ce of Watershed Management, Nonpoint Source Program, Massachusetts Nonpoint Source Management Manual, Boston, Massachusetts, June, 1993. Minnick, E. L., and H. T. Marshall, Stormwater Management and Erosion Control for Urban and Developing Areas in New Hampshire, Rockingham County Conservation District, August 1992. Erosion and Sediment Control Practices 84 85 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines North Carolina Department of Environment, Health, and Natural Resources, Erosion and Sediment Control Field Manual, Raleigh, NC, February 1991. U.S. Environmental Protection Agency, Storm Water Management For Construction Activities, EPA-832-R-92-005, Washington, DC, September, 1992. Washington State Department of Ecology, Stormwater Management Manual for the Puget Sound Basin, Olympia, WA, February, 1992. Land Grading and Stabilization Using engineering techniques or vegetative practices, or a combination of both, to provide surface drainage and control erosion and sedimentation while reshaping and stabilizing the ground surface to provide more suitable sites for buildings and other facilities, or maintain temporary stockpiles. Where Practice Applies This practice applies where the existing ground surface is regraded, new cut or fi ll slopes are created, or existing slopes or ground surfaces would otherwise be unstable or subject to erosion. Planning Considerations Provisions should be made to safely conduct surface runoff to storm drains, protected outlets, or to a stable watercourse to insure that the runoff will not damage slopes or other graded areas. Wherever possible runoff water should be diverted away from the top of cut and fi ll slopes to stable outlets or grade control structures. Waterways, diversions, grade stabilization structures, terraces, pipe drains, fl umes, subsurface drains, or rock fi lls are some of the practices that may fi nd use in slope stabilization. Bioengineering practices, combining vegetative and mechanical practices, also have a place. Cuts, Fills, and Slopes Compaction can be a major factor in erosion control for fi ll slopes. In addition to other compaction controls required by the nature of the project, the minimum criterion recommended for successful erosion control on fi ll slopes is to compact the uppermost one foot of fi ll to at least 85 percent of the maximum unit weight (based on the modifi ed AASHTO compaction test). This is usually accomplished by running heavy equipment over the fi ll. Erosion and Sediment Control Practices 84 85 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines On cut slopes ground water seepage causes undercutting and soil slippage. Subsurface drains, a layer of crushed rock, or other measures may be necessary. Slope gradient is an important factor in the success of vegetative restabilization measures. Normal tillage equipment cannot be used to prepare a seedbed on slopes 2:1 or steeper. Storm water runoff will result in the loss of seeds, fertilizer, and soil. Sod can be used to stabilize steep slopes instead of seeding where grades are not more than 2:1. Sod on slopes steeper than 3:1 should be pegged. Slopes steeper than 2:1 will usually require special stabilization measures such as a crushed rock or riprap layer, crib wall or revetment. Sandy soils present a special problem for the establishment of vegetation, especially in areas where the sand is deep and droughty. American beachgrass is one solution to this problem. It is usually established by hand planting. Steeply sloped areas such as lakeshores and road banks involve three special considerations: A To insure reasonable success in stabilization, bank slopes should be 2:1 or flatter. A The toe of the slope must be protected from undercutting by mechanical means where necessary. A Water seeping from the face of the slope should be intercepted by a drainage system. Borrow and Stockpile Areas Borrow areas, especially those that are located off the development site, must be considered in erosion and sedimentation control planning. Borrow areas, as well as stockpile and spoil areas, must be stabilized. Borrow and stockpile areas present the same set of problems for the control of erosion and sedimentation as exposed cut and fill slopes. Runoff should be diverted from the face of the slopes which are exposed in the excavation process. The runoff must then be conveyed in stabilized channels to stable disposal points. The measures used to control erosion on slopes should also be used in borrow areas. Only those sections of the borrow area which are currently needed to supply fill should be stripped. Immediately after the required fill has been taken, the exposed area should be stabilized. If final grading is delayed, temporary seeding should be used. By properly timing the disturbance of the natural cover in the borrow area in carefully planned phases, the area of exposed soil and the duration of exposure is reduced and, therefore, erosion losses are reduced. Topsoil from borrow areas is usually stripped and stockpiled for later redistribution on the disturbed area. These stockpiles should be located on the uphill side of the excavated area wherever possible so that they can act as diversions. Stockpiles should be shaped and seeded with temporary cover. Erosion and Sediment Control Practices 86 87 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Where borrow areas are off the development site, a separate system for trapping sediment from the area is needed. After the excavation is complete, borrow areas should be regraded to insure proper drainage and to blend the borrow area with the surrounding topography. Stockpiled topsoil is then redistributed and permanent vegetative cover established. Exposed Surfaces Although erosion rates on steep exposed slopes are higher than on flat or gently sloping areas, all areas of exposed soil are vulnerable to erosion. If erosion control is ignored on larger areas of nearly flat or gently sloping land, it will be possible for significant amounts of soil to be eroded. Clearing, grading, and vegetative restabilization in these areas can be timed so that the extent of exposed area and the duration of exposure is minimized. These areas require prompt vegetative restabilization. Temporary seeding or mulching is required where larger areas will not be permanently stabilized within recommended time limits. Diversions, sediment barriers, or traps constructed on the lower side of large disturbed areas should be used to intercept and collect sediment. Right-of-ways and parking areas that are being prepared for paving must be protected from rainfall and runoff. Diversions should be constructed to protect these areas from runoff before clearing and grading begin. Areas that are being prepared for paving should be properly compacted because compaction makes the exposed surface area less vulnerable to erosion. Cleared right-of-ways may be covered with crushed aggregate to reduce erosion. If right-of-ways will not be used for construction traffic, they can be seeded with temporary cover. Gravel or stone filter berms should be used at intervals along a right-of-way to intercept runoff and direct it to stabilized areas, drainageways, or enclosed drainage system inlets. Filter berms slow runoff, filter it, and collect sediment. The berms will need some continuing maintenance, but can be crossed by construction equipment. Paved Surfaces An increase in paved surface area on a site greatly boosts the rate of site runoff. For example, a 20 percent increase in paved area can double the rate of runoff during a heavy rainfall. In addition, the velocity of runoff moving across a paved surface is higher than the velocity of runoff moving across an area of exposed earth of vegetation. Pavement provides very little resistance to flow and does not allow any infiltration (except for porous pavement). Erosion and Sediment Control Practices 86 87 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Construction Areas and Eroding Areas Types of plantings When erosion or sediment control is of primary and immediate concern, these areas are usually initially stabilized by seeding grass cover. When necessary, the site should be prepared by seeding temporary vegetative cover. Jute netting or anchored mulch should be used in conjunction with seeding at critical locations where water concentrates. Seeding mixtures When dense plant cover is needed for erosion and sediment control, or for appearances, seedings of enduring herbaceous species should be used. See the Permanent Seeding and Temporary Seeding practices. One- half to one bushel of oats, or 1 to 1 1⁄2 bushels of rye should usually be added to the basic mixture for quick cover. Mulching Where plantings are on areas subject to mulch removal by wind or water flows, the mulch should be anchored. Mulched areas should be checked periodically and immediately after severe storms for damage until the desired purpose of the mulching is achieved. Any damaged areas should be repaired as soon as discovered. Design Recommendations Cut or fill slopes which are to be vegetated should not be steeper than 2 horizontal to 1 vertical. If a slope is to be mowed, it should be 3: 1 or flatter. Slopes of materials not to be vegetated should be at the safe angle of repose for the materials encountered. Provisions should be made to safely conduct surface water to storm drains or suitable natural water courses and to prevent surface runoff from damaging cut faces and fill slopes. Terraces or diversions should be provided whenever the height of the cut or fill exceeds 20 feet. The “benches” should divide the slope face as equally as possible and should convey the water into stable outlets. Benches should be kept free of sediment during all phases of development. Seeps or springs encountered during construction should be controlled by subsurface drains or other appropriate methods. Subsurface drainage should be provided in areas having a high water table, to intercept seepage that would affect slope stability, building foundations, or create undesirable wetness. Excavations should not be made so close to property lines as to endanger adjoining property without supporting and protecting such property from erosion, sliding, settling, or cracking. No fill should be placed where it will slide or wash onto the premises of another or be placed adjacent to the bank of a channel so as Erosion and Sediment Control Practices 88 89 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines to create bank failure or reduce the natural capacity of the stream. Fills should consist of material from cut areas, borrow pits, or other approved sources. Protective slopes around buildings should be planned to slope away from foundations and water supply wells to lower areas, drainage channels, or waterways. The minimum horizontal length should be 10 feet, except where restricted by property lines. The minimum vertical fall of protective slopes should be 6 inches, except that the vertical fall at the high point at the upper end of a swale may be reduced to 3 inches, if a long slope toward a building or from a nearby high bank will not exist. Minimum gradients should be 1/16 inch per foot (1/2 percent) for concrete or other impervious surfaces and 1⁄4 inch per foot (2 percent) for pervious surfaces. Maximum gradient of protective slopes should be 2 1⁄2 inches per foot (21 percent) for a minimum of 4 feet away from all building walls, except where restricted by property lines. All graded areas should be permanently stabilized immediately following final grading. Site plans should show the location, slope, cut, fill, and finish elevation of the surfaces to be graded and the auxiliary practices for safe disposal of runoff water, slope stabilization, erosion control, and drainage such as waterways, lined, ditches, diversions, grade stabilization structures, retaining walls, and surface and subsurface drains. Construction Recommendations Areas to be graded should be cleared and grubbed of all timber, logs, brush, rubbish, and vegetable matter that will interfere with the grading operation. Topsoil should be stripped and stockpiled for use on critical disturbed areas for establishment of vegetation. Cut slopes to be topsoiled should be thoroughly scarified to a minimum depth of 3 inches prior to placement of topsoil. Fill materials should be generally free of brush, rubbish, rocks, and stumps. Frozen materials or soft and easily compressible materials should not be used in fills intended to support buildings, parking lots, roads, conduits, or other structures. Earth fill intended to support structural measures should to be compacted to a minimum of 90 percent of standard Proctor test density with proper moisture control, or as otherwise specified by the engineer responsible for design. Compaction of other fills should be to the density required to control sloughing, erosion or excessive moisture content. Maximum thickness of fill layers prior to compaction should not exceed 9 inches. Grading should generally be done to a tolerance of within 0.2 foot of planned grades and elevations. Allowances may be made for topsoil, paving, or other surface installations. Erosion and Sediment Control Practices 88 89 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices All disturbed areas should be free draining, left with a neat and fi nished appearance, and should be protected from erosion. (See applicable vegetative standards.) Maintenance All slopes should be checked periodically to see that vegetation is in good condition. Any rills or damage from erosion and animal burrowing should be repaired immediately to avoid further damage. If seeps develop on the slopes, the area should be evaluated to determine if the seep will cause an unstable condition. Subsurface drains or a gravel mulch may be required to solve seep problems. Diversions, berms, and waterways should be checked to see that they are functioning properly. Problems found during the inspections should be repaired promptly. Areas requiring revegetation should be repaired immediately. Slopes should be limed and fertilized as necessary to keep vegetation healthy. Control undesirable vegetation such as weeds and woody growth to avoid bank stability problems in the future. References Massachusetts Department of Environmental Protection, Offi ce of Watershed Management, Nonpoint Source Program, Massachusetts Nonpoint Source Management Manual, Boston, Massachusetts, June, 1993. Minnick, E. L., and H. T. Marshall, Stormwater Management and Erosion Control for Urban and Developing Areas in New Hampshire, Rockingham County Conservation District, August 1992. Level Spreader A level spreader is an excavated depression constructed at zero percent grade across a slope. The level spreader changes concentrated fl ow into sheet fl ow and then outlets it onto stable areas without causing erosion. It allows concentrated runoff to be discharged at non-erosive velocities onto natural or man-made areas that have existing vegetation capable of preventing erosion. An example would be at the outlet of a diversion or a waterway. 90 91 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Where Practice Applies A Where it can be constructed on undisturbed soils and a level lip can be installed without filling. A Where the area directly below the spreader is stabilized by existing vegetation A Where water will not re-concentrate immediately below the spreader, and water can be released in sheet flow down a stabilized slope without causing erosion. A Where there is at least 100 feet of vegetated area between the spreader and surface waters. A Where the area below the spreader lip is uniform with a slope of 10 percent or less and is stable for anticipated flow conditions. A Where there will be no traffic over the spreader. Advantages A Level spreaders are relatively low cost structures designed to release small volumes of water safely. A Level spreaders disperse the energy of concentrated flows, reducing erosion potential and encouraging sedimentation. Disadvantages/Problems If the level spreader has any low points, flow tends to concentrate there. This concentrated flow can create channels and cause erosion. If the spreader serves as an entrance to a water quality treatment system, short-circuiting of the forebay may happen and the system will be less effective in removing sediment and particulate pollutants. Planning Considerations Diversions and waterways need a stable outlet for concentrated stormwater flows. The level spreader can be used for this purpose if the runoff is relatively free of sediment. If properly constructed, the level spreader will significantly reduce the velocity of concentrated stormwater and spread it uniformly over a stable undisturbed area. Placement of the level spreader must allow the water flowing over the level section to leave the structure as a uniform, thin film of water. The structure should outflow onto naturally vegetated areas whenever possible. The creation of a uniform level lip for the water to spread over is critical. Particular care must be taken during construction to ensure that the lower lip of the structure is level. If there are any depressions in the lip, flow will tend to concentrate at these points and erosion will occur, Erosion and Sediment Control Practices 90 91 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines resulting in failure of the outlet. This problem may be avoided by using a grade board or a gavel lip over which the runoff must flow when exiting the spreader. Regular maintenance is essential for this practice. Water containing high sediment loads should enter a sediment trap before release in a level spreader. Design Recommendations Drainage area should be limited to five acres. The grade of the channel for the last 20 feet of the conservation practice entering the level spreader should be no steeper than 1 percent. The level spreader should be flat (“0 percent” grade) to ensure uniform spreading of storm runoff. The design length for a level spreader should be no more than 0.5 cfs per foot of level section, based on the peak rate of flow from the contributing erosion control or stormwater management practice. The minimum length of the spreader should be 5 feet and the maximum length 50 feet. The width of the spreader should be at least 6 feet. The depth of the spreader as measured from the lip should be at least 6 inches and it should be uniform across the entire length. The spreader shall be stabilized with an appropriate grass mixture. The spreader should be mulched if necessary for the establishment of good quality vegetation. The level lip may be protected with an erosion stop and jute or excelsior matting. The erosion stop should be placed vertically a minimum of six inches deep in a slit trench one foot back from the crest of the level lip and parallel to the lip. The erosion stop should extend the entire length of the level lip. Two strips of jute or excelsior matting can be placed along the lip. Each strip should overlap the erosion stop by at least six inches. The area downslope should have a complete vegetative cover sufficiently established to be erosion resistant. Maintenance A The level spreader should be checked periodically and after every major storm. A Any detrimental sediment accumulation should be removed. A If rilling has taken place on the lip, the damage should be repaired and re-vegetated. A Vegetation should be mowed occasionally to control weeds and encroachment of woody vegetation. Clippings should be removed and disposed of outside the spreader and away from the outlet area. A Fertilization should be done as necessary to keep the vegetation healthy and dense. A The spreader should be inspected after every runoff event to ensure that it is functioning correctly. Erosion and Sediment Control Practices 92 93 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices References Massachusetts Department of Environmental Protection, Offi ce of Watershed Management, Nonpoint Source Program, Massachusetts Nonpoint Source Management Manual, Boston, Massachusetts, June, 1993. Minnick, E. L., and H. T. Marshall, Stormwater Management and Erosion Control for Urban and Developing Areas in New Hampshire, Rockingham County Conservation District, August 1992. Washington State Department of Ecology, Stormwater Management Manual for the Puget Sound Basin, Olympia, WA, February, 1992. Mulch and Netting Application of a protective blanket of straw or other plant residue, gravel or synthetic material to the soil surface. Purpose To provide immediate protection to exposed soils during the period of short construction delays, or over winter months through the application of plant residues, or other suitable materials, to exposed soil areas. Mulches also enhance plant establishment by conserving moisture and moderating soil temperatures. Mulch helps hold fertilizer, seed, and topsoil in place in the presence of wind, rain, and runoff and maintains moisture near the soil surface. In addition to stabilizing soils, mulching can reduce the speed of storm water runoff over an area. Where Practice Applies A In areas which have been seeded either for temporary or permanent cover, mulching should immediately follow seeding. A Areas which cannot be seeded because of the season, or are otherwise unfavorable for plant growth. A Mulch around plantings of trees, shrubs, or ground covers to stabilize the soil between plants. A In an area of greater than 2:1 slope, mulching should immediately follow seeding. 92 93 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Advantages A Mulching offers instant protection to exposed areas. A Mulches conserve moisture and reduce the need for irrigation. A Neither mulching nor matting require removal; seeds can grow through them unlike plastic coverings. A This is one of the most important, effective, and economical erosion- control practices. Disadvantages/Problems A Care must be taken to apply mulch at the specified thickness, and on steep slopes mulch must be supplemented with netting. A Thick mulches can reduce the soil temperature, delaying seed germination. A Mulch can be easily blown or washed away by runoff if not secured. A Some mulch materials such as wood chips may absorb nutrients necessary for plant growth. A Mulches such as straw, which are often applied to areas after grading must then be removed and either composted or landfilled. Planning Considerations Mulches are applied to the soil surface to conserve a desirable soil property or to promote plant growth. A surface mulch is one of the most effective means of controlling runoff and erosion on disturbed land. Mulches can increase the infiltration rate of the soil, reduce soil moisture loss by evaporation, prevent crusting and sealing of the soil surface, modify soil temperatures, and provide a suitable microclimate for seed germination. Organic mulch materials, such as straw, wood chips, bark and wood fiber, have been found to be the most effective, although straw is preferred. Wood chips and bark are effective for use around trees and shrubs. It is important to properly anchor grass or straw mulch materials so they are not blown away by wind or washed away by flowing water. On steep slopes and critical areas such as waterways, use netting or anchoring with mulch to hold it in place. “Mechanical mulches” such as gravel may be used in critical areas where conditions preclude the use of vegetation for permanent stabilization. The choice of materials for mulching will be based on the type of soil to be protected, site conditions, season, and economics. It is especially important to mulch liberally in mid-summer and prior to winter, and at locations on cut slopes and southern slope exposures. Erosion and Sediment Control Practices 94 95 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Materials and Installation Erosion and Sediment Control Practices Mulch Material Quality Standards Application Rate / 1,000 sq. ft. Application Rate /Acre Depth of Application Remarks Sawdust - green or composted Free from objectionable coarse material 83-500 cu.ft.- - -1-7"Most effective as a mulch around ornamentals, small fruits& other nursery stock. Requires 30-35 lbs. N/ton to prevent N deficiency while decaying mulch. One cu. ft. weighs 25 lbs. Wood Chips or Shavings Green or airdried. Free of objectionable material 500-900 lbs 10-20 tons 2-7 "Has about the same use and application as sawdust, but requires less N/ton (10-12 lbs). Resistant to wind blowing. Decomposes slowly. Wood Excelsior Green or air- dried burred wood fibers 90 lbs (one bale)2 tons - - -Decomposes slowly. Subject to some wind blowing. Packaged in 80-90 lb. bales. Wood Fiber Cellulose (partially digested wood fibers) Made form natural wood, usually with green dye & dispersing agent added 50 lbs 2000 lbs - - -Apply with hydromulcher. No tie- down required. Less erosion control provided than 2t hay or straw. Compost or Manure Well shredded, free of excessive coarse materials 400-600 lbs 8-10 tons - - -Use straw manure where erosion control is needed. May create problem with weeds. Excellent moisture conserver. Resistant to wind blowing. Cornstalks, shredded or chopped Airdried, shredded into 8-12" lengths 150-300 lbs 4-6 tons - - -Effective for erosion control,relatively slow to decompose. Excellent for mulch on crop fields. Resistant to wind blowing. 94 95 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices Mulch Material Quality Standards Application Rate / 1,000 sq. ft. Application Rate /Acre Depth of Application Remarks Gravel, crushed stone or slag Washed, 1 1/2" max. 9 cu. yds - - -3'Excellent mulch for short slopes and around woody plants and ornamentals. Frequently used over black plastic for better weed control. Hay or Straw Air-dried, free of undesirable seeds & materials 90-100 lbs. (2-3 bales) 2 tons (100-120 bales) Cover about 90% of surface Use straw where mulch is maintained for more than 3 months. Subject to wind blowing unless anchored. Most commonly used mulching material. Best microenvironment for germinating seeds. Peat Moss Dried, compressed free of coarse materials 200-400 cu. ft ---------2"-4"Most effective as a mulch around ornamentals. Subject to wind blowing unless kept wet. 100 lbs. bales (6 cu.ft.). Excellent moisture holding capacity. Jute Twisted Yarn Undyed, unbleached plain weave. Warp: 78 ends/yd. Weft: 41 ends/yd 60-90 lbs/roll 48"x50 yds or 48"x75 yds. ------------Use without additional mulch. Tie down as per manufacturing specification. Excelsior Wood Fiber Mats Interlocking web of excelsior fibers with photodegradable plastic netting 48"x100" 2-sided plastic; 48"x180" 1-sided plastic -----------Use without additional mulch. Excellent for seeding establishment. Tie down as per manufacturers specs. Appox. 72 lbs/roll for Excelsior with plastic on both sides. Use 2- sided plastic for center, plastic for centerline of waterways. 96 97 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices Mulch Material Quality Standards Application Rate / 1,000 sq. ft. Application Rate /Acre Depth of Application Remarks Glass Fiber 1/4" thick, 7/16" dia. holes on 1" centers: 56 lb rolls 72'x30 yds.--------Use without additional mulch. Tie down with T-bars as per manufacturers specifications. Plastic 2-4 mils variable ----------Use black for weed control. Effective moisture conservation and weed control for small fruits and ornamentals Filter Fabrics Woven or Spun variable ------------------ Straw or coconut fiber or combination Photodegradable plastic net on one or two sides Most are 6.5'x83.5' 81 rolls -----Designed to tolerate higher velocity water flow, centerlines of waterways. 60 sq. yds. per roll. Anchoring Method or Material Kind of Mulch To Be Anchored How To Apply Mechanical Asphalt Spray (emulsion) Compost, wood chips, wood shavings, hay or straw Apply with suitable spray equipment using the following rates; Asphalt emulsion: on slopes use 200 gal/acre, on level, use 150 gal/acre Liquid asphalt: (rapid, medium, or slow setting) 0.10 gal per square yd. 400 gal/acre Wood Cellulose Fiber Hay or straw Apply with hydroseeder immediately after mulching. Use 750 lbs. wood fiber per acre. Some products contain an adhesive material. Pick Chain Hay or straw, manure compost Use on slopes steeper than 3:1. Pull across slopes with suitable power equipment. Mulch Anchoring tool or Disk Hay or straw, manure/mostly straw Apply mulch and use a mulch anchoring tool. When a disk (smooth) is used, set in straight position and pull across slope with suitable power equipment. Mulch material should be tucked into soil surface about 3". Chemical Hay or straw Apply Terra Tack AR at 120 lbs/acre in 480 gal. of water or Aerospray 70 (60 gal/acre) according to manufacturer's instructions. A 24 hr. curing period and a soil temp higher than 45 degrees F. are required. Anchoring Method or Material Kind of Mulch To Be Anchored How To Apply Manual Peg & Twine Hay or straw After mulching, divide areas into blocks approximately 1 sq. yd. in size. Drive 4-6 pegs per block to within 2" to 3" soil surface. Secure mulch to surface by stretching twine between pegs in criss-cross pattern on each block. Secure twine around each peg with 2 or more turns. Drive pegs flush with soil where mowing and maintenance is plannned. Mulch Netting Hay or straw Staple the light-weight paper, jute, wood fiber, or plastic nettings to soil surface according to manufacturers recommendations. Should be biodegradable. Most products not suitable for foot traffic. Soil & Stone Plastic Plow a single furrow along edge of area to be covered with plastic, fold about 6" of plastic into the furrow and plow furrow slice back over plastic. Use stones to hold plastic down in other places as needed. Cut-in Hay or straw Cut mulch into soil surface with square edged spade. Make cuts in contour rows spaced 18" apart. Most sucessful on contour in sandy soils Mulch Anchoring Guide 96 97 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices Common Trouble Points Inadequate Coverage Results in erosion, washout, and poor plant establishment Appropriate tacking agent not applied, or applied in insuffi cient amount Mulch is lost to wind and runoff. Channel grade and liner not appropriate for amount of runoff Results in erosion of channel bottom. Plan modifi cation may be required. Hydromulch applied in winter Results in deterioration of mulch before plants can become established. Maintenance Inspect after rainstorms to check for movement of mulch or erosion. If washout, breakage, or erosion occurs, repair surface, reseed, remulch, and install new netting. Straw or grass mulches that blow or wash away should be repaired promptly. Blanket mulch that is displaced by fl owing water should be repaired as soon as possible. If plastic netting is used to anchor mulch, care should be taken during initial mowings to keep the mower height high. Otherwise, the netting can wrap up on the mower blade shafts. After a period of time, the netting degrades and becomes less of a problem. Continue inspections until vegetation is well established. References Gaffney, F.B., Dickerson, J.A., Myers, R.E., Hoyt, D.K., Moonen, H.F., Smith, R.E., A Guide To: Conservation Plantings on Critical Areas for New York, U.S. Department of Agriculture, Soil Conservation Service, Syracuse, NY, June, 1991. Massachusetts Department of Environmental Protection, Offi ce of Watershed Management, Nonpoint Source Program, Massachusetts Nonpoint Source Management Manual, Boston, Massachusetts, June, 1993. Minnick, E. L., and H. T. Marshall, Stormwater Management and Erosion Control for Urban and Developing Areas in New Hampshire, Rockingham County Conservation District, August 1992. 98 99 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices North Carolina Department of Environment, Health, and Natural Resources, Erosion and Sediment Control Field Manual, Raleigh, NC, February 1991. U. S. Environmental Protection Agency, Storm Water Management For Construction Activities, EPA-832-R-92-005, Washington, DC, September, 1992. Washington State Department of Ecology, Stormwater Management Manual for the Puget Sound Basin, Olympia, WA, February, 1992. Outlet Protection and Stabilization A structure designed to control erosion at the outlet of a channel or conduit by reducing the velocity of fl ow and dissipating the energy. Where Practice Applies A Outlet protection should be installed at all pipe, culverts, swales, diversions, or other water conveyances where the velocity of fl ow may cause erosion at the pipe outlet and in the receiving channel. A Outlet protection should also be used at outlets where the velocity of fl ow at the design capacity may result in plunge pools. A Outlet protection should be installed early during construction activities, but may be added at any time, as necessary. Advantages A Plunge pools, which can develop unless outlet protection is provided, may severely weaken the embankment and thus threaten its stability. A Protection can prevent scouring at a culvert mouth and thus prevent gully erosion which may gradually extend upstream. Disadvantages/Problems A Some types of structures may be unsightly. A Sediment removal may be diffi cult. Planning Considerations Erosion at the outlet of channels, culverts, and other structures is common and can cause structural failure with serious downstream problems. A riprap lined apron is the most commonly used structure for this purpose, because it has relatively low cost and can be installed easily on most sites. 98 99 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices Other types of outlet stabilization structures include riprap stilling basins, concrete impact basins, and paved outlets. Design Criteria Capacity - Peak runoff from 10-year storm. Apron - As shown in plans, set on zero grade, aligned straight, with sufficient length to dissipate energy. Foundation - Extra-strength filter fabric or well-graded gravel filter layer, 6 inches thick, minimum. Material - Hard, angular, and highly weather-resistant stone (riprap) with specific gravity at least 2.5. Stone size as specified in plans. Thickness - At least 1.5 times the maximum stone diameter. Installation Excavate subgrade below design elevation to allow for thickness of filter and riprap. Install riprap to minimum thickness of 1.5 times maximum stone diameter. Final structure should be to lines and elevations shown in plans. Construct apron on zero grade. If there is no well-defined channel, cross section may be level or slightly depressed in the middle. In a well- defined channel, extend riprap and filter to the top of the bank or as shown on plans. Blend riprap smoothly to the surrounding land. Apron should be straight and properly aligned with the receiving stream. If a curve is necessary to fit site conditions, curve the apron near the upstream end. Compact any fill used in the subgrade to the density of the surrounding undisturbed material. Subgrade should be smooth enough to protect fabric from tearing. Install a continuous section of extra-strength filter fabric on smooth, compacted foundation. Protect filter fabric from tearing while placing riprap with machinery. Repair any damage immediately by removing riprap and installing another section of filter fabric. Upstream section of fabric should overlap downstream section a minimum of one foot. Make sure top of riprap apron is level with receiving stream or slightly below it. Riprap should not restrict the channel or produce an overfall. Immediately following installation, stabilize all disturbed areas with vegetation as shown in plans. Common Trouble Points Foundation not excavated deep enough or wide enough Riprap restricts flow cross section, resulting in erosion around apron and scour holes at outlet. 100 101 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices Riprap apron not on zero grade Causes erosion downstream. Stones too small or not properly graded Results in movement of stone and downstream erosion. Riprap not extended far enough to reach a stable section of channel Results in downstream erosion. Appropriate fi lter not installed under riprap Results in stone displacement and erosion of foundation. Maintenance Inspect riprap outlet structures after heavy rains for erosion at sides and ends of apron and for stone displacement. Rock may need to be added if sediment builds up in the pore spaces of the outlet pad. Make repairs immediately using appropriate stone sizes. Do not place stones above fi nished grade. References Massachusetts Department of Environmental Protection, Offi ce of Watershed Management, Nonpoint Source Program, Massachusetts Nonpoint Source Management Manual Boston, Massachusetts, June, 1993. North Carolina Department of Environment, Health, and Natural Resources, Erosion and Sediment Control Field Manual, Raleigh, NC, February 1991. U. S. Environmental Protection Agency, Storm Water Management for Construction Activities, EPA-832-R-92-005, Washington, DC, September, 1992. Washington State Department of Ecology, Stormwater Management Manual for the Puget Sound Basin, Olympia, WA, February, 1992 Preserving Natural Vegetation Minimizing exposed soils and consequent erosion by clearing only where construction will occur. Where Practice Applies Natural vegetation should be preserved whenever possible, but especially on steep slopes, near perennial and intermittent watercourses or swales, and on building sites in wooded areas. 100 101 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices Advantages Preserving natural vegetation will: A Save money on site stabilization A Help reduce soil erosion. A Beautify an area. A Save money on landscaping costs. A Provide areas for wildlife. A Possibly increase the value of the land. A Provide buffers and screens against noise. Preserving natural vegetation also moderates temperature changes and provides shade and cover habitat for surface waters and land. Increases in stream water temperature tend to lower the dissolved oxygen available for aquatic life. Disadvantages/Problems Saving individual trees can be difficult, and older trees may become a safety hazard. Planning Considerations New development often takes place on tracts of forested land. Building sites are often selected because of the presence of mature trees. Unless sufficient care is taken and planning done, however, much of this resource is likely to be destroyed in the interval between buying the property and completing construction. It takes 20 to 30 years for newly planted trees to provide the benefits for which we value trees so highly. Natural vegetation can be preserved in natural clumps or as individual trees, shrubs and vines. Selection Examine the area to identify trees to be saved: trees with unique or unusual form, trees which may be uncommon in the area, desirable shade trees and trees for screening purposes. Look for healthy trees with full green crowns. The length of the annual twig growth gives an indication of the general vigor of the tree. Trees with broken tops or with many dead branches are usually not good risks. Badly scarred trees are also unsuitable. In selecting trees to be retained, care must also be used to make certain they will not interfere with the installation and maintenance of utilities such as electric and telephone lines, water and sewer lines and driveways. Preserving individual plants is more difficult because equipment is generally used to remove unwanted vegetation. Points to consider when attempting to save individual plants are: 102 103 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices Value Is the plant worth saving? Consider the location, species, size, age, vigor, and the work involved. Local governments may also have ordinances to save natural vegetation and trees. Desirability Is the tree or shrub a desirable plant? Is it shallow-rooted, do the roots seek water, or are insects and disease a problem? Shallow-rooted plants can cause problems in the establishment of lawns or ornamental plants. Water-seeking roots can block sewer and tile lines. Insects and diseases can make the plant undesirable. This is especially true with aphids on alder and maple. Age and size Old or large plants do not generally adapt to changes in environment as readily as young plants of the same species. Usually, it is best to leave trees which are less than 40 years of age. Some hardwoods mature at approximately 50 years of age. After maturity they rapidly decline in vigor. Conifers, after 40 years of age, may become a safety hazard due to the possibility of breakage or blowdown, especially where construction has left only a few scattered trees in an area that was formerly dense woods. While old large trees are sometimes desirable, the problem of later removal should be considered. Local governments, however, may have requirements to preserve older, larger specimen trees. It is expensive to cut a large tree and to remove the tree and stump from a developed area. Thinning some branches from trees can provide avenues for wind and hence lessen the “sail” effect. Tree Preservation Clearly flag or mark areas around trees that are to be saved. It is preferable to keep ground disturbance away from the trees at least as far out as the dripline. Barriers If possible, place a barrier around the trees. Bulldozers are notorious for damaging trees. Besides skinning bark from tree trunks, their tracks severely damage tree roots which are close to the surface. Place a simple wooden fence around the tree. Inexpensive or scrap lumber will do. Snow fencing, although more expensive, is easy to install. The fence should enclose an area at least five feet out from the tree trunk. Erect the fence before the bulldozer arrives and leave it up until the last piece of equipment has left the area. Marking If erecting a barrier around the trees is impractical, marking the trees may help save them from damage, if equipment operators are forewarned and reliable. A band of bright colored cloth, ribbon, or tape may be used to identify trees to be protected. The band should be placed around the trunk high enough to be seen from a distance and from all angles. It is important that all people involved be informed of the meaning of the marking. 102 103 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices Grade Changes Filling Tree roots need air water and minerals to survive. Few trees can survive with more than six inches of earth fill over the roots. The tree roots are literally suffocated with more earth fill than this coarser the fill material, the better the chance for survival. Construction of a dry well around the tree trunk will provide some air circulation for the trees. Installation of a drain system in conjunction with the dry well is even better. Four inch drain pipe is placed in a spoke-like fashion to drain water away from the tree before filling takes place. The dry well may be built of stones, brick, tile, concrete blocks or other material. It should be built at least 12 to 18 inches away from the trunk of a large, slow-growing tree and up to 36 inches for younger fast- growing trees. Lowering Lowering the natural ground level can seriously damage trees and shrubs. Most of the plant roots are in the upper 12 inches of the soil and cuts of only 2-3 inches can cause serious injury. To protect the roots it may be necessary to terrace the immediate area around the plants to be saved. If roots are exposed, construction of retaining walls may be needed to keep the soil in place. Plants can also be preserved by leaving them on an undisturbed, gently sloping mound. To increase the chances for survival, it is best to limit grade changes and other soil disturbances to areas outside the dripline of the plant. Excavations Protect trees and other plants when excavating for tile, water, and sewer lines. Where possible, the trenches should be routed around trees and large shrubs. When this is not possible, it is best to tunnel under them. This can be done with hand tools or with power augers. If it is not possible to route the trench around plants to be saved, then the following should be observed: A Cut as few roots as possible. When you have to cut - cut clean. Paint cut root ends with a wood dressing like asphalt base paint. A Backfill the trench as soon as possible. A Tunnel beneath root systems as close to the center of the main trunk as possible to preserve most of the important feeder roots. Common Trouble Points Some problems that can be encountered with trees are: A Maple, Dogwood, Eastern hemlock, Eastern red cedar and Douglas fir do not readily adjust to changes in environment and special care should be taken to protect these trees. A Maples, and willows have water-seeking roots. These can cause trouble in sewer lines and filter fields. On the other hand, they thrive in high moisture conditions that other trees would succumb to. 104 105 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices A Thinning operations can cause serious disease problems. Disease can become established through damaged limbs, trunks, roots, and freshly cut stumps. Diseased and weakened trees are also susceptible to insect attack. Maintenance Inspect fl agged areas regularly to make sure fl agging has not been removed. If tree roots have been exposed or injured, re-cover and/or seal them. References Washington State Department of Ecology, Stormwater Management Manual for the Puget Sound Basin, Olympia, WA, February, 1992. U.S. Department of Agriculture, Soil Conservation Service, Amherst, MA, Guidelines for Soil and Water Conservation in Urbanizing Areas of Massachusetts, October, 1977. Riprap A permanent, erosion-resistant ground cover of large, loose, angular stone. Purpose A To protect slopes, streambanks, channels, or areas subject to erosion by wave action. A Rock riprap protects soil from erosion due to concentrated runoff. It is used to stabilize slopes that are unstable due to seepage. It is also used to slow the velocity of concentrated runoff which in turn increases the potential for infi ltration. Where Practice Applies A Cut or fi ll slopes subject to seepage or weathering, particularly where conditions prohibit establishment of vegetation, A Channel side slopes and bottom, A Inlets and outlets for culverts, bridges, slope drains, grade stabilization structures, and storm drains; where the velocity of fl ow from these structures exceeds the capacity of the downstream area to resist erosion. A Stream banks and stream grades, A Shorelines subject to wave action. 104 105 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices Advantages A Riprap offers an easy-to-use method for decreasing water velocity and protecting slopes from erosion. It is simple to install and maintain. A Riprap provides some water quality benefits by increasing roughness and decreasing the velocity of the flow, inducing settling. Disadvantages/Problems A Riprap is more expensive than vegetated slopes. A There can be increased scour at the toe and ends of the riprap. A Riprap does not provide the habitat enhancement that vegetative practices do. Planning Considerations Well graded riprap forms a dense, flexible, self-healing cover that will adapt well to uneven surfaces. Care must be exercised in the design so that stones are of good quality, sized correctly, and placed to proper thickness. Riprap should be placed on a proper filter material of sand, gravel, or fabric to prevent soil from “piping” through the stone. Contact the local Conservation Commission regarding any stream crossing or other work conducted in a wetland resource area. The Massachusetts Wetland Protection Act requires that the proponent file a “Determination of Applicability” or “Notice of Intent.” Rock riprap is used where erosion potential is often high. The rock should be placed as soon as possible after disturbing the site, before additional water is concentrated into the drainage system. Properly sized bedding or geotextile fabric is needed to prevent erosion or undermining of the natural underlying material. Riprap is classified as either graded or uniform. A sample of graded riprap would contain a mixture of stones which vary in size from small to large. A sample of uniform riprap would contain stones which are all fairly close in size. For most applications, graded riprap is preferred to uniform riprap. Graded riprap forms a flexible self-healing cover, while uniform riprap is more rigid and cannot withstand movement of the stones. Graded riprap is cheaper to install, requiring only that the stones be dumped so that they remain in a well-graded mass. Hand or mechanical placement of individual stones is limited to that necessary to achieve the proper thickness and line. Uniform riprap requires placement in a more or less uniform pattern, requiring more hand or mechanical labor. 106 107 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices Design Recommendations As graded riprap consists of a variety of stone sizes, a method is needed to specify the size range of the mixture of stone. This is done by specifying a diameter of stone in mixture for which some percentage, by weight, will be smaller. For example, d 85 refers to a mixture of stones in which 85 percent of the stone by weight would be smaller than the diameter specified. Most designs are based on “d.” The design, therefore, is based on the median size of stone in the mixture. A well graded mixture of rock sizes should be used for riprap rather than rocks of a uniform size. Rock riprap sizes are specified by either weight or diameter. Stone should be hard, angular, weather-resistant; specific gravity at least 2.5. Gradation: well-graded stone, 50% by weight larger than the specified “150” The largest stones should not exceed 1.5 times the “d5O” specified. Stones should be shaped so that the least dimension of the stone fragment is not less than one-third of the greatest dimension of the fragment. Flat rocks should not be used for riprap. Filter: heavy-duty filter fabric or aggregate layer should be used under all permanent riprap installations. Thickness: 1.5 times the maximum stone diameter, minimum, or as specified in the plan. Construction Recommendations Subgrade for the filter material, geotextile fabric or riprap should be cleared and grubbed to remove all roots, vegetation, and debris and prepared to the lines and grades shown on the plans. Excavate deep enough for both filter and riprap. Compact any fill material to the density of surrounding undisturbed soil. Excavate a keyway in stable material at base of slope to reinforce the toe. Keyway depth should be 1.5 times the design thickness of riprap and should “extend a horizontal distance equal to the design thickness. Rock and/or gravel used for filter and riprap shall conform to the specified gradation. Voids in the rock riprap should be filled with spalls and smaller rocks. Filter Install synthetic filter fabric or a sand/gravel filter on subgrade. Synthetic filter fabric Place filter fabric on a smooth foundation. Overlap edges at least 12 inches, with anchor pins spaced every 3 ft along overlap. For large stones, a 4-inch layer of sand may be needed to protect filtercloth. 106 107 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices Geotextile fabrics should be protected from puncture or tearing during placement of the rock riprap by placing a cushion of sand and gravel over the fabric. Damaged areas in the fabric should be repaired by placing a piece of fabric over the damaged area or by complete replacement of the fabric. All overlaps required for repairs or joining two pieces of fabric should be a minimum of 12 inches. Sand/gravel filter Spread well-graded aggregate in a uniform layer to the required thickness (6 inches minimum). If two or more layers are specified, place the layer of smaller stones first and avoid mixing the layers. Stone Placement Place riprap immediately after installing filter. Install riprap to full thickness in one operation. Do not dump through chutes or use any method that causes segregation of stone sizes. Avoid dislodging or damaging underlying filter material when placing stone. If fabric is damaged, remove riprap and repair fabric by adding another layer, overlapping the damaged area by 12 inches. Place smaller stones in voids to form a dense, uniform, well-graded mass. Selective loading at the quarry and some hand placement may be necessary to obtain an even distribution of stone sizes. Blend the stone surface smoothly with the surrounding area allowing no protrusions or overfall. Since riprap is used where erosion potential is high, construction must be sequenced so that the riprap is put in place with the minimum possible delay. Disturbance of areas where riprap is to be placed should be undertaken only when final preparation and placement of the riprap can follow immediately behind the initial disturbance. Where riprap is used for outlet protection, the riprap should be placed before or in conjunction with the construction of the pipe or channel so that it is in place when the pipe or channel begins to operate. Common Trouble Points Excavation not deep enough Riprap blocks channel, resulting in erosion along edges. Slope too steep Results in stone displacement. Do not use riprap as a retaining wall. Foundation not properly smoothed for filter placement Results in damage to filter. Filter omitted or damaged Results in piping or slumping. 108 109 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices Riprap not properly graded Results in stone movement and erosion of foundation. Foundation toe not properly reinforced Results in undercut riprap slope or slumping. Fill slopes not properly compacted before placing riprap Results in stone displacement. Maintenance Riprap should be checked at least annually and after every major storm for displaced stones, slumping, and erosion at edges, especially downstream or downslope. If the riprap has been damaged, it should be repaired immediately before further damage can take place. Woody vegetation should be removed from the rock riprap annually because tree roots will eventually dislodge the riprap. If the riprap is on a channel bank, the stream should be kept clear of obstructions such as fallen trees, debris, and sediment bars that may change fl ow patterns which could damage or displace the riprap. References Massachusetts Department of Environmental Protection, Offi ce of Watershed Management, Nonpoint Source Program, Massachusetts Nonpoint Source Management Manual, Boston, Massachusetts, June, 1993. Minnick, E. L., and H. T. Marshall, Stormwater Management and Erosion Control for Urban and Developing Areas in New Hampshire , Rockingham County Conservation District, August 1992. North Carolina Department of Environment, Health, and Natural Resources, Erosion and Sediment Control Field Manual, Raleigh, NC, February 1991. Washington State Department of Ecology, Stormwater Management Manual for the Puget Sound Basin, Olympia, WA, February, 1992. 108 109 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices Rock Dam A rock embankment constructed across a drainageway or other suitable location to create a temporary basin for collecting sediment. Purpose To trap sediment on the construction site and prevent off-site sedimentation. Useful where earth fi ll material is not readily available. Where Practice Applies Where a temporary measure is needed to retain sediment from a construction area - but not in a natural stream. Design Criteria Drainage area: limited to 50 acres. Design life: limited to 3 years. Sediment storage: 1800 cubic feet per acre disturbed, as a minimum. Measured one foot below spillway crest. Dam crest height: limited to 8 feet. Basin area and shape: The largest surface area gives the greatest trapping effi ciency. Basin length-to-width ratio should be 2:1 minimum. Spillway capacity: 10-year peak runoff, at maximum fl ow depth of one foot and minimum freeboard of one foot. Entire length of dam between rock abutments may serve as spillway. Rock embankment: Top width 5 ft minimum Side slopes Upstream, 2:1 or fl atter; Downstream, 3:1 or fl atter Earth abutments Smooth, stable slopes, 2:1 or fl atter. Rock abutments Must protect earth abutments and extend along downstream face to toe of dam. Abutments must be at least one foot higher than the spillway face at all points. Height 2 ft minimum above spillway crest Width 2 ft thick, minimum Side slopes 2:1 or fl atter Outlet protection: Rock apron, 1.5 ft thick, minimum, zero grade, length equal to height of dam or extended to stable grade, whichever is greater. Rock material: Well-graded, hard, angular, weather-resistant stone with a “d50” of 9 inches minimum. Protection from piping: Extra-strength fi lter fabric covering entire foundation including earth abutments and apron. 110 111 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices Basin dewatering: Through one-foot thick minimum layer of 1⁄2- to 3⁄4-inch aggregate on upstream face of dam. Installation Divert runoff from undisturbed areas away from the basin. Delay clearing pond area until dam is in place. Excavate foundation for apron and use it as a temporary sediment basin during construction of dam. Clear and grub area under darn, removing all root mat and other objectionable material. Grade earth abutments no steeper than 1:1. Dispose of material in approved location. If cutoff trench is required, excavate at center line of dam, extending all the way up earth abutments. Protection from Piping The entire foundation including both earth abutments must be covered by filter fabric. Overlap one foot at all joints, upstream strip over downstream strip. Smooth the foundation area before placing filter fabric. Be careful placing rock on fabric. It may be helpful to place a 4-inch layer of sand over fabric before placing rock. Embankment and pool Construct embankment to dimensions shown on plans. Use well- graded, hard, angular, weather-resistant rock. Rock abutments must be at least 2 feet higher than the spillway crest and at least 1 foot higher than the downstream face of dam at all points. Divert sediment-laden flow to upper end of basin. Set marker stake to indicate clean out elevation where sediment pool is 50% full. Establish vegetation to stabilize all disturbed areas except the lower one-half of sediment pool as shown in the plan. Safety Sediment basins that impound water are hazardous. Basin should be dewatered between storms. Avoid steep side slopes. Fences with warning signs may be necessary if trespassing is likely. State and local requirements must be followed. 110 111 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices Common Trouble Points Failure from piping along abutments Filter material not properly installed, or earth abutments too steep. Stone displaced from face of dam Stone size too small and/or face too steep. Erosion below dam Apron not extended to stable grade. Erosion of abutments during spillway flow Rock abutment height inadequate. Sediment carried through spillway Drainage area too large. Divert runoff from undisturbed area away from basin. Sediment loss through dam Inadequate layer of aggregate on inside face or aggregate too coarse to restrict flow through dam. Maintenance A Inspect rock dam and pool after each rainfall event. A Remove sediment when it accumulates to one-half design volume (marked by stakes). A Check structure and abutments for erosion, piping, or rock displacement. Repair immediately. A Replace aggregate on inside face of structure when sediment pool does not drain between storms. A Add fine gravel to upstream face of dam if sediment pool drains too rapidly (less than 6 hours) following a storm. A Remove rock dam after the contributing drainage area has been permanently stabilized, inspected, and approved. Remove all water and sediment prior to removing dam. Dispose of waste materials in designated disposal areas. Smooth site to blend with surrounding area and stabilize according to vegetation plan. 112 113 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices References North Carolina Department of Environment, Health, and Natural Resources, Erosion and Sediment Control Field Manual, Raleigh, NC, February 1991. Massachusetts Department of Environmental Protection, Offi ce of Watershed Management, Nonpoint Source Program, Massachusetts Nonpoint Source Management Manual, Boston, Massachusetts, June, 1993. Sand Dune and Sandblow Stabilization Planning Considerations Active sand areas may be stabilized by establishing temporary control measures, followed by tree or shrub planting within fi ve years. In situations where trees or shrubs are not desired or practical, such as the seaface of a beach frontal dune, American beachgrass may be maintained as a long- term means of stabilization. Methods of Stabilization Mechanical - This is usually done with brush matting or with sand fencing. It is usually limited to small areas where beachgrass is not available for planting, or where immediate stabilization is desired. Place brush matting (preferably coniferous) with butts to windward. Start placing on leeward side, working towards windward side. Overlap butts with tops to provide a shingling effect. Sand fencing placed at right angles to the prevailing wind will also give temporary stabilization but is expensive and more prone to vandalism. Beachgrass - Beachgrass may be a temporary or long-term measure. American beachgrass is planted in culms. Culms should consist of two or more healthy stems, 2 to 3 feet tall. The ideal time to plant dormant beachgrass culms is in early spring, March 15 to May 1. Culms should be planted 8 to 9 inches deep. Culms may be dug anytime during the planting season. The stems should be cut back to 12 to 15 inches before or after digging. They may be stored by heeling-in, or storing at 28 to 32 degrees F. Culm plantings should be planted at 18 inch spacings, with center staggered in alternate rows. Five hundred to 1,000 pounds per acre of 10- 5-5, or equivalent analysis, should be applied soon after planting, or in the case of a fall planting, the fertilizer should be applied early the following spring. An alternative, less expensive method, is to plant the beachgrass in bands. These bands should be spaced 20 to 40 feet apart. The bands 112 113 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices should consist of at least 2 rows spaced approximately 18 inches apart, with culms approximately 18 inches apart in the rows and centers staggered in alternate rows. The closer band spacing should be used on the windward side. Fertilizer should be applied to the planted bands as indicated above. When beachgass is to be used for long-term protection, it may be maintained by annual applications of 300-500 pounds per acre of a 10-5-5 fertilizer or its equivalent. References North Carolina Department of Environment, Health, and Natural Resources, Erosion and Sediment Control Field Manual, Raleigh, NC, February 1991. Tree Plantings for Enduring Cover Species Inland Areas Coastal Areas Eastern red cedar* Pitch pine Density and Arrangement: 400-1,000 plants per acre uniformly spaced. Trees should be planted where existing vegetation is least competitive. Shrub Plantings for Enduring Cover Species Inland Areas Coastal Areas Bayberry Beach plum Eastern red cedar* Bayberry Rugosa rose Rugosa rose Density and Arrangement Plant in rows or uniform spacing with 4 to 6 feet between plants. *Caution to users who may be near orchards: Eastern red cedar is an alternate host to apple rust. 114 115 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices Sand Fence An artifi cial barrier of evenly spaced wooden slats or synthetic fabric erected perpendicular to the prevailing wind and supported by posts. Sand fences are usually made commercially of light wooden slats wired together with spaces between the slats. The distance between slats is approximately equal to the slat width (about 1 1⁄2 inches). Synthetic fencing fabric is available for this use. The fences are erected 2 to 4 feet high in parallel rows spaced 30 to 40 feet apart over the area to be protected. Fences are supported by wooden or metal posts. Purpose To reduce wind velocity at the ground surface and trap blowing sand. Typically used for rebuilding frontal dunes along coastal areas. Where Practice Applies A Across open bare, sandy soil areas subject to frequent winds, where the trapping of blowing sand is desired. A Wind fences are used primarily to build frontal ocean dunes (to control erosion from wave overwash and fl ooding). A Sand fences can also be used to prevent sand from blowing off disturbed areas onto roads or adjacent property. Planning Considerations When wind fences are approximately two-thirds full, another series of fences is erected. In this manner, dunes can be built 2 to 6 feet high or more during a single season. When the dune has reached the approximate height of other mature dunes or when the building process slows signifi cantly, stabilize with appropriate vegetation. Installation Install sand fences in spring or early summer and seed selected permanent vegetation in the fall or the following spring. Erect a windward fence parallel to existing dune (generally perpendicular to the prevailing onshore wind), at least one foot above the maximum annual high water elevation. Locate a second fence generally parallel to the fi rst at the top edge of the eroded dune bank. Space additional parallel fences 30 - 40 feet apart as needed over the area to be built up. A second set of fences may be erected perpendicular to the fi rst to protect captured dune sand from cross winds. Space perpendicular fences a greater distance apart (50-75 feet). Support fencing material with 2 x 4-inch or 3-inch round posts, 6 feet long minimum, driven fi rmly into the ground at least 2 feet and spaced approximately 12 feet apart. Alter spacing so that posts are placed at all 114 115 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices low points. Secure fencing to windward side of posts by tying or nailing. Press bottom of fencing material firmly into the ground at all points. Raising the Dune When the fence system is approximately two-thirds filled with sand, erect another series of fences until desired dune height is reached. Final Stabilization When the dune-building process slows significantly, the dune must be permanently stabilized. Planting should begin in November and be completed the following spring even if the dune has not reached the desired height. Vegetation hastens the building process. Maintain fences until vegetation is well established. Common Trouble Points Bottom fence located too low Fence washes out. Fences not maintained long enough Some seasons provide little opportunity for dune building and fences may have to be maintained for longer periods. Dune not adequately stabilized with permanent vegetation Dune is subject to erosion during storms, even with sand fences in place. Fencing material placed on leeward side of posts or not adequately secured Sections of fence collapse. Posts not driven deep enough Fence collapses. Fence system located too near the ocean Not enough sand source for dune building. Maintenance Inspect sand fences periodically, and immediately following storms. Repair damaged sections of fence promptly. Maintain fences until vegetation is well established. 116 117 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices References Massachusetts Department of Environmental Protection, Offi ce of Watershed Management, Nonpoint Source Program, Massachusetts Nonpoint Source Management Manual Boston, Massachusetts, June, 1993. North Carolina Department of Environment, Health, and Natural Resources, Erosion and Sediment Control Field Manual, Raleigh, NC, February 1991. Sediment Basin A sediment basin is a settling pond with a controlled storm water release structure used to collect and store sediment produced by construction activities. A sediment basin can be constructed by excavation or by placing an earthen embankment across a low area or drainage swale. Sediment basins can be designed to maintain a permanent pool or to drain completely dry. The basin detains sediment-laden runoff long enough to allow most of the sediment to settle out. Purpose A To collect and store sediment from sites cleared and/or graded during construction or for extended periods of time before reestablishment of permanent vegetation or construction of structures. A To retain sediment on the construction site and prevent off-site sedimentation. Where Practice Applies Sediment basins are needed where other erosion control measures are not adequate to prevent offsite sedimentation. A sediment basin should be used only where is suffi cient space and appropriate topography. The basin should be made large enough to handle the maximum expected amount of site drainage. Fencing around the basin may be necessary for safety or vandalism reasons. A sediment basin used in combination with other control measures, such as seeding or mulching, is especially effective for removing sediments. Dam Safety Regulations must be followed where applicable. 116 117 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices Advantages Protects downstream areas from clogging or damage due to sediment deposits generated during construction activities. Because of additional detention time, sediment ponds may be capable of trapping smaller-sized sediment particles than other practices. They are most effective, however, when used in conjunction with other practices such as seeding or mulching. Disadvantages/Problems Ponds may become an “attractive nuisance” and a safety hazard. Sediment ponds are only effective in removing sediment down to about the medium silt size fraction. Sediment-laden runoff with smaller-size fractions (fine silt and clay) will pass through untreated; emphasizing the need control erosion to the maximum extent first. Planning Considerations Sediment basins are usually constructed by building a low earthen dam across a drainageway to form a temporary sediment storage pool. A properly designed spillway outlet with adequate freeboard is essential. A sediment basin may be created by excavation, construction of a compacted embankment, or a combination of both. It may have one or more inflow points carrying polluted runoff. Basins should be installed before clearing and grading begin. To improve trap efficiency the basin should have the maximum surface area possible, and sediment should enter the basin as far from the outlet as possible. Sediment basin life should be limited to 3 years, unless it is designed as a permanent structure. Effectiveness Sediment basins are at best only 70-80 percent effective in trapping sediment which flows into them. Therefore, they should be used in conjunction with erosion control practices such as temporary seeding, mulching, diversion dikes, etc. to reduce the amount of sediment flowing into the basin. Sediment basins are most effective when designed with a series of chambers. Location Locate sediment basins only in upland areas, not wetlands. Ensure that basin location provides a convenient concentration point for sediment laden flows from the area served. To improve the effectiveness of the basin, it should be located so as to intercept the largest possible amount of runoff from the disturbed area. The best locations are generally on relatively flat terrain downstream from disturbed areas. 118 119 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices Drainage into the basin can be improved by the use of diversion dikes and ditches. The basin must not be located in a stream but should be located to trap sediment-laden runoff before it enters the stream. The basin should not be located where its failure would result in the loss of life or interruption of the use or service of public utilities or roads. Diversions Divert sediment-laden water to upper end of sediment pool to improve trap effectiveness. Bring all water into the basin at low velocity to prevent erosion. Divert runoff from undisturbed areas away from basin. Multiple Use Sediment basins may be designed as permanent structures to remain in place after construction is completed for use as stormwater detention ponds. Sediment must be removed from the pond when construction is complete to prepare the pond for permanent use. Design Recommendations Drainage area - Not more than 100 acres. Sediment storage - The sediment basin should have a minimum volume based on 1⁄2 inch of storage for each acre of drainage area. This volume equates to 1800 cubic feet of storage or 67 cubic yards for each acre of drainage area. Trap efficiency - Length-to-width ratio should be 2:1 or greater; divert inflow to upper end of basin to avoid short-circuiting flow. Length is defined as the average distance from the inlet to the outlet of the trap. Baffles to spread the flow throughout the basin should be included. Dewatering - Perforate riser and cover holes with gravel. Total spillway capacity -10-year peak flow with 1 foot freeboard. Principal Spillway Riser and barrel - Usually vertical pipe riser with horizontal pipe barrel; must withstand the maximum external loading without yielding, buckling, or cracking. Pipe connections must be watertight. Capacity Minimum of 0.2 cfs/acre of drainage. Barrel diameter - 8-inch corrugated pipe minimum, or 6-inch smooth-wall pipe minimum. Riser cross-sectional area - 1.5 x barrel area, minimum. Dewatering - Perforate lower half of riser in each outside valley with 1⁄2-inch holes spaced approximately 3 inches. If corrugated pipe is used, locate holes along each outside valley. Cover with 2 ft of 1⁄2- to 3⁄4-inch aggregate. Crest of principal spillway - One foot minimum below elevation of emergency spillway crest. 118 119 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices Seepage prevention - At least one watertight antiseep collar with a minimum projection of 2 feet is required around barrel of pipes 8 inches in diameter or larger. The antiseep collar(s) shall increase by 15 percent the seepage path along the pipe from the riser to downstream toe of dam. Anti-flotation block - Riser must be held in place with an anchor having buoyant weight greater than 1.1 times the weight of water displaced by riser and any exposed portion of barrel. Trash guard - Required at top of riser. Outlet - Must be stable for design pipe discharge. Install riprap outlet apron unless foundation is rock. Emergency Spillway Capacity - 10-year peak flow, minus flow in principal spillway. Location - Construct in undisturbed soil - not fill. Cross section - Trapezoidal with side slopes 3:1 or flatter. Control section - Level and straight, at least 20 feet long. Outlet section must be straight. Embankment - Top width 8 feet minimum for dam height less than 10 feet. 10 feet minimum for dam height of 10 to 15 feet. Side slopes - 2.5:1 or flatter. Settlement allowance - 10% of design height. Cutoff trench - Required tinder centerline of dam, depth 2 feet minimum into undisturbed firm mineral soil. Extend trench up each abutment to elevation of emergency spillway crest. The bottom width should be wide enough to permit operation of excavation and compaction equipment, but not less than 4 feet wide. Side slopes should be no steeper than 1:1. Fill material - The fill material should be clean mineral soil free of roots, woody vegetation, oversized stones, rocks, or other objectionable material. Relatively pervious materials such as sand or gravel (Unified Soil Classification GW, GP, SW, and SP) should not be used in the fill. Freeboard - “Freeboard” is the difference between the design flow elevation in the emergency spillway and the top elevation of the embankment. Minimum freeboard should be one foot. Construction Recommendations Site Preparation The sediment basin should be as close to the sediment source as site conditions allow considering soils, pool area, dam length, and spillway conditions. Delay clearing pool until dam is complete to reduce erosion and off-site sedimentation. Clear, grub, and strip dam location. Excavate area for the outlet apron. Remove surface soil containing high amounts of organic matter and stockpile for later use. Clear sediment pool to facilitate sediment cleanout. 120 121 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices Dispose of trees, limbs, logs, and other debris in designated disposal areas. Cutoff Trench Excavate cutoff trench along dam centerline extending up both abutments to elevation of principal spillway crest. Cut trench into stable soil material, at least 2 ft wide and at least 2 ft deep with side slopes 1H: 1V or flatter. Backfill with clayey soil if available. Compaction requirements: same as those for embankment. The trench should be de-watered during the backfilling and compaction operations. Principal Spillway Use only approved watertight assemblies as shown in the plans for all pipe connections. Rod and lug connector bands with gaskets are recommended for corrugated pipe. Do not use dimple (universal) connector bands. Connection between pipe and anti-seep collar must be watertight. Place barrel and riser on firm, even foundation. Install anti-seep collar(s) slightly downstream of dam centerline. Place moist, clayey, workable soil around pipe and anti-seep collars. Do not use pervious material such as sand, gravel, or silt. Compact 4- inch layers of soil, by hand, under and around pipe and collars to at least the density of foundation soil. Avoid raising pipe from firm contact with foundation while compacting material under pipe haunches. Cover pipe to a depth of 2 feet minimum of hand-compacted backfill before crossing it with construction equipment. Anchor riser in place with concrete to prevent flotation. Embed riser at least 6 inches into concrete. Install trash guard with bars spaced 2-3 inches apart. Install riprap apron at pipe outlet, width 5 ft minimum. Extend apron to stable grade (length 10 ft minimum). Use well-graded stone with “d50” of 9 inches minimum. Embankment Scarify base of dam before placing fill. Fill material should be placed in 6- to 8-inch continuous layers over the entire length of the fill and compacted. Save the least permeable soil for center portion of dam. Place the most permeable soil in downstream toe. Compaction may be obtained by routing the hauling equipment over the fill so that the entire surface of each layer of the fill is traversed by at least one wheel or tread track of the equipment. If compaction is obtained with hauling equipment, an elevation 10 percent higher than the design height is required to allow for settlement. If compactors are used for compaction, the overbuild may be reduced to not less than 5 percent. Fill material must contain sufficient moisture that it can be formed by hand into a ball without crumbling. If water can be squeezed out of the ball, it is too wet for proper compaction. Construct dam to lines and grades shown in plan. Side slopes must be 2.5:1 or flatter. 120 121 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices Compact fill material in 6- to 8-inch continuous layers over length of dam. Compaction may be obtained by routing construction equipment over fill so that the entire surface of each layer is traversed by at least one wheel of compacting equipment. Protect spillway barrel with 2 ft of hand- compacted fill before traversing with equipment Construct embankment 10% higher than design height to allow for settlement. Emergency Spillway Cut emergency spillway in undisturbed soil to lines and grade shown in the approved plan. Side slopes must be 3:1 or flatter. Control section must be level and straight, 20 ft long minimum. Exit section must be straight. Vegetate spillway as soon as grading is complete, following all requirements in vegetation plan. Anchor mulch in spillway with netting. Install paving material to finished grade if spillway is not to be vegetated. Cleanout Place reference stake at sediment cleanout elevation (50% of design volume). Erosion Control Minimize the area disturbed and time of exposure. Excavate the outlet apron area first, to use as a sediment trap during construction of dam. Use temporary diversions to prevent surface water from running onto disturbed areas. Construct embankment before clearing the sediment pool. Stabilize all disturbed areas except lower one-half of sediment basin immediately after construction. Safety Sediment basins should be installed only on sites where failure of the structure would not result in loss of life, damage to homes or buildings, or interruption of use or service of public roads or utilities. Sediment basins are attractive to children and can be very dangerous. Keep sediment pool dewatered between storms. Construct side slopes 2:1 or flatter in pool area. Fence area if trespassing is likely. Post signs warning the public of hazards of soft sediment and floodwater. Follow all state and local requirements. Common Trouble Points Piping failure along conduit Due to lack of proper compaction, omission of anti-seep collar, or leaking pipe joints. 122 123 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices Erosion of spillway or embankment slopes Due to inadequate vegetation or improper grading and sloping. Slumping and/or settling of embankment Due to inadequate compaction and/or use of poor-quality fill material. Slumping failure Due to steep side slopes. Erosion and caving below pipe Due to inadequate outlet protection. Basin not located properly for access Makes maintenance difficult and costly. Sediment not properly removed Leaves inadequate storage capacity. Lack of anti-flotation pipe Damage from uplift. Lack of trash rack Barrel and riser blocked with debris. Elevations of principal spillway and emergency spillway too high relative to top of dam Potential failure from overtopping. Maintenance Sediment basins should be readily accessible for maintenance and sediment removal. The sediment basin should remain in operation and be properly maintained until the site area is permanently stabilized by vegetation and/or when permanent structures are in place. Inspect sediment basins after each significant rainfall. Remove and properly dispose of sediment when it accumulates to one-half design volume (level marked by reference stake). The effectiveness of a sediment pond is based less on its size than on regular sediment removal. Check embankment, emergency spillway, and outlet for erosion damage. Check embankment for: settlement, seepage, or slumping along the toe or around pipe. Look for signs of piping. Repair immediately. Remove trash and other debris from principal spillway, emergency spillway, and pool area. Clean or replace gravel when sediment pool does not drain properly. Remove basin after drainage area has been permanently stabilized, inspected, and approved. Before removing dam, drain water and remove sediment; place waste material in designated disposal areas. Smooth site to blend with surrounding area and stabilize. 122 123 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices References Massachusetts Department of Environmental Protection, Offi ce of Watershed Management, Nonpoint Source Program, Massachusetts Nonpoint Source Management Manual, Boston, Massachusetts, June, 1993. Minnick, E. L., and H. T. Marshall, Stormwater Management and Erosion Control for Urban and Developing Areas in New Hampshire, Rockingham County Conservation District, August 1992. North Carolina Department of Environment, Health, and Natural Resources, Erosion and Sediment Control Field Manual, Raleigh, NC, February 1991. U.S. Environmental Protection Agency, Storm Water Management For Construction Activities, EPA-832-R- 92-005, Washington, DC, September, 1992. Washington State Department of Ecology, Stormwater Management Manual for the Puget Sound Basin, Olympia, WA, February, 1992. Sediment Fence A temporary sediment barrier consisting of a fi lter fabric stretched across and attached to supporting posts and entrenched. The sediment fence is constructed of stakes and synthetic fi lter fabric with a rigid wire fence backing where necessary for support. Sediment fence can be purchased with pockets presewn to accept use of steel fence posts. Purpose A sediment fence intercepts and detains small amounts of sediment from disturbed areas during construction operations and reduces runoff velocity down a slope. Sediment fences may also be used to catch wind-blown sand and to create an anchor for sand dune creation. Where Practice Applies A Below small disturbed areas of less than 1⁄4 acre per 100 feet of fence, where runoff may occur in the form of sheet and rill erosion. A Where there is no concentration of water in a channel or other drainageway above the fence, and drainage area is usually not more than 1- 1⁄2 acres. A Where runoff can be stored behind the sediment fence without 124 125 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices damaging the fence, or the submerged area behind the fence. A Where erosion would occur only in the form of sheet erosion. A Do not install sediment fences across streams, ditches, or waterways. Advantages A Removes sediments and prevents downstream damage from sediment deposits A Reduces the speed of runoff flow A Minimal clearing and grubbing required for installation A Sediment fences trap a much higher percentage of suspended sediments than straw bales. Disadvantages/Problems Sediment fences are not practical where large flows of water are involved. Their use is recommended only for small drainage areas, and flow rates of less than 0.5 cfs. Flow should not be concentrated; it should be spread out over many linear feet of sediment fence. Problems may arise from incorrect selection of filter fabric or from improper installation. Sediment fences are not an adequate method of runoff control for anything deeper than sheet or overland flow. Planning Considerations Sediment fences should be located where they will trap sediment; that is, where there will be contributing runoff. A sediment fence, located along the top of a ridge serves no useful purpose, except as it may be used to mark limits of a construction area. A sediment fence located at the upper end of a drainage area performs no sediment-collecting function. Sediment fences are preferable to straw barriers in many cases. While the failure rate is lower than that of straw barriers there are, however, many cases in which sediment fences have been improperly installed. Sediment fences have a low permeability to enhance sediment trapping. This will create ponding behind the fence, so they should not be located where ponding will cause property damage or a safety hazard. The sedimentation pool behind the fence is very effective and may reduce the need for sediment basins and traps. Sediment fences may be designed to store all the runoff from the design storm or located to allow bypass flow when the temporary sediment pool reaches a predetermined level. The drainage area must be restricted and the fence located so that water depth does not exceed 1.5 feet at any point. The expected life of a sediment fence is generally six months. 124 125 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices To use sediment fences effectively, provide access to the locations where sediment accumulates and provide reinforced, stabilized outlets for emergency overflow. Sediment fence is most effective when used in conjunction with other practices such as perimeter dikes or diversions. Allow for safe bypass of storm flow to prevent overtopping failure of fence. Do not install sediment fence across intermittent or permanent streams, channels, or any location where concentrated flow is anticipated. It is not necessary to use straw or hay bales together with a sediment fence. Design Recommendations Depth of impounded water should not exceed 1.5 feet at any point along the fence. Drainage area Limited to 1⁄4 acre per 100 ft of fence, and no more than 1.5 acres in total; or in combination with a sediment basin on a larger site. Area is further restricted by slope steepness as shown in the following table. Maximum Slope Land Slope (%) Distance Above Fence (feet) 2 250 5 180 10 100 20 50 30 30 Location Locate the fence at least 10 feet from the toe of steep slopes to provide sediment storage and access for cleanout. The fence line should be nearly level through most of its length to impound a broad, temporary pool. The last 10 to 20 feet at each end of the fence should be swung slightly uphill (approximately 0.5 feet in elevation) to provide stroage capacity. Stabilized outlets are required for bypass flow, unless the fence is designed to retain all runoff from the 10-year storm. The fence line may run slightly off level (grade less than 1%) if it terminates in a level section with a stabilized outlet, diversion, basin, or sediment trap. There must be no gullying along the fence or at the ends. A sediment fence should not be used as a diversion. Materials and Use Filter Fabric The filter fabric used in a sediment fence must have sufficient strength to withstand various stress conditions. It also must have the ability to allow passage of water while retaining soil particles. Filter fabric for a 126 127 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices sediment fence is available commercially. Support posts Four-inch diameter pine, 1.33 lb./linear ft. steel, or sound quality hardwood with a minimum cross sectional area of 3.0 square inches. Steel posts should have projections for fastening fabric. Drive posts securely, at least 16 inches into the ground, on the downslope side of the trench. Space posts a maximum of 8 feet if fence is supported by wire, 6 feet if extra-strength fabric is used without support wire. Adjust spacing to place posts at low points along the fenceline. Support wire Wire fence (14 gauge with 6-inch mesh) is required to support standard- strength fabric. Reinforced, stabilized outlets Any outlet where storm flow bypass occurs must be stabilized against erosion. Set outlet elevation so that water depth cannot exceed 1.5 feet at the lowest point along the fenceline. Set fabric height at 1 foot maximum between support posts spaced no more than 4 feet apart. Install a horizontal brace between the support posts to serve as an overflow weir and to support top of fabric. Provide a riprap splash pad a minimum 5 feet wide, 1 foot deep, and 5 feet long on level grade. The finished surface of the riprap should blend with surrounding area, allowing no overfall. The area around the pad must be stable. Construction Recommendations Dig a trench approximately 8 inches deep and 4 inches wide, or a V- trench; along the line of the fence, upslope side. Fasten support wire fence securely to the upslope side of fence posts with wire ties or staples. Wire should extend 6 inches into the trench. Attach continuous length of fabric to upslope side of fence posts. Avoid joints, particularly at low points in the fence line. Where joints are necessary, fasten fabric securely to support posts and overlap to the next post. Place the bottom one foot of fabric in the trench. Backfill with compacted earth or gravel. Filter cloth shall be fastened securely to the woven wire fence with ties spaced every 24 inches at the top, mid-section, and bottom. To reduce maintenance, a shallow sediment storage area may be excavated on the upslope side of fence where sedimentation is expected. Provide good access to deposition areas for cleanout and maintenance. Sediment fences should be removed when they have served their useful purpose, but not before the upslope area has been permanently stabilized. Retained sediment must be removed and properly disposed of, or mulched and seeded. 126 127 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices Common Trouble Points Fence sags or collapses: A Drainage area too large, A Too much sediment accumulation allowed before cleanout, A Approach too steep, or A Fence not adequately supported. Fence fails from undercutting: A Bottom of fence not buried at least 8 inches at all points, A Trench not backfilled with compacted earth or gravel, A Fence installed on excessive slope, or A Fence located across drainage way. Fence is overtopped: A Storage capacity inadequate, or A No provision made for safe bypass of storm flow, or A Fence located across drainage way. Erosion occurs around end of fence: A Fence terminates at elevation below the top of the temporary pool. A Fence terminates at unstabilized area, or A Fence located on excessive slope. Maintenance A sediment fence requires a great deal of maintenance. Silt fences should be inspected immediately after each rainfall and at least daily during prolonged rainfall. Repair as necessary. Remove sediment deposits promptly to provide adequate storage volume for the next rain and to reduce pressure on fence. Take care to avoid undermining fence during cleanout. If the fabric tears, decomposes, or in any way becomes ineffective, replace it immediately. Replace burlap used in sediment fences after no more than 60 days. Remove all fencing materials after the contributing drainage area has been properly stabilized. Sediment deposits remaining after the fabric has been removed should be graded to conform with the existing topography and vegetated. 128 129 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices References Massachusetts Department of Environmental Protection, Offi ce of Watershed Management, Nonpoint Source Program, Massachusetts Nonpoint Source Management Manual, Boston, Massachusetts, June, 1993. Minnick, E. L., and H. T. Marshall, Stormwater Management and Erosion Control for Urban and Developing Areas in New Hampshire, Rockingham County Conservation District, August 1992. North Carolina Department of Environment, Health, and Natural Resources, Erosion and Sediment Control Field Manual, Raleigh, NC, February 1991. “Proper Silt Fence Performance,” Erosion Control, The Journal For Erosion & Sediment Control Professionals, Vol. 1, No. 3, July/August 1994. U. S. Environmental Protection Agency, Storm Water Management For Construction Activities, EPA-832-R- 92-005, Washington, DC, September, 1992. Washington State Department of Ecology, Stormwater Management Manual for the Puget Sound Basin, Olympia, WA, February, 1992. Sediment Trap A sediment trap is formed by excavating a pond or by placing an earthen embankment across a low area or drainage swale. An outlet or spillway is constructed using large stones or aggregate to slow the release of runoff. The trap retains the runoff long enough to allow most of the silt to settle out. Purpose A sediment trap intercepts sediment-laden runoff from small disturbed areas and detains it long enough for the majority of the sediment to settle out. Where Practice Applies A sediment trap is installed: A As close to the disturbed area or source of sediment as physically possible; A Where the drainage area is less than 5 acres; and A Where runoff from undisturbed areas can be excluded from the structure. 128 129 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices A sediment trap may be used in conjunction with other temporary measures, such as gravel construction entrances, vehicle wash areas, slope drains, diversion dikes and swales, or diversion channels. Advantages A Reduced sediment deposits downstream. A Is inexpensive and simple to install. A Can simplify the design process by trapping sediment at specific spots onsite. A Disadvantages/Problems A Effective only if properly maintained. A Will not remove very fine silts and clays. A Serves only limited areas. Planning Considerations Temporary sediment traps are usually installed in drainage ways with small watersheds. They may be used at a storm drain inlet or outlet. Locate sediment trap as near the sediment source as topography allows. Divert runoff from all undisturbed areas away from sediment trap. Sediment traps should be installed before any land disturbance takes place in the drainage area. Design Recommendations Drainage area - Not more than 5 acres. Sediment storage - The sediment trap should have a minimum volume based on 1⁄2 inch of storage for each acre of drainage area. This volume equates to 1800 cubic feet of storage or 67 cubic yards for each acre of drainage area. Trap efficiency - Length-to-width ratio should be 2:1 or greater; divert inflow to upper end of basin to avoid short-circuiting flow. Length is defined as the average distance from the inlet to the outlet of the trap. Structure life - Limited to 2 years. Embankment - The maximum height of the sediment trap embankment should be 5 feet when measured from the lowest point of natural ground on the downstream side of the embankment. The minimum top width of the embankment should be 5 feet. The side slopes of the embankment should be 2:1, horizontal to vertical, or flatter. Excavations - When excavation is necessary to obtain the required storage, the side slopes should be no steeper than 2:1, horizontal to vertical, in the excavated portion of the basin. Outlets - The outlet should be designed so that sediment does not leave the trap and erosion does not take place below the outlet. The outlets must empty onto undisturbed ground, into a water course, stabilized channel or a storm sewer system. 130 131 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices Capacity - 10-yr peak storm. Stone - Hard, angular, well-graded mixture with “d50” of 9 inches minimum. Inside facing lined with a 1-foot thick layer of 1⁄2- to 3⁄4-inch washed aggregate. Side slopes - Spillway and excavated basin, 2:1 or flatter. Protection from “piping” - Filter fabric or a cut-off trench is required between the stone spillway outlet section and the compacted embankment. Spillway depth - 1.5 ft minimum below designed, settled top of embankment. Freeboard - 0.5 foot minimum. Spillway width Drainage Minimum Area Bottom Width (acres) (feet) 1 4.0 2 6.0 3 8.0 4 10.0 5 12.0 Outlet apron - 5-ft long, minimum, on level grade with filter fabric foundation. Construction Recommendations Embankment A Clear, grub, and strip all vegetation and root mat from area of embankment. Use stable mineral soil free of roots, rocks, debris, organic material, and other objectionable material. A Place embankment fill in 9-inch lifts, maximum. The fill should be compacted by routing construction equipment so that the entire area of the fill is transversed by at least one wheel or tread track of the equipment. Construct side slopes 2:1 or flatter (3:1 recommended for backslope to improve stability of stone spillway). A Overfill embankment to 6 inches above design elevation to allow for settlement. A Outlet crest elevations should be at least one foot below the top of the embankment. Outlet Section A Excavate trapezoidal stone outlet section from compacted embankment. Allow for thickness of stone side slopes (21 inches minimum). A Install filter fabric under riprap. Extend fabric up the sides to top of embankment. A place-specified stone to lines and grades shown on plans, working the smaller stones into the voids to achieve a dense mass. Spillway crest must be level with minimum inside dimension specified in plan. Measure 130 131 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices spillway depth from the highest stones in the spillway to the design elevation of dam. Minimum depth is 1.5 foot. A Keep sides of the stone outlet section at least 21 inches thick through the level section and the downstream face of dam. A Extend outlet apron below toe of dam on level grade until stable conditions are reached (5 feet minimum). Edges and end of the stone apron section must be flush with surrounding ground. No overfall should exist. A Cover inside face of stone outlet section with a 1-foot thick layer of 1⁄2- to 3⁄4-inch aggregate. Vegetation All embankments, earth spillways, and disturbed areas downstream from the structure should be vegetated within 3 days of completion of the construction of the structure. If the structure is not planned for more than one vegetative growing season, the structure may be vegetated using in Temporary Seeding recommendations. Basins that will be carried over the winter and into the next vegetative growing season should be vegetated using Permanent Seeding recommendations. Common Trouble Points Inadequate spillway size Results in overtopping of dam, poor trap efficiency and possible failure of the structure. Modification of the plan may be required. Omission of or improper installation of filter fabric Results in washout under sides or bottom of the stone outlet section (piping). Low point in embankment caused by inadequate compaction and settling Results in overtopping and possible failure. Stone outlet apron does not extend to stable grade Results in erosion below the dam. Stone size too small or backslope too steep Results in stone displacement. Inadequate vegetative protection Results in erosion of embankment. Inadequate storage capacity Sediment not removed from basin frequently enough. Contact slope between stone spillway and earth embankment too steep Piping failure is likely. 132 133 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices Maintenance The effective life of a sediment trap depends upon adequate maintenance. The trap should be readily accessible for periodic maintenance and sediment removal. Set a stake at one-half the design depth. This will be the “cleanout level.” Remove sediment when it has accumulated to one-half the design depth. Inspect sediment traps after each signifi cant rainfall event. Repair any erosion and piping holes immediately. Clean or replace spillway gravel facing if clogged. Promptly replace any displaced riprap, being careful that no stones in the spillway are above design grade. Inspect vegetation; reseed and remulch if necessary. Check spillway depth periodically to ensure minimum of 1.5 ft depth from lowest point of the settled embankment to highest point of spillway crest. Fill any low areas of the embankment to maintain design elevation. After all sediment-producing areas have been stabilized, inspected, and approved, remove the structure and all unstable sediment. Smooth site to blend with adjoining areas and stabilize in accordance with vegetation plan. References Minnick, E. L., and H. T. Marshall, Stormwater Management and Erosion Control for Urban and Developing Areas in New Hampshire, Rockingham County Conservation District, August 1992. North Carolina Department of Environment, Health, and Natural Resources, Erosion and Sediment Control Field Manual, Raleigh, NC, February 1991. U.S. Environmental Protection Agency, Storm Water Management For Construction Activities, EPA-832-R- 92-005, Washington, DC, September, 1992. Washington State Department of Ecology, Stormwater Management Manual for the Puget Sound Basin, Olympia, WA, February, 1992. Seeding, Permanent The establishment of perennial vegetative cover on disturbed areas. Purpose Permanent seeding of grass and planting trees and shrubs provides stabilization to the soil by holding soil particles in place. Vegetation reduces sediments and runoff to downstream areas by slowing the velocity of runoff and permitting greater infi ltration of the runoff. 132 133 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices Vegetation also filters sediments, helps the soil absorb water, improves wildlife habitats, and enhances the aesthetics of a site. Where Practice Applies A Permanent seeding and planting is appropriate for any graded or cleared area where long-lived plant cover is needed to stabilize the soil. A Areas which will not be brought to final grade for a year or more. A Some areas where permanent seeding is especially important are filter strips, buffer areas, vegetated swales, steep slopes, and stream banks. A This practice is effective on areas where soils are unstable because of their texture or structure, high water table, winds, or steep slope. Advantages Advantages of seeding over other means of establishing plants include the small initial establishment cost, the wide variety of grasses and legumes available, low labor requirement, and ease of establishment in difficult areas. Seeding is usually the most economical way to stabilize large areas. Well established grass and ground covers can give an aesthetically pleasing, finished look to a development. Once established, the vegetation will serve to prevent erosion and retard the velocity of runoff. Disadvantages/Problems Disadvantages which must be dealt with are the potential for erosion during the establishment stage, a need to reseed areas that fail to establish, limited periods during the year suitable for seeding, and a need for water and appropriate climatic conditions during germination. Vegetation and mulch cannot prevent soil slippage and erosion if soil is not inherently stable. Coarse, high grasses that are not mowed can create a fire hazard in some locales. Very short mowed grass, however, provides less stability and sediment filtering capacity. Grass planted to the edge of a watercourse may encourage fertilizing and mowing near the water’s edge and increase nutrient and pesticide contamination. Depends initially on climate and weather for success. May require regular irrigation to establish and maintain. Planning considerations Selection of the right plant materials for the site, good seedbed preparation, timing, and conscientious maintenance are important. Whenever possible, native species of plants should be used for landscaping. These plants are already adapted to the locale and 134 135 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices survivability should be higher than with “introduced” species. Native species are also less likely to require irrigation, which can be a large maintenance burden and is neither cost-effective nor ecologically sound. If non-native plant species are used, they should be tolerant of a large range of growing conditions, as low-maintenance as possible, and not invasive. Consider the microclimate within the development area. Low areas may be frost pockets and require hardier vegetation since cold air tends to sink and flow towards low spots. South-facing slopes may be more difficult to re-vegetate because they tend to be sunnier and drier. Divert as much surface water as possible from the area to be planted. Remove seepage water that would continue to have adverse effects on soil stability or the protecting vegetation. Subsurface drainage or other engineering practices may be needed. In this situation, a permit may be needed from the local Conservation Commission: check ahead of time to avoid construction delays. Provide protection from equipment, trampling and other destructive agents. Vegetation cannot be expected to supply an erosion control cover and prevent slippage on a soil that is not stable due to its texture, structure, water movement, or excessive slope. Seeding Grasses and Legumes Install needed surface runoff control measures such as gradient terraces, berms, dikes, level spreaders, waterways, and sediment basins prior to seeding or planting. Seedbed Preparation If infertile or coarse-textured subsoil will be exposed during land shaping, it is best to stockpile topsoil and respread it over the finished slope at a minimum 2- to 6-inch depth and roll it to provide a firm seedbed. If construction fill operations have left soil exposed with a loose, rough, or irregular surface, smooth with blade and roll. Loosen the soil to a depth of 3-5 inches with suitable agricultural or construction equipment. Areas not to receive top soil shall be treated to firm the seedbed after incorporation of the lime and fertilizer so that it is depressed no more than 1⁄2 - 1 inch when stepped on with a shoe. Areas to receive topsoil shall not be firmed until after topsoiling and lime and fertilizer is applied and incorporated, at which time it shall be treated to firm the seedbed as described above. This can be done by rolling or cultipacking. Cool Season Grasses Cool Season Grasses grow rapidly in the cool weather of spring and fall, 134 135 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices and set seed in June and July. Cool season grasses become dormant when summer temperatures persist above 85 degrees and moisture is scarce. Lime and Fertilizer Apply lime and fertilizer according to soil test and current Extension Service recommendations. In absence of a soil test, apply lime (a pH of 5.5 - 6.0 is desired) at a rate of 2.5 tons per acre and 10-20-20 analysis fertilizer at a rate of 500 pounds per acre (40 % of N to be in an organic or slow release form). Incorporate lime and fertilizer into the top 2-3 inches of soil. Seeding Dates Seeding operations should be performed within one of the following periods: A April 1 - May 31, A August 1 - September 10, A November 1 - December 15 as a dormant seeding (seeding rates shall be increased by 50% for dormant seedings). Seeding Methods Seeding should be performed by one of the following methods. Seed should be planted to a depth of 1⁄4 to 1⁄2 inches. A Drill seedings, A Broadcast and rolled, cultipacked or tracked with a small track piece of construction equipment, A Hydroseeding, with subsequent tracking. Mulch Mulch the seedings with straw applied at the rate of 1⁄2 tons per acre. Anchor the mulch with erosion control netting or fabric on sloping areas. Warm Season Grasses Warm Season Grasses begin growth slowly in the spring, grow rapidly in the hot summer months and set seed in the fall. Many warm season grasses are sensitive to frost in the fall, and the top growth may die back. Growth begins from the plant base the following spring. Lime and Fertilizer Lime to attain a pH of at least 5.5. Apply a 0-10-10 analysis fertilizer at the rate of 600 lbs./acre. Incorporate both into the top 2-3 inches of soil. (30 lbs. of slow release nitrogen should be applied after emergence of grass in the late spring.) 136 137 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices Seeding Dates Seeding operations should be performed as an early spring seeding (April 1-May 15) with the use of cold treated seed. A late fall early winter dormant seeding (November 1 - December 15) can also be made, however the seeding rate will need to be increased by 50%. Seeding Methods Seeding should be performed by one of the following methods: A Drill seedings (de-awned or de-bearded seed should be used unless the drill is equipped with special features to accept awned seed). A Broadcast seeding with subsequent rolling, cultipacking or tracking the seeding with small track construction equipment. Tracking should be oriented up and down the slope. A Hydroseeding with subsequent tracking. If wood fiber mulch is used, it should be applied as a separate operation after seeding and tracking to assure good seed to soil contact. Mulch Mulch the seedings with straw applied at the rate of 1⁄2 tons per acre. Anchor the mulch with erosion control netting or fabric on sloping areas. Seed Mixtures for Permanent Cover Recommended mixtures for permanent seeding are provided on the following pages. Select plant species which are suited to the site conditions and planned use. Soil moisture conditions, often the major limiting site factor, are usually classified as follows: Dry - Sands and gravels to sandy loams. No effective moisture supply from seepage or a high water table. Moist - Well drained to moderately well drained sandy loams, loams, and finer; or coarser textured material with moderate influence on root zone from seepage or a high water table. Wet - All textures with a water table at or very near the soil surface, or with enduring seepage. When other factors strongly influence site conditions, the plants selected must also be tolerant of these conditions. 136 137 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices Permanent Seeding Mixtures Seed, Pounds per: Mix Site Seed Mixture Acre 1,000 sf Remarks 1 Dry Little Bluestem * Use Warm Season planting procedure. or Broomsedge 10 0.25 * Roadsides Tumble Lovegrass* 1 0.10 * Sand and Gravel Stabilization Switchgrass 10 0.25 * Clover requires inoculation with nitrogen- fi xing bacteria Bush Clover* 2 0.10 Red Top 1 0.10 * Rates for this mix are for PLS. 2 Dry Deertongue 15 0.35 * Use Warm Season planting procedures. Broomsedge 10 0.25 * Acid sites/Mine spoil Bush Clover* 2 0.10 * Clover requires inoculation with nitrogen- fi xing bacteria. Red Top 1 0.10 *Rates for this mix are for PLS. 3 Dry Big Bluestem 10 0.25 * Use Warm Season planting procedures. Indian Grass 10 0.25 * Eastern Prairie appearance Switchgrass 10 0.25 * Sand and Gravel pits. Little Bluestem 10 0.25 * Golf Course Wild Areas Red Top or 1 0.10 * Sanitary Landfi ll Cover seeding Perennial Ryegrass 10 0.25 * Wildlife Areas *OK to substitute Poverty Dropseed in place of Red Top/Ryegrass. *Rates for this mix are for PLS. 4 Dry Flat Pea 25 0.60 * Use Cool Season planting procedures Red Top or 2 0.10 * Utility Rights-of-Ways (tends to suppress Perennial Ryegrass 15 0.35 woody growth) 5 Dry Little Bluestem 5 0.10 * Use Warm Season planting procedures. Switchgrass 10 0.25 * Coastal sites Beach Pea* 20 0.45 * Rates for Bluestein and Switchgrass are for Perennial Ryegrass 10 0.25 PLS. 6 Dry - Red Fescue 10 0.25 * Use Cool Season planting procedure. Moist Canada Bluegrass 10 0.25 * Provides quick cover but is non-aggressive; Perennial Ryegrass 10 0.25 will tend to allow indigenous plant colonization. Red Top 1 0.10 * General erosion control on variety of sites, including forest roads, skid trails and landings. 7 Moist- Switchgrass 10 0.25 * Use Warm Season planting procedure. Wet Virginia Wild Rye 5 0.10 * Coastal plain/fl ood plain Big Bluestem 15 0.35 * Rates for Bluestem and Switchgrass are for Red Top 1 0.10 PLS. 138 139 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices 8 Moist Creeping Bentgrass 5 0.10 * Use Cool Season planting procedures. Wet Fringed Bromegrass 5 0.10 * Pond Banks Fowl Meadowgrass 5 0.10 * Waterways/ditch banks Bluejoint Reedgrass or Rice Cutgrass 2 0.10 Perennial Ryegrass 10 0.25 9 Moist Red Fescue 5 0.10 *Salt Tolerant Wet Creeping Bentgrass 2 0.10 * Fescue and Bentgrass provide low growing appearance, while Switchgrass provides tall cover for wildlife. Switchgrass 8 0.20 Perennial Ryegrass 10 0.25 10 Moist Red Fescue 5 0.10 * Use Cool Season planting procedure. Wet Creeping Bentgrass 5 0.10 * Trefoil requires inoculation with nitrogen fi xing bacteria. Virginia Wild Rye 8 0.20 Wood Reed Grass* 1 0.10 * Suitable for forest access roads, skid Showy Tick Trefoil* 1 0.10 trails and other partial shade situations. 11 Moist Creeping Bentgrass 5 0.10 * Use Cool Season planting procedure. Wet Bluejoint Reed Grass 1 0.10 * Suitable for waterways, pond or ditch banks. Virginia Wild Rye 3 0.10 * Trefoil requires inoculation with nitrogen fi xing bacteria. Fowl Meadow Grass 10 0.25 Showy Tick Trefoil* 1 0.10 Red Top 1 0.10 12 Wet Blue Joint Reed Grass 1 0.10 * Use Cool Season planting procedure. Canada Manna Grass 1 0.10 * OK to seed in saturated soil conditions, but not in standing water. Rice Cut Grass 1 0.10 Creeping Bent Grass 5 0.10 * Suitable as stabilization seeding for created wetland. Fowl Meadow Grass 5 0.10 * All species in this mix are native to Massachusetts. 13 Dry - American Beachgrass 18” 18’ *Vegetative planting with dormant culms, 3-5 culms per planting Moist centers centers 14 Inter- Smooth Cordgrass12-18” 12-18” * Vegetative planting with transplants. Tidal Saltmeadow Cordgrass centers centers Permanent Seeding Mixtures Seed, Pounds per: Mix Site Seed Mixture Acre 1,000 sf Remarks 138 139 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices Notes: * Species such as Tumble Lovegrass, Fringed Bromegrass, Wood Reedgrass, Bush Clover and Beach Pea, while known to be commercially available from specific seed suppliers, may not always be available from your particular seed suppliers. The local Natural Resources Conservation Service office may be able to help with a source of supply. In the event a particular species listed in a mix can not be obtained, however, it may be possible to substitute another species. Seed mixtures by courtesy of Natural Resources Conservation Service, Amherst, MA. (PLS) Pure Live Seed Warm Season grass seed is sold and planted on the basis of pure live seed. An adjustment is made to the bulk rate of the seed to compensate for inert material and non-viable seed. Percent of pure live seed is calculated by multiplying the percent purity by the percent germination; (% purity) x (% germination) = percent PLS. For example, if the seeding rate calls for 10 lbs./acre PLS and the seed lot has a purity of 70% and germination of 75%, the PLS factor is: (.70 x .75) =.53 10 lbs. divided by .53 = approx. 19 lbs. Therefore, 19 lbs of seed from the particular lot will need to be applied to obtain 10 lbs. of pure live seed. Special Note Tall Fescue, Reed Canary Grass, Crownvetch and Birdsfoot Trefoil are no longer recommended for general erosion control use in Massachusetts due to the invasive characteristics of each. If these species are used, it is recommended that the ecosystem of the site be analyzed for the effects species invasiveness may impose. The mixes listed in the above mixtures include either species native to Massachusetts or non-native species that are not perceived to be invasive, as per the Massachusetts Native Plant Advisory Committee. Wetlands Seed Mixtures For newly created wetlands, a wetlands specialist should design plantings to provide the best chance of success. Do not use introduced, invasive plants like reed canarygrass (Phalaris arundinacea) or purple loosestrife (Lythrum salicaria). Using plants such as these will cause many more problems than they will solve. The following grasses all thrive in wetland situations: Fresh Water Cordgrass (Spartina pectinata) Marsh/Creeping Bentgrass (Agrostis stolonifera, var. Palustric) Broomsedge (Andropogon virginicus) Fringed Bromegrass (Bromus ciliatus) Blue Joint Reed Grass (Calamagrostis cavedensis) Fowl Meadow Grass (Glyceria striata) Riverbank Wild Rye (Elymus riparius) Rice Cutgrass (Leersia oryzoides) Stout Wood Reed (Cinna arundinacea) Canada Manna Grass (Glyceria canadensis) 140 141 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices A sample wetlands seed mix developed by The New England Environmental Wetland Plant Nursery is shown on the following page. Wetland Seed Mixture The New England Environmental Wetland Plant Nursery has developed a seed mixture which is specifically designed to be used in wetland replication projects and stormwater detention basins. It is composed of seeds from a variety of indigenous wetland species. Establishing a native wetland plant understory in these areas provides quick erosion control, wildlife food and cover, and helps to reduce the establishment of undesirable invasive species such as Phragmites and purple loosestrife (Lythrum salicaria). The species have been selected to represent varying degrees of drought tolerance, and will establish themselves based upon microtopography and the resulting variation in soil moisture. 140 141 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Common Name (Scientifi c Name) % in Mix Comments Lurid Sedge 30 A low ground cover that tolerates mesic sites (Carex lurida) in addition to saturated areas; prolifi c seeder in second growing season. Fowl Meadow Grass 25 Prolifi c seed producer that is a valuable (Glyceria Canadensis) wildlife food source. Fringed Sedge 10 A medium to large sedge that tolerates (Carex crinita) saturated areas; good seed producer. Joe-Pye Weed 10 Flowering plant that is valuable for wildlife (Eupatoriadelphus maculatus) cover. Grows to 4 feet. Brook Sedge 10 Tolerates a wide range of hydrologic (Carex spp., Ovales group) conditions. Woolgrass 5 Tolerates fl uctuating hydrology. (Scirpus cyperinus) Boneset 5 Flowering Plant that is valuable for wildlife (Eupatorium perfoliatum) cover. Grows to 3 feet. Tussock Sedge <5 Grows in elevated hummocks on wet sites, (Carex stricta) may grow rhizomonously on drier sites. Blue Vervain <5 A native plant that bears attractive, blue (Verbena hastata) fl owers. The recommended application rate is one pound per 5,000 square feet when used as an understory cover. This rate should be increased to one pound per 2,500 square feet for detention basins and other sites which require a very dense cover. For best results, a late fall application is recommended. This mix is not recommended for standing water. Erosion and Sediment Control Practices 142 143 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices Maintenance Inspect seeded areas for failure and make necessary repairs and reseed immediately. Conduct or follow-up survey after one year and replace failed plants where necessary. If vegetative cover is inadequate to prevent rill erosion, overseed and fertilize in accordance with soil test results. If a stand has less than 40% cover, reevaluate choice of plant materials and quantities of lime and fertilizer. Re-establish the stand following seedbed preparation and seeding recommendations, omitting lime and fertilizer in the absence of soil test results. If the season prevents resowing, mulch or jute netting is an effective temporary cover. Seeded areas should be fertilized during the second growing season. Lime and fertilize thereafter at periodic intervals, as needed. References North Carolina Department of Environment, Health, and Natural Resources, Erosion and Sediment Control Field Manual, Raleigh, NC, February 1991. Personal communication, Richard J. DeVergilio, USDA, Natural Resources Conservation Service, Amherst, MA. U.S. Environmental Protection Agency, Storm Water Management For Construction Activities, EPA-832-R- 92-005, Washington, DC, September, 1992. Washington State Department of Ecology, Stormwater Management Manual for the Puget Sound Basin, Olympia, WA, February, 1992. Seeding, Temporary Planting rapid-growing annual grasses, small grains, or legumes to provide initial, temporary cover for erosion control on disturbed areas. Purpose To temporarily stabilize areas that will not be brought to fi nal grade for a period of more than 30 working days. To stabilize disturbed areas before fi nal grading or in a season not suitable for permanent seeding. Temporary seeding controls runoff and erosion until permanent vegetation or other erosion control measures can be established. Root systems hold down the soils so that they are less apt to be carried offsite by storm water runoff or wind. Temporary seeding also reduces the problems associated with mud and dust from bare soil surfaces during construction. 142 143 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Where Practice Applies On any cleared, unvegetated, or sparsely vegetated soil surface where vegetative cover is needed for less than one year. Applications of this practice include diversions, dams, temporary sediment basins, temporary road banks, and topsoil stockpiles. Where permanent structures are to be installed or extensive re- grading of the area will occur prior to the establishment of permanent vegetation. Areas which will not be subjected to heavy wear by construction traffic. Areas sloping up to 10% for 100 feet or less, where temporary seeding is the only practice used. Advantages This is a relatively inexpensive form of erosion control but should only be used on sites awaiting permanent planting or grading. Those sites should have permanent measures used. Vegetation will not only prevent erosion from occurring, but will also trap sediment in runoff from other parts of the site. Temporary seeding offers fairly rapid protection to exposed areas. Disadvantages/Problems Temporary seeding is only viable when there is a sufficient window in time for plants to grow and establish cover. It depends heavily on the season and rainfall rate for success. If sown on subsoil, growth will be poor unless heavily fertilized and limed. Because overfertilization can cause pollution of stormwater runoff, other practices such as mulching alone may be more appropriate. The potential for over-fertilization is an even worse problem in or near aquatic systems. Once seeded, areas should not be travelled over. Irrigation may be needed for successful growth. Regular irrigation is not encouraged because of the expense and the potential for erosion in areas that are not regularly inspected. Planning Considerations Temporary seedings provide protective cover for less than one year. Areas must be reseeded annual or planted with perennial vegetation. Temporary seeding is used to protect earthen sediment control practices and to stabilize denuded areas that will not be brought into final grade for several weeks or months. Temporary seeding can provide a nurse crop for permanent vegetation, provide residue for soil protection and seedbed preparation, and help prevent dust production during construction. Erosion and Sediment Control Practices 144 145 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Use low-maintenance native species wherever possible. Planting should be timed to minimize the need for irrigation. Sheet erosion, caused by the impact of rain on bare soil, is the source of most fine particles in sediment. To reduce this sediment load in runoff, the soil surface itself should be protected. The most efficient and economical means of controlling sheet and rill erosion is to establish vegetative cover. Annual plants which sprout rapidly and survive for only one growing season are suitable for establishing temporary vegetative cover. Temporary seeding is effective when combined with construction phasing so bare areas of the site are minimized at all times. Temporary seeding may prevent costly maintenance operations on other erosion control systems. For example, sediment basin clean-outs will be reduced if the drainage area of the basin is seeded where grading and construction are not taking place. Perimeter dikes will be more effective if not choked with sediment. Proper seedbed preparation and the use of quality seed are important in this practice just as in permanent seeding. Failure to carefully follow sound agronomic recommendations will often result in an inadequate stand of vegetation that provides little or no erosion control. Soil that has been compacted by heavy traffic or machinery may need to be loosened. Successful growth usually requires that the soil be tilled before the seed is applied. Topsoiling is not necessary for temporary seeding; however, it may improve the chances of establishing temporary vegetation in an area. Planting Procedures Time of Planting Planting should preferably be done between April 1 and June 30, and September 1 through September 30. If planting is done in the months of July and August, irrigation may be required. If planting is done between October 1 and March 31, mulching should be applied immediately after planting. If seeding is done during the summer months, irrigation of some sort will probably be necessary. Site Preparation Before seeding, install needed surface runoff control measures such as gradient terraces, interceptor dike/swales, level spreaders, and sediment basins. Seedbed Preparation The seedbed should be firm with a fairly fine surface. Perform all cultural operations across or at right angles to the slope. See Topsoiling and Surface Roughening for more information on seedbed preparation. A minimum of 2 to 4 inches of tilled topsoil is required. Erosion and Sediment Control Practices 144 145 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Liming and Fertilization Apply uniformly 2 tons of ground limestone per acre (100 lbs. per 1,000 Sq. Ft.) or according to soil test. Apply uniformly 10-10-10 analysis fertilizer at the rate of 400 lbs. per acre (14 lbs. per 1,000 Sq. Ft.) or as indicated by soil test. Forty percent of the nitrogen should be in organic form. Work in lime and fertilizer to a depth of 4 inches using any suitable equipment. Seedings for Temporary Cover Species Seeding Rates lbs/sq.ft. Recommended 1,000 Sq.Ft. Acre Seeding Dates Annual Ryegrass 1 40 April 1 to June 1 Aug. 15 to Sept. 15 Foxtail Millet 0.7 30 May 1 to June 30 Oats 2 80 April 1 to July 1 August 15 to Sept. 15 Winter Rye 3 120 Aug. 15 to Oct. 15 “Hydro-seeding” applications with appropriate seed-mulch-fertilizer mixtures may also be used. Seeding Select adapted species from the accompanying table. Apply seed uniformly according to the rate indicated in the table by broadcasting, drilling or hydraulic application. Cover seeds with suitable equipment as follows: ARye grass 1⁄4 inch AMillet 1⁄2 to 3⁄4 inch AOats 1 to 1-1/2 inches AWinter rye 1 to 1-1/2 inches. Mulch Use an effective mulch, such as clean grain straw; tacked and/or tied down with netting to protect seedbed and encourage plant growth. Common Trouble Points Lime and fertilizer not incorporated to at least 4 inches May be lost to runoff or remain concentrated near the surface where they may inhibit germination. Mulch rate inadequate or straw mulch not tacked down Results in poor germination or failure, and erosion damage. Repair damaged areas, reseed and mulch. Erosion and Sediment Control Practices 146 147 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices Annual ryegrass used for temporary seeding Ryegrass reseeds itself and makes it diffi cult to establish a good cover of permanent vegetation. Seed not broadcast evenly or rate too low Results in patchy growth and erosion. Maintenance Inspect within 6 weeks of planting to see if stands are adequate. Check for damage after heavy rains. Stands should be uniform and dense. Fertilize, reseed, and mulch damaged and sparse areas immediately. Tack or tie down mulch as necessary. Seeds should be supplied with adequate moisture. Furnish water as needed, especially in abnormally hot or dry weather or on adverse sites. Water application rates should be controlled to prevent runoff. References Massachusetts Department of Environmental Protection, Offi ce of Watershed Management, Nonpoint Source Program, Massachusetts Nonpoint Source Management Manual, Boston, Massachusetts, June, 1993. North Carolina Department of Environment, Health, and Natural Resources, Erosion and Sediment Control Field Manual, Raleigh, NC, February 1991. U.S. Environmental Protection Agency, Storm Water Management For Construction Activities, EPA-832-R- 92-005, Washington, DC, September, 1992. Washington State Department of Ecology, Stormwater Management Manual for the Puget Sound Basin, Olympia, WA, February, 1992. Silt Curtain A temporary sediment barrier installed parallel to the bank of a stream or lake. Used to contain the sediment produced by construction operations on the bank of a stream or lake and allow for its removal. Where Practice Applies The silt curtain is used along the banks of streams or lakes where sediment could pollute or degrade the stream or lake. 146 147 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices Planning Considerations A silt curtain is useful where construction is on the bank of a stream or lake and coarse sediment is a major concern. A silt curtain will not keep the water from being muddy during construction operations, but it will contain the coarse sediment to the construction area. The curtain should obstruct the fl ow as little as possible to reduce the chance of failure. Installation Recommendations The silt curtain should be a fi lter fabric recommended by the manufacturer for use as a silt curtain. Both ends of the silt curtain should be tied into the bank. The silt curtain should be placed as close as possible to the bank, allowing room for construction operations inside the protected area. In a fl owing stream, remove trapped sediment before removing the silt curtain. The curtain should be anchored to the bottom so sediment cannot go beneath the curtain. It should extend above normal water level. It can be supported by either stakes or fl oats of adequate strength. Maintenance Accumulated sediment must be removed periodically. The curtain must be inspected often and after each storm. Any damage must be immediately repaired. References Connecticut Council on Soil and Water Conservation, Connecticut Guidelines for Soil Erosion and Sediment Control, Hartford, CT, January, 1985. Slope Drain, Temporary A pipe extending from the top to the bottom of a cut or fi ll slope and discharging into a stabilized water course or a sediment trapping device or onto a stabilization area. Used to carry concentrated runoff down steep slopes without causing gullies, channel erosion, or saturation of slide-prone soils until permanent water disposal measures can be installed. Where Practice Applies This practice applies to construction areas where storm water runoff above a cut or fi ll will cause erosion if allowed to fl ow over the slope. 148 149 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Advantages Slope drains provide a potentially effective method of conveying water safely down steep slopes. Disadvantages/Problems Care must be taken to correctly site drains and not underdesign them. Also, when clearing takes place prior to installing these drains, care must be taken to revegetate the entire easement area, otherwise erosion tends to occur beneath the pipeline, resulting in gully formation. Planning Considerations Temporary slope drains are generally used in conjunction with diversions to convey runoff down a slope until permanent water disposal measures can be installed. There is often a significant lag between the time a cut or fill slope is completed and the time a permanent drainage system can be installed. During this period, the slope is particularly vulnerable to erosion. This situation also occurs on slope construction which is temporarily delayed before final grade is reached. When used in conjunction with diversion dikes, temporary slope drains can be used to convey stormwater from the entire drainage area above a slope to the base of the slope without erosion. Slope drains must extend downslope to stable outlets, or special outlet protection must be provided. It is very important that these temporary structures be sized, installed, and maintained properly since their failure will often result in severe gully erosion. The entrance section must be securely entrenched, all connections must be watertight, and the conduit must be staked securely. Temporary slope drains should be replaced with more permanent structures as soon as construction activities permit. Design Recommendations Capacity Sufficient to handle a 10-year peak flow. Permanent pipe slope drains should be sized for the 25-year peak flow. Drainage Area The maximum drainage area recommended per pipe is ten acres. For larger areas, a rock-lined channel or more than one pipe should be installed. Material Strong, flexible pipe such as heavy duty, non-perforated, corrugated plastic. Erosion and Sediment Control Practices 148 149 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Pipe size Based on drainage area: Maximum Drainage Minimum Pipe Area Per Pipe Diameter (Acres) (Inches) 0.5 12 0.75 15 1.0 18 >1.0 Individually designed Entrance The entrance should consist of a standard flared-end section with a minimum 6-inch metal toe plate to prevent runoff from undercutting the pipe inlet. The slope of the entrance should be at least 3 percent. Connection to diversion ridge at top of slope: compacted fill over pipe with minimum dimensions 1.5-foot depth, 4-foot top width, and 0.5 foot higher than diversion ridge. The soil around and under the pipe and entrance section should be thoroughly compacted to prevent undercutting. The flared inlet section shall be securely connected to the slope drain and have watertight connecting bands. Slope drain sections shall be securely fastened together and have gasketed watertight fittings, and be securely anchored into the soil. Interceptor dikes Interceptor dikes should be used as needed to direct runoff into a slope drain. The height of the dike should be at least 1 foot higher at all points than the top of the inlet pipe. Outlet The area below the outlet must be stabilized with a riprap apron. If the pipe slope drain is conveying sediment-laden water, direct all flows into the sediment trapping facility. Common Trouble Points Washout along the pipe due to seepage and piping Inadequate compaction, insufficient fill, or installation too close to edge of slope. Overtopping of diversion caused by undersized or blocked pipe Drainage area may be too large. Overtopping of diversion caused by improper grade of channel and ridge Maintain positive grade. Overtopping due to poor entrance conditions and trash build up at pipe inlet Deepen and widen channel at pipe entrance; inspect and clear inlet frequently. Erosion and Sediment Control Practices 150 151 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices Erosion at outlet Pipe not extended to stable grade or outlet stabilization structure needed. Displacement or separation of pipe Tie pipe down and secure joints. CAUTION!! Do not divert more water to the slope drain than it was designed to carry. Maintenance Failure of a temporary slope drain can cause severe erosion damage. This practice requires intensive maintenance. Inspect slope drains and supporting diversions once a week and after every rainfall event. Check inlet for sediment or trash accumulation. Clear inlet and restore proper entrance condition. The inlet should be free of undercutting, and no water should be going around the point of entry. If there are problems, the headwall should be reinforced with compacted earth or sand bags. Check fi ll over pipe for settlement, cracking, or piping holes. Repair immediately. Check for seepage holes at point where pipe emerges from dike. Repair immediately. Check conduit for evidence of leaks or inadequate lateral support. Repair immediately. Check outlet for erosion or sedimentation. Clean, repair, or extend as needed. When slopes have been stabilized, inspected, and approved, remove temporary diversions and slope drains and stabilize all disturbed areas. References Massachusetts Department of Environmental Protection, Offi ce of Watershed Management, Nonpoint Source Program, Massachusetts Nonpoint Source Management Manual, Boston, Massachusetts, June, 1993. North Carolina Department of Environment, Health, and Natural Resources, Erosion and Sediment Control Field Manual, Raleigh, NC, February 1991. Washington State Department of Ecology, Stormwater Management Manual for the Puget Sound Basin, Olympia, WA, February, 1992. 150 151 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Sodding Stabilizing fi ne-graded disturbed areas by establishing permanent grass stands with sod. To provide immediate erosion protection or to stabilize drainageways where concentrated overland fl ow will occur. Where Practice Applies A Disturbed areas which require immediate vegetative cover. A Waterways carrying intermittent fl ow: where immediate stabilization or aesthetics are factors; where velocities will not exceed that specifi ed for a grass lining; and other locations which are particularly suited to stabilization with sod. A Disturbed areas requiring immediate and permanent vegetative cover. Locations best suited to stabilization with sod are: A Areas around drop inlets, when the drainage area has been stabilized. A Steep critical areas. A If mowing is required, do not use grass sod on slopes steeper than 3: 1. (Use minimum maintenance ground covers.) Advantages A Sod gives an immediate vegetative cover, which is both effective in checking erosion and is aesthetically pleasing. A Provides more stabilizing protection than initial seeding through dense cover formed by sod. A Produces lower weed growth than seeded vegetation. A Can be used for site activities within a shorter time than can seeded vegetation. A Can be placed at any time of the year as long as moisture conditions in the soil are favorable and the ground is not frozen. Disadvantages/Problems A Sod is expensive. A Sod is heavy and handling costs are high. A Good quality sod, free from weed species, may be diffi cult to obtain. A If laid in an unfavorable season, midsummer irrigation may be required. A Grass species in the sod may not be suitable for site conditions. A If not anchored or drained properly, sod will “roll up” in grassed waterways. Erosion and Sediment Control Practices 152 153 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Planning Considerations Sod requires careful handling and is sensitive to transport and storage conditions. Soil preparation, installation, and proper maintenance are as important with sod as with seed. Choosing the appropriate type of sod for site conditions and intended use is of the utmost importance. Installation Sod should be free of weeds and be of uniform thickness (approximately 1 inch) and should have a dense root mat for mechanical strength. Sodding is a very expensive method of establishing a grass-type cover but it has the benefit of giving “instant” protection for critical areas. This value may be well worth the higher expense. Site Preparation Rake or harrow to achieve a smooth, final grade. Roll or cultipack to create a smooth, firm surface on which to lay the sod. Do not install on compacted clay or pesticide-treated soil. Apply topsoil if needed. Lime and Fertilizer Lime according to soil test to pH 6.5, or in the absence of a soil test, apply lime at the rate of 2 to 3 tons of ground limestone per acre (10-15 lbs. per 100 sq. feet). Fertilize according to soil test or at the rate of 500-1,000 lbs. per acre (1 1⁄4 to 2 1⁄2 pounds per 100 sq. feet) of 10-5-5 or similar fertilizer. Fertilizer with 40% or more of the nitrogen in organic form is preferred. Work the lime and fertilizer into the soil 1 or 2 inches deep, and smooth. Sod Select high-quality, healthy, vigorous certified-class sod which is at least one year old but not older than three years. It should be a variety that is well-adapted to the region and expected level of maintenance. Common sod types include: Kentucky bluegrass blends, Kentucky bluegrass/Fine fescue mixes and Tall fescue/Kentucky bluegrass mixture. Sod should be machine cut to a uniform thickness of 3⁄4 inch, plus or minus 1⁄4 inch, at the time of cutting. Measurement of thickness should exclude top growth or thatch. Standard size sections of sod should be strong enough to support their own weight and retain their size and shape when suspended vertically with a firm grasp of the upper 10% of the section. Individual pieces of sod should be cut to suppliers width and length. Maximum allowable deviation from the standard widths and lengths should be 5 percent. Broken pads or torn or uneven ends will not be accepted. If sod is not purchased and local sod is used, cut the sod in strips 12 to 24 inches wide, 6 to 10 feet long, and approximately 1- 1⁄4 inches thick. Roll with roots out to facilitate handling. Erosion and Sediment Control Practices 152 153 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Sod should not be harvested or transplanted when the moisture content (excessively wet or dry) may adversely affect its survival. Sod should be harvested, delivered, and installed within a period of 36 hours. Store rolls of sod in shade during installation. Sod not transplanted within this period should be inspected and approved prior to its installation. Sod labels should be made available to the job foreman or inspector. Sod Placement Rake soil surface to break crust just before laying sod. During periods of high temperature, lightly irrigate the soil immediately prior to placement. Do not install on hot, dry soil, compacted clay, frozen soil, gravel, or soil that has been treated with pesticides. Sod strips should be laid on the contour, never up and down the slope, starting at the bottom of the slope and working up. Install strips of sod with their longest dimension perpendicular to the slope, and stagger in a brick-like pattern with snug even joints. Do not stretch or overlap. All joints should be butted tightly in order to prevent voids which would cause drying of the roots. Also, open spaces invite erosion. On slopes greater than 3 to 1, secure sod to surface soil with wood pegs, wire staples, or split shingles (8 to 10 inches long by 3⁄4 inch wide). The use of ladders will facilitate work on steep slopes, and prevent damage to the sod. Wedge strips securely into place. Square the ends of each strip to provide for a close tight bond. Stagger joints at least 12 inches. Match angled ends correctly to prevent voids. Use a knife or mason’s trowel to trim and fit irregularly shaped areas. Trim all areas where water enters or leaves the sodded area so that a smooth, flush joint is secured. Roll or tamp sod immediately following placement to insure solid contact of root mat and soil surface. Immediately following installation, sod should be watered until moisture penetrates the soil layer beneath sod to a depth of 4 inches. Maintain optimum moisture for at least two weeks. When sodding is carried out in alternating strips, or other patterns the areas between the sod should be seeded as soon after the sodding as possible. Surface water cannot always be diverted from flowing over the face of the slope, but a capping strip of heavy jute or plastic netting, properly secured, along the crown of the slope and edges will provide extra protection against lifting and undercutting of sod. The same technique can be used to anchor sod in water-carrying channels and other critical areas. Wire staples must be used to anchor netting in channel work. Erosion and Sediment Control Practices 154 155 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Sodded Waterways Sod provides quicker protection than seeding and may reduce the risk of early washout. When installing sod in waterways, use the type of sod specifi ed in the channel design. Lay sod strips perpendicular to the direction of waterfl ow and stagger in a brick-like pattern. Staple fi rmly at the corners and middle of each strip. Jute or plastic netting may be pegged over the sod for further protection against washout during establishment. Common Trouble Points Sod laid on poorly prepared soil or unsuitable surface. Grass dies because it is unable to root. Sod not adequately irrigated after installation. May cause root dieback; grass does not root rapidly and is subject to drying out. Sod not anchored properly. May be loosened by runoff. Maintenance Keep sod moist until it is fully rooted. Inspect sodded areas regularly, especially after large storm events. Re-tack, re-sod, or re-seed as necessary. Mow to a height of 2-3 inches after sod is well-rooted. Do not remove more than one-third of the shoot in any mowing. Permanent, fi ne turf areas require yearly maintenance fertilization. Fertilize warm-season grass in late spring to early summer, cool-season grass in late winter and again in early fall. References Massachusetts Department of Environmental Protection, Offi ce of Watershed Management, Nonpoint Source Program, Massachusetts Nonpoint Source Management Manual, Boston, Massachusetts, June, 1993. North Carolina Department of Environment, Health, and Natural Resources, Erosion and Sediment Control Field Manual, Raleigh, NC, February 1991. U.S. Environmental Protection Agency, Storm Water Management For Construction Activities, EPA-832-R- 92-005, Washington, DC, September, 1992. Erosion and Sediment Control Practices 154 155 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Straw or Hay Bale Barrier A temporary sediment barrier consisting of a row of entrenched and anchored straw bales. Used to intercept and detain small amounts of sediment from disturbed areas of limited extent to prevent sediment from leaving the site. Decreases the velocity of sheet fl ows and low-to- moderate level channel fl ows. Where Practice Applies A Downslope from disturbed areas subject to sheet and rill erosion. A In minor swales where the maximum contributing drainage area is not more than one acre. A Where effectiveness is required for less than 3 months. Advantages When properly used, straw bale barriers are an inexpensive method of sediment control. Disadvantages/Problems Straw bale barriers are easy to misuse. They can become contributors to a sediment problem instead of a solution unless properly located and maintained. It is diffi cult to tell if bales are securely seated and snug against each other. Planning Considerations Straw or hay bale barriers are used similarly to sediment fence barriers; specifi cally where the area below the barrier is undisturbed and vegetated. Bale barriers require more maintenance than silt fence barriers and permeability through the bales is slower than sediment fence. Bales should be located where they will trap sediment; that is, where there will be contributing runoff. Bales located along the top of a ridge serve no useful purpose, except to mark limits of a construction area. Straw or hay bales located at the upper end of a drainage area perform no sediment-collecting function. Erosion and Sediment Control Practices 156 157 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Installation Maximum recommended slope lengths upslope from straw or hay bale barriers are as follows: Percent Slope Maximum slope length, feet 1 180 4 100 9 60 14 40 18 30 30 20 (Based on providing storage for 1.0 inch of runoff.) Bales should be placed in a single row, lengthwise on the contour, with ends of adjacent bales tightly abutting one another. All bales should be either wire-bound or string-tied. Straw bales should be installed so that bindings are oriented around the sides rather than along the tops and bottoms of the bales in order to prevent deterioration of the bindings. The barrier should be entrenched and backfilled. A trench should be excavated the width of a bale and the length of the proposed barrier to a minimum depth of 4 inches. The trench must be deep enough to remove all grass and other material which might allow underflow. After the bales are staked and chinked (filled by wedging), the excavated soil should be backfilled against the barrier. Backfill soil should conform to the ground level on the downhill side and should be built up to 4 inches against the uphill side of the barrier. Each bale should be securely anchored by at least 2 stakes or re-bars driven through the bale. The first stake in each bale should be driven toward the previously laid bale to force the bales together. Stakes or re- bars should be driven deep enough into the ground to securely anchor the bales. For safety reasons, stakes should not extend above the bales but should be driven in flush with the top of the bale. The gaps between the bales should be chinked (filled by wedging) with straw to prevent water from escaping between the bales. Loose straw scattered over the area immediately uphill from a straw bale barrier tends to increase barrier efficiency. Wedging must be done carefully in order not to separate the bales. Straw bale barriers should be removed when they have served their usefulness, but not before the upslope areas have been permanently stabilized. When used in a swale, the barrier should be extended to such a length that the bottoms of the end bales are higher in elevation than the top of the lowest middle bale to assure that sediment-laden runoff will flow either through or over the barrier but not around it. Erosion and Sediment Control Practices 156 157 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Common Trouble Points Improper use Straw bale barriers have been used in streams and drainageways where high water velocities and volumes have destroyed or impaired their effectiveness. Improper placement and installation Staking the bales directly to the ground with no soil seal or entrenchment allows undercutting and end fl ow. This has resulted in additions to, rather than removal of, sediment from runoff waters. Inadequate maintenance Trapping effi ciencies of carefully installed straw bale barriers on one project dropped from 57 percent to 16 percent in one month due to lack of maintenance. Maintenance Straw bale barriers should be inspected immediately after each runoff-producing rainfall and at least daily during prolonged rainfall. Close attention should be paid to the repair of damaged bales, undercutting beneath bales, and fl ow around the ends of the bales. Necessary repairs to barriers or replacement of bales should be accomplished promptly. Sediment deposits should be checked after each runoff-producing rainfall. They must be removed when the level of deposition reaches approximately one-half the height of the barrier. Any sediment deposits remaining in place after the straw bale barrier is no longer required should be dressed to conform to the existing grade, prepared and seeded. References Minnick, E. L., and H. T. Marshall, Stormwater Management and Erosion Control for Urban and Developing Areas in New Hampshire, Rockingham County Conservation District, August 1992. Washington State Department of Ecology, Stormwater Management Manual for the Puget Sound Basin, Olympia, WA, February, 1992. Pennsylvania, Commonwealth of, Bureau of Soil and Water Conservation, Erosion and Sediment Pollution Control Program Manual, Harrisburg, PA, April, 1990. Erosion and Sediment Control Practices 158 159 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Stream Crossing, Temporary A bridge, ford or temporary structure installed across a stream or watercourse for short-term use by construction vehicles or heavy equipment. To provide a means for construction vehicles to cross streams or watercourses without moving sediment into streams, damaging the streambed or channel, or causing fl ooding. Where Practice Applies Where heavy equipment must be moved from one side of a stream channel to another, or where light-duty construction vehicles must cross the stream channel frequently for a short period of time. Planning Considerations Contact the local Conservation Commission regarding any stream crossing or other work conducted in a wetland resource area. The Wetlands Protection Act requires that for any stream crossing or other work conducted in a wetland resource area, or within 100 feet of a wetland resource area, the proponent fi le a “Request for Determination of Applicability” or a “Notice of Intent” with the Conservation Commission. Careful planning can minimize the need for stream crossings. Try to avoid crossing streams, whenever possible, complete the development separately on each side and leave a natural buffer zone along the stream. Temporary stream crossings are necessary to prevent damage to stream banks and stream channels by construction vehicles crossing the stream. This reduces the sediment and other pollutants continually being tracked into the stream by vehicles. These are temporary crossings that represent channel constrictions which may cause obstruction to fl ow or erosion during periods of high fl ow. They should be in service for the shortest practical period of time and should be removed as soon as their function is complete. Select locations for stream crossings where erosion potential is low. Evaluate stream channel conditions, overfl ow areas, and surface runoff control at the site before choosing the type of crossing. When practical, locate and design temporary stream crossings to serve as permanent crossings to keep stream disturbance to a minimum. Plan stream crossings in advance of need, and when possible, construct them during dry periods to minimize stream disturbance and reduce cost. Ensure that all necessary materials and equipment are onsite before any work is begun. Complete construction in an expedient manner and stabilize the area immediately. When construction requires dewatering of the site, construct a bypass channel before undertaking other work. If stream velocity exceeds that allowed for the inplace soil material, stabilize the bypass channel with riprap or other suitable material. After the bypass is completed and stable, the stream may be diverted. Erosion and Sediment Control Practices 158 159 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Unlike permanent stream crossings, temporary stream crossings may be allowed to overtop during peak storm periods. The structure and approaches should, however, remain stable. Keep any fill needed in floodplains to a minimum to prevent upstream flooding and reduce erosion potential. Use riprap to protect locations subject to erosion from overflow. Stream crossings are of three types: bridges, culverts, and fords. In selecting a stream crossing practice consider: frequency and kind of use, stream channel conditions; overflow areas; potential flood damage; and surface runoff control. Culvert crossings Culverts are the most common stream crossings. In many cases, they are the least costly to install, can safely support heavy loads, and are adaptable to most site conditions. Construction materials are readily available and can be salvaged. The installation and removal of culverts, however, causes considerable disturbance to the stream and surrounding area. Culverts also offer the greatest obstruction to flood flows and, therefore, are subject to blockage and washout. Bridges Where available materials and designs are adequate to bear the expected loadings, bridges are preferred for temporary stream crossing. Bridges usually cause the least disturbance to the stream bed, banks, and surrounding area. They provide the least obstruction to flow and fish migration. They generally require little or no maintenance, can be designed to fit most site conditions, and can be easily removed and materials salvaged. Bridges, however, are generally the most expensive to design and construct. Also, they present a safety hazard if not adequately designed, installed, and maintained. If washed out, they cause a longer construction delay and are more costly to repair. In steep watersheds it is recommended to tie a cable or chain to one corner of the bridge frame with the other end secured to a large tree or other substantial object. This will prevent flood flows from carrying the bridge downstream where it may cause damage to property. Fords Fords should only be used where crossings are infrequent. Fords made of stabilizing material such as rock are sometimes used in steep areas subject to flash flooding, where normal flow is shallow (less than 3 inches deep) or intermittent. Fords are especially adapted for crossing wide, shallow watercourses. When properly installed, fords offer little or no obstruction to flow, can safely handle heavy loadings, are relatively easy to install and maintain, and, in most cases, may be left in place at the end of construction. Erosion and Sediment Control Practices 160 161 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Potential problems include: Approach sections are subject to erosion. Do not use fords where bank height exceeds 5 feet. Excavation for the installation of the riprap-gravel bottom and filter material causes major stream disturbance. In some cases, fords may be adequately constructed by shallow filling without excavation. The stabilizing material is subject to washing out during storm flows and may require replacement. Mud and other contaminants are brought directly into the stream on vehicles unless crossings are limited to no-flow conditions. Design and Construction Recommendations A stream crossing must be non-erosive and structurally stable, and must not introduce any flooding or safety hazard. Bridge design in particular should be undertaken only by a qualified engineer. The following standards apply only to erosion and sediment control aspects of bridges, culverts, and fords. The anticipated life of a temporary stream crossing structure is usually considered to be 1 year or less. Remove the structure immediately after it is no longer needed. As a minimum, design the structure to pass bank-full flow or peak flow, whichever is less, from a 2-year frequency, 24-hour duration storm without over topping. Ensure that no erosion will result from the 10-year peak storm. Ensure that design flow velocity at the outlet of the crossing structure is nonerosive for the stream channel. Consider overflow for storms larger than the design storm and provide a protected overflow area. Planning and Site Preparation Construct crossing when stream flow is low. Have all necessary materials and equipment on site before work begins. Minimize clearing and excavation of streambanks, bed, and approach sections. Plan work to minimize crossing the stream with equipment. If possible, complete all work on one side of the stream before crossing to work on other side. Location The temporary crossing should be located where there will be the least disturbance to the stream channel, the stream banks, the flood plain adjacent to the channel, and adjacent wetlands. Width The minimum road width of a temporary crossing should be 12 feet. Erosion and Sediment Control Practices 160 161 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Alignment The temporary crossing should be at right angles to the stream whenever possible. If the approach conditions to the crossing are such that a perpendicular crossing is not possible, then a variation of up to 15 degrees is allowable. Approaches The centerline of the roadway approaches to the crossing should coincide with the crossing alignment for a distance of 30 feet in either direction. The maximum height of fill associated with the approaches should not exceed 2 feet. Limit surface runoff by installing diversions. Surface Water and High Flow Diversion A water diversion structure such as a swale should be constructed across the roadway at the end of both approaches to the crossing to allow stream flow exceeding the design storm to pass safely around the structure. These swales will also prevent surface water from flowing along the roadway and directly into the stream. Locate swales not more than 50 feet from the waterway crossing. This will prevent roadway surface runoff from directly entering the waterway. The 50 feet is measured from the top of the waterway bank. If the roadway approach is constructed with a reverse grade away from the waterway, a separate diverting structure is not required. Temporary Stream Diversion Avoid diverting stream out of its natural channel by working on one-half of the installation at a time. If stream must be diverted, select most appropriate location considering extent of clearing, channel grade, amount of cut, and spoil disposal. Excavate diversion channel starting at the lower end. If stream velocity exceeds that allowable for the temporary channel, stabilize with riprap. Temporary bypass channel must be stable for flows up to and including the 10-year storm. The crossing site should be built in the dry streambed and stabilized before the stream is redirected to its normal course. Sediment Traps Where appropriate, install instream sediment traps immediately below stream crossings to reduce downstream sedimentation. Install before excavating or grading the approaches to a ford. Excavate trap at least 2 feet below stream bottom and approximately twice the channel width for a minimum distance equal to one-half the length of crossing. Remove all spoil to an area outside the flood plain. Stabilize spoil appropriately. Ensure that the flow velocity through the basin does not exceed the allowable flow velocity for the inplace soil material; otherwise it should not be excavated. In locations where trees or other vegetation must be removed, the sediment trap may be more damaging to the stream than if it were not installed. Erosion and Sediment Control Practices 162 163 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Bridges and Culverts Elevate bridge abutments or culvert fill 1 foot minimum above the adjoining streambank to allow storm overflow to bypass structure without damage. Culvert pipe should extend well beyond fill side slopes. Protect disturbed streambanks, fill slopes and overflow areas with riprap or other suitable methods. Stabilize other disturbed areas as specified in the vegetation plan. Good surface stabilization is especially important at stream crossings as all eroded material directly enters the stream. Earth fill for approaches should be free of roots, woody vegetation, oversized stones, organic material or other objectionable materials. The fill should be compacted by routing construction equipment over the fill so that the entire area of the fill is transversed by at least one wheel track or tread track of the equipment. Bridges A temporary bridge should be constructed at or above the stream bank elevation. Excavation of the stream bank should not be allowed for construction of this practice. Span Bridges should be constructed to span the entire width of the channel. If the width of the channel as measured from top of bank to top of bank exceeds 8 feet, then a footing, pier, or bridge support may be constructed in the stream bed. An additional footing or support will be allowed for each additional 8 feet of channel width. No footing, pier, or bridge support should be used in the stream bed for channel widths less than 8 feet. Materials Materials should be of sufficient strength to support the anticipated design loads. Stringers may be logs, sawn timber, prestressed concrete beams, or other appropriate materials. Decking materials must be butted tightly and securely fastened to the stringers to prevent soil, and other construction materials from falling into the stream channel below. Bridge Anchors The bridge should be anchored at only one end with either a steel cable or chain to prevent the bridge from floating away during flood events. The anchoring should be sufficient to prevent the bridge from floating downstream and possibly causing an obstruction in the stream channel below. Acceptable anchors are large trees, large boulders, or driven steel anchors. Erosion and Sediment Control Practices 162 163 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Culverts The minimum size for a culvert should be 18 inches. The maximum size for a culvert should be the largest pipe diameter that will fit into the existing channel without a significant amount of excavation required for its placement. Culverts may be circular or elliptical depending on the site requirements. Culverts should extend a minimum of one foot beyond the upstream and downstream toe of backfill placed around the culvert. Length should not exceed 40 feet. Filter Cloth Place filter cloth on the stream bed and the stream banks before installing the culvert and backfill. The filter cloth should extend a minimum of six inches and a maximum of one foot past the toe of the backfill. Culvert Placement The culvert should be installed on the natural stream bed grade. No overfall should be permitted at the downstream invert. Backfill No earth or fine-grained soil backfill should be used for temporary culvert crossings. Backfill should be clean, coarse aggregate. The backfill should be placed in maximum 6 inch lifts and compacted using a vibrating plate compactor. Material should be hand compacted around the haunches of the pipe, using particular care to assure that the line and grade of the pipe is maintained. The minimum allowable backfill over the pipe should be 12 inches or one-half pipe diameter which ever is greater. If multiple culverts are used they should be separated by a minimum of 12 inches of compacted aggregate backfill. Appropriate headwalls or large rock should be placed on the upstream and downstream ends of the temporary fill crossing to protect against erosion during large flood flows. Fords Install geotextile fabric in channel to stabilize foundation, then apply well-graded, weather-resistant stone (3 to 6 inch) over fabric. Use only stabilization fabric, not filter fabric. Stabilization All areas disturbed by the installation of the temporary crossing should be stabilized using either rock, gravel, or vegetation as appropriate. Removal Remove temporary stream crossings as soon as they are no longer needed. Restore stream channel to original cross section and stabilize all disturbed areas. Appropriate measures should be taken to minimize effects on water quality when removing the crossing. Fords may be left in place if site conditions allow. Erosion and Sediment Control Practices 164 165 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Temporary bypass channels should be permanently stabilized or removed. If removed, overfill by at least 10%, compact, and stabilize appropriately. Leave in-stream sediment traps in place. Common Trouble Points Inadequate flow capacity and/or lack of overflow area around structure Results in washout of culverts or bridge abutments. Inadequate stabilization of overflow area Results in severe erosion around bridges and culverts. Exit velocity from culvert or bridges too high Causes stream channel erosion and may eventually cause erosion of bridge or culvert fill. Debris not removed after a storm Clogging may cause washout of culverts or bridges. Inadequate compaction under or around culvert pipes Culverts wash out due to seepage and piping. Stone size too small Ford washes out. Culvert pipes too short Results in a crossing supported by steep, unstable fill slopes. Maintenance Inspect temporary crossing after each rainfall event for accumulation of debris, blockage, erosion of abutments and overflow areas, channel scour, riprap displacement, or piping along culverts. Remove debris; repair and reinforce damaged areas immediately to prevent further damage to the installation. Remove temporary stream crossings immediately when they are no longer needed. Restore the stream channel to its original cross-section, and smooth and stabilize all disturbed areas. Leave in-stream sediment traps in place to continue capturing sediment. Erosion and Sediment Control Practices 164 165 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices References Massachusetts Department of Environmental Protection, Offi ce of Watershed Management, Nonpoint Source Program, Massachusetts Nonpoint Source Management Manual, Boston, Massachusetts, June, 1993. Minnick, E. L., and H. T. Marshall, Stormwater Management and Erosion Control for Urban and Developing Areas in New Hampshire, Rockingham County Conservation District, August 1992. North Carolina Department of Environment, Health, and Natural Resources, Erosion and Sediment Control Field Manual, Raleigh, NC, February 1991. North Carolina Sediment Control Commission, Erosion and Sediment Control Planning and Design Manual, Raleigh, NC, September, 1988. Streambank Protection and Stabilization Protecting and stabilizing banks of streams or excavated channels against scour and erosion. This practice may be accomplished by structural or vegetative means, or by a combination of both. Purpose A To protect streambanks from the erosive forces of moving water. A To prevent the loss of land or damage to utilities, roads, buildings, or other adjacent facilities. A To maintain the capacity of the channel. A To control channel meander which would adversely affect downstream facilities. A To reduce sediment loads causing downstream damages and pollution. A To improve the stream for recreational use or as a habitat for fi sh and wildlife. Where Practice Applies This practice applies to natural or excavated channels where the streambanks are susceptible to erosion from the action of water, ice, or debris; excessive runoff from construction activities; or to damage from vehicular traffi c. This practice also applies to controlling erosion on shorelines where the problem can be solved with relatively simple structural measures, vegetation, or upland erosion control practices. 166 167 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Advantages Structural Methods A Streambank protection can break wave action and reduce the velocity of flood flows. A The reduction of velocity can lead to the deposit of water-borne soil particles. A Water quality benefits of reduced erosion and downstream siltation. Vegetative and Bioengineering Methods Vegetative and bioengineering stabilization methods have additional advantages: A Vegetative techniques are generally less costly and more compatible with natural stream characteristics. A Roots and rhizomes stabilize streambanks. A Certain reeds and bulrushes have the capability of improving water quality by absorbing certain pollutants such as heavy metals, detergents, etc. A Plants regenerate themselves and adapt to changing natural situations, thus offering a distinct economic advantage over mechanical stabilization. A Mechanical materials provide for interim and immediate stabilization until vegetation takes over. A Once established, vegetation can outlast mechanical structures and requires little maintenance while regenerating itself A Aesthetic benefits and improved wildlife and fisheries habitat. Disadvantages/Problems Structural Methods A Cost of structural practices. A Aesthetics. Vegetative Methods A Native plants may not be carried by regular nurseries and may need to be collected by hand, or obtained from specialty nurseries. Nurseries which carry these plants may require a long lead time for large orders. A Flow retarding aspects of vegetated waterways need to be taken into account. A Structural practices can be installed on steeper slopes than vegetative methods. A Will not withstand as high flow velocities as structural methods. Erosion and Sediment Control Practices 166 167 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Planning Considerations Contact the local Conservation Commission regarding any stream crossing or other work conducted in a wetland resource area. The Wetlands Protection Act requires that for any stream crossing or other work conducted in a wetland resource area, or within 100 feet of a wetland resource area, the proponent file a “Determination of Applicability” or a “Notice of Intent” with the Conservation Commission. Stream channel erosion problems vary widely in type and scale, and there is no one measure that works in all cases. Stabilization structures should be planned and designed by an engineer with experience in this field. Many of the practices involve the use of manufactured products and should be installed in accordance with the manufacturers specifications. Where long reaches of stream channels require stabilization, make detailed strewn studies. Before selecting a structural stabilization technique, the designer should carefully evaluate the possibility of using vegetative stabilization in conjunction with structural measures to achieve the desired protection. Vegetative techniques are generally less costly and more compatible with natural stream characteristics. Wherever possible, it is best to protect banks with living plants that are adapted to the site. Natural plant communities are aesthetically pleasing, provide a habitat for fish and wildlife, afford a self-maintaining cover, and are less expensive and damaging to the environment. Special attention should be given to the preservation of fish and wildlife habitat, and trees of significant value for wildlife food or shelter, or for aesthetic purposes. Wildlife habitat can be improved by using woody plants and grasses that provide food and/or cover for native wildlife species. The retention of a 30-foot riparian zone along stream channels that is established to trees, shrubs, or grasses may provide wildlife, landscaping and water quality benefits. Where construction will adversely affect a significant fish or wildlife habitat, mitigation measures should be included in the plan. Mitigation measures may include pools, riffles, flats, cascades, or other similar provisions. Upstream development accelerates streambank erosion by increasing the velocity, frequency, and duration of flow. As a result, many natural streams that were stable become unstable following urbanization. Most natural stream channels have bank-full capacity to pass the runoff from a 2-year recurrence interval storm. In a typical urbanizing watershed, however, stream channels may become subject to a 3 to 5 times as many bank-full flows if stormwater runoff is not properly managed. Stream channels that were once parabolic in shape and covered with vegetation may be transformed into wide rectangular channels with barren banks. Erosion and Sediment Control Practices 168 169 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines The following is a partial list of elements which may be involved in a plan for streambank protection. A Obstruction removal - The removal of fallen trees, stumps, debris, minor ledge outcroppings and sand and gravel bars that may cause water turbulence and deflection, causing erosion of the bank. A Clearing - The removal of trees and brush which adversely affect the growth of desirable bank vegetation. A Bank sloping - The reduction of the slope of streambanks. Consideration should be given to flattening the side slope of the channel in some reaches to facilitate the establishment of vegetation or for the installation of structural bank protection. A Fencing - Artificial obstructions to protect vegetation needed for streambank protection or to protect critical areas from damage from stock trails or vehicular traffic. A Vegetation - Vegetative streambank stabilization is generally applicable where bankfull flow velocity does not exceed 6 feet/second and soils are erosion-resistant. Above 6 feet/second, structural measures are generally required. A Riprap - Heavy angular stone placed on the streambank to provide armor protection against erosion. A Jetties - Deflectors constructed of posts, piling, fencing rock, brush other materials which project into the stream to protect banks at curves and reaches subjected to impingement by high velocity currents. A Revetments - Pervious or impervious structures built on or parallel to the stream to prevent scouring streamflow velocities adjacent to the streambank. A Bioengineering - Bioengineering utilizes live plant parts in combination with structural methods to provide soil reinforcement and prevent surface erosion. Structural measures, when employed correctly, immediately ensure satisfactory protection of stream banks. Structures are expensive to build, however, and to maintain. Without constant upkeep, they are exposed to progressive deterioration by natural agents. The materials used may prevent reestablishment of native plants and animals. Often structural measures destroy the appearance of the stream. Also, structural stabilization and channelization can alter the hydrodynamics of a stream and transfer erosion potential and associated problems downstream. In contrast, the utilization of living plants instead of or in conjunction with structures has many advantages. The degree of protection, which may be low to start with, increases as the plants grow and spread. Repair and maintenance of structures is unnecessary where self-maintaining streambank plants are established. The protection provided by natural vegetation is more reliable and effective when the cover consists of natural plant communities adapted to their site. Erosion and Sediment Control Practices 168 169 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Design Recommendations Designs should be developed in accordance with the following principles: A The grade must be controlled, either by natural or artificial means, before any permanent type of bank protection can be considered feasible; unless the protection can be safely and economically constructed to a depth well below the anticipated lowest depth of bottom scour. A Streambank protection should be started at a stabilized or controlled point and ended at a stabilized or controlled point on the stream. A Make protective measures compatible with other channel modifications planned or being carried out in other channel reaches. A Ensure that the channel bottom is stable or stabilized by structural means before installing any permanent bank protection. A Channel clearing, if needed to remove stumps, fallen trees, debris and bars which force the streamflow into the streambank, should be an initial element of the work. A Changes in channel alignment should be made only after an evaluation of the effect on the land use, interdependent water disposal systems, hydraulic characteristics, and existing structures. A Measures must be effective for the minimum design velocity of the peak discharge of the 10-year storm and be able to withstand greater floods without serious damage. A Vegetative protection should be considered on the upper portions of eroding banks and especially on those areas which are subject to infrequent inundation. A Stabilize all areas disturbed by construction as soon as complete. Vegetative Methods Channel reaches are often made stable by establishing vegetation where erosion potential is low and installing structural measures where the attack is more severe, such as the outside of channel bends and where the natural grade steepens. Vegetative methods must be effective for the design flow. Bank reshaping and disturbance should be kept to a minimum except as necessary to install the practice. Where this is needed, banks should be shaped to result in a bank slope of 1:1 or flatter. A temporary seeding should be used on all sites to provide protection while the permanent cover is becoming established. Streambanks to be protected using grasses may need to be shaped on a 2:1 or 3:1 slope to provide for adequate seedbed preparation. The use of sod, instead of seeding, should be evaluated where economically justified and technically feasible. The type of vegetative cover to be used should be based on the soil type, stream velocities, adjacent land use and anticipated level of maintenance to be performed. Erosion and Sediment Control Practices 170 171 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines A maintenance program should be established to provide sufficient moisture, fertility, replacement of dead or damaged plants and protection from damage by insects, diseases, machinery and human activities. Streambanks stabilized using grasses should be evaluated as to whether an occasional or periodic mowing and fertilization are to be performed to maintain a healthy protective ground cover. Sites should be protected from damage by vehicular and human traffic for the length of time necessary to get vegetative cover well established, but no less than one full growing season. Staking This involves inserting and tamping live, rootable vegetative cuttings into the ground. If correctly prepared and placed, the live stake will root and grow. Dormant Woody Plantings This is planting live, dormant-stem cuttings of woody plant species 1⁄2 to 3 inches or more in diameter. Grasses Where a good seedbed can be prepared, and on smaller streams where flow velocities are less, it may be feasible to stabilize eroding streambanks by seeding grasses above or in combination with dormant woody plantings. See recommendations in Permanent Seeding and in the supplementary material in Part 4. A temporary seeding or mulching should be completed on those sites where a permanent seeding will not be established within 30 days following installation of a project. See Temporary Seeding. Structural Methods Generally applicable where flow velocities exceed 6 feet/second or where vegetative streambank protection is inappropriate. Since each reach of channel requiring protection is unique, measures for structural streambank protection should be installed according to a plan based on specific site conditions. Riprap Riprap is the most common structural method used, but other methods such as gabions, deflectors, reinforced concrete, log cribbing, and grid pavers should be considered, depending on site conditions. When possible, slope banks to 2:1 or flatter, and place a gravel filter or filter fabric on the smoothed slopes before installing riprap. Place the toe of the riprap at least 1 foot below the stream channel bottom or below the anticipated depth of channel degradation. It is important to extend the upstream and downstream edges of riprap well into the bank and bottom. Extend riprap sections the entire length between well-stabilized points of the stream channel. Erosion and Sediment Control Practices 170 171 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Gabions These rectangular, rock-filled wire baskets are pervious, semi- flexible building blocks that can be used to armor the bed and/or banks of channels or act as deflectors to divert flow away from eroding channel sections. Design and install gabions in accordance with manufacturer’s standards and specifications. Reinforced concrete May be used to armor eroding sections of the streambank by constructing retaining walls or bulk heads. Provide positive drainage behind these structures. Reinforced concrete may also be used as a channel lining for stream stabilization. Log Cribbing Retaining structure built of logs to protect streambanks from erosion. Vegetation can be planted between logs. Grid pavers Modular concrete units with interspersed void areas that can be used to armor the streambank while maintaining porosity and allowing the establishment of vegetation. These structures may be obtained in precast blocks or mats that come in a variety of shapes, or they may be formed and poured in place. Design and install in accordance with manufacturer’s instructions. Revetment Structural support or armoring to protect an embankment from erosion. Riprap or gabions are commonly used. Gabions may be either stacked or placed as a mattress. Install revetment to a depth below the anticipated channel degradation and into the channel bed as necessar y to provide stability. Bioengineering Methods Bioengineering combines structural and vegetative methods. Streams in urban settings may carry an increase in runoff of such great magnitude that they cannot be maintained in a natural state. Soil bioengineering methods can provide for stabilization without complete visual degradation and higher effectiveness than purely mechanical techniques. Construction Recommendations Where possible: trees should be left standing; brush and stumps not removed; and construction operations carried on from one side, leaving vegetation on the opposite side. Spoil resulting from excavation and shaping should be leveled or removed to permit free entry of water from adjacent land surface without excessive erosion or harmful ponding. Trees and other fallen natural vegetation that do not deter stream flow should be left for fish habitat. Vegetation should be established on all disturbed areas immediately after construction, weather permitting. If weather Erosion and Sediment Control Practices 172 173 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines conditions are such as to cause a delay in the establishment of vegetation, the area should be mulched. Topsoil When soil conditions are particularly adverse for herbaceous vegetation, topsoil should be spread to a depth of 4 inches or more on critical areas to be seeded or sodded. Mulching Seeded side slopes should be mulched. Where streambanks are steeper than 2:1 or higher than 10 feet, the mulch should be anchored with paper twine fabric or equivalent material. Maintenance Check after every high-water event. Repairs should be made as quickly as possible after the problem occurs. All temporary and permanent erosion and sediment control practices should be maintained and repaired as needed to assure continued performance of their intended function. Streambanks are always vulnerable to new damage. Repairs are needed periodically. Banks should be checked after every high-water event is over. Gaps in the vegetative cover should be fi xed at once with new plants, and mulched if necessary. Fresh cuttings from other plants on the bank can be used, or they can be taken from mother-stock plantings if they are available. References Massachusetts Department of Environmental Protection, Offi ce of Watershed Management, Nonpoint Source Program, Massachusetts Nonpoint Source Management Manual, Boston, Massachusetts, June, 1993. North Carolina Sediment Control Commission, Erosion and Sediment Control Planning and Design Manual, Raleigh, NC, September, 1988. U.S. Department of Agriculture, Natural Resources Conservation Service, Champaign, IL, Urban Conservation Practice Standards, 1994. U.S. Department of Agriculture, Natural Resources Conservation Service, Engineering Field Handbook, Chapter 18, Soil Bioengineering for Upland Slope Protection and Erosion Reduction Washington, DC, October, 1992. U.S. Department of Agriculture, Natural Resources Conservation Service, Champaign, IL, Urban Conservation Practice Standards, 1994. Washington State Department of Ecology, Stormwater Management Manual for the Puget Sound Basin, Olympia, WA, February, 1992. Erosion and Sediment Control Practices 172 173 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Subsurface Drain A perforated conduit such as a pipe, tubing, or tile installed beneath the ground to intercept, collect, and convey excess ground water to a satisfactory outlet. Purpose A To provide a dewatering mechanism for draining excessively wet soils. A To improve soil and water conditions for vegetative growth. A To prevent sloughing of steep slopes due to ground water seepage. A To improve stability of structures with shallow foundations by lowering the water table. Where Practice Applies Wherever excessive water must be removed from the soil. The soil should have depth and suffi cient permeability to permit installation of an effective drainage system at a depth of 2 to 6 feet. An adequate outlet for the drainage system must be available either by gravity or by pumping. The quantity and quality of discharge should not damage the receiving stream. Advantages A An effective way to lower the water table. A Subsurface drains often provide the only practical method of stabilizing excessively wet, sloping soils. Disadvantages/Problems Problems may be encountered with tree roots. Planning Considerations Contact the local Conservation Commission regarding any work conducted in a wetland resource area. The Wetlands Protection Act requires that for work conducted in a wetland resource area, or within 100 feet of a wetland resource area, the proponent fi le a “Request for Determination of Applicability” or a “Notice of Intent” with the Conservation Commission. Subsurface drains usually consists of perforated, fl exible conduit installed in a trench at a designed depth and grade. The trench around the conduit is often backfi lled with a sand-gravel fi lter or gravel envelope. Backfi ll over the drain should be an open, granular soil of high permeability. Subsurface drainage systems are of two types; relief drains and interceptor drains. Relief drains are used either to lower the water table in order to improve the growth of vegetation, or to remove surface water. They are installed along a slope and drain in the direction of the slope. Erosion and Sediment Control Practices 174 175 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines They can be installed in a gridiron pattern, a herringbone pattern, or a random pattern. Interceptor drains are used to remove water as it seeps down a slope to prevent the soil from becoming saturated and subject to slippage. They are installed across a slope and drain to the side of the slope. They usually consist of a single pipe or series of single pipes instead of a patterned layout. Design Recommendations Subsurface drain should be sized for the required capacity. Design charts are available in Natural Resources Conservation Service references and from other sources. Manufacturers of special purpose drain configurations can provide instructions for design. The minimum velocity required to prevent silting is 1.4 feet per second. The line should be installed on a grade to achieve at least this velocity. The outlet of the subsurface drain should empty into a receiving channel, swale, or stable vegetated area adequately protected from erosion and undermining. Construction Recommendations The trench should be constructed on continuous grade with no reverse grades or low spots. Soft or yielding soils under the drain should be stabilized with gravel or other suitable material. Deformed, warped, or otherwise unsuitable pipe should not be used. A sand-gravel filter at least three inches thick should be placed all around the pipe. Manufactured filters designed for the purpose, such as filter fabric, may be used as alternatives. The trench should be backfilled immediately after placement of the pipe. No sections of pipe should remain uncovered overnight or during a rainstorm. Backfill material should be placed in the trench in such a manner that the drain pipe is not displaced or damaged. Maintenance Subsurface drains should be checked periodically to ensure that they are freeflowing and not clogged with sediment. The outlet should be kept clean and free of debris. Surface inlets should be kept open and free of sediment and other debris. Trees located too close to a subsurface drain often clog the system with their roots. If a drain becomes clogged, relocate the drain or remove the trees as a last resort. Drain placement should be planned to minimize this problem. Erosion and Sediment Control Practices 174 175 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices Where drains are crossed by heavy vehicles, the line should be checked to ensure that it is not crushed. References Massachusetts Department of Environmental Protection, Offi ce of Watershed Management, Nonpoint Source Program, Massachusetts Nonpoint Source Management Manual, Boston, Massachusetts, June, 1993. U.S. Environmental Protection Agency, Storm Water Management For Construction Activities EPA-832-R- 92-005, Washington, DC, September, 1992. Washington State Department of Ecology, Stormwater Management Manual for the Puget Sound Basin, Olympia, WA, February, 1992. Sump Pit A temporary pit which is constructed to trap and fi lter water for pumping into a suitable discharge area. A perforated vertical standpipe is placed in the center of the pit to collect fi ltered water. The purpose of this practice is to remove excessive water in a manner that improves the quality of the water. Where Practice Applies Sump pits are constructed when water collects during the excavation phase of construction. This practice is particularly useful in urban areas during excavation for building foundations. Planning Considerations Discharge of water pumped from the standpipe should be to a suitable practice such as a sediment basin, sediment trap, or a stabilized area. If water from the sump pit will be pumped directly to a storm drainage system, geotextile fi lter fabric should be wrapped around the standpipe to ensure clean water discharge. It is recommended that 1⁄4 to 1⁄2 inch mesh hardware cloth wire be wrapped around and secured to the standpipe prior to attaching the fi lter fabric. This will increase the rate of water seepage into the standpipe. 176 177 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices Design Recommendations A perforated vertical standpipe is placed in the center of the pit to collect fi ltered water. The standpipe will be a perforated 12 to 24-inch diameter corrugated metal or PVC plastic pipe. Water is then pumped from the pit to a suitable discharge area. The pit will be fi lled with coarse aggregate. Maintenance The sump pit will become clogged with sediment, oils, and organic matter over time. It is important to remove grass clippings and leaves from the surface of the aggregate in order to prolong its life. The pit should be checked after every major storm to evaluate its effectiveness. If the pit and fi lter fabric become plugged with sediment, the pit should be rehabilitated. In some cases complete removal and replacement of the entire dry well may be necessary. References U.S. Department of Agriculture, Natural Resources Conservation Service, Champaign, IL, Urban Conservation Practice Standards, 1994. Surface Roughening Roughening a bare soil surface with horizontal grooves running across the slope, stair stepping, or tracking with construction equipment; or by leaving slopes in a roughened condition by not fi ne grading them. Purpose To aid the establishment of vegetative cover from seed, to reduce runoff velocity and increase infi ltration, and to reduce erosion and provide for sediment trapping. Where Practice Applies All construction slopes require surface roughening to facilitate stabilization with vegetation, particularly slopes steeper than 3:1. This practice should also be done prior to forecasted storm events and before leaving a job site for a weekend. Advantages Surface roughening provides some instant erosion protection on bare soil while vegetative cover is being established. It is an inexpensive and simple erosion control measure. 176 177 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Disadvantages/Problems While this is a cheap and simple method of erosion control, it is of limited effectiveness in anything more than a moderate storm. Surface roughening is a temporary measure. If roughening is washed away in a heavy storm, the surface will have to be re-roughened and new seed laid. Planning Considerations Roughening a sloping bare soil surface with horizontal depressions helps control erosion by aiding the establishment of vegetative cover with seed, reducing runoff velocity, and increasing infiltration. The depressions also trap sediment on the face of the slope. Consider surface roughening for all slopes. The amount of roughening required depends on the steepness of the slope and the type of soil. Stable, sloping rocky faces may not require roughening or stabilization, while erodible slopes steeper than 3:1 require special surface roughening. Roughening methods include stair-step grading, grooving, and tracking. Equipment such as bulldozers with rippers or tractors with disks may be used. The final face of slopes should not be bladed or scraped to give a smooth hard finish. Graded areas with smooth, hard surfaces give a false impression of “finished grading” and a job well done. It is difficult to establish vegetation on such surfaces due to reduced water infiltration and the potential for erosion. Rough slope surfaces with uneven soil and rocks left in place may appear unattractive or unfinished at first, but they encourage water infiltration, speed the establishment of vegetation, and decrease runoff velocity. Rough, loose soil surfaces give lime, fertilizer, and seed some natural coverage. Niches in the surface provide microclimates which generally provide a cooler and more favorable moisture level than hard flat surfaces; this aids seed germination. Construction Recommendations Roughening methods include stair-step grading, grooving, and tracking. Factors to be considered in choosing a method are slope steepness, mowing requirements, and whether the slope is formed by cutting or filling. Graded areas with slopes greater than 3:1 but less than 2:1 should be roughened before seeding. This can be accomplished in a variety of ways, including “track walking,” or driving a crawler tractor up and down the slope, leaving a pattern of cleat imprints parallel to slope contours. Graded areas steeper than 2:1 should be stair-stepped with benches. The stair-stepping will help vegetation become established and also trap soil eroded from the slopes above. Erosion and Sediment Control Practices 178 179 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices Disturbed areas which will not require mowing may be stair-step graded, grooved, or left rough after fi lling. Stair-step grading is appropriate for soils containing large amounts of soft rock. Each “step” catches material that sloughes from above, and provides a level site where vegetation can become established. Stairs should be wide enough to work with standard earth moving equipment. Areas which will be mowed (these areas should have slopes less steep than 3:1) may have small furrows left by disking, harrowing, raking, or seed-planting machinery operated on the contour. It is important to avoid excessive compacting of the soil surface when scarifying. Tracking with bulldozer treads is preferable to not roughening at all, but is not as effective as other forms of roughening, as the soil surface is severely compacted and runoff is increased. Maintenance Areas which are graded in this manner should be seeded as quickly as possible. Regular inspections should be made. If rills appear, they should be regraded and reseeded immediately. References Massachusetts Department of Environmental Protection, Offi ce of Watershed Management, Nonpoint Source Program, Massachusetts Nonpoint Source Management Manual, Boston, Massachusetts, June, 1993. U.S. Environmental Protection Agency, Storm Water Management For Construction Activities, EPA-832-R- 92-005, Washington, DC, September, 1992. Washington State Department of Ecology, Stotmwater Management Manual for the Puget Sound Basin, Olympia, WA, February, 1992. Terrace A ridge and channel constructed across a slope and used to convey runoff water. Reduces erosion damage by intercepting surface runoff and conducting it to a stable outlet at a nonerosive velocity. Where Practice Applies Terraces are utilized on slopes having a water erosion problem. They should not be constructed on deep sands or on soils that are too stony, steep, or shallow to permit practical and economical installation and maintenance. Terraces should be used only where suitable outlets are or will be made available. 178 179 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Advantages Terraces lower the velocity of runoff, increase the distance of overland flow, and reduce slope length. They also hold moisture and minimize sediment. Disadvantages/Problems May significantly increase cut and fill costs and cause sloughing if excessive water infiltrates soils. Design Recommendations Spacing The maximum recommended spacing is a maximum vertical distance of 20 feet between terraces or other practices such as a diversion, dike, or sediment fence at the top or bottom of a slope. Channel Grade Channel grades may be either uniform or variable with a maximum grade of 0.6 feet per 100 feet length. For short distances, terrace grades may be increased to improve alignment. The channel velocity should not exceed that which is nonerosive for the soil type with the planned treatment. Outlet All terraces should have adequate outlets. Such an outlet may be a grassed waterway, vegetated area, or subsurface drain outlet. In all cases the outlet must convey runoff from the terrace or terrace system to a point where the outflow will not cause damage. Vegetative cover should be used in the outlet channel. The design elevation of the water surface of the terrace should not be lower than the design elevation of the water surface in the outlet at their junction, when both are operating at design flow. Vertical spacing may be increased as much as 0.5 feet or 10 percent, whichever is greater, to provide better alignment or location, to avoid obstacles, to adjust for equipment size, or to reach a satisfactory outlet. Capacity The terrace should have enough capacity to handle the peak runoff expected from a 2-year, 24-hour design storm without overtopping. Cross-Section The terrace cross-section should be proportioned to fit the land slope. The ridge height should include a reasonable settlement factor and “freeboard” (vertical distance between top of ridge and water elevation in the channel at dewsign flow). Erosion and Sediment Control Practices 180 181 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices The minimum cross-sectional area of the terrace channel should be 8 square feet for land slopes of 5 percent or less, 7 square feet for slopes from 5 to 8 percent, and 6 square feet for slopes steeper than 8 percent. The terrace should be constructed wide enough to be maintained using a small bulldozer. Maintenance Maintenance should be performed as needed. Terraces should be inspected regularly; at least once a year, and after large storm events. References Minnick, E. L., and H. T. Marshall, Stormwater Management and Erosion Control for Urban and Developing Areas in New Hampshire, Rockingham County Conservation District, August 1992. Washington State Department of Ecology, Stormwater Management Manual for the Puget Sound Basin, Olympia, WA, February, 1992. Topsoiling Preserving and using topsoil to provide a suitable growth medium and enhance fi nal site stabilization with vegetation. Where Practice Applies A Where a suffi cient supply of quality topsoil is available. A Where slopes are 2:1 or fl atter. A Where the subsoil or areas of existing surface soil present the following problems: AThe structure, pH, or nutrient balance of the available soil cannot be amended by reasonable means to provide an adequate growth medium for the desired vegetation. AThe soil is too shallow to provide adequate rooting depth or will not supply necessary moisture and nutrients for growth of desired vegetation. AThe soil contains substances toxic to the desired vegetation. ATopsoiling is strongly recommended where ornamental plants or high- maintenance turf will be grown. Advantages Advantages of topsoil include higher organic matter and greater available water-holding capacity and nutrient content. Topsoil stockpiling ensures that a good growth medium will be available for establishing plant cover on graded areas. 180 181 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines The stockpiles can be used as noise and view baffles during construction. Disadvantages/Problems Stripping, stockpiling, and reapplying topsoil, or importing topsoil may not always be cost-effective. It may also create an erosion problem if improperly secured. Unless carefully located, storage banks of topsoil may also obstruct site operations and therefore require double handling. Topsoiling can delay seeding or sodding operations, increasing exposure time of denuded areas. Most topsoil contains some weed seeds. Planning Considerations Topsoiling may be required to establish vegetation on shallow soils, soils containing potentially toxic materials, very stony areas, and soils of critically low pH. Topsoil is the surface layer of the soil profile, generally characterized as being darker than the subsoil due to the presence of organic matter. It is the major zone of root development and biological activities for plants, carrying much of the nutrients available to plants, and supplying a large share of the water used by plants. It should be stockpiled and used wherever practical for establishing permanent vegetation. The need for topsoiling, should be evaluated. Take into account the amount and quantity of available topsoil and weigh this against the difficulty of preparing a good seedbed on the existing subsoil. Where a limited amount of topsoil is available, it should be reserved for use on the most critical areas. In many cases topsoil has already been eroded away or, as in wooded sites, it may be too trashy. Make a field exploration of the site to determine if there is surface soil of sufficient quantity and quality to justify stripping. Topsoil should be spread at a depth of 2 to 4 inches. More topsoil will be needed if the subsoil is rocky. Topsoil should be friable and loamy (loam, sandy loam, silt loam, sandy clay loam, clay loam). Areas of natural ground water recharge should be avoided. Allow sufficient time in scheduling for topsoil to be spread and bonded prior to seeding, sodding, or planting. Do not apply topsoil if the subsoil has a contrasting texture. Sandy topsoil over clayey subsoil is a particularly poor combination; water can creep along the junction between the soil layers and causes the topsoil to slough. Erosion and Sediment Control Practices 182 183 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Stripping Stripping should be confi ned to the immediate construction area. A 4 to 6 inch stripping depth is common, but depth may vary depending on the particular soil. All surface runoff control structures should be in place prior to stripping. Stockpiling Locate the topsoil stockpile so that it does not interfere with work on the site. Side slopes of the stockpile should not exceed 2:1. Surround all topsoil stockpiles with an interceptor dike with gravel outlet and silt fence. Either seed or cover stockpiles with clear plastic or other mulching materials within 7 days of the formation of the stockpile. Placement Topsoil should not be placed while in a frozen or muddy condition, when the subgrade is excessively wet, or when conditions exist that may otherwise be detrimental to proper grading or proposed sodding or seeding. Do not place topsoil on slopes steeper than 2:1, as it will tend to slip off. If topsoil and subsoil are not properly bonded, water will not infi ltrate the soil profi le evenly and it will be diffi cult to establish vegetation. The best method is to actually work the topsoil into the layer below for a depth of at least 6 inches. Maintenance Maintain protective cover on stockpiles until needed. References Massachusetts Department of Environmental Protection, Offi ce of Watershed Management, Nonpoint Source Program, Massachusetts Nonpoint Source Management Manual, Boston, Massachusetts, June, 1993. Washington State Department of Ecology, Stormwater Management Manual for the Puget Sound Basin, Olympia, WA, February, 1992. Erosion and Sediment Control Practices 182 183 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Tree and Shrub Planting Stabilizing disturbed areas by establishing a vegetative cover of trees or shrubs. Purpose A To stabilize the soil with vegetation other than grasses or legumes. A To provide food and shelter for wildlife. A To provide windbreaks or screens. Where Practice Applies Trees and shrubs may be used: A On steep or rocky slopes, A Where mowing is not feasible, A As ornamentals for landscaping purposes, or A In shaded areas where grass establishment is diffi cult. Advantages Trees and shrubs can provide superior, low-maintenance, long- term erosion protection. They may be particularly useful where site aesthetics are important. Besides their erosion and sediment control values, trees and shrubs also provide natural beauty and wildlife benefi ts. Disadvantages/Problems Except for quick-growing species; it may take a number of years for trees to reach full size. Trees and shrubs may be expensive to purchase and establish. They may also be more subject to theft than materials used in other practices. Planning Considerations There are many different species of plants from which to choose, but care must be taken in their selection. It is essential to select planting material suited to both the intended use and specifi c site characteristics. None of these plants, however, is capable of providing the rapid cover possible by using grass and legumes. Vegetative plans must include close-growing plants or an adequate mulch with all plantings. When used for natural beauty and wildlife benefi ts, trees and shrubs are usually more effective when planted in clumps or blocks. Erosion and Sediment Control Practices 184 185 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Species Selection When erosion or sediment control is not of primary, immediate concern; areas may be stabilized using rugged, fast-growing trees and shrubs that once established have a good record of taking care of themselves. These plants may not be the best ornamentals, but establishment can usually be made with these low-maintenance trees and shrubs. In some cases, it may be desirable to use trees and shrubs as screening plants to shield sites such as gravel pits from public view. These plants should be given the best possible attention at planting time, with good soil water, and mulching. Shrub and tree species recommendations for various soil conditions, densities, and arrangements will be found in Part 4 of this document. Planting Trees and shrubs will do best in topsoil. If no topsoil is available, they can be established in subsoil with proper amendment. If trees and shrubs are to be planted in subsoil, particular attention should be paid to amending the soil with generous amounts of organic matter. Mulches should also be used. Good quality planting stock should be used. For mass plantings one or two-year old deciduous seedlings, and 3 or 4-year old coniferous transplants should be used. For smaller planting groups or individuals specimen plants, bare rooted, container grown or balled and burlaped stock may be preferred because of their larger size. Stock should be kept cool and moist from time of receipt until planted. Competing vegetation, if significant, should be destroyed or suppressed prior to planting by scalping a small area where the plant is to be placed. Stock should be planted in the spring by May 15. No fertilizer should be used at the time of planting unless it is a slow-release type formulated for trees and shrubs. Plants should be planted at the approximate depth they were growing in the nursery; the roots should be uncrowded; the soil should be firmly packed against the roots after setting. Shrubs should be mulched to a depth of 4 inches or more with woodchips, bark, peat moss or crushed stone. Mulch to the edge of the planting at, but not less than, one foot from the trunk. Erosion and Sediment Control Practices 184 185 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices Maintenance Deciduous plants should be fertilized six months to one year after planting with 1⁄4 pound of a 10-6-8 fertilizer per plant (or 25 lbs. per 1,000 sq. ft. for block plantings) or the equivalent. A slow release fertilizer is preferred. Evergreens should be fertilized half as much. The planting should be inspected after the fi rst and second growing seasons. Replanting and repairs, as needed to provide adequate cover, should be scheduled. Fertilizer should be applied to shrubs every 3 to 5 years after planting. References Massachusetts Department of Environmental Protection, Offi ce of Watershed Management, Nonpoint Source Program, Massachusetts Nonpoint Source Management Manual, Boston, Massachusetts, June, 1993. Vegetated Swale Vegetated swales are broad channels, either natural or constructed, with dense vegetation; whose purpose is to retard or impound concentrated runoff and dispose of it safely into the drainage system. Purpose To reduce runoff velocities, and reduce potential erosion from the discharge of runoff. Vegetated swales may also remove some particulate pollutants from stormwater runoff and increase infi ltration. Where Practice Applies This practice applies to all sites where a dense stand of vegetation can be established and where either a stable outlet exists or can be constructed as a suitable conveyance system to safely dispose of the runoff fl owing from the swale. The swale can be used by itself or in combination with erosion and sediment control practices: A In residential areas of low to moderate density where the percentage of impervious cover is relatively small. A In a drainage easement at the side or back of residential lots. A Adjacent to parking areas. A Along highway medians as an alternative to curb and gutter drainage systems. 186 187 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Planning Considerations The vegetated swale and the grassed waterway are very similar. The difference in the two practices is mainly in purpose. The vegetated swale is used for water quality improvement and peak runoff reduction; accomplished by limiting the velocity in the swale. The grassed waterway or outlet is used to convey runoff at a non-erosive velocity. Vegetated swales are best suited on small drainage areas where the amount of impervious cover is relatively small. If dense vegetation cannot be established and maintained in the swale, then its effectiveness is severely reduced. The seasonal high water table should be at least two feet below the bottom of the swale in order to provide for more effective infiltration and treatment of the runoff and to provide better growing conditions for the vegetation. Subsurface drainage may be needed to control high water table and improve the condition of the swale. The swale should be constructed prior to any other channel or facility which will drain into it and flow should be diverted out of the swale until adequate vegetation is established. Vegetated swales should generally not receive construction-stage runoff; if they do, presettling of sediments should be provided. Swales should be protected from siltation by a sediment pond or basin when the erosion potential is high; otherwise, presettling is not generally needed for normal operation. Soil moisture should be sufficient to provide water requirements during the dry season, but where the water table is not so high as to cause long periods of soil saturation. Irrigate if moisture is inadequate during summer drought. If saturation will be extended or the slope is minimal but grasses are still desired, consider subdrains. Prevent bare areas by avoiding gravel, rocks, and hardpan near the surface. Design Recommendations The minimum capacity should be that required to convey the peak runoff expected from a 10-year frequency 24-hour duration storm. The maximum design velocity for a vegetated swale should be one foot per second during passage of the 10-year frequency storm. The minimum recommended length of a vegetated swale is 200 feet. If a shorter length must be used, increase swale cross-sectional area by an amount proportional to the reduction in length below 200 feet, in order to obtain the same water residence time. The channel slope should normally be between 2 and 4 percent. A slope of less than 2 percent can be used if underdrains are placed beneath the channel to prevent ponding. A slope of greater than 4 percent can be used if check dams are placed in the channel to slow the flows accordingly. Install log or rock check dams approximately every 50 feet, if longitudinal slope exceeds 4 percent. Adjust check dam spacing in order not to exceed 4 percent slope within each channel segment between dams. Erosion and Sediment Control Practices 186 187 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines The cross section for a vegetated swale may be parabolic, triangular, or trapezoidal. If flow is introduced to the swale via curb cuts, place pavement slightly above the swale elevation. Curb cuts should be at least 12 inches wide to prevent clogging. Subsurface drainage measures should be provided if sites have high water tables or seepage problems, except where water-tolerant vegetation such as reed canary grass can be used. There should be no base flow present in the swale. Vegetative Recommendations Swales should be vegetated with an appropriate grass mixture: The swale should be mulched if necessary for establishment of good quality vegetation. A temporary diversion should be used to divert runoff away from the swale until vegetation is established that is capable of preventing erosion. Select vegetation according to what will best establish and survive in the site conditions. Select fine, close-growing, water-resistant grasses. If a period of soil saturation is expected, select emergent wetland plant species. Protect these plants during establishment by netting. Select a grass height of 6 inches or less and a flow depth of less than 5 inches. Grasses over that height tend to flatten down when water is flowing over them, which prevents sedimentation. Construction Recommendations Avoid compaction during construction. If compaction occurs, till before planting to restore lost soil infiltration capacity. Divert runoff during the period of vegetation establishment. Sodding is an alternative for rapid stabilization. Where it is not possible to divert runoff, cover graded and seeded areas with a suitable erosion control slope covering material. Maintenance Timely maintenance is important to keep the vegetation in the swale in good condition. Mowing should be done frequently enough to keep the vegetation in vigorous condition and to control encroachment of weeds and woody vegetation, however it should not be mowed too closely so as to reduce the filtering effect. Fertilize on an “as needed” basis to keep the grass healthy. Over- fertilization can result in the swale becoming a source of pollution. The swale should be inspected periodically and after every major storm to determine the condition of the swale. Rills and damaged areas should be promptly repaired and re-vegetated as necessary to prevent further deterioration. Erosion and Sediment Control Practices 188 189 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices Vegetated swales planted in grasses must be mowed regularly during the summer to promote growth and pollutant uptake. Plan on mowing as needed to maintain proper height. Remove cuttings promptly, and dispose in a way so that no pollutants can enter receiving waters. Remove sediments during summer months when they build up to 6 inches at any spot or cover vegetation. If the equipment leaves bare spots, re-seed them immediately. Inspect periodically, especially after periods of heavy runoff. Remove sediments, fertilize, and reseed as necessary. Be careful to avoid introducing fertilizer to receiving waters or ground water. Clean curb cuts when soil and vegetation buildup interferes with fl ow introduction. References Massachusetts Department of Environmental Protection, Offi ce of Watershed Management, Nonpoint Source Program, Massachusetts Nonpoint Source Management Manual, Boston, Massachusetts, June, 1993. Minnick, E. L., and H. T. Marshall, Stormwater Management and Erosion Control for Urban and Developing Areas in New Hampshire, Rockingham County Conservation District, August 1992. Washington State Department of Ecology, Stormwater Management Manual for the Puget Sound Basin, Olympia, WA, February, 1992. Water Bar A ridge or ridge and channel constructed diagonally across a sloping road or utility right-of-way that is subject to erosion. Used to prevent erosion on long, sloping right-of-way routes by diverting runoff at selected intervals. Where Practice Applies A Where runoff protection is needed to prevent erosion on sloping access right-of-ways. A On sloping areas generally less than 100 feet in width. Disadvantages/Problems Need maintenance periodically for vehicle wear. 188 189 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Planning Considerations Narrow rights-of-way on long slopes used by vehicles can be subject to severe erosion. Surface disturbance and tire compaction promote gully formation by increasing the concentration and velocity of runoff. Water bars are constructed by forming a ridge or ridge and channel diagonally across the sloping right-of-way. Each outlet should be stable, and should be able to handle the cumulative effect of upslope diversion outlets. The height and side slopes of the ridge and channel are designed to divert water and to allow vehicles to cross. Design Recommendations Height - 18 inches minimum from channel bottom to top of settled ridge. Side slopes - 2:1 or flatter (3:1 or flatter where vehicles cross). Spacing - For right-of-way widths less than 100 feet; spacing as follows: Slope (%) Diversion Spacing (feet) < 5 125 5 to 10 100 10 to 20 75 20 to 35 50 >35 25 Base width of ridge - 6 feet minimum. Grade - Constant or slightly increasing, not to exceed 2%. Outlet - Diversion must cross the full access width and extend to a stable outlet. Installation Construct the diversion system as soon as the access right-of-way has been cleared and graded. Locate first diversion at required distance from the slope crest depending on steepness of right-of-way slope. Set crossing angle to keep positive grade less than 2% (approximately 60- degree angle preferred). Mark location and width of ridge and disk the entire length. Fill and compact ridge above design height and compact with wheeled equipment to the design cross section. Construct diversions on constant or slightly increasing grade not to exceed 2%. Avoid reverse grades. Set direction of water bars to utilize the most stable outlet locations. If necessary, adjust length of waterbars or make small adjustments to spacing. Erosion and Sediment Control Practices 190 191 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Do not allow runoff from upslope water bars to converge with downslope water bar outlets. Construct sediment traps or outlet stabilization structures as needed. Seed and mulch the ridge and channel immediately. Common Trouble Points Overtopping ridge where diversion crosses low areas - Build water bars to grade at all points Erosion between water bars - Spacing too wide for slope. Install additional water bars. Ridge worn down - Channel filled where vehicles cross; surface not stable; or side slopes too steep: may need gravel. Erosion at outlets - Install outlet stabilization structure or extend upslope water bar so runoff will not converge on lower outlets. Erosion in channel - Grade too steep. Realign water bar. Maintenance Inspect water bars periodically for vehicle wear. Inspect for erosion and sediment deposition after heavy rains. Remove debris and sediment from diversion channel and sediment traps, repair ridge to positive grade and cross section. Add gravel at crossing areas and stabilize outlets as needed. Repair and stabilize water bars immediately if right-of-way is disturbed by installation of additional utilities. In removing temporary water bars, grade ridge and channel to blend with natural ground. Compact channel fill and stabilize disturbed areas with vegetation. Water bars should not be removed until all disturbed areas draining to them have been stabilized, inspected, and approved. If water bars are designed for permanent use, correct any erosion problems, stabilize outlets, and apply permanent seeding. Erosion and Sediment Control Practices 190 191 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices References Massachusetts Department of Environmental Protection, Offi ce of Watershed Management, Nonpoint Source Program, Massachusetts Nonpoint Source Management Manual, Boston, Massachusetts, June, 1993. North Carolina Department of Environment, Health, and Natural Resources, Erosion and Sediment Control Field Manual, Raleigh, NC, February 1991. Waterway, Grassed A natural or constructed waterway or outlet shaped or graded and established in suitable vegetation as needed for the safe disposal of runoff water. Used to convey and dispose of concentrated runoff to a stable outlet without damage from erosion, deposition, or fl ooding. Where Practice Applies This practice applies to construction sites where: A Concentrated runoff will cause damage from erosion or fl ooding, A A vegetated lining can provide suffi cient stability for the channel cross section and grade, A Slopes are generally less than 5 percent, and A Space is available for a relatively large cross section. Typical uses include roadside ditches, channels at property boundaries, and outlets for diversions. Planning Considerations Grass-lined channels resemble natural systems and are usually preferred where design velocities are suitable. Select appropriate vegetation and construct channels early in the construction schedule before grading and paving increase runoff rates. Two major considerations for a grassed waterway are adequate capacity and suffi cient erosion resistance. The channel cross section should be wide and shallow with relatively fl at side slopes so surface water can enter over the vegetated banks without causing erosion. Vegetation should be established before runoff is allowed to fl ow in the waterway. 192 193 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Supplemental measures may be needed with this practice. These may include but not be limited to such things as: A Grade control structures, A Level spreaders, A Paved or rock-lined bottom, or A Subsurface drain to eliminate wet spots and permit growing suitable vegetation. Primary considerations for a stormwater conveyance channel are the volume, velocity, and duration of flow expected in the channel. In addition, there are several other factors that should be taken into consideration when planning a channel. These include soil characteristics, safety, aesthetics, availability of land, compatibility with land use and surrounding environment, and maintenance requirements. The type of cross section that is selected depends on these factors. Triangular sections are used where the volume of flow is relatively small, such as in roadside ditches. Vegetation can be used in these ditches where the velocities are low. On steep slopes, however, where higher velocities are encountered; it may be necessary to line the channel with rock riprap, concrete, asphalt or other erosion resistant lining. Triangular cross-sections may be more prone to erosion because during small flows, the flow is concentrated in the narrow v-section. Parabolic sections are suited for higher flows, but require the use of more land because the channels are generally shallow and wide. These channels seem to blend better in natural settings when grass mixtures are used as a lining. When velocities exceed the capability of vegetation, rock riprap can be used as a lining. When there is a continuous base flow in the channel it may be possible to use a combination of rock riprap and vegetation as a lining. The base flow would be carried by the riprap section and the higher flows by the vegetated section as long as the vegetation is capable of withstanding the velocity. A trapezoidal channel is usually used where the flows are relatively large and at higher velocities. These channels are usually lined with materials other than vegetation. Trapezoidal channels usually take up less land than either triangular or parabolic channels. Regardless of the channel shaped selected, the outlet should be checked to determine if it is stable. It may be necessary to have some type of energy dissipater to prevent scour to the receiving outlet if there is an overflow or if velocities in the contributing channel are higher than the outlet can withstand. Design Recommendations Capacity - The minimum capacity should be that required to convey the peak runoff expected from a storm of 10-year frequency. Peak runoff values should be determined by accepted methods. To provide for loss in channel capacity due to vegetal matter accumulation, sedimentation, and normal seedbed preparation, the Erosion and Sediment Control Practices 192 193 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines channel depth and width may be increased proportionally to maintain the hydraulic properties of the waterway. In parabolic channels, this may be accomplished by adding 0.3 foot to the depth and 2 feet to the top width of the channel. This is not required on waterways located in natural watercourses. Cross Section - The cross section may be parabolic, triangular, or trapezoidal. Grade - Generally restricted to slopes 5% or less. Sideslopes - Generally 3:1 or flatter to establish and maintain vegetation and facilitate mowing. Where a paved or stone-lined bottom is used in combination with vegetated side slopes, it should be designed to handle the base flow, snowmelt, or runoff from a one-year frequency storm, whichever is greater. The flow depth of the paved section should be a minimum of 0.5 feet. Width - The bottom width of waterways or outlets should not exceed 50 feet unless multiple or divided waterways or other means are provided to control meandering of low flows within this limit. Drainage - Subsurface drainage measures should be provided in the design for sites having high water table or seepage problems, except where water-tolerant vegetation such as reed canarygrass can be used. Where there is base flow present or long duration flows are expected, a stone center or underground outlet should be used. Outlet - The outlet must be stable. Channels carrying sediment must empty into sediment traps. Stabilization - Waterways should be stabilized with vegetative measures or stone centers. If a vegetated lining is supplemented by stone center, or other erosion-resistant materials, the velocity may be increased by 2.0 ft/sec. Construction Recommendations Remove all trees, brush, stumps, and other objectionable material from the foundation area and dispose of properly. Install traps or other measures to protect grassed waterways from sediment. The channel section should be free of bank projections or other irregularities which prevent normal flow. Excavate and shape channel to dimensions shown on plans. Overcut entire channel 0.2 ft to allow for bulking during seedbed preparation and growth of vegetation. If installing sod, overcut channel Erosion and Sediment Control Practices 194 195 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines the full thickness of the sod. Remove and properly dispose of excess soil so that surface water may enter the channel freely. Earth removed and not needed in construction should be spread or disposed of so as not to interfere with the functioning of the waterway. Fills placed in waterways should be thoroughly compacted in order to prevent unequal settlement that could cause damage in the completed waterway. Protect all concentrated inflow points along channel by installing a temporary liner, riprap, sod, or other appropriate measures. Stabilize outlets and install sediment traps as needed during channel installation. Vegetate the channel immediately after grading. Smooth slopes facilitate maintenance. Establishing Vegetation Waterways should be protected by vegetative means as soon after construction as practical, and before diversions or other channels are outletted into them. Consideration should be given to jute matting, excelsior matting, or sodding of channel to provide erosion protection as soon after construction as possible. Install sod instead of seeding in critical areas, particularly where slopes approach 5%. Seeding, fertilizing, mulching, and sodding should be in accord with applicable vegetative standards for permanent cover. See Permanent Seeding. One-half to one bushel of oats should be added to the basic mixture for quick cover and to help anchor the mulch. Very moist waterways are often best vegetated by working rootstocks of reed canarygrass into the seedbed. When soil conditions are unfavorable for vegetation (such as very coarse-textured subsoil material), topsoil should be spread to a depth of 4 inches or more on at least the center half of parabolic shaped channels or on the entire bottom of trapezoidal shaped channels. Seeded channels should be mulched. For critical sections of large channels, and for steep channels, the mulch should be anchored by cutting it lightly into the soil surface, or by covering with paper twine fabric or equivalent material; or jute netting should be used. Common Trouble Points Erosion occurs in channel before vegetation is fully established Repair, reseed, and install temporary liner. Gullying or head cutting in channel Grade too steep for grass lining (steep grade produces excessive velocity). Channel and liner should be redesigned. Erosion and Sediment Control Practices 194 195 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Sideslope caving May result from any of the following: A channel dug in unstable soil (high water table), A banks too steep for site conditions, or A velocity too high, especially on outside of channel curves. Overbank erosion, spot erosion, channel meander, or flooding Avoid debris and sediment accumulation. Stabilize trouble spots and revegetate. Riprap or other appropriate measures may be required. Ponding along channel Approach not properly graded, surface inlets blocked. Erosion at channel outlet Install outlet stabilization structure. Sediment deposited at channel outlet Indicates erosion in channel or watershed. Find and repair any channel erosion. Stabilize watershed, or install temporary diversions and sediment traps to protect channel from sediment-laden runoff. Maintenance During the initial establishment period, flow should be diverted out of the channel if at all possible to allow for a good stand of grass. If this is not possible use matting. In any case during the establishment period, the channel should be checked after every rainfall to determine if the grass is still in good condition and in place. After the vegetation has become established, the channel should be checked periodically and after every major storm to see if damage has occurred. Any damaged areas should be repaired and revegetated immediately. Maintenance of the vegetation in the grassed waterway is extremely important in order to prevent rilling, erosion, and failure of the waterway. Mowing should be done frequently enough to control encroachment of weeds and woody vegetation and to keep the grasses in a vigorous condition. The vegetation should not be mowed too closely so as to reduce the erosion resistance in the waterway. Periodic applications of lime and fertilizer may be needed to maintain vigorous growth. Erosion and Sediment Control Practices 196 197 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices Remove all signifi cant sediment and debris from channel to maintain the design cross section and grade and prevent spot erosion. Existing waterways can often be best repaired by working sods of witchgrass (quackgrass) into the seedbed. It is important to check the channel outlet and all road crossings for blockage, sediment, bank instability, and evidence of piping or scour holes. References Massachusetts Department of Environmental Protection, Offi ce of Watershed Management, Nonpoint Source Program, Massachusetts Nonpoint Source Management Manual, Boston, Massachusetts, June, 1993. Minnick, E. L., and H. T. Marshall, Stormwater Management and Erosion Control for Urban and Developing Areas in New Hampshire, Rockingham County Conservation District, August 1992. North Carolina Department of Environment, Health, and Natural Resources, Erosion and Sediment Control Field Manual, Raleigh, NC, February 1991. Waterway, Lined A waterway with an erosion resistant lining of concrete, stone, or other permanent material. The lined section extends up the side slopes to design fl ow depth. The earth above the permanent lining should be vegetated or otherwise protected. Purpose To provide for safe disposal of runoff from other conservation structures or from natural concentrations of fl ow, without damage by erosion or fl ooding, where unlined or grassed waterways would be inadequate. Where Practice Applies This practice applies where channel fl ow velocities exceed those acceptable for a grass lined waterway and/or conditions are unsuitable for the establishment of grass lined waterways. Specifi c conditions include: A Concentrated runoff is of such magnitude that a lining is needed to control erosion. A Steep grades, wetness, prolonged or continuous base fl ow, seepage, or piping would cause erosion. A The location is such that use by people, animals, or vehicles preclude use of vegetated waterways. 196 197 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines A High value property or adjacent facilities warrant the extra cost to contain design runoff in limited space. A Soils are highly erosive or other soil or climate conditions preclude using vegetation. Planning Considerations Linings can consist of: rock riprap; non-reinforced, cast-in-place concrete, flagstone mortared in place; or similar permanent linings. Riprap liners are considered flexible and are usually preferred to rigid liners. Riprap is less costly, adjusts to unstable foundation conditions, is less expensive to repair, and reduces outlet flow velocity. Riprap or paved channels can be constructed with grass lined slopes where site conditions warrant. Volume, velocity, and duration of flow expected are primary considerations for a lined waterway. Other factors include soil characteristics, safety, aesthetics, availability of land, compatibility with land use and surrounding environment, and maintenance requirements. The type of cross section that is selected depends on these factors. Typical cross sections that can be used include triangular or v-shaped sections, parabolic sections, and trapezoidal sections. A Triangular sections are used where the volume of flow is relatively small, such as in roadside ditches. A Parabolic sections are suited for higher flows, but require the use of more land because the channels are generally shallow and wide. When velocities exceed the capability of vegetation, rock riprap can be used as a lining. When there is a continuous base flow in the channel it may be possible to use a combination of rock riprap and vegetation as a lining. The base flow would be carried by the riprap section and the higher flows by the vegetated section; as long as the vegetation is capable of withstanding the velocity. A A trapezoidal channel is usually used where the flows are relatively large and at higher velocities. Trapezoidal channels usually take up less land than either triangular or parabolic channels. Regardless of the channel shaped selected, the outlet should be checked to determine if it is stable. It may be necessary to have some type of energy dissipater to prevent scour to the receiving outlet if there is an overflow or if velocities in the contributing channel are higher than the outlet can withstand. The Wetlands Protection Act requires that for any stream crossing or other work conducted in a wetland resource area, or within 100 feet of a wetland resource area, the proponent file a “Determination of Applicability” or a “Notice of Intent” with the local Conservation Commission. Erosion and Sediment Control Practices 198 199 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Design Recommendations See also Riprap. Capacity - The minimum capacity should be adequate to carry the peak rate of runoff from a 10-year frequency storm. Cross Section - The cross section may be triangular, parabolic, or trapezoidal. Monolithic concrete may be rectangular. Velocity Rock Riprap Lined Waterways - Rock riprap linings can be designed to withstand high velocities by choosing a stable rock size. Riprap should have a transition material (bedding) placed between the rock and the soil. This transition material can be either a well graded sand-gravel mixture or a geotextile fabric. Concrete-Lined Waterways - Velocity is usually not a limiting factor in the design of concrete-lined waterways. Keep in mind however that the flow velocity at the outlet must not exceed the allowable velocity for the receiving outlet. Drainage - Drainage is not a factor when considering using a rock riprap waterway since subsurface water will drain through the transition material and the rock. Concrete lined channels may require drainage to reduce uplift pressure and collect seepage water. Filters or bedding - Filters or bedding should be used to prevent piping. Filter fabric may be used as the filter. Drains should be used, as required, to reduce uplift pressure and collect water. Weep holes may be used with drains if needed. Rock Riprap or Flagstone - Stone used for riprap or flagstone should be dense and hard enough to withstand exposure to air, water, freezing and thawing. Flagstone should be flat for ease of placement, and have the strength to resist exposure and breaking. Construction Recommendations Outlet must be stable. Stabilize channel inlet points and install needed outlet protection during channel installation. Remove all trees, brush, stumps, and other objectionable material from channel and spoil areas and dispose of properly. Construct cross section to the lines and grades shown in plans. Install filter fabric or gravel layer as specified in the plan. Common Trouble Points Foundation not excavated deep enough or wide enough Riprap restricts channel flow, resulting in overflow and erosion. Side slopes too steep Causes instability, stone movement and bank failure. Filter omitted or damaged during stone placement Causes piping and bank instability. Erosion and Sediment Control Practices 198 199 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Riprap poorly graded or stones not placed to form a dense, stable channel lining Results in stone displacement and erosion of foundation. Riprap not extended far enough downstream Causes undercutting. Outlet must be stable. Riprap not blended to ground surface Results in gullying along edge of riprap. Maintenance Check riprap-lined waterways periodically and after every major storm for scouring below the riprap layer, and to see that the stones have not been dislodged by the fl ow. Plastic fi lter cloth, if used, should be completely covered and protected from sunlight. If the rocks have been displaced or undermined, the damaged areas should be repaired immediately. Woody vegetation should not be allowed to become established in the rock riprap and if present should be removed. Debris should not be allowed to accumulate in the channel. Give special attention to outlets and points where concentrated fl ow enters channel. Repair eroded areas promptly. Concrete-lined waterways should be checked to ensure that there is no undermining of the channel. If scour is occurring at the outlet, appropriate energy dissipation measures should be taken. If the waterway is below a high sediment-producing area, sediment should be trapped before it enters. Check for sediment accumulation, piping, bank instability, and scour holes. Sediment and debris deposits should be removed before they reduce the capacity of the channel. References Connecticut Council on Soil and Water Conservation, Connecticut Guidelines for Soil Erosion and Sediment Control, Hartford, CT, January, 1985. Massachusetts Department of Environmental Protection, Offi ce of Watershed Management, Nonpoint Source Program, Massachusetts Nonpoint Source Management Manual, Boston, Massachusetts, June, 1993. Minnick, E. L., and H. T. Marshall, Stormwater Management and Erosion Control for Urban and Developing Areas in New Hampshire, Rockingham County Conservation District, August 1992. North Carolina Department of Environment, Health, and Natural Resources, Erosion and Sediment Control Field Manual, Raleigh, NC, February 1991. Erosion and Sediment Control Practices 200 201 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Rainfall, Runoff, and Land Use Change Effects of Development There are two main effects that urbanization has on stormwater. First, an increase in the volume and rate of runoff as development takes place in a watershed. Second, an increased risk of degrading water quality; both surface water and ground water. Hydrologic Changes Undeveloped land that is in woods, grass, and/or agriculture, has an ability to absorb rainfall. Rainfall is infi ltrated into the soil, used by vegetation, or runs off. Water reaches the earth’s surface by rain and snow. Some water is retained on the upper surface of the soil and is either evaporated or transpired into the atmosphere by grass, plants and trees. Some water infi ltrates into the soil and becomes groundwater which eventually reaches streams, lakes and oceans. The remainder of the water falling to the earth becomes runoff and fl ows into the streams, lakes and oceans as surface fl ow. Evaporation takes place on these bodies of water and sends the moisture back into the atmosphere as vapor. When development takes place, vegetation may be removed and replaced with impervious surfaces. These surfaces include roads, streets, parking lots, roof tops, driveways, walks, etc. which reduce the amount of rainfall that can infi ltrate into the soil and therefore create more runoff into the surface water system. In addition to the increase in impervious surfaces, urbanization creates a signifi cant amount of ground surface modifi cation. Natural drainage patterns are modifi ed and runoff is transported via road ditches, storm sewers, drainage swales, and constructed channels. These modifi cations increase the velocity of the runoff; which in effect decreases the time that it takes for runoff to travel through the watershed. This decreased time creates higher peak discharges. Increase In Pollution Potential The largest urban non-point pollution source is sediment and the nutrients and trace metals attached to it. In addition, the runoff from urban areas may carry bacteria, toxic chemicals, hydrocarbons and organic substances. Sediment is a major pollutant from urban areas. Runoff from construction sites during the urbanization process is the largest source of sediment. Sediment fi lls road ditches, streams, rivers, lakes and wetlands. A good erosion and sediment control plan can substantially decrease the amount of sediment being produced from urban areas and transported off site. Supplementary Information Rainfall, Runoff, and Land Use Change Plants, Vegetation, Soil covers Soil Bioengineering Conservation Practices for Individual Homesites and Small Parcels Conservation Practices for Sand and Gravel Pits A Sample Erosion and Sedimentation Control Plan Rainfall, Runoff, and Land Use Change 200 201 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Nutrients from urban areas are a major concern to surface water quality because of their effects on water bodies. The two major nutrients are nitrogen and phosphorous. Nutrient enrichment can cause an increase in algal growth. Nitrogen consumes large amounts of oxygen in the nitrification process within the water. Both conditions can impair the use of our surface waters for water supply, recreation, and fish and wildlife habitat. Main sources of nutrients in urban areas include improper use of fertilizers, and organic matter from lawn clippings and leaves. Auto emissions can also contribute phosphorous in areas of heavy traffic. Trace metals can degrade water quality because of the effect they may have on aquatic life. The most common trace metals found in urban runoff are lead, zinc and copper, however other trace metals such as chromium, nickel and cadmium are frequently found. Bacteria levels can increase due to urbanization. Fecal coliform bacteria are found in the intestinal tract of warm-blooded animals and can be associated with animal wastes and failed septic systems. Hydrocarbons from petroleum are commonly found in urban runoff. The hydrocarbons attach to fine sediment and are then transported and deposited throughout the surface water system. Common sources of hydrocarbons are from roads, streets, and parking lots. Other sources include gasoline stations, fuel storage facilities, and improper disposal of motor oil. Factors affecting surface runoff Surface runoff is the volume of excess water that runs off a drainage area, or watershed. Peak discharge is the peak rate of runoff from a drainage area for a given rainfall. A watershed is a drainage area or basin in which all land and water areas drain or flow toward a central collector such as a stream, river, or lake at a lower elevation. The term watershed is synonymous with drainage area; the contributing area, in acres, square miles, or other unit is usually expressed as drainage area. General Rainfall is the primary source of water that runs off the surface of small watersheds. The main factors affecting the volume of rainfall that runs off are the kind of soil, type of vegetation and amount of impervious area in the watershed. Factors that affect the rate at which water runs off are watershed topography and shape along with man- made features in a watershed. Rainfall, Runoff, and Land Use Change 202 203 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Rainfall The peak discharge from a small watershed is usually caused by intense rainfall. The intensity of rainfall affects the peak discharge more than it does the volume of runoff. The melting of accumulated snow may result in a greater volume of runoff, but usually at a lesser rate than runoff caused by rainfall. The melting of a winter’s snow accumulation over a large area may cause major flooding along rivers. Intense rainfall that produces high peak discharges in small watersheds usually does not extend over a large area. Therefore, the same intense rainfall that causes flooding in a small tributary is not likely to cause major flooding in a main stream that drains 10 to 20 square miles. Hydrologic soil groups Soils may be classified into four hydrologic soil groups, defined as follows: Group A soils have low runoff potential and high infiltration rates even when thoroughly wetted. They consist chiefly of sands and gravels that are deep, well drained to excessively drained, and have a high rate of water transmission (greater than 0.30 in/hr). Group B soils have moderate infiltration rates when thoroughly wetted and consist chiefly of soils that are moderately deep to deep, moderately well drained to well drained, and have moderately fine to moderately coarse textures. These soils have a moderate rate of water transmission (0.15 to 0.30 in/hr). Group C soils have low infiltration rates when thoroughly wetted and consist chiefly of soils having a layer that impedes downward movement of water and soils of moderately fine to fine texture. These soils have a slow rate of water transmission (0.05 to 0.15 in/hr). Group D soils have high runoff potential. They have very low infiltration rates when thoroughly wetted and consist chiefly of clay soils with a high swelling potential, soils with a permanent high water table, soils with a claypan or clay layer at or near the surface, and shallow soils over nearly impervious material. These soils have a very low rate of water transmission (0 to 0.05 in/hr). Cover Type “Cover type” describes conditions at the soil surface; e.g. vegetation, bare soil, impervious surfaces such as parking areas, roofs, streets, or roads. Cover type affects runoff in several ways. The foliage and its litter maintain the soil’s infiltration potential by preventing the impact of the raindrops from sealing the soil surface. Some of the raindrops are retained on the surface of the foliage, increasing their chance of being evaporated back into the atmosphere. Some of the intercepted moisture takes so long to drain from the plant down to the soil that it is Withheld from the initial period of runoff. Rainfall, Runoff, and Land Use Change 202 203 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Ground cover also allows soil moisture from previous rains to transpire, leaving a greater void in the soil to be filled. Vegetation, including its ground litter, forms numerous barriers along the path of the water flowing over the surface of the land. This increased surface roughness causes water to flow more slowly, lengthening the time of concentration and reducing the peak discharge. Treatment Conservation practices reduce erosion and help maintain an “open structure” at the soil surface. This reduces runoff, but the effect diminishes rapidly with increases in storm magnitude. Check dams, terraces, detention ponds, and similar practices reduce erosion and decrease the amount of runoff by creating small reservoirs. Closed-end level terraces act as storage reservoirs without spillways. Gradient terraces, surface roughening, vegetation increase the distance water must travel or impede its flow - and thereby increase the time of concentration. Hydrologic conditions Hydrologic condition indicates the effects of cover type and treatment on infiltration and runoff rates. It is generally estimated from the density of plant and crop residue on the area. Good hydrologic condition indicates that the soil usually has low runoff potential for that specific hydrologic soil group, cover type and treatment. Some factors to consider in estimating the effect of cover on infiltration and runoff are: canopy or density of leaves, amount of year-round cover, percent of residue cover, and the degree of surface roughness. In most cases, the hydrologic condition of the site affects the volume of runoff more than any other single factor. The hydrologic condition considers the effects of cover type and treatment on infiltration and runoff and is generally estimated from density of plant cover and residue on the ground surface. Good hydrologic condition indicates that the site usually has a lower runoff potential. A grass cover is “good” if the vegetation covers 75 percent or more of the ground surface. Cover is “poor” if vegetation covers less than 50 percent of the ground surface. Grass cover is evaluated on the basal area of the plant, whereas trees and shrubs are evaluated on the basis of canopy cover. Rinfall, Runoff, and Land Use Change 204 205 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Topography The slopes in a watershed have a major effect on the peak discharge at downstream points. Slopes have little effect on how much of the rainfall will run off. As watershed slope increases, velocity increases, time of concentration decreases, and peak discharge increases. An average small watershed is fan-shaped. As the watershed becomes elongated or more rectangular, the flow length increases and the peak discharge decreases. Potholes may trap a small amount of rain, thus reducing the amount of expected runoff. If potholes and marshland areas make up one-third or less of the total watershed and do not intercept the drainage from the remaining two-thirds, they will not contribute much to the peak discharge. These areas may be excluded from the drainage area for estimating peak discharge. If potholes constitute more than one-third of the total drainage or if they intercept the drainage, a “pond and swamp adjustment factor” can be applied. Runoff “Runoff” is the water leaving the watershed during and after a storm. It may be expressed as the average depth of water that would cover the entire watershed. The depth is usually expressed in inches. The volume of runoff is computed by converting depth over the drainage area to volume and is usually expressed in acre-feet. Hydrologic Methods Hydrologic methods are well-covered in literature such as Soil Conservation Service (SCS) Technical Release 55, Urban Hydrology for Small Watersheds, other technical documents of various state and federal agencies, commercial publishing houses, and numerous computer programs. In order to assist designers preparing development plans and local Conservation Commissions reviewing such plans; checklists for reviewing reports prepared using SCS technical releases TR-20, Computer Program for Project Formulation - Hydrology, and TR-55, Urban Hydrology for Small Watersheds, have been included in this section. Natural Resources Conservation Service (formerly Soil Conservation Service) engineers often receive queries about technical details of hydrologic procedures, and a summary of common questions and answers has also been included. Note: Technical Releases issued prior to November 1994 are referred to as Soil Conservation Service Technical Releases. After November 1994, they are referred to as Natural Resources Conservation Service Technical Releases. Rainfall, Runoff, and Land Use Change 204 205 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Checklist for Reviewing Reports Using SCS TR-55 Analysis ] Watershed map at a scale of 1 inch = 500 feet or larger. Show watershed boundary, sub-area boundaries, and sub-area names or numbers. Show time of concentration, curve number, and drainage area for each sub-area on the map. Contour maps must include some additional area outside the property line boundaries. ] Large scale map showing different soils within each sub-area boundary. May also be used to delineate drainage areas. Show the flow route used for calculating time of concentration for each sub-area. ] Tabulation sheet or computer printout showing runoff curve number and time of concentration calculations for each sub-area. Drainage areas, hydrologic soils groups, and land use areas should be documented and supported from soils maps or other references. ] Tabulation sheet showing calculations and equations used for any storage estimates to design a detention basin. ] Narrative explanation and documentation for any sheet flow lengths used that exceed 50 feet. ] TR-55 printout showing graphical or tabular peak discharge calculations. include printouts for both pre-development and post- development conditions. The printout showing the design of a detention basin should be included. These printouts should document any claim of zero discharge increase for all required storms. ] The written report should state the initial conditions and storm frequencies to be analyzed. Include a summary table showing the pre- development, post-development, and designed system peak discharges for all design frequencies. ] Show a sketch of the structure outlet system with elevations and dimensions. Rainfall, Runoff, and Land Use Change 206 207 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Checklist for Reviewing Reports Using SCS TR-20 Analysis ] TR-20 watershed map at a scale of 1 inch = 500 feet or larger. Show sub-area boundaries, cross section locations and numbers, structure locations and numbers, and sub-area names or numbers. Show time of concentration, curve number, and drainage area for each sub-area on the map. Contour maps must include some additional area outside the property line boundaries. ] Large scale map showing different soils within each sub-area boundary. May also be used to delineate drainage areas. Show time of concentration calculation path used for each sub-area. ] Tabulation sheet or computer printout showing runoff curve number and time of concentration calculations for each sub-area. Drainage areas, hydrologic soils groups, and land use areas should be documented and supported from soils maps or other references. ] Tabulation sheet showing calculations and equations used for structure stage, discharge, and storage volumes, and cross-section elevation, discharge, area calculations. Include sketches of structures and cross sections showing elevations and dimensions used in the calculations. ] Narrative explanation and documentation for any sheet flow lengths used that exceed 50 feet. ] TR-20 printout showing input listing and a minimum output of the summary tables. The minimum required output is listings and summary tables for the pre-development, post-development, and post-development- with-control for all required storms. These printouts should document any claim of zero discharge increase for all required storms. ] The written report should state the initial conditions and storm frequencies to be analyzed. Include a summary table showing the pre- development, post-development, and designed system peak discharges for all design frequencies. Rainfall, Runoff, and Land Use Change 206 207 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Common Questions and Answers About Urban Hydrology for Small Watersheds, TR-55 General Q. What is the minimum acceptable drainage area for the procedure? A. The procedure does not have a drainage area limit. It is governed by a minimum time of concentration of 0.1 hours. Q. What rainfall distribution should be used for Massachusetts? A. All of Massachusetts is covered by the Type III rainfall distribution. This distribution represents the influence of thunderstorms and tropical storms (e.g. hurricanes) along the coast. Q. What is the difference between the Type II and Type III rainfall distributions? A. The Type III distribution is a little less intense than the Type II distribution. The Type III distribution reduces the peak discharges by 34 percent for short time of concentrations of 0.1 hours, by 17 percent for a Tc of 1.0 hours, by 8 percent for a Tc of 3 hours, and approximately the same for time of concentrations of 7 to 10 hours. Time of Concentration Q. How do you handle time of concentrations less than 0.1 hours? A. The procedure has a minimum time of concentration of 0.1 hour. If the computed Tc is less than 0.1 hour, use the minimum value of 0.1 hour. The lower limit is consistent with the available rainfall intensity information from the National Weather Service. The rainfall distribution curve incorporates the high intensity rainfall storm having a 5-minute duration. Q. What is the acceptable limit for the length of sheet flow? A. The procedure designates a maximum limit of 300 feet for sheet flow. Considering the definition of sheet flow as flow on a plane surface, a more practical limit in the northeast is 50 to 100 feet. A good example of sheet flow is flow from the crown of a football field to the edge of the field, where the flow becomes concentrated in a grass swale. In woods the sheet flow length is also short because flow can be diverted by stonewalls, fallen trees, and tree roots. Considering the contributing area represented by sheet flow in proportion to the total drainage area, the travel time for sheet flow should be a small part of the total time of concentration. If the sheet flow length is greater than 10 percent of the total hydraulic length for the watershed or subarea, re-evaluate the sheet flow and travel time calculations. Rainfall, Runoff, and Land Use Change 208 209 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Q. For sheet flow, should a surface cover of “woods with dense underbrush” be used? A. This surface cover should be avoided, because the “n” value for this cover type is extrapolated from research data and does not represent typical conditions in the Northeast. Q. Does shallow concentrated flow need to be used in the time of concentration calculations? A. The method for shallow concentrated flow is used to calculate the travel time for the transition between sheet flow and open channel flow. If cross section information is available for the shallow concentrated flow segments, they can be treated as open channel flow for calculating travel time. Q. How can USGS quad sheets be used to calculate time of concentrations? A. The first segment can be a 50-foot length for sheet flow at the top of the watershed. Shallow concentrated flow will represent segments across parallel contour lines and defined watercourses on the maps. Open channel flow will be used for streams indicated by blue lines on the maps. A field visit of the area should be made to check the flow path and obtain information on the hydraulic characteristics of the channel. This information should include measuring the top width and depth of the channel for bank-full conditions. Q. Can the upland method (Figure 15.2 in NEH-4) be used to calculate time of concentrations? A. This method was originally developed for estimating time of concentrations in small rural watersheds. Based on more recent research and analyses, the sheet flow equation in TR-55 has superseded the upland method. Q. Can other methods be used to calculate time of concentration? A. The recommended method for calculating time of concentration is the stream hydraulics method. Travel times are calculated based on flow characteristics for each segment in the flow path. Other methods can be used, but they should be checked to see if the results are realistic for the site conditions. The same method should be used when analyzing existing and developed situations. Hydrographs Q. Can the hydrograph developed by the Tabular Method be used for detention basin routing? A. The composite hydrograph developed by the Tabular Method is only a partial hydrograph at the design point based upon rounded time of concentration and travel time values in the tables. The partial hydrograph can be extrapolated to get a total hydrograph for routing by other methods, but this is still an approximation of the entire hydrograph. If hydrographs are needed within the drainage basin or a more precise Rainfall, Runoff, and Land Use Change 208 209 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines hydrograph is needed, another hydrologic method should be used such as TR-20. Q. Does the Tabular method consider reach routing? A. The subarea hydrograph is translated downstream based on the travel time for the reach. The method does not consider storage routing in the reach. Floodplain storage in a reach will reduce the peak fl ow similar to reservoir routing, as well as lag the timing of the peak. If reach storage routing needs to be considered, use the TR-20 hydrology model. Storage Effects Q. Can you account for pond and swamp storage within the drainage basin? A. The Graphical Method has an adjustment factor to account for ponds and swarms spread throughout the basin and not in the time of concentration fl ow path. In both the Graphical and Tabular Methods, the storage effects within the time of concentration fl ow path can partially be accounted for by increasing the travel time for the segment, based upon typical pond routings. The TR-20 hydrology model should be used in order to analyze the actual effects of pond and swamp storage within the basin by routing each storage area. Q. Can you get a hydrograph with the TR-55 storage routing method? A. The method just determines the peak outfl ow or total storage volume required for a detention basin. It is based on average storage and routing effects for many structures and is on the conservative side. If an outfl ow hydrograph or a more refi ned storage analysis is needed, the infl ow hydrograph needs to be routed by other procedures. The Tabular Method can be used to create an approximate infl ow hydrograph. The TR-20 hydrology model can be used to create an infl ow hydrograph, conduct storage routings of a detention basin, and calculate the outfl ow hydrograph. References Gustafson, C. J., and L. N. Boutiette, Jr., Controlling Surface Water Runoff, Soil Conservation Service, Amherst, MA, 1993. Minnick, E. L., and H. T. Marshall, Stormwater Management and Erosion Control for Urban and Developing Areas in New Hampshire, Rockingham County Conservation District, August 1992. New Hampshire Department of Environmental Services, Best Management Practices to Control Nonpoint Source Pollution, Amanuensis, Manchester, NH, May 1994. Rainfall, Runoff, and Land Use 210 211 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines North Carolina Sediment Control Commission, Erosion and Sediment Control Planning and Design Manual, Raleigh, NC, September, 1988. U.S. Department of Agriculture, , Washington, DC, Engineering Field Handbook, Chapter 2, Estimating Runoff and Peak discharge. U.S. Department of Agriculture, Soil Conservation Service, Washington, DC, Urban Hydrology for Small Watersheds, Technical Release 55, June, 1986. U.S. Department of Agriculture, Soil Conservation Service, Amherst, MA, Supplement to the TR-55 Hydrology Procedure, 1992. Plants, Vegetation, Soil Covers Vegetation protects the soil surface from raindrop impact, a major force in dislodging soil particles and moving them downslope. It also shields the soil surface from the scouring effect of overland fl ow and decreases the erosive capacity of the fl owing water by reducing its velocity. Vegetative cover is relatively inexpensive to achieve and tends to be self- healing; it is often the only practical, long-term solution to stabilization and erosion control on most disturbed sites in Massachusetts. The shielding effect of a plant canopy is augmented by roots and rhizomes that hold the soil, improve its physical condition, and increase the rate of infi ltration, further decreasing runoff. Plants also reduce the moisture content of the soil through transpiration, thus increasing its capacity to absorb water. Planning from the start for vegetative stabilization reduces cost, minimizes maintenance and repair, and makes erosion and sediment control measures more effective and less costly to maintain. Final landscaping is also less costly where soils have not been eroded, slopes are not too steep, and weeds are not allowed to proliferate. Design projects so that only the area that is totally necessary is disturbed. The existing natural areas provide low-maintenance landscaping, shade, and screening, and soil stability. Large trees increase property value, but must be properly protected during construction. Besides preventing erosion, healthy vegetative cover provides a stable land surface that absorbs rainfall, cuts down on heat refl ectance and dust, restricts weed growth, and complements architecture. It creates a pleasant environment, and an attractive site. Property values can be increased dramatically by small investments in erosion control. Vegetative cover and landscaping represent only a small fraction of total construction costs and contribute greatly to the marketing potential of a development. Plants, Vegetation, and Soil Cover 210 211 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Site Considerations Species selection, establishment methods, and maintenance procedures should be based on site characteristics including soils, slope, aspect, climate, and expected management. Soils Many soil characteristics - including texture, organic matter, fertility, acidity, moisture retention, drainage, and slope - influence the selection of plants and the steps required for their establishment. Nature of Disturbed Soils Most disturbed sites end up, after grading, with a surface consisting of acid, infertile subsoil materials that lack nutrients necessary for supporting plant growth. Such soils may not be capable of supporting the dense growth necessary to prevent erosion. Construction activities further decrease soil productivity by increasing compaction, making slopes steeper, and altering drainage patterns. Topsoiling, addition of soil amendments, and special seedbed preparation are generally required. Some native plant species are better suited to these conditions. Soils Investigation The vegetative plan should be based on thorough soil sampling and testing in the area of planned construction. Different soils should be sampled separately. Contact the local Conservation District office for suggestions on providers of these services. Test results should include lime and fertilizer recommendations. Fertilizing according to the soil test ensures the most efficient expenditure of money for fertilizer and a minimum of excess fertilizer to pollute streams or groundwater. Soil sampling should begin well in advance of planting because 1 to 6 weeks are required to obtain soil test results. Information on the soil type is useful in selecting the plants to be used. Native plants growing on similar soils will be good candidates for revegetation. Wet and dry areas should be checked at the time of maximum wetness and when the dry areas can be differentiated from the wet ones; making it possible to place plants in the microsites for which they are best adapted. Soil Limitations Certain soil factors are difficult to modify and can impose severe limitations on plant growth. These include such things as rooting depth, stoniness, texture, and properties related to texture such as organic matter content, and water- and nutrient-holding capacity. Plants, Vegetation, and Soil Cover 212 213 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Extremely coarse (gravelly) textures result in droughtiness and nutrient deficiencies. Fine textures, on the other hand, impede infiltration and decrease permeability, thereby increasing the volume of runoff. Light sandy soils may need special treatment with mulches or tackifiers to stabilize them sufficiently to allow plant establishment. Other soils may have a hardpan that limits water and root penetration. Toxic levels of elements such as aluminum, iron, and manganese are limiting to plant growth. These become less soluble as the pH is raised, however, so that toxicity problems can usually be eliminated by liming. Soil survey reports may refer to “poor,” “severe,” and “droughty,” soils. These are soils that require special treatment beyond routine tillage and fertilization. Slope The steeper the slope, the more essential a vigorous vegetative cover is. Good establishment practices, including seedbed preparation, quality seed, lime, fertilizer, mulching and tacking are critical. The degree of slope may limit the equipment that can be used in seedbed preparation, planting, and maintenance; steep slopes also increase costs. The severity of past erosion will indicate the degree of mechanical stabilization and slope preparation necessary for plant establishment. Shallow surface erosion will indicate the need for maximum surface plant cover. More deep-seated erosion will indicate the need for a high percentage of deep-rooted species. Relatively small rills and gullies will be smoothed as a matter of course during construction, whereas large gullies may need to be reworked with heavy equipment. Slope angles steeper than 30-34 percent are difficult to revegetate. Steep slopes should be laid back whenever possible. Vegetation establishment is difficult at best on the tops of cuts. Rounding improves the chances of successful revegetation and minimizes chances of future undercutting. Aspect Aspect affects soil temperature and available moisture. South- and west-facing slopes tend to be hotter and drier, and often require special treatment. For example, mulch is essential to retain moisture, and drought- tolerant plant species should be added to the seed mixture. South- and west-facing slopes also may be subject to more frost heaving due to repeated cycles of freezing and thawing. Plants, Vegetation, and Soil Cover 212 213 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Temperatures are lower on north- and northeast-facing slopes than on south- and west-facing slopes. Colder temperatures lead to lower evapotranspiration values which result in more available water for plant growth. The effective growing season is reduced somewhat, however; soil temperatures are lower, affecting seed germination, and the possibility of frost damage is greater. Climate Climatic differences determine the appropriate plant selections based on such factors as cold-hardiness, tolerance to high temperatures and high humidity, and resistance to disease. Native plant lists give historic information on plants known to have survived in regions over centuries. Microclimate Valleys, draws, and low spots will have different microclimates from immediately adjacent higher areas. They will tend to have higher soil moisture because of higher water tables. They will be colder than adjacent higher ground. These conditions will affect plant performance in the same way that they do on slopes of different aspects. Exposure to winds will vary from site to site in a general area. The winds may occur in either summer or winter or both. Wind increases evapotranspiration and reduces the effective water availability. Summer winds will make plant establishment more difficult, and winter winds may increase winter damage. Soil pH Soil pH may limit choices of plant species. Some plants require acid soils, some alkaline, and some are tolerant of a wide range of pH. High soil pH (7.5 and above) or low pH (4.5 or below) may restrict availability of plant nutrients or may make toxic ions available. Extremely low pH levels will increase availability of aluminum, and manganese and other metal ions that are toxic to plants. The pH in surface soils may be satisfactory for plant growth, but highway cuts may expose strata with abnormally high or low pH levels. Management When selecting plant species for stabilization, consider post- construction land use and the expected level of maintenance. In every case, future site management is an important factor in plant selection. Where a neat appearance is desired, use plants that respond well to frequent mowing and other types of intensive maintenance. At sites where low maintenance is desired, longevity is particularly important. Try to use native species. Plants, Vegetation, and Soil Cover 214 215 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Seasonal Considerations Newly constructed slopes and other unvegetated areas should be seeded and mulched, or sodded, as soon as possible after grading. Where feasible, grading operations should be planned around optimal seeding dates for the particular region. The most effective times for planting perennials generally extend from April through May and from August through September. Outside these dates the probability of failure is higher. Late summer (August 15 - September 30) is the best period to establish grass/legume seedings. If the time of year is not suitable for seeding permanent cover (perennial species), a temporary cover crop should be planted. Otherwise, the area must be stabilized with gravel or mulch. Temporary seeding of annual species (small grains, Sudangrass, or German millet) often succeeds at times of the year that are unsuitable for seeding permanent (perennial) species, Dormant seeding can be made from the end of November through March. This type of seeding needs to be adequately protected with mulch, or better yet, erosion control fabric. Seasonality must be considered when selecting species. Grasses and legumes are usually classified as “warm” or “cool” season in reference to their season of growth. Cool season plants produce most of their growth during the spring and fall and are relatively inactive or dormant during the hot summer months, therefore late summer into early fall is the most dependable time to plant them. Warm season plants greenup late in the spring, grow most actively during the summer, and go dormant at the first frost in fall. Spring and early summer are preferred planting times for warm-season plants. Plant Species Species selection should be considered early in the process of preparing the erosion and sedimentation control plan. For practical, economical stabilization and long-term protection of disturbed sites, species selection should be made with care. Many widely occurring plants are inappropriate for soil stabilization because they do not protect the soil effectively, or because they are not quickly and easily established. Plants that are preferred for some sites may be poor choices for others; some can become troublesome pests. Initial stabilization of most disturbed sites requires grasses and legumes that grow together without gaps. This is true even where part or all of the site is planted to trees or shrubs. In landscape plantings, disturbed soil between trees and shrubs must also be protected either by mulching or by permanent grass-legume mixtures. Mulching alone is an alternative, but it requires continuing maintenance. Plants, Vegetation, and Soil Cover 214 215 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Mixtures vs. Single-Species Plantings Single-species plantings are warranted in many cases, but they are more susceptible than mixtures to damage from disease, insects, and weather extremes. Also, mixtures tend to provide protective cover more quickly. The inclusion of more than one species should always be considered for soil stabilization and erosion control. Addition of a quick-growing annual provides early protection and facilitates establishment of perennials. More complex mixtures might include a quick-growing annual, one or two legumes, and one or two perennial grasses. Companion or “Nurse” Crops The addition of a “nurse” crop (quick-growing annuals added to permanent mixtures) is a sound practice for soil stabilization, particularly on difficult sites - those with steep slopes; poor, stony, erosive soils; late seedings, etc. - or in any situation where the development of permanent cover is likely to be slow. The nurse crop germinates and grows rapidly, holding the soil until the slower growing perennial seedlings become established. Seeding rate of the nurse crop must be limited to avoid crowding, especially under optimum growing conditions. Legumes: Nitrogen-Fixing Plants Legumes should be used when practical because of their ability to improve sites by adding nitrogen. They should be inoculated at planting with appropriate bacteria. Commercial inoculants are available for many species. Native species for which no commercial inoculant is available should be inoculated by incorporating soil from native stands in the soils in which transplants are grown, or by topdressing with native soils. Annuals Annual plants grow rapidly and then die in one growing season. They are useful for quick, temporary cover or as nurse crops for slower- growing perennials. Winter rye Winter rye (grain) is usually superior to other winter annuals (wheat, oats, crimson clover, etc.) both for temporary seeding and as a nurse crop in permanent mixtures. It has more cold hardiness than other annuals and will germinate and grow at lower temperatures. By maturing early, it offers less competition during the late spring period, a critical time in the establishment of perennial species. Rye grain germinates quickly and is tolerant of poor soils. Including rye grain in fall-seeded mixtures is almost always advantageous, but it is Plants, Vegetation, and Soil Cover 216 217 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines particularly helpful on difficult soils and erodible slopes or when seeding is late. Overly thick stands of rye grain will suppress the growth of perennial seedlings. Limit seeding rates to the suggested level. About 50 pounds per acre is the maximum for this purpose. Where lush growth is expected, that rate should either be cut in half, or rye grain should be eliminated from the mixture. Annual ryegrass Annual ryegrass provides dense cover rapidly, but may be more harmful than beneficial in areas that are to be permanently stabilized. Annual ryegrass is highly competitive, and if included in mixtures, it crowds out most other species before it matures in late spring or early summer, leaving little or no lasting cover. It can be effective as a temporary seeding, but if allowed to mature the seed volunteers and seriously interferes with subsequent efforts to establish permanent cover. Winter rye (grain) is preferable in most applications. German millet German millet is a fine-stemmed summer annual, useful for temporary seeding, as a nurse crop, and for tacking mulch. It is better adapted to sandy soils than are the Sudangrasses. Normal seeding dates are between the last frost in spring and the middle of August. Sudangrass Only the small-stemmed varieties of Sudangrass should be used. Like German millet, Sudangrass is useful for temporary seeding and as a nurse crop, but it is adapted to soils higher in clay content. Perennials Perennial plants remain viable over winter and initiate new growth each year. Stands of perennials persist indefinitely under proper management and environmental conditions. They are the principal components of permanent vegetative cover. Wherever possible, use native species for plantings Native vs. Non-Native Species In general, if a plant is indigenous to a given area of the country, it is a native. Some define “native” more narrowly, even to a plant indigenous to a given site. Non-native plant species have been used to control erosion since the dust-bowl days of the 1930s. They are vigorous, establish their dense root systems in the soil, and stabilize bare earth. These non-native plants, however, can be very competitive. Introduced, invasive plants can cause many more problems than they will solve. They crowd out native species and reduce plant diversity. They are capable of taking over landscapes, resulting in a monoculture. Natural ecosystems are degraded and the site may become vulnerable to disease and pest threats. Plants, Vegetation, and Soil Cover 216 217 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Even when non-natives are only a minor component of the seed mix, they tend to outperform and overrun natives for the first few years. Then, over the long term, 10 to 15 years, introduced species may weaken and die out. Native species generally have long-term superiority over non-native species. Non-natives typically offer two features often lacking with native species; they are readily available and much cheaper than natives. Compared to earthmoving costs on most sites, however, the cost of seed is very small. In addition to price and availability, project objectives can also affect the decision to plant native or introduced species. For example, an introduced species may be the only seed available that will establish soon enough to protect from a fast-approaching winter and its storms. Native Species Native plants evolved under local soil and climatic conditions and are best adapted to sites similar to those on which they grow. They are adapted to annual fluctuations in rainfall and temperatures. Natives often have minimal fungus and insect problems or exist in reasonable balance with such pests. At a proper site, they become established, reproduce, and perform satisfactorily without supplementary irrigation or maintenance. Native plants blend aesthetically with the surrounding vegetation. Using native plants maintains the genetic integrity of plant populations in the area. Native plants have adapted to an environment; an important consideration in establishing environmentally-sound and low maintenance landscapes. Native plants are especially adapted to poorer soils and may require no fertilizers or pesticides. Some of them, e.g. sweetfern, refuse to grow well, and sometimes not at all, if given fertilizer. Native plants are also adapted to the soils and require little or no watering. Retaining native buffers produces great benefits for wildlife. Establishing islands of vegetation offers increased biotic diversity and helps produce wildlife benefits. Native species maintain natural diversity providing an alternative to boring landscapes which routinely appear around shopping centers, industrial buildings and condominiums. Some people feel that disturbed land should reflect the natural plant systems in place before the site was disturbed. Native species may be slow to establish, but this is not a significant drawback. Some sort of mulch is usually used anyway to control erosion on newly-seeded disturbed areas. Generally, it takes a year or so before native species can begin protecting the soil, but within two or three years they can provide as much cover as non-natives. Native species are becoming popular for highway embankments, utility corridors, and other development sites. Plants, Vegetation, and Soil Cover 218 219 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines The availability of native planting stock, seeds or transplants, is sometimes limited because of lack of demand or limited knowledge about propagation methods and cultural requirements. There may be limited numbers of species adapted to artificially altered or disturbed sites. The use of introduced species may be necessary when the numbers of suitable plant species is limited. Increased demand for native plant materials, however, will encourage nursery suppliers to stock them. Non-Native Species Other terminology: “Introduced,” “Exotic.” The number of introduced species with potential for revegetation of any particular site is usually greater than the number of native species. The commercial availability of introduced species is usually greater because they are the plants of our cultivated landscapes, and more information is usually available about their propagation and cultural requirements. Introduced plants may sometimes be better adapted to an area than native plants. This may be so because of random chance in evolution or because evolutionary changes in the native plant spectrum have not occurred as rapidly as climatic changes. Introduced plants sometimes have fewer problems than natives because diseases and pests have been “left behind.” Introduced species may be more pleasing, aesthetically, than many natives in urbanized areas because they blend with the surroundings. There are now about 900 alien or introduced plant species in Massachusetts, about a third of the state’s flora. In their native habitats, many of these plants were restrained by the pests and diseases that evolved with them over thousands of years. When brought into a new environment, however, they are not bound by natural restraints. The characteristics of disease resistance, fast growth, abundant reproduction, easy propagation, wildlife food production allow them to outcompete and overwhelm native plants. Native Grasses Big Bluestem* Andropogon gerardii Big Bluestem is a long-lived perennial, warm-season native grass that has excellent drought resistance. It is being used in critical area seedings where cool season species cannot tolerate the high temperatures or coarse soils. It is selected for the Northeast for its standard durability. It grows from 5 to 7 feet tall and is very leafy. Big Bluestem is an erosion control plant for sand and gravel pits, mine spoil, and road sides. It is also excellent cover for wildlife. Seed Big Bluestem in the early spring, taking care to compact the soil after seeding. Seed at 15 to 20 pounds per acre. It is slow to germinate and Plants, Vegetation, and Soil Cover 218 219 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines establish the first year but will produce fair to good cover by the end of the second year. Big Bluestem grows well on hot, droughty sites. It tolerates medium to low fertility, acid, sandy, loamy, and clayey soils, has poor shade tolerance and prefers well-drained sites. Little Bluestem* Schizachryrium scoparium Little Bluestem is a persistent, low maintenance, warm-season bunch type perennial grass. As a native grass, Little Bluestem is almost always incorporated into mixes used to produce longliving native stands. Used as a cover plant on slopes and road banks. Grows well on either uplands or lowlands. It is drought tolerant and adapted to wide variety of soil types, but is not very shade tolerant. Its russet-red color in fall and winter make it desirable for landscaping. Height: 1 - 3’ Seedling vigor is weak, and control of competition is necessary. For best results, soil pH should be between 5.5 to 6.5. Deertongue Dichanthelium clandestinum Deertongue is a native warm-season bunch grass that grows to a height of 1-1/2 to 3 feet. It has broad, short leaves and a strong, fibrous root system. It will tolerate sites with a pH as low as 3.8 and aluminum concentrations which limit growth of other species. Deertongue is excellent for revegetating acid mine spoil and ground cover for erodible sandy areas, such as road banks, ditch banks, and gravel pits. The seeds are eaten by many species of birds. Deertongue grows in low-fertility, acid, loamy, and sandy soils. It has excellent drought tolerance, poor shade tolerance, and tolerates moderately well drained soil. Establish by seeding early in spring. Seed 12 to 15 pounds per acre. It can be seeded with 10 to 15 pounds of tall fescue or perennial ryegrass for quick cover. It will produce complete cover in 2 years. Eastern Gamagrass* Tripsacum dactyloides A native, warm-season, perennial, tall grass that grows in large clumps from 1 - 4 feet in diameter on stems 3 - 9 feet tall. Regrows vigorously after mowing. Height: 3 - 9’ Indiangrass* Sorghastrum nutans Indiangrass is a native, perennial warm season bunch type grass that grows 3 to 5 feet in height and produces most heavily from July through September. Indiangrass is excellent for wildlife habitat, critical area seeding and as roadside beautification and erosion control. Indiangrass is winter hardy. It grows best in deep, well-drained soil, but is tolerant of moderately wet soil. Plants, Vegetation, and Soil Cover 220 221 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Tumble Lovegrass*Eragrostis Spectabilis Fine-leaved bunch grass; tan, purplish, dainty, feathery seed heads. Grows best in sandy soil. Height: 10 - 12" Annual Ryegrass Lolium multiflorum Annual Ryegrass is a short lived, annual grass useful for obtaining quick ground cover for lawns, slopes, and mine spoils. It usually germinates in 4 to 7 days, making it very effective for soil erosion. It is adapted to a wide range of soil conditions. Seed in mixtures at a rate of 20 to 30 pounds per acre. Switchgrass* Panicum virgatum Switchgrass is a medium height to tall perennial grass that grows native in nontidal marshes, stream banks, lake shores, moist woods, and fresh tidal marshes. Grows under a wide range of soils: low-fertility, acid, sandy, clayey, and loamy soils. Winterhardy, and has excellent heat and drought tolerance, low shade tolerance. Does well on moderately well drained soils. Feathery, open heads; orange-yellow in winter. Switchgrass is a valuable soil stabilization plant on strip mine spoil, sand dunes, dikes, and other critical areas. It is also suitable for low windbreak plantings in truck crop fields and provides food and excellent nesting and fall and winter cover for wildlife. Switchgrass requires 1 to 2 years to become totally established. Little or no management is required after establishment. Height: 4 - 5’ Varieties: “Blackwell” - reclamation (performs better under low maintenance and wet soils), 4 to 5 feet tall. “Shelter” - Plant Material Center released variety, wildlife cover, 4 to 6 feet tall. Besides being a good plant for revegetation of surface mine spoil, sand and gravel pits, and steep, sandy roadside cuts, Shelter is an excellent wildlife plant that provides year-round cover and food during the fall and winter. Its stiff stems resist lodging and will recover to an upright position after winter snowstorms. Canada Wildrye Elymus canadensis A cool season, native grass that prefers moist sites. This perennial bunch grass has very good seedling vigor and early spring growth, which make it easy to establish and cover ground rapidly. (See also Wetland Grasses.) Riverbank Wild Rye Elymus riparius This rye grows along nontidal shores, wet woods, meadows, prairies and also fresh tidal marshes. With the exception of having a somewhat nodding spike, this perennial grass has very similar characteristics to Virginia Wild Rye. (See also Wetland Grasses.) Plants, Vegetation, and Soil Cover 220 221 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Virginia Wildrye Elymus virginicus A cool-season, native grass that tolerates both moist and dry sites, shade and full sun. Medium height perennial. While it can be planted alone, it makes an excellent component in a flood plain mix or a habitat mix. (See also Wetland Grasses.) Broomsedge Andropogon virginicus Broomsedge is a very hardy perennial which will tolerate both low pH and fertility. It is a clump type grass that will grow to a height of 1 to 3 feet. Mainly found in upland wet areas, an excellent ground cover, and provides feed for game and songbirds. *Denotes warm-season grass. Other Grasses Kentucky bluegrass Kentucky bluegrass has higher lime and fertility requirements than some other perennial grasses. Bluegrass spreads by strong rhizomes and, where adapted, is an excellent soil stabilizer, readily filling in damaged spots. It has undergone intensive breeding activity in recent years, resulting in varieties with more heat tolerance and resistance to hot-weather diseases. Creeping Red Fescue Festuca rubra Creeping Red Fescue grows in medium fertility, slightly acid, clayey and loamy soils. It has fair drought tolerance, excellent shade tolerance and requires well drained soils. It will produce a complete cover of attractive, uniform sod in one year. It is a cool season, fine textured, lawn grass that has narrow, bright green leaves. Similar to bluegrass. It spreads by short underground stems to produce a tight, dense sod for stabilizing road banks and north facing slopes. Above-ground stems have a reddish tint and grow to a height of 18 inches. Red fescue may turn brown in hot, dry summer weather but will recover in the fall. Red fescue is established by seeding on a firm seed bed in spring or early fall. It is usually used in a mix constituting 25 to 60 percent of the total and seeded at 3 to 5 pounds per thousand square feet. ‘Pennlawn’ is the most popular variety available. Red Top Agrostis alba Redtop is a tough, cool-season perennial grass tolerant of infertile, droughty, somewhat acid soils. Red Top will provide quick cover for critical areas such as grassed waterways, road banks, diversions, and strip mine spoils. Other uses include erosion control, and temporary grass in turf seedings. It can be a useful component of mixtures on dry, stony slopes. It is a fast-starting, sod-forming grass that is about 18 inches tall at maturity. It will produce effective ground cover the first year. Because it is fast starting and tolerates cold temperatures and poorly drained soils, red top is widely used as a component in mixtures planted on disturbed sites Plants, Vegetation, and Soil Cover 222 223 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines in Northeast. Red Top grows in clayey, loamy, and sandy soils. It has poor shade tolerance. Perennial Ryegrass Lolium perenne Perennial Ryegrass is a fast growing, short term grass used for soil stabilization and improvement and lawns. Rapid growth rate is the primary conservation value, producing complete cover in a few months. It grows in medium fertility, acid, clayey and loamy soils. It has fair drought tolerance, poor shade tolerance and will tolerate somewhat poorly drained soil. It grows to a height of 1 to 2 feet. Many long, narrow leaves extend from the base of the plant. Oftentimes, seeding mixtures containing red fescue, redtop, Canada bluegrass, or perennial ryegrass are used; as they provide good short term erosion protection, but will allow indigenous plants to eventually naturalize the site. When used in mixes, ryegrass should not exceed 20% of the mix. The turf varieties are longer lived and include ‘Manhattan II,’ ‘Pennant’ and ‘Pennfine.’ Native Legumes Roundhead lespedeza Lespedeza capita Roundhead lespedeza is common on sand dunes, dry fields, sandy woods, and roadsides. It is important for soil stabilization. It flowers from June to September. The foliage is eaten by deer and turkeys. Seeds are consumed by upland birds and rodents. Roundhead lespedeza seed is commercially available. The seed should be scarified to assure high rates of germination. Life span: perennial. Panicled tickclover Desmodium paniculatum Panicled tickclover is infrequent to locally common in dry woods, especially if the soil is rocky or sandy. It occasionally is found on roadsides. It flowers from July to September. It is consumed by domestic livestock and deer while it is immature. Rodents and birds utilize the seeds. Seed is not commercially available. Panicled tickclover has no value for landscaping or erosion control. Life span: perennial. Canada tickclover Desmodium canadense Canada tickclover is infrequent to common in prairies and thickets and along rivers and roads. It is most common in sandy soil. It flowers from July to September. Foliage is eaten by deer and rabbits. Many kinds of rodents and birds eat the seeds. Canada tickclover is poor for erosion control. It has no value for landscaping. Life span: perennial. Plants, Vegetation, and Soil Cover 222 223 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Yellow wildindigo Baptisia tinctoria Yellow wildindigo is scattered to common in open woods and clearings. It flowers from late May through July. Life span: perennial. Seed is seldom commercially available. Most seed is destroyed in the legume by weevils. Germination may be improved by scarification and stratification. It is an attractive landscape plant. Caution must be taken, because it may be poisonous to humans. Groundnut Apios americana Groundnut is infrequent to locally common in moist soils of ravines, pond and stream banks, and thickets. Life span: perennial. Seeds are eaten by upland game birds and song birds. Tubers are eaten by mice, rabbits, and squirrels. Seed is not commercially available. The plant has no potential for landscaping, although it holds promise as a tangle vine for erosion control. Beach pea Lathyrus japonicus Native to coastal Massachusetts. Adapted to beach/dune sites. Life span: perennial. Seeded in moist, inter-dune areas. Bush clover Lespidesa capitata Bush clover may be used in locations where Sericea Lespedeza would previously have been recommended. Native Ground Covers Wintergreen Gaugtheria paceumbens 6" (Height) x 3’ (Spread) Acid, average/dry soil. Partial shade. Evergreen, reddish in winter, pinkish- white flowers, red berries. Bearberry Artostaphylus uva-ursi 9" x 3’ Sandy soil. Full sun to partial shade. Evergreen, bronze in fall, urn-shaped flowers, red berries, sturdy and reliable. Cranberry Vaccinium macrocarpon 4" x 3’ Cool, moist soil. Full sun. Evergreen, dense, glossy, red edible fruit. Bunchberry Cornus Canadensis 6" Moist, acid soil. Partial/full shade. Excellent under pines, broad-leaved evergreens, lovely fruit, whorled leaves, beautiful. Plants, Vegetation, and Soil Cover 224 225 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Trailing arbutus Epigaea repens 5" x 2’ Acid, sandy soil with oak leave/pine needle mulch. Evergreen; dainty, fragrant flowers, does not tolerate disturbance. State flower of Massachusetts. Virginia creeper Parthenocissus quinequefolia 35’ Vine/ground cover. Tolerant as to soil. Sun/shade. Excellent low-maintenance cover, does not need support, red in fall, blue berries. Coastal Dune Vegetation Revegetation of construction sites requires special attention to selection of plant species. In the foredune area there are only a few plants that tolerate the stresses of the beach environment. They must be able to survive salt spray, sand blasting, burial by sand, saltwater flooding, drought, heat, and low nutrient supply. ‘Cape’American beachgrass American beachgrass is a cool-season perennial dune grass; for dune building and as a stabilizer in the foredune zone. Easy to propagate, it establishes and grows rapidly, and is readily available from commercial nurseries. It is an excellent sand trapper capable of growing upward with four feet of accumulating sand in one season. New plantings are usually effective at trapping wind-blown sand by the middle of the first growing season. Beachgrass is also a good plant for interior dune zones as well as other droughty, sandy sites inland. American beachgrass is extremely valuable for initial stabilization and dune building in disturbed areas. It is severely affected by heat and drought and tends to deteriorate and die behind frontal dunes as the sand supply declines. It is also susceptible to a fungal disease (Marasmius blight) and a soft scale insect (Eriococcus carolinae). Beachgrass plantings should, therefore, be reinforced with plantings of woody species such as beach plum or barberry. Interior dune areas are candidates for a wider variety of coastal woody shrubs. Saltmeadow cordgrass A warm-season perennial useful for transplanting on low areas subject to saltwater flooding. It is a heavy seed producer and is often the first plant on moist sand flats. It collects and accumulates blowing sand, creating an environment suitable for dune plants. Saltmeadow cordgrass is easy to transplant on moist sites but does not survive on dry dunes. Plants should be dug from young, open stands. Survival of transplants from older, thick stands is poor. Nursery production from seed is relatively easy, and the pot-grown seedlings transplant well. Propagation by seed is possible, but the percentage of viable seed varies. Plants, Vegetation, and Soil Cover 224 225 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Beach plum A shrub of the New England coastal areas, of special interest for its edible fruit. It grows well in sandy, dry, windswept sites, and produces a profusion of white flowers in early May. Beach Plum grows to about 6 feet in height and makes an excellent massed seaside planting or a hedge to prevent erosion because it can tolerate salt spray. Nursery grown plants are recommended, as transplanting from the wild is not often successful. Produces flowers and fruit in 3 to 4 years; matures in 7 to 8 years. Beach Plum requires cross-pollination to insure fruit production so it is necessary to have more than one plant if plums are desired. Beach plum can be grown in areas other than coastal dunes. Grows in medium- fertility, acid, loamy, and sandy soils; excellent drought tolerance; fair shade tolerance; tolerates moderately well-drained soil. Bayberry Bayberry is a semi-evergreen shrub that grows to a height of 6 to 8 feet. Ideal for sunny, coastal sites. Grows in low-fertility, acid, clayey, loamy, and sandy soils; excellent drought tolerance, poor shade tolerance; tolerates moderately well-drained soil. Versatile for landscaping and revegetating, sand dunes and inland areas; berries provide food for birds. It can also help stabilize dry slopes prone to erosion. Produces fruit in 3 to 4 years; matures in 7 to 8 years. Fruit appears only where both male and female shrubs are planted in the same area. Roots fix nitrogen, which helps bayberry grow in low-fertility soil. Establish by planting bare-root or container-grown seedlings 2 years old. Bayberry does best in open sites. It can be rejuvenated by cutting it back hard, which stimulates underground lateral stem growth. Stems root at the nodes where new leaves form, and new plants can be established by pinning down a prostrate stem node tightly against the soil. Rugosa Rose Rugosa Rose produces large bushy masses of greenery topped by red and white blossoms from soil that is little more than loose sand. Spreading and sprawling, its six-foot branches covered with spines, the plant is a formidable barrier that deters trampling feet and anchors dunes. It is useful for roadside and dunes, replacing plants which could not tolerate the abuse of pedestrian traffic. Plants, Vegetation, and Soil Cover 226 227 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Intertidal Vegetation In saltwater areas, smooth cordgrass is transplanted in the intertidal zone from mean sea level to mean high water, and saltmeadow cordgrass from mean high water to the storm tide level. In brackish water areas (10 parts per thousand or less of soluble salts), giant cordgrass may be used in the intertidal zone. Greenhouse-grown seedlings of these plants can be obtained from commercial sources, but usually only on special order. Transplants may be dug from young, open natural stands of smooth and saltmeadow cordgrass. Smooth cordgrass Smooth cordgrass is the dominant plant in the regularly flooded intertidal zone of saltwater estuaries along the Atlantic and Gulf Coast of North America. It is adapted to anaerobic, saline soils that may be clayey, sandy, or organic. It will tolerate salinities of 35 parts per thousand (ppt) but grows best from 10 to 20 ppt. Plant height varies from 1 to 7 ft depending on environmental conditions and nutrient supply. It produces a dense root and rhizome mat that helps prevent soil movement. Transplants can be obtained by digging from new, open stands of the grass or may be grown from seed in pots. Seed are collected in September and stored, covered with seawater, and refrigerated. The plants and seedlings grow rapidly when transplanted on favorable sites. Saltmeadow cordgrass A fine-leaved grass, 1 to 3 ft in height, that grows just above the mean high tide line in regularly flooded marshes, and throughout irregularly flooded marshes. It can be propagated in the same way as smooth cordgrass except that seed may be stored dry under refrigeration. A stand of saltmeadow cordgrass provides good protection from storm wave erosion. Giant cordgrass Grows in brackish, irregularly-flooded areas. Stems are thicker and taller than in the other cordgrasses, growing to a height of 9 to 10 feet. Seedlings are easy to produce in pots and these can be successfully transplanted, but survival of plants dug from existing stands is poor. Salt grass Distichlis spicata Salt grass is another appropriate plant for intertidal zones. Plants, Vegetation, and Soil Cover 226 227 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Native Shrubs Bayberry Myrica pensylvanica 9’ (Height) x 9’ (Spread) Sandy/clay soils. Full sun to half-shade. Excellent for massing, borders, foundation plantings. Mountain Laurel Kalmia latifolia 11’ x 11’ Acid, moist, well-drained soil. Sun/shade. Evergreen, magnificent in flower, exquisite in mass. Common Buttonbush Cephalanthus occidentalis 9’ x 16’ Moist soil. Sun. Loose in appearance; white, fragrant flowers; best for naturalizing in wet areas. Pinxterbloom Azalea Rhododendron nudiflorum 9’ x 9’ Dry, sandy, acid soil. Bright green foliage, yellow in fall, fragrant light- pink flowers, deciduous. Roseshell Azalea Rhododendron noxeum 9’ x 9’ Moist/dry soil. Deciduous, much-branched, bright pink flowers with clove-like scent. American Elder Sambucus canadensis 9’x 6’ Moist/dry soil. White profuse flowers, edible fruit, good for naturalizing. Hardhack Spirea Spiraea tomentosa 5’ x 5’ Moist soil. Sun. Pink spike-like flowers, thicket of wand-like stems. Canada Yew Taxus canadensis 5’x 7’ Moist, sandy soil. Needs winter shade. Evergreen, hardy; suitable for underplanting in cool, shaded situations. Lowbush Blueberry Vaccinium augustifolium 2’x 2’ Dry, acid soil. Sun/partial shade. White flowers, sweet berry, lustrous blue-green foliage. Plants, Vegetation, and Soil Cover 228 229 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Highbush Blueberry Vaccinium corymbosum 9’ x 10’ Dry, acid soil. Sun/partial shade. Excellent fall color, rounded, compact, edible fruit, white flower. American Cranberrybush Viburnum Viburnum milobum 9’ X 9’ Well-drained, moist soil. Sun/partial shade. Informal hedges; excellent flower, fruit, foliage. Summersweet Clethra Clethra alnifolia 6’ x 5’ Moist, acid soil. Sun/shade. White fragrant flowers, handsome foliage, pest- free. Grey Dogwood Cornus racerosa 12’ x 12’ Moist, well-drained soil. Sun/shade. (See also Wetland Shrubs.) Beaked Filbert Corylus cornuta 6’x 6’ Well-drained, loamy soil. Sun/light shade. Interesting beaked fruits, refined, edible fruit. Common Winterberry Ilex verticillata 8’x 8’ Moist, acid soil. Sun/partial shade. Shrub borders, massing waterside planting, male and female required for fruit, red fruit framed by snow. (See also Wetland Shrubs.) Common Juniper Juniperus communis 7’ x 10" Dry soil. Sun. Useful for undergrowth and naturalized plantings, extremely hardy, evergreen. Common Spicebush Lindera benzdin 9’ x 9’ Moist, well-drained soil. Sun/half shade. Splendid plant in flower and fall color, ornamental fruit. (See also Wetland Shrubs.) Bush Cinquefoil Potentilla pruticosa 3’ x 3’ Moist, well-drained soil. Sun/partial shade. Low hedge, perennial border, yellow flowers, graceful appearance. Plants, Vegetation, and Soil Cover 228 229 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Blackhaw Viburnum Viburnum prunifolium 13’x 10’ Tolerant as to soil. Sun/shade. Massing, shrub border, stiffly branched, red in fall, white flowers. Rugosa Rose (naturalized) Rosa rugosa 5’x 5’ Well-drained soil. Sun. Beautiful in foliage, flower, fruit, hedging, low maintenance, hardy, fragrant flowers. Native Trees Red maple Acer rubrum 50’ (Height) x 50’ (Spread) Acid, moist soil. One of first trees to color in fall, dazzling fall color. Sugar maple Acer saccharum 70’ x 50’ Well-drained, slightly acid soil. Beautiful fall color, pleasing growth habit. Shadblow Amelanchier canadensis 20’ x 20’ Average/moist soil. White flowers, edible sweet fruit, yellow in fall. Sweet birch Betula lenta 50’x 40’ Rich, moist, well-drained soil. Reddish-brown bark, best of birches for fall color. Paper birch Betula papyrifera 60’x 30’ Well-drained, acid soil. Full sun. Handsome for bark and fall color, splendid in winter with evergreens. Common choke cherry Prunus virginiana 25’ x 22’ Well-drained soil. Sun to partial shade. Rounded crown, red/purple edible fruit, white fragrant flowers. White oak Quercus alba 75’ x 75’ Moist, well-drained acid soil. Sun. Majestic tree for large areas. Northern red oak Quercus borealis 75’x 60’ Acid, well-drained soil. Shade tolerant. High wildlife value, ascending branches, globular. Plants, Vegetation, and Soil Cover 230 231 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Rosebay rhododendron Rhododendron maximum 20’x 10’ Moist, acid soil. Shade. Loose, open habit; large, evergreen leaves; rose flowers. Pussy willow Salix discolor 25’ x 6’ Moist soil. Sun. Multiple trunks, leggy, high wildlife value. Canada hemlock Tsula canadensis 50’ x 30’ Moist, well-drained, acid soil. Sun/shade. Evergreen hedges, graceful, does not tolerate wind or drought. Nannyberry viburnum Viburnum lentago 20’ x 15’ Moist/dry soil. Sun/shade. Durable naturalizing or shrub borders, white flowers, handsome fruit, good winter food for birds. (See also Wetland Trees.) Shagbark hickory Carya ovata 70’x 35’ Adaptable to wide range of soils. Edible nuts, “shaggy” bark, picturesque. Use chips for barbecues. Pagoda dogwood Cornus alternifolia 20’x 30’ Moist, acid, well-drained soil. Partially shaded. Horizontal, low-branched, excellent textural effects. Flowering dogwood Cornus florida 40’ x 40’ Acid, well-drained soil. Four-season character; flower, foliage, fruit, winter habit. Witchhazel Hamamelis virginiana 25’ x 20’ Moist soil. Sun/shade. Shrub border, fragrant flowers, yellow in fall. (See also Wetland Trees.) Eastern red cedar Juniperus virginiana 45’ x 14’ Moist soil. Sun. Windbreaks, hedges, reddish-brown bark, evergreen. Eastern larch Larix laricina 60’ x 25’ Moist, well-drained acid soil. Sun. Excellent in groves, horizontal, drooping branches, deciduous. Plants, Vegetation, and Soil Cover 230 231 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Eastern white pine Pinus strobus 70’x 30’ Tolerant as to soil. Sun/some shade. Handsome, beautiful hedge, graceful, plume-like branches. Quaking aspen Populus tremuloides 40’ x 25’ Tolerant as to soil. Narrow leaves flutter in breeze, yellow in fall. Black cherry Prunus serotina 50’x 25’ Moist/dry soil. Sun. Oval-headed; lustrous, dark-green leaves, edible fruit. Native Wetland Herbs and Grasses Sweet flag Acorus calamus Sweet Flag is a perennial herb usually 1 to 4 feet tall. It flowers from May to August and has a very pleasant aroma. It grows in shallow waters, nontidal marshes, wet meadows, and fresh tidal marshes. Swamp Aster Aster puniceus Swamp Aster is a popular wetland perennial herb. It differs from New England Aster in that it often has hairy, purplish stems. It blooms from July to October sporting a bluish, daisy-like flower. The Swamp Aster, also known as the Red Stalk or Purple Stemmed Aster, prefers very moist, swampy areas. Nodding Bur Marigold Bidens cernua Bur Marigold is an annual herb that reaches up to 3-1/2 feet tall. Its large, yellow, daisy-like flowers, which contain six to eight “petals,” will nod as their maturity increases from July into October. It grows in freshwater marshes and along stream banks. Beggar Ticks Bidens frondosa Beggar-Ticks, also known to many as the Stick-Tight, is an annual herb reaching up to 4 feet. It produces small yellow to orange flowers from June to October. It is found in many wet areas including ditches, pastures, and wet meadows and fields. Fringed Sedge Carex crinita Fringed Sedge is a perennial grass like plant growing up to 4-1/2 feet high. It flowers from May through June and grows in fresh water marshes, wet meadows, forested wetlands, pond borders, and ditches. Lurid Sedge Carex lurida This sedge will reach up to 3-1/2 feet tall. It flowers from June into October and grows in freshwater marshes, wet meadows, forested wetlands, ditches, and pond borders. Plants, Vegetation, and Soil Cover 232 233 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Fox Sedge Carex vulpinoidea Fox Sedge is very hardy, an ideal pioneer plant when establishing new wetlands. It is a perennial grass like plant reaching up to 3-1/2 feet tall. It flowers from June through August. It grows in fresh water marshes, wet meadows, and other wet places. Grass-Leaved Goldenrod Solidago graminifolia Grass Leaved Goldenrod is a perennial herb growing up to 4 feet tall. Small yellow flowers appear on the top of the stem from July through October. It grows in nontidal marshes and meadows, various open, moist or dry inland habitats and brackish tidal marshes. Hop Sedge Carex lupulina These sedges are perennial grasslike plants very common to wetlands. They add beauty as well as seed for ducks and other wildlife. They reach heights between 1- 1⁄2 to 3 feet tall and bloom from May to October. They grow well in open woodlands, seasonally flooded areas, standing water, and saturated soils. Riverbank Wild Rye Elymus riparius This rye grows along nontidal shores, wet woods, meadows, prairies and also fresh tidal marshes. With the exception of having a somewhat nodding spike, this perennial grass has very similar characteristics to Virginia Wild Rye. Virginia Wild Rye Elumus virginicus Virginia Wild Rye is an excellent pioneer species to use when establishing a new wetland. A cool season perennial, it is good for wildlife cover and food and grows up to 5 feet tall. It is also good for forage. It is found in flood plains, thickets, along road sides, and many other wet areas. It is shade and drought tolerant and can handle wet areas better than Riverbank Wild Rye. Canada Wild Rye Elymus canadensis Canada Wild Rye is a cool season perennial bunch grass. It is good for wildlife food and cover, growing up to 6 feet tall. It is also good for forage. It grows in dry or moist soils and is drought tolerant. Joe-Pye Weed (Spotted Flat-Topped) Eupatoriadelphus maculatus or Eupatorium maculatum A very common wetland plant in the northeastern United States. It grows in forested wetlands, saturated fields or meadows, and in shrub swamps. It can be identified by its purple or purplespotted stems and a flat-topped inflorescence with small pinkish or purplish flowers that bloom from July through September. Boneset Eupatorium perfoliatum Boneset is a perennial herb reaching up to 5 feet high. It flowers in late July through October. Nontidal and fresh tidal marshes, wet meadows, shrub swamps, low woods, shores and other moist areas. Plants, Vegetation, and Soil Cover 232 233 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Arrow Arum Peltandra virginica Arrow Arum is a fleshy perennial herb that grows up to 2 feet tall. Inconspicuous flowers on a spike enclosed within a pointed leaf-like structure will appear from May through July. Arrow Arum grows in shallow waters of ponds, lakes, swamps, and marshes. Pennsylvania Smartweed Polygonum pennsylvanicum Smartweed is an annual herb reaching a height of 6-1/2 feet tall. It grows well in fresh water marshes and wet fields and meadows. Its pink or purple flowers are very small and are arranged in dense clusters. Blue Flag Iris versicolor A member of the Iris family, Blue Flag is an eye-catching wetland perennial herb that grows in many wet areas including nontidal and tidal marshes, wet meadows, and shores. A blue flower can be seen on the Blue Flag from May through July. Rattle Snake Grass Glyceria canadensis This perennial grass grows to a height up to 3-1/2 feet tall. It blooms from June through August in forested wetlands, wet meadows, and bogs. Fowl Manna Grass Glyceria striata A perennial grass that will reach 4 feet in height. It prefers freshwater marshes, open forested wetlands, and other saturated soils. It blooms from June on into September. Soft Rush Juncus effusus Soft Rush is a perennial grass-like plant that grows up to 3-1/2 feet tall. It flowers from July into September. It grows in nontidal marshes, wet meadows, shrub swamps, wet pastures, and fresh tidal marshes. Sensitive Fern Onoclea sensibilis Sensitive Fern grows up to 3-1/2 feet tall. It flowers from June into October. It grows in nontidal marshes, meadows, forested wetlands, and fresh tidal marshes, and moist woodlands. Rice Cutgrass Leersia oryzoides Rice Cutgrass is a medium height to tall perennial grass growing up to 5 feet high. It flowers from June into October. It grows in nontidal marshes, wet meadows, ditches, muddy shores, and fresh tidal marshes. Wool Grass Scirpus cyperinus Wool Grass is a medium height to tall perennial grass like plant that grows up to 6-1/2 feet high. It flowers from August through September. It grows in nontidal marshes, wet meadows, swamps, and fresh tidal marshes. Plants, Vegetation,and Soil Cover 234 235 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Soft-Stemmed Bulrush Scirpus validus This perennial herb grows to a height of up to 10 feet. It flowers from June into September. It grows in inland shallow waters, shores, nontidal marshes, and brackish and fresh tidal marshes. Canada Goldenrod Solidago canadensis Canada Goldenrod is a medium to tall perennial herb, sporting small yellow flowers in August through October. It grows well along stream banks, and in upland wet areas. Eastern Bur-Weed Sparganium americanum Eastern Bur-Weed is a perennial growing up to 3-1/2 feet tall. It flowers from May through August. It grows in muddy shores, shallow waters and nontidal marshes. Prairie Cordgrass Spartina pectinata Prairie Cordgrass is a native perennial that grows from 2 to 7 feet tall. It flowers from July through September and grows in wet spots. Narrow-Leaved Cattail Typha angustifolia Narrow-Leaved Cattail provides food and shelter for wildlife and is used to control erosion. It has narrow leaves (1/2" wide) and reaches up to 6 feet tall. Cattail Typha latifolia The Cattail is a perennial herb growing to 10 feet high. It flowers from May through July. It grows in nontidal marshes, ponds, ditches, and fresh tidal marshes. Blue Vervain Verbena hastata Blue Vervain is a perennial herb that grows up to 5 feet tall. The flowers are bluish to violet and are borne on several dense spikes. Its blooms begin in June and continue through October. It does well in nontidal marshes, wet meadows, open shrub swamps, and moist fields. Turtlehead Chelone glabra Turtlehead is a perennial herb growing up to 3 feet tall. The flowers, which bloom from July to September, resemble turtle heads as the petals are two- lipped and tubular. It can be found growing along stream banks, forested wetlands, swamps and fresh water marshes. Plants, Vegetation, and Soil Cover 234 235 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Native Wetland Shrubs and Trees Red Osier Dogwood Cornus stolonifera Has red stems, green leaves, and white fruit. Its ability to spread by layering and its tolerance of wet soils makes it an excellent choice for stream bank erosion control. It is also a useful upland plant, providing food and cover for wildlife and color for shrub borders and landscaping. Grows in medium-fertility, slightly acid, clayey, loamy, and sandy soils. It has moderate shade tolerance and poor drought tolerance. When planting along stream banks, plant at the waters edge, using rooted cuttings or fresh hardwood unrooted cuttings that are at least 9 to 12 inches long and leaving 2 inches of the stem above ground. Spreads by layering where stems contact the ground. It is moderately fast growing, reaching a height of 6 to 10 feet. Button bush Cephalanthus occidentalis Button Bush is a broad leaved, deciduous, tall shrub or small tree growing to 33 feet high. Its flowers are white and appear from May though June. It grows in nontidal and fresh tidal marshes and shrub swamps, forested wetlands, and borders of streams, lakes and ponds. Grey Dogwood Cornus racemosa Grey Dogwood is a shrub similar to Silky Dogwood, but possesses grey twigs and white berries. It grows in medium fertility, acid, clayey, loamy and sandy soils. Unlike Silky Dogwood it requires well-drained soil. It is best adapted along stream banks, in forested wetlands and shrub wetlands. It can be established by seed or unrooted cuttings. Silky dogwood Cornus amomum Silky Dogwood is a broad leaved deciduous shrub that grows to a height of 9 to 12 feet. White flowers and blue or white berries remain until late summer or early fall. It is used for stabilizing lower slopes of stream banks. It also provides food and cover for game birds, song birds, rabbits, raccoon, and other wildlife. To establish on stream banks plant Silky Dogwood seedlings, rooted cuttings or unrooted cuttings 2 feet apart or broadcast seed. Silky Dogwood provides effective stream bank protection in 3 to 5 years and also produces fruit at this age. Silky Dogwood grows in forested wetlands, shrub wetlands, stream banks, and moist woods. It grows in medium fertility, acid, clayey, loamy, and sandy soils. It has fair drought tolerance, fair shade tolerance and tolerates poorly drained soil. Witch Hazel Hamamelis virginiana Witch Hazel is a broad-leaved deciduous shrub or low tree up to 30 feet tall. It flowers from September into November. It grows in seasonally flooded swamps and forested wetlands, and tidal swamps. Plants, Vegetation, and Soil Cover 236 237 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Common Winterberry Ilex verticillata Winterberry is a broad leaved, deciduous shrub growing up to 16 feet tall. It flowers from May through July. It grows in seasonally flooded shrub swamps and forested wetlands. Showy red berries remain on the plant until spring. Spicebush Lindera benzoin Spicebush is a broad leaved, deciduous shrub growing up to 16 feet tall. It flowers from March through July. It grows in nontidal marshes, ponds, ditches and fresh tidal woodlands. Swamp Rose Rosa palustris Swamp Rose is a broad-leaved, deciduous thorny shrub growing up to 7 feet tall. It blooms pink five-petalled flowers from May through July. It grows in upland fields, thickets, and woods, and forested wetlands. Black Willow Salix nigra A broad-leaved deciduous shrub or tree that can reach a height of 70 feet tall or more. It grows well in nontidal forested wetlands, fresh tidal marshes, tidal swamps, and wet meadows. Identifying characteristics of the Black Willow is its brownish or blackish deeply grooved bark and its narrow leaves. Common Elderberry Sambucus canadensis Elderberry is a broad leaved deciduous shrub growing up to 12 feet tall. It flowers from June through July. It grows in nontidal and fresh tidal marshes and swamps, meadows, old fields, moist woods, and along road sides. Arrowwood Viburnum Viburnum dentatum Arrowwood is a broad leaved deciduous shrub growing up to 15 feet tall. It flowers from May through July. It grows in nontidal and fresh tidal marshes, shrub swamps, and forested wetlands. It also does well in moist woods, and various drier sites. Nannyberry or Wild Raisin Viburnum lentago Nannyberry is a broad leaved deciduous shrub or small tree growing up to 27 feet tall. It has long, pointed leaves with winged stalks. It flowers from April into May and produces berries in the fall that are eaten by wildlife. It grows in forested wetlands, open upland woods and thickets, fence rows and road sides. Northern or Smooth Arrowwood Viburnum recognitum Arrowwood is a broad leaved deciduous shrub growing up to 15 feet tall. It flowers from May through July. It grows in nontidal and fresh marshes, shrub swamps, forested wetlands, moist woods and various drier sites. Plants, Vegetation, and Soil Cover 236 237 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines American Cranberrybush Viburnum trilobum This shrub provides winter food for grouse, songbirds, and squirrels and is useful for hedges and borders. It grows in medium-fertility, acid, clayey, loamy and sandy soils. It has poor drought tolerance, fair shade tolerance and tolerates poorly drained soil. Establishing Vegetation Site Preparation The soil on a disturbed site must be modified to provide an optimum environment for germination and growth. Addition of topsoil, soil amendments, and tillage are used to prepare a good seedbed. At planting the soil must be loose enough for water infiltration and root penetration, but firm enough to retain moisture for seedling growth. Tillage generally involves disking, harrowing, raking, or similar method. Lime and fertilizer should be incorporated during tillage. Topsoiling The surface layer of an undisturbed soil is often enriched in organic matter and has physical, chemical, and biological properties that make it a desirable planting and growth medium. Topsoil should be stripped off prior to construction and stockpiled for use in final revegetation of the site. Topsoiling may not be required for the establishment of less demanding, lower maintenance plants, but it is essential on sites having critically shallow soils or soils with other severe limitations. It is also essential for establishing fine turf and ornamentals. Soil Amendments Liming Liming is almost always required on disturbed sites to decrease the acidity (raise pH), reduce exchangeable aluminum, and supply calcium and magnesium. Even on the best soils, some fertilizer is required. Suitable rates and types of soil amendments should be determined through soil tests. Limestone and fertilizer should be applied uniformly during seedbed preparation and mixed well with the top 4 to 6 inches of soil. Organic amendments Organic amendments, in addition to lime and fertilizer, may improve soil tilth, structure, and water-holding capacity—all of which are highly beneficial to seedlings establishment and growth. Plants, Vegetation, and Soil Cover 238 239 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Some amendments also provide nutrients. Examples of useful organic amendments include well-rotted animal manure and bedding, crop residue, peat, and compost. Organic amendments are particularly useful where topsoil is absent, where soils are excessively drained, and where soils are high in clay. The application of several inches of topsoil usually eliminates the need for organic amendments. Surface Roughening A rough surface is especially important to seeding sloped areas. Contour depressions and loose surface soil help retain lime, fertilizer, and seed. A rough surface also reduces runoff velocity and increases infiltration. Permanent Cover A permanent type of vegetation should be established as soon as possible: to reduce damages from sediment and runoff to downstream areas; and to avoid severe erosion on the site itself. Vegetation may be in the form of grass-type growth by seeding or sodding, or it may be trees or shrubs, or a combination of these. Establishing this cover may require the use of supplemental materials, such as mulch or jute netting. Planting Methods Seeding is the fastest and most economical method that can be used with most species. However, some grasses do not produce seed and must be established by planting runners or stems (sprigging) or plugs cut from sod (plugging). Seedbed preparation, liming, and fertilization are essentially the same regardless of the method chosen. Seeding Uniform seed distribution is essential. This is best obtained using a cyclone seeder (hand-held), drop spreader, conventional grain drill, cultipacker seeder, or hydraulic seeder. The grain drill and cultipacker seeders (also called grass seeder packer or Brillion drill) are pulled by a tractor and require a clean, even seedbed. On steep slopes, hydroseeding may be the only effective seeding method. Surface roughening is particularly important when preparing slopes for hydroseeding. In contrast to other seeding methods, a rugged and even trashy seedbed gives the best results. Hand-broadcasting should be considered only as a last resort, because uniform distribution is difficult to achieve. When hand-broadcasting of seed is necessary, minimize uneven distribution by applying half the seed in one direction and the other half at right angles to the first. Small seed should be mixed with sand for better distribution. A “sod seeder” (no-till planter) is used to restore or repair weak cover. It can be used on moderately stony soils and uneven surfaces. It is designed to penetrate the sod, open narrow slits, and deposit seed with a minimum of surface disturbance. Fertilizer is applied in the same operation. Plants, Vegetation, and Soil Cover 238 239 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Inoculation of legumes Legumes have bacteria, rhizobia, which invade the root hairs and form gall-like “nodules.” The host plant supplies carbohydrates to the bacteria, which supply the plant with nitrogen compounds fixed from the atmosphere. A healthy stand of legumes, therefore, does not require nitrogen fertilizer. Rhizobium species are host specific; a given species will inoculate some legumes but not others. Successful establishment of legumes, therefore, requires the presence of specific strains of nodule-forming, nitrogen-fixing bacteria on their roots. In areas where a legume has been growing, sufficient bacteria may be present in the soil to inoculate seeded plants, but in other areas the natural Rhizobium population may be too low. In acid subsoil material, if the specific Rhizobium is not already present, it must be supplied by mixing it with the seed at planting. Cultures for this purpose are available through seed dealers. Sprigging and Plugging Sprigging refers to planting stem fragments consisting of runners (stolons) or lateral, belowground stems (rhizomes), which are sold by the bushel. This method can be used with most warm-season grasses and with some ground covers, such as periwinkle. Certain dune and marsh grasses are transplanted using vertical shoots with attached roots or rhizomes. Lawn-type plants are usually sprigged much more thickly. Broadcasting is easier but requires more planting material. Broadcast sprigs must be pressed into the top 1⁄2 to 1 inch of soil by hand or with a smooth disk set straight, special planter, cultipacker, or roller. Plugging differs from sprigging only in the use of plugs cut from established sod, in place of sprigs. It is usually used to introduce a superior grass into an old lawn. It requires more planting stock, but usually produces a complete cover more quickly than sprigging. Sodding In sodding, the soil surface is completely covered by laying cut sections of turf. A commercial source of high-quality turf is required and water must be available. Plantings must be wet down immediately after planting, and kept well watered for a week or two thereafter. Sodding, though quite expensive, is warranted where immediate establishment is required, as in stabilizing drainage ways and steep slopes, or in the establishment of high-quality turf. If properly done, it is the most dependable method and the most flexible in seasonal requirements. Sodding is feasible almost any time the soil is not frozen. Irrigation Irrigation, though not generally required, can extend seeding dates into the summer and insure seedling establishment. Damage can be caused by both under and over-irrigating. If the amount of water applied Plants, Vegetation, and Soil Cover 240 241 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines penetrates only the first few inches of soil, plants may develop shallow root systems that are prone to desiccation. If supplementary water is used to get seedlings up, it must be continued until plants become firmly established. Mulching Mulch is essential to the revegetation of most disturbed sites, especially on difficult sites such as southern exposures, channels, and excessively dry soils. The steeper the slope and the poorer the soil, the more valuable it becomes. In addition, mulch fosters seed germination and seedling growth by reducing evaporation, preventing soil crusting, and insulating the soil against rapid temperature changes. Mulch may also protect surfaces that cannot be seeded. Mulch prevents erosion in the same manner as vegetation, by protecting the surface from raindrop impact and by reducing the velocity of overland flow. There are a number of organic and a few chemical mulches that may be useful, as well as nets and tacking materials. Maintenance Satisfactory stabilization and erosion control requires a complete vegetative cover. Even small breaches in vegetative cover can expand rapidly and, if left unattended, can allow serious soil loss from an otherwise stable surface. A single heavy rain is often sufficient to greatly enlarge bare spots, and the longer repairs are delayed, the more costly they become. Prompt action will keep sediment loss and repair cost down. New seedlings should be inspected frequently and maintenance performed as needed. If rills and gullies develop, they must be filled in, re- seeded, and mulched as soon as possible. Diversions may be needed until new plants take hold. Maintenance requirements extend beyond the seeding phase. Damage to vegetation from disease, insects, traffic, etc., can occur at any time. Herbicides and regular mowing may be needed to control weeds; dusts and sprays may be needed to control insects. Herbicides should be used with care where desirable plants may be killed. Weak or damaged spots must be relimed, fertilized, mulched, and reseeded as promptly as possible. Refertilization may be needed to maintain productive stands. Vegetation established on disturbed soils often requires additional fertilization. Frequency and amount of fertilization can best be determined through periodic soil testing. A fertilization program is required for the maintenance of fine turf and sod that is mowed frequently. Maintenance requirements should always be considered when selecting plant species for revegetation. Plants, Vegetation, and Soil Cover 240 241 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines References Ernst Crownvetch Farms, Catalog, Meadville, PA. Gray, Donald H. and Leiser, A. T., Biotechnical Slope Protection and Erosion Control, Leiser Van Reinhold Inc., 1982. “Introducing Natives,” Erosion Control, The Journal For Erosion & Sediment Control Professionals, Vol. 2, No. 4, July/August 1995. North Carolina Sediment Control Commission, Erosion and Sediment Control Planning and Design Manual, Raleigh, NC, September, 1988. Personal communication, Richard J. DeVergilio, USDA, Natural Resources Conservation Service, Amherst, MA. Washington State Department of Ecology, Stormwater Management Manual for the Puget Sound Basin, Olympia, WA, February, 1992. Weatherbee, Pamela B., “The Most Un-wanted Plants,” Massachusetts Wildlife, 54(2), 1994. Plants, Vegetation, and Soil Cover 242 243 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Native Grasses and Legumes for Eastern Massachusetts Essex, Middlesex, Suffolk, Norfolk, Plymouth, Bristol, Barnstable, Dukes and Nantucket Counties Dry Sites Ticklegrass Agrostis hyemalis (no Essex) (no seed source)(cool season) Upland Bentgrass Agrostis prennans (no seed source)(cool season) Beachgrass Ammophila brevigulata (cool season) Big Bluestem Andropogon gerardii (warm season) Broomsedge Andropogon virginicus (warm season) Common Hairgrass Deschampsia flexuosa (no seed source) (warm) Deertongue grass Dichanthehum clandestinum (warm season) Canada Wild Rye Elymus canadensis (no Cape and Islands) (cool season) Tumble Lovegrass Eragrostis spectabilis (warm season) Red Fescue Festuca rubra (cool season) Nimblewill Muhlenbergia schreberi (no seed source) Switchgrass Panicum virgatum (warm season) Little Bluestem Schizachyrium scoparium (warm season) Dropseed Sporabolus cryptandrus (no Cape and Islands) (warm season) Poverty Dropseed Sporobolus vaginiflorus (Annual) (warm season) Indiangrass Sorghastrum nutans (warm season) Purple Sandgrass Triplasis purpurea (Annual) (cool season) Wild Indigo Baptisia tinctoria Showy Tick-Trefoil Desmodium canadense Beach Pea Lathyrus japonicus var. glaber Round Head Bush Clover Lespideza capitata Moist Sites Creeping/Marsh Bentgrass Agrostis stolonifera var. palustris (cool season) Fringed Bromegrass Bromus ciliatus (cool season) Deertongue Grass Dichanthelium clandestinum (warm season) Canada Wild Rye Elymus canadensis (cool season) Virginia Wild Rye Elymus virginicus (cool season) Purple Lovegrass Eragrostis pectinacea (warm season) Switchgrass Panicum virgatum (warm season) Fowl Meadow Grass Poa palustris (cool season) Salt Meadow Cordgrass Spartina patens (tidal) Giant Cordgrass Spartina cynocuroides (brackish) Eastern Gammagrass Tripsacum dactyloides (warm season) Ground Nut Apios americana Showy Tick-Trefoil Desmodium canadense Wet Sites Creeping Bentgrass Agrostis stolonifera var. palustris (cool season) Fringed Bromegrass Bromus ciliatus (cool season) Blue Joint Reed Grass Calamagrostis canadensis (cool season) Stout Wood Reed Cinna arundinacea (cool season) Canada Manna Grass Glyceria canadensis (cool season) Fowl Meadow Grass Glyceria striata (cool season) Rice Cut Grass Leersia oryzoides (cool season) Marsh Mully Muhlenbergia glomerata (no Islands) Smooth Cordgrass Spartina altiniflora (tidal) Freshwater Cordgrass Spartina pectinata Plants, Vegetation, and Soil Cover 242 243 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Native Grasses and Legumes for Central and Western Massachusetts Worcester, Franklin, Hampshire, Hampden and Berkshire Counties Dry Sites Big Bluestem Andropogon gerardii (warm season) Broomsedge Andropogon virginicus (warm season)(no Berkshire or Franklin) Common Hair Grass Deschampsia flexuosa (warm season)(no seed source) Deertongue Grass Dicanthelium clandestinum(warm season) Nodding Wild Rye Elymus canadensis (cool season) Tumble Lovegrass Erogrostis spectabolis (warm season) Red Fescue Festuca rubra (cool season) Nimblewill Muhlenbergia schreberi (no seed source) Switchgrass Panicum virgatum (warm season) Little Bluestem Schizachyrium scoparium(warm season) Yellow Indiangrass Sorghastrum nutans (warm season) Sand Dropseed Sporobolus cryptandrus (no seed source) Poverty Dropseed Sprobolus vaginiflorus (Annual) Wild Indigo Baptisia tinctoria Showy Tick Trefoil Desmodium canadense Narrow-leafed Tick Trefoil Desmodium paniculatum Round Head Bush Clover Lespideza capitata Moist Sites Creeping/Marsh Bentgrass Agrostis stolonifera var. palustris (cool season) Fringed Bromegrass Bromus Ciliatus (cool season) Wood Reed grass Cinna arundinacea (cool season) Riverbank Wild Rye Elymus riparius (cool season) Virginia Wild Rye Elymus virginicus (cool season) Green Muhly Muhlenbergia glomerata Switchgrass Panicum virgatum (warm season) Ground Nut Apios americana Showy Tick Trefoil Desmodium canadense Wet Sites Creeping/Marsh Bent Grass Agrostis stolonifera var. palustris (cool season) Blue Joint Reed Grass Calamagrostis canadensis (cool season) Wood Reed Grass Cinna arundinacea (cool season) Canada Mannagrass Glyceria canadensis (cool season) Fowl Meadow Grass Glyceria striata (cool season) Rice Cut Grass Leersia oryzoides (cool season) Fowl Meadow Grass Poa palustris (cool season) Fresh Water Cordgrass Spartina pectinata Courtesy of Natural Resources Conservation Service, Amherst, MA. Source: Massachusetts Natural Heritage and Endangered Species Program Plants, Vegetation, and Soil Cover 244 245 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Tree and Shrub Plantings Trees For Dry Soils Scientific Name Common Name Mature Height Acer Negundo Box Elder 60’ Betula populifolia Gray Birch 30’ Pinus resinosa* Red Pine 80’ Pinus strobus* Eastern White Pine 90’ Pinus sylvestris* Scotch Pine 60’ Populus tremuloides Quaking Aspen 50’ Shrubs For Dry Soils Scientific Name Common Name Mature Height Acer ginnala Amur Maple 20’ Ceanothus americanus New Jersey Tea 2’ Comptonia peregrina Sweet Fern 3’ Corylus americana American Hazelnut 6’ Gaylussacia baccata Black Huckleberry 3’ Juniperus communis* Common Juniper 3-30’ Juniperus virginiana* Red-cedar 10-90’ Myrica pennsylvanica Bayberry 5’ Rhus aromatica Fragrant Sumac 3’ Rhus copallina Shining Sumac 30’ Rhus glabra Smooth Sumac 9-15’ Rhus typhina Stagborn Sumac 30’ Rosa rugosa Rugosa Rose 6’ Rosa virginiana Virginia Rose 3’ Viburnum lentago Nannyberry 15’ Trees For Moderately Moist Soils Scientific Name Common Name Mature Height Fraxinus pennsylvanica Green Ash 50’ Picea abies* Norway Spruce 150’ Picea pungens* Colorado Spruce 100’ Pinus strobus* Eastern White Pine 100-150’ Populus nigra ‘Italica’ Lombardy Poplar 90’ Pseudotsuga menziesii* Douglas-fir 100-300’ Salix nigra Black Willow 40’ Sorbus americana American Mountain Ash 25’ Thuja occidentalis* American Arbor-vitae 60’ Tilia americana Basswood 60-80’ Tsuga canadensis* Canada Hemlock 90’ *evergreen Plants, Vegetation, and Soil Cover 244 245 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Shrubs For Moderately Moist Soils Scientific Name Common Name Mature Height Cornus amomum Silky Dogwood 6-10’ Cornus racemosa Gray-stemmed Dogwood 6’ Corylus americana American Hazelnut 6’ Corylus cornuta Beaked Hazelnut 12’ Forsythia Z intermedia Border Forsythia 9’ Hamemelis virginiana Common Witchhazel 15’ Ilex glabra Inkberry 5’ Myrica pennsylvanica Bayberry 5’ Rhododendron maximum Rhododendron 20’ *evergreen Trees For Very Moist Soils Scientific Name Common Name Mature Height Acer negunda Box Elder 60’ Acer rubrum Red Maple 60’ Acer saccharinum Silver Maple 70’ Fraxinus pennsylvanica Green Ash 40’ Fraxinus nigra Black Ash 45’ Larix laricina American Larch 60’ Platanus occidentalis Sycamore 100’ Populus deltoides Eastern Cottonwood 70’ Salix nigra Black Willow 40’ Salix bebbiana Bebb Willow 25’ Thuja occidentalis White Cedar 60’ Shrubs For Very Moist Soils Scientific Name Common Name Mature Height Alnus rugosa Speckled Alder 20’ Alnus serulata Smooth Alder 20’ Aronia arbutifolia Red Chokeberry 20’ Clethra alnifolia Sweetpepper Bush 10’ Cornus amomum Silky Dogwood 8’ Cornus stolonifera Red Osier Dogwood 8’ Ilex verticillata Winterberry 10’ Lonicera canadensis Canada Honeysuckle 15’ Lyonia ligustrium Maleberry 8’ Rhododendrum canadensis Rhodora*** 12’ Rubus odoratus Purple Flowering Raspberry 8’ Salix discolor Pussy Willow 10’ Salix lucida Shining Willow 8’ Sambucus canadensis Elderberry 10’ Vaccinium corymbosum Highbush Blueberry 10’ Viburnum cassinoides Wild Raisin 12’ Viburnum acerifolium Mapleleaf Viburnum 6’ Viburnum dentatium/recognitum Arrowwood 8’ Viburnum trilobum Highbush Cranberry 15’ Plants, Vegetation, and Soil Cover 246 247 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Soil Bioengineering Spacing Distance For water erosion control: Small to medium shrubs 1’ x 1’ to 2’ x 2’ Medium to large shrubs 2’ x 2’ to 4’ x 4’ Trees 4’ x 4’ to 8’ x 8’ For wind erosion control: Small to medium shrubs 2’ x 2’ to 4’ x 4’ Medium to large shrubs 4’ x 4’ to 6’ x 6’ Trees 6’ x 6’ to 10’ x 10’ References Technical assistance provided by Natural Resources Conservation Service staff at Amherst, MA, Massachusetts Native Plant Advisory Committee, and the Massachusetts Natural Heritage and Endangered Species Program. “Introducing Natives,” Erosion Control, The Journal For Erosion & Sediment Control Professionals, Vol. 2, No. 4, July/August 1995. North Carolina Sediment Control Commission, Erosion and Sediment Control Planning Design Manual, Raleigh, NC, September, 1988. Washington State Department of Ecology, Stormwater Management Manual for the Puget Sound Basin, Olympia, WA, February, 1992. Soil Bioengineering Soil bioengineering methods use vegetative materials in combination with more traditional landshaping, rock placement, and structural techniques. Bioengineering techniques can be used for immediate protection of slopes against surface erosion, cut and fi ll slope stabilization, earth embankment protection, and small gully repairs. Stems and branches of living plants are used as soil reinforcing and stabilizing material. Techniques include live staking, fascines, brushlayers, branchpacking, and live gully repair. Roots develop and foliage sprouts when the vegetative cuttings are placed in the ground. The resulting vegetation becomes a major structural component of the bioengineering system. 246 247 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Bioengineering combines biological elements with engineering design principles. The requirements for both must be considered when planning and designing measures. Engineering requirements may call for highly compacted soil for fill slopes, for example, while plants prefer relatively loose soil. Using a sheepsfoot roller for compaction is a solution that would integrate biological and engineering requirements because it compacts the soil, but also allows plant establishment in resulting depressions in the slope. Vegetation can be used with rigid construction such as surface armoring, gravity retaining walls, and rock buttresses to create vegetated structures. Vegetation enhances the structures and helps reduce surface erosion, but usually does not provide any reinforcement benefits. Vegetated cribwalls, gabions, and rock walls are bioengineering techniques that use porous structures with openings through which vegetative cuttings are inserted and established. The structural elements provide immediate resistance to sliding, erosion, and washout. As vegetation becomes established, roots develop, binding the slope together in a unified, coherent mass. Over time, the structural elements diminish in importance as the vegetation increases in strength and functionality. Contact the local Conservation Commission regarding any stream crossing or other work conducted in a wetland resource area. The Massachusetts Wetland Protection Act requires that the proponent file a “Request for Determination of Applicability” or “Notice of Intent.” Material in this section is adapted from Chapter 18, Soil Bioengineering for Upland Slope Protection and Erosion Reduction, of the Natural Resources Conservation Service Engineering Field Handbook, and from Stormwater Management Manual for the Puget Sound Basin, Washington State Department of Ecology. Vegetative Components Vegetation offers long-term protection against surface erosion on slopes. It provides some protection against shallow mass movement. Vegetation helps to prevent surface erosion by: A Binding and restraining soil particles in place, A Reducing sediment transport, A Intercepting raindrops, A Retarding velocity of runoff, A Enhancing and maintaining infiltration capacity, A Minimizing freeze-thaw cycles of soils susceptible to frost. Woody vegetation has deeper roots and provides greater protection against shallow mass movement by: A Mechanically reinforcing the soil with roots, A Depleting soil-water through transpiration and interception, A Buttressing and soil arching action from embedded stems. Soil Bioengineering 248 249 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Examples Fascines: Woody species, such as shrub willow or shrub dogwood, are used for “live fascines” -long bundles of branch cuttings bound together into sausage-like bundles. The bundles are placed with the stems oriented generally parallel to the slope contour. Live fascines dissipate the energy of flowing water by trapping debris and providing a series of benches on which grasses, seedlings, and transplants establish more easily. Portions of the live fascines root and become part of the stabilizing cover. Live fascines provide an immediate increase in surface stability and can further improve soil stability to depths of two to three feet as roots develop. Brushlayering: Live branches or shoots of such woody species as shrub willow, dogwood, or privet are placed in successive layers with the stems generally oriented perpendicular to the slope contour. This orientation is the optimal direction for maximum reinforcing effect in a slope. Brushlayering can improve soil stability to depths of 4 to 5 feet. Structural Components Structural measures help stabilize a slope against shallow mass movement and protect the slope against rill and gully formation. Structures also help establish vegetation on steep slopes or in areas subject to severe erosion. They may make it feasible to establish plants on slopes steeper than would normally be possible. Structures stabilize slopes during critical seed germination and root growth. Without this stabilization, vegetative plantings would fail during their most vulnerable time. Materials Structures can be built from natural or manufactured materials. Natural materials, such as earth, rock, stone, and timber, usually cost less, are environmentally more compatible, and are better suited to vegetative treatment or slight modifications than are manufactured materials. Natural materials may also be available onsite at no cost. Some structures are comprised of both natural and manufactured materials. Examples include concrete cribwalls, steel bin walls, gabion walls or revetments, welded wire or polymeric geogrid walls, and reinforced earth. In these cases steel and concrete mostly provide rigidity, strength, and reinforcement, whereas stone, rock, and soil provide mass. These types of structures have spaces that are often planted with herbaceous or woody vegetation. Soil Bioengineering 248 249 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Retaining Structures A retaining structure of some type is usually required to protect and stabilize extremely steep slopes. Low retaining structures at the toe of a slope make it possible to grade the slope back to a more stable angle that can be successfully revegetated without loss of land at the crest. Structures are generally capable of resisting much higher lateral earth pressures and shear stresses than vegetation. Grade Stabilization Structures Grade stabilization structures are used to control and prevent gully erosion. A grade stabilization structure reduces the grade above it and dissipates the excess energy of flowing water within the structure itself. Debris and sediment tend to be deposited and trapped upstream of the structure. This, in turn, permits establishment of vegetation behind the structure, which further stabilizes the ground. Grade stabilization structures may range from a series of simple timber check darns to complex concrete overfall structures and earth embankments with pipe spillways. Gully control is an example of the integration of structures and vegetation. Structural measures may be required in the short term to stabilize critical locations. The long-term goal is to establish and maintain a vegetative cover that prevents further erosion. Vegetation alone will rarely stabilize gully headcuts because of the concentrated water flow, overfalls, and pervasive forces that promote gully enlargement in an unstable channel system. Initially, the vegetation and the structure work together in an integrated fashion. The ultimate function of these structures, however, is to help establish vegetation which will provide longterm protection. Factors to Consider Bioengineering integrates the characteristics of vegetative components with those of structural components. The resulting systems and their components have benefits and limitations that need to be considered prior to selecting them for use. Bioengineering is not appropriate for all sites and situations. In some cases, conventional vegetative treatment (e.g., grass seeding and hydro mulching) works satisfactorily at less cost. in other cases, the more appropriate and most effective solution is a structural retaining system alone or in combination with bioengineering. Soil Bioengineering 250 251 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Environmental Compatibility Bioengineering systems generally require minimal access for equipment and workers and cause relatively minor site disturbance during installation. These are generally important considerations in environmentally sensitive areas, such as parks, woodlands, and scenic corridors where aesthetic quality, wildlife habitat, and similar values may be critical. Cost Effectiveness Combined slope protection systems are more cost effective than the use of either vegetative treatments or structural solutions alone in some instances. Where construction methods are labor intensive and labor costs are reasonable, the combined systems may be especially cost effective. If labor is scarce or costly, however, bioengineering systems may be less practical than structural measures. Using native plant materials accounts for some of the cost effectiveness because plant costs are limited to labor for harvesting and handling and direct costs for transporting the plants to the site. Planting Times Bioengineering systems are most effective when they are installed during the dormant season, usually the late fall winter, and early spring. This often coincides with the time that other construction work is slow. Constraints on planting times or the availability of the required quantities of suitable plant materials during allowable planting times may limit the usefulness of bioengineering methods. Difficult Sites Bioengineering may be an alternative for small, sensitive, or steep sites where the use of machinery is not feasible and hand labor is a necessity. Rapid vegetative establishment may be difficult, however, on extremely steep slopes. Suitable soils are needed for plant growth. Rocky or gravelly slopes may lack sufficient fines or moisture to support plant growth. Restrictive layers in the soil, such as hardpans, may restrict root growth. Vegetation would be of limited use on slopes that are exposed to high velocity water flow or constant inundation. Harvesting Local Plant Material Vegetation can often be obtained as dormant cuttings from local stands of willows and other suitable species. This stock is already well suited to the climate, soil conditions, and available moisture and is a good candidate for survival. Using local plant materials and gathering in the wild could result in short supplies or unacceptable depletion of site vegetation. Soil Bioengineering 250 251 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Some localities have prohibitions against gathering native plants and materials must be purchased from commercial sources. Biotechnical Strengths Bioengineering systems are strong initially and grow stronger with time as vegetation becomes established. In some instances, the primary role of the structural component is to give the vegetation a better chance to become established. Bioengineering systems can usually withstand heavy rainfalls immediately after installation. Even if established vegetation dies, the plant roots and surface residue still furnish protection during reestablishment. Design Considerations Consider site topography, geology, soils, vegetation, and hydrology. Avoid extensive grading and earthwork in critical areas. Perform soil tests to determine if vigorous plant growth can be supported. Topography and Exposure Note the degree of slope in stable and unstable areas. Also note the presence or lack of moisture. The potential for success of bioengineering treatments can best be determined by observing existing stable slopes in the vicinity of the project site. Note the type and density of existing vegetation in areas with and without moisture and on slopes facing different directions. Certain plants grow well on east-facing slopes, but will not survive on south- facing slopes. Look for areas of vegetation that may be growing more vigorously than other site vegetation. This is generally a good indicator of excess moisture, such as seeps and a perched water table, or it may reflect a change in soils. Geology and Soils Note evidence of past sliding. If site evidence exists, determine whether the slide occurred along a deep or shallow failure surface. Leaning or deformed trees may indicate previous slope movement or downhill creep. In addition to site evidence, check aerial photos, which can reveal features that may not be apparent from a site visit. Determine soil type and depth. Use the soil survey report, if available. Soil Bioengineering 252 253 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Hydrology Determine the drainage area. Note whether water can be diverted away from the problem area. Are there concentrated discharges? Calculate peak flows through the project area. If a seep area is noted, locate the source of the water. Determine whether the water can be intercepted and diverted away from the slope face. Vegetation Retain existing vegetation, limit the removal of vegetation. Vegetation provides excellent protection against surface erosion and shallow slope failures. Bioengineering measures are designed to aid or enhance the reestablishment of vegetation. Limit cleared area to the smallest practical size. Limit duration of disturbance to the shortest practical time. Remove and store existing woody vegetation that may be used later in the project. Schedule land clearing during periods of low precipitation whenever possible. Earthwork Sites usually require some earthwork prior to the installation of bioengineering systems. A steep undercut or slumping bank, for example, requires grading to flatten the slope for stability. The degree of flattening depends on the soil type, hydrologic conditions, geology, and other site factors. Scheduling and Timing Planning and coordination are needed to achieve optimal timing and scheduling. The seasonal availability of plants or the best time of year to install them may not coincide with the construction season or with tight construction schedules. In some cases, rooted stock may be used as an alternative to unrooted dormant season cuttings. Vegetative Damage to Inert Structures Vegetative damage to inert structures may occur when inappropriate species or plant materials that exceed the size of openings in the face of structures are used. Vegetative damage does not generally occur from roots. Plant roots tend to avoid porous, open-faced retaining structures because of excessive sunlight, moisture deficiencies, and the lack of a growing medium. Soil Bioengineering 252 253 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Moisture Requirements and Effects The backfill behind a stable retaining structure needs specific mechanical and hydraulic properties. Ideally, the fill is coarse-grained, free-draining, granular material. Excessive amounts of clay, silt, and organic matter are not desirable. Free drainage is essential to the mechanical integrity of an earth retaining structure and also important to vegetation, which cannot tolerate waterlogged soil conditions. Establishing and maintaining vegetation, however, usually requires some fine-grained soils and organic matter in the soil to provide adequate moisture and nutrient retention. These requirements can often be satisfied without compromising the engineering performance of the structure. With cribwalls, for example, adequate amounts of fine-grained soils or other amendments can be incorporated into the backfill. Gabions can have the spaces between rocks filled with and soil to facilitate growth of vegetation. Woody vegetative cuttings can be placed between the baskets during filling and into the soil or backfill beyond the baskets. The needs of plants and the requirements of structures must be taken into account when designing a system. Construction Materials and Techniques General Considerations Bioengineering measures have certain requirements and capabilities. Plant species must be suitable for the intended use and adapted to the site’s climate and soil conditions. Species that root easily, such as willow, are required for such measures as live fascines, brushlayer, and live staking or where unrooted stems are used with structural measures. See the end of this section for a list of plant species suitable for use in bioengineering applications in Massachusetts. Rooted plants and live dormant cuttings are living materials and must be handled properly to avoid excess stress, such as drying or exposure to heat. They must be installed in moist soil and adequately covered. The soil must be compacted to eliminate or minimize air pockets around the buried stems. If soils are not at or near moisture capacity, the installation should be delayed unless deep and regular irrigation can be provided during and following installation. Bioengineering systems are best installed in the late fall at the onset of plant dormancy; either in the winter, as long as the ground is not frozen, or in early spring before growth begins. Installation after initial spring growth may be successful in some cases, but the risks of failure are high. Summer installation is not recommended. Rooted plants can be used, but they are sometimes less effective and more expensive. All installations should be inspected regularly and provisions made for prompt repair if needed. Initial failure of a small portion of a system normally can be repaired easily and inexpensively. Neglect of small failures, however, can often result in the failure of large portions of a system. Soil Bioengineering 254 255 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Properly designed and installed vegetative portions of systems will become self-repairing to a large extent. Periodic pruning and replanting may be required to maintain healthy and vigorous vegetation. Structural elements, such as cribwalls, rock walls, and gabions, may require maintenance and/or replacement throughout their life. Where the main function of structural elements is to allow vegetation to become established and take over the role of slope stabilization, the eventual deterioration of the structures is not a cause for concern. Bioengineering Materials Plant tolerances to deposition, flooding, drought, and salt should be considered in selecting species for adverse site conditions. Locating and Selecting Plant Materials Commercial Sources Commercially grown plant materials are suitable sources of vegetation for use in bioengineering systems; however, it is necessary to allow adequate lead time for their procurement and delivery. Native Species Correctly selected live dormant cuttings harvested from existing stands of living woody vegetation are the preferred bioengineering materials. The use of indigenous live materials requires careful selection, harvesting, handling, and transporting. They should result in plants that have deep and strong root systems, are relatively inexpensive, are usually effective, and can be installed quickly. Live plant materials can be cut from existing native or naturalized stands found near the project site or within practical hauling distance. The source site must contain plant species that will propagate easily from cuttings. Cuttings are normally 1⁄2 to 2 inches in diameter and range in length from 2 to 6 feet. Chain saws, bush axes, loppers, and prunners are recommended for cutting living plant material. Safety precautions must be followed when using these tools. Onsite plant material should be harvested with great care. In some places a large area can be cut, but other sites require selective cutting. Cuts should be made at a blunt angle, 8 to 10 inches from the ground, to assure that the source sites will regenerate rapidly and in a healthy manner. The harvesting site should be left clean and tidy. Remnant materials that are too large for use in bioengineering projects should be chipped or left in piles for wildlife cover. A site may be needed again for future harvesting and should be left in a condition that will enhance its potential for regeneration. Soil Bioengineering 254 255 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Binding and Storage Live cuttings should be bundled together securely at the collection site for easy loading and handling and for protection during transport. Side branches and brushy limbs should be kept intact. Transporting The bundles of live cuttings should be placed on the transport vehicles in an orderly fashion to prevent damage and facilitate handling. They should be covered with a tarpaulin during transportation to prevent drying and additional stress. Handling Live cuttings should arrive on the job site within eight hours of harvest and should be installed immediately. This is especially critical when the ambient temperature is 50 degrees F or above. Live cuttings not installed on the day they arrive should be placed in controlled storage conditions and protected until they can be installed. When in storage, the cuttings must receive continuous shade, must be sheltered from the wind, and must be continuously protected from drying by being heeled into moist soils or stored in uncontaminated water. All live cuttings should be removed from storage and used within 2 days of harvest. Installing Plant Materials Timing Installation of live cuttings should begin concurrently with earth moving operations if they are carried out during the dormant season. All construction operations should be phased together whenever possible. The best time for installation of bioengineering systems is during the dormant season. Planting Medium Bioengineering projects ideally use onsite stockpiled topsoil as the planting medium of choice. Gravel is not suitable for use as fill around live plant materials. A planting medium is needed that includes fine- grained soil and organic material, and is capable of supporting plant growth. Muddy soils that are otherwise suitable should not be used until they have been dried to a workable moisture content. Heavy clays should be mixed with organic soils to increase porosity. Select soil backfill does not need to be organic topsoil but it must be able to support plant growth. Soil Bioengineering 256 257 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Soil samples should be taken of the onsite materials prior to planting live woody cuttings. Soil samples should also be taken of all fill materials that are brought to the site prior to use. Nutrient testing should include analyses for plant nutrients, metal contents, and pH. Laboratory reports should include recommended fertilizer and lime amendments for woody plant materials. All fill soil around the vegetative cuttings should be compacted to densities approximating the surrounding natural soil densities. The soil around plants should be free of voids. Establishment Period Bioengineering measures should be checked periodically after installation. Recommended schedule: First two months: Inspect biweekly. Check for insect infestations, soil moisture, and other conditions that could lead to poor survivability. Take action, such as the application of supplemental water, to correct any problems. Next six months: Inspect monthly. Systems not in acceptable growing condition should be noted and, as soon as seasonal conditions permit, should be removed from the site and replaced with materials of the same species and sizes as originally specified. Initial 2-year establishment period: Perform reestablishment work as needed every six months. This will usually consist of replacing dead material. Make additional inspections during periods of drought or heavy rains. Damaged sections should always be repaired immediately. Live Staking Live staking involves the insertion and tamping of live, rootable vegetative cuttings into the ground. If correctly prepared and placed, the live stake will root and grow. Stakes create a living root mat that stabilizes the soil by reinforcing and binding soil particles together and by extracting excess soil moisture. Live staking increases the opportunity for natural invasion and establishment of other plants from the surrounding plant community. Recommended Uses Most willow species root rapidly and begin to dry out a slope soon after installation. Live staking is appropriate for repair of small earth slips and slumps that frequently are wet. May be used for pegging down surface erosion control materials. Can be used to stabilize intervening area between other bioengineering techniques, such as live fascines. Well-adapted to relatively uncomplicated site conditions when construction time is limited and an inexpensive method is necessary. Soil Bioengineering 256 257 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Construction Recommendations Select cuttings 1⁄2 to 1 1⁄2 inches in diameter and 2 to 3 feet long. The cuttings must have side branches cleanly removed and the bark intact. The ends should be cut at an angle for easy insertion into the soil. The top should be cut square. Cuttings should be installed the same day that they are prepared. Installation Tamp the live stake into the ground at right angles to the slope. The installation may be started at any point on the slope face. The live stakes should be installed 2 to 3 feet apart using triangular spacing. The density of the installation will range from 2 to 4 stakes per square yard. The buds should be oriented up. About four-fifths of the length of the live stake should be installed into the ground. Pack soil firmly around stakes after installation. Be careful not to split the stakes during installation. Stakes that do split should be replaced. An iron bar can be used to make a pilot hole in firm soil. Drive the stake into the ground with a dead blow hammer (hammer head filled with shot or sand). Dormant Woody Plantings This involves the use of live, dormant-stem cuttings of woody plant species from 1⁄2 to 3 inches or more in diameter. The plantings create a living root mat that stabilizes the soil by reinforcing and binding soil particles together and by extracting excess soil moisture. Recommended Uses Dormant plantings are appropriate for repair of small earth slips and slumps that frequently are wet. Can be used to stabilize intervening area between other bioengineering techniques, such as live fascines. A technique for relatively uncomplicated site conditions when construction time is limited and an inexpensive method is necessary. Materials and Preparation Cuttings, stakes and posts to be used as live dormant woody materials should be obtained from moisture-loving species that will either root naturally or respond to treatment with rooting hormones. Always select healthy materials native or adaptable to the planting site. The proper preparation and handling of selected materials is very important. Make clean cuts and avoid split ends. Soil Bioengineering 258 259 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Always plant materials with the butt end down. The butt end should be tapered to mark it for proper orientation as well as facilitate driving it into the soil if done so manually. The top end should be flat, especially on stakes and posts, to facilitate manual driving. Trim lateral branches to leave the bark ridge and branch collar intact. The diameter and length of the plant materials varies with the type: Dormant “cutting” - The diameter of cuttings should be a minimum of one- half inch and a maximum of less than one (1) inch. Cuttings should be at least 12 inches but less than 18 inches in length. Dormant “stake” - Stakes should be one to three inches in diameter at the top and 18 inches to six feet in length. Dormant “post” - Posts should be greater than three inches in diameter at the top end. Length will vary with the depth to saturated soil and the difference in feet between the channel bottom and low bank elevation. However, posts should be a minimum length equal to the difference in feet between the lowest point of channel scour and the low bank elevations or 7 feet, whichever is less. All “stakes” and “posts” should extend a minimum of two feet below the maximum depth of the streambed scour. There should be at least two lateral buds and/or terminal bud scars above the ground on “cuttings.” A terminal bud scar should be within 1 to 4 inches of the top. Cuttings put out the largest number and strongest shoots just below a terminal bud scar (annual growth scar). Planting materials must not be allowed to dry out. They should be kept moist and covered during transport to the planting site and during planting operations. Material should be kept submerged in water up to the time of planting. It is best to plant materials the same day they are cut and prepared. One exception is Eastern Cottonwood, which has exhibited increased survival rates if soaked in water for 1 to 2 days prior to planting. Select native or naturalized species that root readily with or without the use of rooting hormones. Rooting hormones, if used, should be applied according to manufacturers’ recommendations. Wood species with short, dense, flexible top growth and large, deep, fibrous root systems are recommended. Other desirable characteristics include rapid initial growth, ability to reproduce by seed or vegetatively, and resistance to insects and diseases. Layout Dormant “stakes” and “posts” should be placed in staggered rows at two-foot by two-foot, two-foot by four-foot, or four-foot by four-foot spacings. Dormant “cuttings” may be scattered between rows of “stakes” and “posts.” On eroding streambanks over 15 feet high, use a minimum of 4 rows of dormant “stakes” or “posts.” Soil Bioengineering 258 259 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Installation All materials should be cut and installed while in a dormant stage. The following periods are recommended for practice installation: November 1 until ground becomes frozen, or February 1 to April 1 provided ground is not frozen or buds have not broken dormancy. Be sure that the planting material is right side up (butt end in the ground). Set the materials as deep as possible with at least the bottom 12 inches into a saturated soil layer. Deep planting insures an adequate moisture supply for root development, minimizes water loss due to transpiration and prevents root breakage caused by movement between the planting material and the soil during high velocity water flows. Avoid excessive damage to the bark of the planting material, especially stripping. Be sure there is good contact between the soil and planting material. “Dormant cuttings” will have the soil tamped around them. Dormant materials may be installed using an iron bar for “cuttings” and a post hole digger, powered auger or a metal ram on a backhoe or similar equipment for “stakes” and “posts.” In soft, nonrestricted soils, “stakes” or “posts” may be manually driven into place using a wooden maul. If a sledge is used, care must taken to avoid splitting the planting material. Extreme care is needed in driving the stakes or posts, and should be limited to soils such as sandy soils, where use of the other methods is not feasible. Post lengths should be extended 4 to 6 inches to allow for a new flat cut to eliminate any damaged materials after manual driving. At least 40 percent, and preferably 50 percent or more, of the planting material should be below ground level after planting. Where damage by beaver may occur, treating materials with a repellant, such as ropel, or enclosing them with chicken wire is recommended. All “stakes” and “posts” located in the stream channel should have a minimum of 12 inches extending above the normal water level. Recommended Species Species selection should consider the position of the plant in the bank profile. Zone 1 Below normal waterline to upper limit of saturation area kept moist by capillary water movement. This zone includes the greatest potential for periodic inundations and the least moisture stress. Zone 2 Area from upper limit of Zone 1 to 2-3 feet from the top of the bank. This area may be subject to rapid drying and greater moisture stress. Zone 3 Area 2-3 feet below the top of the bank to a minimum of 30 feet into the floodplain. Soil Bioengineering 260 261 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Plant Zone Common Name/Scientifi c Name Growth Form 1 Black Willow* Salix nigra Tree 1 Bankers Willow* Salix cottettii Shrub 1 Purple-osier willow* Salix purpurea Shrub 1 Sandbar Willow* Safi x interior Tree 1 Carolina Willow* Safi x caroliniana Tree 1 Peach-leaved Willow* Salix amycdaloides Tree 1 Buttonbush* Cephalanthis occidetalis Shrub 1,2,3 Red-osier Dogwood* Comus stolonifera Shrub 2,3 Silky Dogwood Comus amomum Shrub 2,3 Flowering Dogwood Comus fl orida Tree 2,3 Green Ash Fraxinus pennsylvanica Tree 2,3 Sycamore* Platanus occidentalis Tree 1,2,3 Bald Cypress Taxodium distichum Tree 1,2 River Birch Betula nigra Tree 1,2,3 Eastern Cottonwood* Populus deltoides Tree 1,2,3 Swamp Cottonwood* Populus heterophylla Tree *These species are suitable for use as dormant woody cuttings, stakes or posts. All species of willow and cottonwood do not require hormone treatment for rooting. Fascines Fascines are long bundles of live branch cuttings bound together into sausage-like structures. When cut from appropriate species and properly installed with live and dead stout stakes, fascines will root and immediately begin to stabilize slopes. Advantages An effective stabilization technique for slopes. Immediately reduces surface erosion or rilling. Enhances vegetative establishment by creating a microclimate conducive to plant growth. Capable of trapping and holding soil on the face of the slope, thus reducing a long slope, into a series of shorter slopes. Recommended Uses To protect slopes from shallow slides (1 to 2 foot depth). On steep, rocky slopes, where digging is diffi cult. Construction guidelines Fascines should be placed in shallow contour trenches on dry slopes and at an angle on wet slopes to reduce erosion and shallow face sliding. This causes little site disturbance when installed by a trained crew. Live materials Cuttings must be from species, such as young willows or shrub dogwoods, that root easily and have long, straight branches. Soil Bioengineering 260 261 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Live material sizes and preparation Cuttings tied together to form live fascine bundles may vary in length from 5 to 30 feet or longer, depending on site conditions and limitations in handling. The completed bundles should be 6 to 8 inches in diameter, with all of the growing tips oriented in the same direction. Stagger the cuttings in the bundles so that tops are evenly distributed throughout the length of the uniform-sized bundle. Live stakes should be 2 1⁄2 feet long in cut slopes and 3 feet long in fill slopes. Inert materials String used for bundling should be untreated twine. Dead stout stakes used to secure the fascines should be 2 1⁄2-foot long, untreated, 2 by 4 lumber. Each length can be cut again diagonally across the 4-inch face to make two stakes from each length. Use new, sound, unused lumber. Any stakes that shatter during installation should be discarded. Installation Prepare the fascine bundles and live stakes immediately before installation. Beginning at the base of the slope, dig a trench on the contour just large enough to contain the live fascine. The trench will vary in width from 12 to 18 inches, depending on the angle of the slope to be treated. The depth will be 6 to 8 inches, depending on the individual bundle’s final size. Place the live fascine into the trench. Drive the dead stout stakes directly through the live fascine every 2 to 3 feet along its length. Extra stakes should be used at connections or bundle overlaps. Leave the top of the stakes flush with the installed bundle. Live stakes are generally installed on the downslope side of the bundle. Drive the live stakes below and against the bundle between the previously installed dead stout stakes. The live stakes should protrude 2 to 3 inches above the top of the live fascine. Place moist soil along the sides of the live fascine. The top of the fascine should be slightly visible when the installation is completed. Repeat the preceding steps to the top of the slope; at intervals on the contour or at an angle up the face of the bank. When possible, place one or two rows over the top of the slope. Long straw or similar mulching material should be placed between rows on 2.5:1 or flatter slopes, while slopes steeper than 2.5:1 should have jute mesh or similar material placed in addition to the mulch. Soil Bioengineering 262 263 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Brushlayer Brushlayering consists of placing live branch cuttings in small benches excavated into the slope. The benches can range from 2 to 3 feet wide. These systems are recommended on slopes up to 2:1 in steepness and not to exceed 15 feet in vertical height. Brushlayers are similar to fascine systems because both involve the cutting and placement of live branch cuttings on slopes. The two techniques differ principally in the orientation of the branches and the depth to which they are placed in the slope. In brushlayering, the cuttings are oriented more or less perpendicular to the slope contour. The perpendicular orientation is more effective for earth reinforcement and mass stability of the slope. Brushlayer branches serve as reinforcing units. The portions of the brush that protrude from the slope face assist in retarding runoff and reducing surface erosion. Purpose Brushlayers perform several immediate functions in erosion control earth reinforcement, and mass stability of slopes: A Breaking up the slope length into a series of shorter slopes separated by rows of brushlayer. A Reinforcing the soil with the unrooted branch stems. A Reinforcing the soil as roots develop, adding signifi cant resistance to sliding or shear displacement. A Providing slope stability and allowing vegetative cover to become established. A Trapping debris on the slope. A Aiding infi ltration on dry sites. A Drying excessively wet sites. A Adjusting the site’s microclimate, thus aiding seed germination and natural regeneration. A Improving slope stability by acting as horizontal seepage drains. Construction Recommendations Live material sizes Branch cuttings should be 1⁄2 to 2 inches in diameter and long enough to reach the back of the bench. Side branches should remain intact for installation. Installation Starting at the toe of the slope, benches should be excavated horizontally, on the contour, or angled slightly down the slope, if needed to aid drainage. The bench should be constructed 2 to 3 feet wide. Soil Bioengineering 262 263 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines The surface of the bench should be sloped so that the outside edge is higher than the inside. Live branch cuttings should be placed on the bench in a crisscross or overlapping confi guration. Branch growing tips should be aligned toward the outside of the bench. Backfi ll is placed on top of the branches and compacted to eliminate air spaces. The brush tips should extend slightly beyond the fi ll to fi lter sediment. Each lower bench is backfi lled with the soil obtained from excavating the bench above. Long straw or similar mulching material with seeding should be placed between rows on 3:1 or fl atter slopes, while slopes steeper than 3:1 should have jute mesh or similar material placed in addition to the mulch. The brushlayer rows should vary from 3 to 5 feet apart, depending upon the slope angle and stability. Branchpacking Branchpacking consists of alternating layers of live branch cuttings and compacted backfi ll to repair small localized slumps and holes in slopes. Branchpacking provides immediate soil reinforcement. Where Practice Applies A Effective in earth reinforcement and mass stability of small earthen fi ll sites. A Produces a fi lter barrier, reducing erosion and scouring conditions. A Repairs holes in earthen embankments other than dams where water retention is a function. Construction Recommendations Live material Live branch cuttings may range from 1⁄2 inch to 2 inches in diameter. They should be long enough to touch the undisturbed soil at the back of the trench and extend slightly from the rebuilt slope face. Inert material Wooden stakes should be 5 to 8 feet long and made from 3- to 4-inch diameter poles or 2 by 4 lumber, depending upon the depth of the particular slump or hole. Soil Bioengineering 264 265 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Installation Starting at the lowest point, drive the wooden stakes vertically 3 to 4 feet into the ground. Set them 1 to 1 1⁄2 feet apart. A layer of living branches 4 to 6 inches thick is placed in the bottom of the hole, between the vertical stakes, and perpendicular to the slope face. They should be placed in a crisscross confi guration with the growing tips generally oriented toward the slope face. Some of the basal ends of the branches should touch the back of the hole or slope. Subsequent layers of branches are installed with the basal ends lower than the growing tips of the branches. Each layer of branches must be followed by a layer of compacted soil to ensure soil contact with the branch cuttings. The fi nal installation should match the existing slope. Branches should protrude only slightly from the fi lled face. The soil should be moist or moistened to insure that live branches do not dry out. The live branch cuttings serve as “tensile inclusions” for reinforcement once installed. As plant tops begin to grow, the branchpacking system becomes increasingly effective in retarding runoff and reducing surface erosion. Trapped sediment refi lls the localized slumps or holes, while roots spread throughout the backfi ll and surrounding earth to form a unifi ed mass. Branchpacking is not effective in slump areas greater than 4 feet deep or 5 feet wide. Live gully repair A live gully repair utilizes alternating layers of live branch cuttings and compacted soil to repair small rills and gullies. Similar to branchpacking. Limited to rills or gullies which are a maximum of 2 feet wide, 1 foot deep, and 15 feet long. Advantages The installed branches offer immediate reinforcement to the compacted soil and reduce the velocity of concentrated fl ow of water. Provides a fi lter barrier that reduces rill and gully erosion. Construction Recommendations Live material sizes Live branch cuttings may range from 1⁄2 inch to 2 inches in diameter. They should be long enough to touch the undisturbed soil at the back of the rill or gully and extend slightly from the rebuilt slope face. Inert materials Fill soil is compacted in alternate layers with live branch cuttings. Soil Bioengineering 264 265 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Installation Starting at the lowest point of the slope, place a 3- to 4-inch layer of branches at lowest end of the rill or gully and perpendicular to the slope. Cover with a 6 to 8 inch layer of fi ll soil. Install the live branches in a crisscross fashion. Orient the growing tips toward the slope face with basal ends lower than the growing tips. Follow each layer of branches with a layer of compacted soil to ensure soil contact with the live branch cuttings. Vegetated Structures Vegetated structures consist of either low walls or revetments (concrete or rock and mortar) at the foot of a slope with plantings on the interposed benches. A structure at the foot of a slope protects the slope against undermining or scouring and provides a slight buttressing effect. In the case of low walls, it allows regrading of the slope face to a more stable angle without excessive retreat at the crest. Vegetation planted on the crest of the wall and the face of the slope protects against, erosion and shallow sloughing. In the case of tiered structures, the roots of woody plants grow into the soil and backfi ll within the structure, binding them together. The foliage in front covers the structure and enhances its appearance. Low Wall/Slope Face Plantings A low retaining structure at the foot of a slope makes it possible to fl atten the slope and establish vegetation. Vegetation on the face of the slope protects against both surface erosion and shallow face sliding. Several types of retaining structures can be used as low walls. The simplest type is a “gravity wall” that resists lateral earth pressures by its weight or mass. The following types of retaining structures can be classifi ed as gravity walls: A Masonry and concrete walls A Crib and bin walls A Cantilever and counterfort walls A Reinforced earth and geogrid walls Each of these can be modifi ed in a variety of ways to fi t nearly any condition or requirement. The retaining structure should be designed by a qualifi ed engineer. Soil Bioengineering 266 267 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Tiered Wall or Bench Plantings These are alternatives to a low wall with face planting. They allows vegetation to be planted on slopes that would otherwise be too steep. Shrubs and trees planted on the benches screen the structure behind and lend a more natural appearance while their roots permeate and protect the benches. Almost any type of retaining structure can be used in a tiered wall system. A tiered wall system provides numerous opportunities for use of vegetation on steep slopes and embankments. Vegetated Cribwall A cribwall is a structure formed by joining a number of cells together and fi lling them with soil, gravel, or rock to furnish strength and weight. A vegetated cribwall is fi lled with suitable backfi ll material and layers of live branch cuttings. The cuttings root inside the crib structure and extend into the slope. Once the live cuttings root and become established, the subsequent vegetation gradually takes over the structural functions of the wood members. The cribwall provides immediate protection from erosion; while established vegetation provides longterm stability. Where Practice Applies This technique is appropriate at the base of a slope where a low wall may be required to stabilize the toe of the slope and reduce its steepness. Not designed for or intended to resist large, lateral earth stresses. Recommended only to a maximum of 6 feet in overall height, including the excavation required for a stable foundation. Useful where space is limited and a more vertical structure is required. Should be tilted back or battered if the system is built on a smooth, evenly sloped surface. May also be constructed in a stair-step fashion, with each successive course of timbers set back 6 to 9 inches toward the slope face from the previously installed course. Construction Recommendations Live material sizes Live branch cuttings should be 1⁄2 to 2 inches in diameter and long enough to reach the back of the wooden crib structure. Soil Bioengineering 266 267 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Installation Starting at the lowest point of the slope, excavate loose material 2 to 3 feet below the ground elevation until a stable foundation is reached. Excavate the back of the stable foundation (closest to the slope) slightly deeper than the front to add stability to the structure. Place the fi rst course of logs or timbers at the front and back of the excavated foundation, approximately 4 to 5 feet apart and parallel to the slope contour. Place the next course of logs or timbers at right angles (perpendicular to the slope) on top of the previous course to overhang the front and back of the previous course by 3 to 6 inches. Each course of the live cribwall is placed in the same manner and nailed to the preceding course with nails or reinforcement bars. When the cribwall structure reaches the existing ground elevation, place live branch cuttings on the backfi ll perpendicular to the slope; then cover the cuttings with backfi ll and compact. Live branch cuttings should be placed at each course to the top of the cribwall structure with growing tips oriented toward the slope face. Follow each layer of branches with a layer of compacted soil to ensure soil contact with the live branch cuttings. Some of the basal ends of the live branch cuttings should reach to undisturbed soil at the back of the cribwall with growing tips protruding slightly beyond the front of the cribwall. Vegetated Gabions Empty gabions are placed in position, wired to adjoining gabions, fi lled with stones and then folded shut and wired at the ends and sides. Live branches are placed on each consecutive layer between the rockfi lled baskets. These will take root inside the gabion baskets and in the soil behind the structures. In time the roots consolidate the structure and bind it to the slope. Construction Recommendations Live material sizes Branches should range from 1⁄2 to 1 inch in diameter and must be long enough to reach beyond the back of the rock basket structure into the backfi ll. Soil Bioengineering 268 269 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Installation Starting at the lowest point of the slope, excavate loose material 2 to 3 feet below the ground elevation until a stable foundation is reached. Excavate the back of the stable foundation (closest to the slope) slightly deeper than the front to add stability to the structure. This will provide additional stability to the structure and ensure that the living branches root well. Place the fabricated wire baskets in the bottom of the excavation and fi ll with rock. Place backfi ll between and behind the wire baskets. Place live branch cuttings on the wire baskets perpendicular to the slope with the growing tips oriented away from the slope and extending slightly beyond the gabions. The live cuttings must extend beyond the backs of the wire baskets into the fi ll material. Place soil over the cuttings and compact it. Repeat the construction sequence until the structure reaches the required height. Vegetated Rock Wall Vegetated rock walls differ from conventional retaining structures in that they are placed against relatively undisturbed earth and are not intended to resist signifi cant lateral earth pressures. A vegetated rock wall is a combination of rock and live branch cuttings used to stabilize and protect the toe of steep slopes. This system is appropriate at the base of a slope where a low wall may be required to stabilize the toe of the slope and reduce its steepness. Construction Recommendations Live material sizes Live cuttings should have a diameter of 1⁄2 to 1-inch and be long enough to reach beyond the rock structure into the fi ll or undisturbed soil behind. Inert materials Inert materials consist of rocks and fi ll material for the wall construction. Rock should normally range from 8 to 24 inches in diameter. Larger boulders should be used for the base. Installation Starting at the lowest point of the slope, remove loose soil until a stable base is reached. This usually occurs 2 to 3 feet below ground elevation. Excavate the back of the stable foundation (closest to the slope) slightly deeper than the front to add stability to the structure. Excavate the minimum amount from the existing slope to provide a suitable recess for the wall. Soil Bioengineering 268 269 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Provide a well-drained base in locations subject to deep frost penetration. Place rocks with at least a three-point bearing on the foundation material or underlying rock course. They should also be placed so that their center of gravity is as low as possible, with their long axis slanting inward toward the slope if possible. When a rock wall is constructed adjacent to an impervious surface, place a drainage system at the back of the foundation and outside toe of the wall to provide an appropriate drainage outlet. Overall height of the rock wall, including the footing, should not exceed 5 feet. A wall can be constructed with a sloping bench behind it to provide a base on which live branch cuttings can be placed during construction. Live branch cuttings should also be tamped or placed into the openings of the rock wall during or after construction. The butt ends of the branches should extend into the backfi ll or undisturbed soil behind the wall. The live branch cuttings should be oriented perpendicular to the slope contour with growing tips protruding slightly from the fi nished rock wall face. Joint Planting Joint planting or vegetated riprap involves tamping live cuttings of rootable plant material into soil between the joints or open spaces in rocks that have previously been placed on a slope. Alternatively, the cuttings can be tamped into place at the same time that rock is being placed on the slope face. Roots improve drainage by removing soil moisture. Over time, they create a living root mat in the soil base upon which the rock has been placed. The root systems of this mat help to bind or reinforce the soil and to prevent washout of fi nes between and below the rock units. Construction Recommendations Live material sizes The cuttings must have side branches removed and bark intact. They should range in diameter from 1⁄2 inch to 1 1⁄2 inches and be suffi ciently long to extend into soil below the rock surface. Installation Tamp live branch cuttings into the openings of the rock during or after construction. The butt ends of the branches should extend into the backfi ll or undisturbed soil behind the riprap. Orient the live branch cuttings perpendicular to the slope with growing tips protruding slightly from the fi nished face of the rock. Soil Bioengineering 270 271 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Slope Stabilization Bioengineering techniques for slope stabilization involve using a combination of vegetative and mechanical measures on steep slopes, cut and fi ll banks, and unstable soil conditions that cannot be stabilized using ordinary vegetative techniques. Advantages Vegetation reduces sheet erosion on slopes and impedes sediment at the toe of the slope. Where soils are unstable and liable to slip due to wet conditions, utilization of soil moisture by vegetation can reduce the problem. Shrubs and trees shelter slopes against the impact of rainstorms, and the humus formed by decaying leaves further helps to impede runoff. Mechanical measures help to stabilize soil long enough to allow vegetation to become established. Disadvantages/Problems The planting of non-seeded material such as live willow brush is a specialized operation and cannot be highly mechanized or installed by unskilled labor. The methods described are effective but require familiarity with soils, hydrology, and other physical data to design measures that will solve the problem. Design and Construction Recommendations The following bioengineering methods can be used after slopes have been protected by diversion of runoff. Sod walls or retaining banks These may be used to stabilize terraces. Sod is piled by tilting it slightly toward the slope and should be backfi lled with soil and compacted as they are built up. Sod walls can be as steep as 1: 8 but should not be higher than 5 feet. Timber frame stabilization This can be effective on gradients up to 1:1. The following steps are involved in construction: A Lay soil retarding frames of 2 x 4 in. vertical members and 1 x 4 in. horizontal members on slopes. Frames on slopes over 15 feet in length need to be anchored to slope to prevent buckling. A Attach 14 gauge galvanized wires for anchoring wire mesh. A Fill frames with moist topsoil and compact the soil. A Spread straw 6 inches deep over slope. A Cover straw with 14 gauge 4-inch mesh galvanized reinforced wire. Soil Bioengineering 270 271 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines A Secure wire mesh at least 6 feet back of top slope. A Plant ground cover plants through straw into topsoil. Woven willow whips May be used to form live barriers for immediate erosion control. Construction: A Three-foot poles are spaced at 5 foot distances and driven into the slope to a depth of 2 feet. A Two-foot willow sticks are inserted between poles at one foot distances. A Live willow branches 5 feet long are sunk to a depth of 1 inch and interwoven with poles and stocks. A Spaces between the woven “fences” are fi lled with topsoil. Fences are generally arranged parallel to the slope or in a grid pattern diagonal to the direction of the slope. Streambank Stabilization Often channel reaches can be made stable by establishing vegetation where erosion potential is low and installing structural measures, or a combination of vegetative and structural measures on more vulnerable areas; such as the outside of channel bends and where the natural grade steepens. Any work in or adjacent to a stream should be coordinated with the local Conservation Commission, and done in accordance with wetlands protection laws. Advantages Bioengineering techniques are generally less costly than structural practices and more compatible with natural stream characteristics. Roots and rhizomes stabilize streambanks. Certain reeds and bulrushes have the capability of improving water quality by absorbing certain pollutants such as heavy metals, detergents, etc. Plants regenerate themselves and adapt to changing natural situations, thus offering a distinct economic advantage over mechanical stabilization. Mechanical materials provide for interim and immediate stabilization until vegetation takes over. Once established, vegetation can outlast mechanical structures and requires little maintenance while regenerating itself. Aesthetic benefi ts and improved wildlife and fi sheries habitat. Soil Bioengineering 272 273 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Disadvantages/Problems Native plants may not be carried by regular nurseries and may need to be collected by hand, or obtained from specialty nurseries. Nurseries which carry these plants may require a long lead time for large orders. Flow retarding aspects of vegetated waterways need to be taken into account. Planning Considerations Streambanks can be divided into: A Aquatic plant zones, at the mean low-water level; A Reed bank zones, covered at bankfull stage; A Lower riparian zones or open floodway zones naturally covered with willows and shrubbery plants; A Upper riparian areas or flood fringe areas that would naturally be covered with canopy-forming trees. Aquatic plant zones Aquatic plants are often considered weeds and a nuisance, though they do slow down streamflow and protect the streambed. Primary emphasis of streambank stabilization lies in the bankfull zone. Reed bank zone The reed bank zone forms a permeable obstacle, slowing down current waves by friction. Plant shoots, with a root clump, can be planted in pits at 1⁄2 to 1 foot depth below water, or in a reed roll. Lower riparian zone Lower riparian zones often have a natural growth of willow, alder, cottonwood, small maples, and various berries. These vegetative types can be reintroduced on denuded floodplains to stabilize the soil with their roots. In periods of high water, their upper branches reduce the speed of the current and thereby the erosive force of water. The most commonly used vegetative stabilizer is willow; because of its capability to develop secondary roots on cut trunks and to throw up suckers. Willows are planted either as individual cuttings bound together in various forms or wired together in fascines. Slip banks of the lower riparian zone and tidal banks can be stabilized with grass. First the bank needs to be graded to a maximum slope of 3: 1. Topsoil should be conserved for reuse; lime and fertilizer should be applied. Coarse grass and beach grass should be planted at the water’s edge to trap drift sand; and bermuda grass, suitable for periodic inundation, should occupy the face of the slope, followed by tall fescue on higher ground. In the lower riparian zone (open floodway) bank stabilization efforts should be concentrated on critical areas only. The stabilizing effect of riprap can be supplemented with willows which will bind soil through their roots and screen the bank. Banks can be paved with stone (set in sand). Soil Bioengineering 272 273 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Willow cuttings in joints need to be long enough to extend to natural soil and should have 2 to 4 buds above surface. Willow branches in riprap should be installed simultaneously. Branches should extend 1 foot into the soil below stone and 1 1⁄2 feet above ground, pointing downstream. Bioengineering Techniques for Streambank Stabilization Reed Roll A trench 1- 1⁄2 feet wide and deep is dug behind a row of stakes; wire netting is then stretched from both sides between upright planks; coarse gravel is dumped on this and covered with reed clumps until the two edges of the netting can just be held together with wire. The upper edge of the roll should not be more than two inches above water level. The planks are then removed and gaps in the ditch are backfilled. Reed Berm Reed berms, consisting of a combination of reeds and riprap, break wave action and erosion of banks by currents. Banks should not exceed a 2:1 slope. Riprap is placed to form a berm that extends beyond the surface at mean low-water level, separating the reed bed from the body of water. Fascines Packed fascine-work can be employed on cut banks. It consists of one foot layers of branches covered with young, freshly cut shoots secured by stakes. The spaces between the shoots are filled with dirt and another layer is added on top. Brush-mesh A variation is the brush-mesh technique, which is designed to stabilize breached cut banks and to encourage the deposition of sediment. It involves the following steps: A Placement of poles at 10 foot distance. A Placement of large branches and brush facing the stream. A Setting cuttings of live willow branches between the brush vertically, and A Securing vertical willows with cuttings set diagonally facing the streamflow. Streams in urban settings may carry an increase in runoff of such great magnitude that they cannot be maintained in a natural state. Soil bioengineering methods can provide for stabilization more aesthetically and with higher effectiveness than purely mechanical techniques. This applies primarily to: the reed bank zone and the lower riparian zone. Soil Bioengineering 274 275 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines The following techniques apply to the reed bank zone: Willow Mattress Willow mattresses are made from 4 to 6 foot willow switches set into six inch trenches and held down by stakes that are braided or wired together. The entire mattress is lightly covered with soil. Willow Jetty Willow jetties can be constructed at the water level to stabilize a cutbank by deflecting the current and by encouraging deposition of sediment. A Dig ditches diagonally to direction of flow, and place fill to form berm downstream from ditch. A Set 2-foot willow branches (4-foot may be needed) at 45 degree angle and 3-inch spacing facing downstream. A Weigh down branches with riprap extending beyond water level. Willow Gabions Willow gabions can be used when a hard-edged effect is desired to deflect the eroding flow of water. Live willow branches, pointing downstream, are inserted through the wire mesh when the gabion is packed with stone and an addition of finer materials. Branches need to be long enough to extend through the gabion into the soil of the bank. They also should be placed at an angle back into the slope. Piling revetment Piling revetment with wire facings is suited for the stabilization of cutbanks with deep water. It involves the following steps: A Drive heavy timbers (8-12 inch diameter) on 6 to 8-foot centers along bank to be protected to point of refusal or one half length of pile below maximum scour. A Fasten heavy wire fencing to the post and if the streambed is subject to scour, extend it horizontally on the streambed for a distance equal to the anticipated depth of scour and weight with concrete blocks. As scour occurs, this section will drop into place. A Pile brush on the bank side of the fence, and plant willow saplings on bank to encourage sediment deposits. Soil Bioengineering 274 275 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Willow Branch Mat Revetment Willow branch mat revetment takes the following steps to install: A Grade slope to approximately 2:1 and excavate a 3 foot ditch at the toe of slope. A Lay live willow brush with butts upslope and anchor mat in the ditch below normal waterline by packing with large stones. A Drive 3-foot willow stakes 2 1⁄2 feet on center to hold down brush; connect stakes with No. 9 galvanized wire and cover brush slightly with dirt to encourage sprouting. Maintenance Under normal conditions, maintenance needs should be minor after the system is established. Maintenance generally consists of light pruning and removal of undesirable vegetation. Heavy pruning may be required to reduce competition for light or stimulate new growth in the project plantings. A newly installed bioengineering project, however, will need periodic inspections until it is established. New vegetation is vulnerable to trampling, drought, grazing, nutrient deficiencies, toxins, and pests, and may require special attention at times. In many situations, installed bioengineering systems become source sites for future harvesting operations. Selective removal of vegetation may be required to eliminate undesirable invading species. They should be cut out every 3 to 7 years. More intensive maintenance may be needed to repair problem areas created by high intensity storms or other unusual conditions. Site washouts should be repaired immediately. Generally, reestablishment should take place for a one-year period following construction completion and consist of the following practices: A Replacement of branches in dead unrooted sections A Soil refilling, branchpacking, and compacting in rills and gullies A Insect and disease control A Weed control Gullies, rills, or damaged sections should be repaired using of healthy, live branch cuttings; preferably installed during the dormant season. Use the branchpacking system for large breaks, and the live gully repair system for breaks up to 2 feet wide and 2 feet deep. If the dormant season has passed, consider using rooted stock. Soil Bioengineering 276 277 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Final Check A fi nal check should be made two years after the installation is completed. Healthy growing conditions (overall leaf development and rooted stems) should exist as follows: Live stakes 70%-100% growing Live fascines 20% - 50% growing Live cribwall 30% - 60% growing Brushlayers 40% - 70% growing Branchpacking 40% - 70% growing Live gully repair 30% - 50% growing Vegetated rock wall 50% - 80% growing Vegetated gabion 40% - 60% growing Joint planting 50% - 70% growing Growth should be continuous with no open spaces greater than 2 feet in linear systems. Spaces two feet or less will fi ll in without hampering the integrity of the installed living system. References Goldsmith, W. and Bestmann, L., An Overview of Bioengineering for Shore Protection, Proceedings of Conference XXIII, International Erosion Control Association, Reno, Nevada, February 1992. Gray, Donald H. and Leiser, A. T., Biotechnical Slope Protection and Erosion Control, Leiser Van Reinhold Inc., 1982. U.S. Department of Agriculture, Natural Resources Conservation Service Engineering Field Handbook, Chapter 18, Soil Bioengineering for Upland Slope Protection and Erosion Reduction. Washington State Department of Ecology, Stormwater Management Manual for the Puget Sound Basin, Olympia, WA, February, 1992. Soil Bioengineering 276 277 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Herbaceous Plants for Streambank Soil Bioengineering Applications in Massachusetts Native Plants Suited for Planting in Saturated Soils and/or Coir Geotextile1/: Scientific Name Common Name Notes Asclepias incarnata Swamp milkweed Peat plugs/pots. Acorns calamus or antericanus Sweet Flag Plants in peat plugs/ pots or dormant rootcuttings. Calamagrostis canadensis Blue Joint Reed Grass Peat plugs/pots. Can be seeded if no standing or flowing water. Carex spp. Sedges Some native species are: comosa, crinita,intumescens, lurida, stricta and vulpanoidea.Peat plugs/pots or bare- rooted OK. Cinna arundinacea Wood Reed Grass Peat plugs/pots. Can be seeded if nostanding or flowing water. Distichlis spicata Sea Shore Saltgrass Peat plugs/pots. Coastal areasonly. Eupatorium perfoliatum Boneset and Joe-Pye Weed Peat plugs/pots. and E. purpureum Glyceria canadensisand G. striata Manna Grasses Peat plugs/pots or bare-rooted plants.Can be seeded if no standing or flowing water. Iris versicolor Blue Flag Iris Dormant plants. Juncus canadensis and J. effusus Rushes Peat plugs/pots or bare rooted plants. Leersia oryzoides Rice Cut Grass Peat plugs/puts. Can be seeded if no standing or flowing water. Soil Bioengineering 278 279 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Pontederia cordata Pickerel Weed Peat pots or bare rooted plants. Sagittaria latifolia Arrowhead Plant as tuber or in peat plug/put. Scirpus spp. Bulrushes Some native species are: S.acutus, S.atrovirens, S. cyperinus, S. pungens, S. validus. Peat plugs or bare root plants. Sparganium spp. Bur Reed S. americanum and S. eutycarpum are native species. Spartina alterniflora Salt Marsh Grasses Peat plugs/pots. Plantings within proper tidal zone is critical. Spartina pectinata Fresh Water Cordgrass Peat pots/pots. Typa latifolia and T angustifolia Cattails Peat pots or bare root plants. Verbena hastata Blue Vervain Peat plugs/pots. Soil Bioengineering 278 279 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Grasses Suited for Planting on Streambanks in Combination with Bioengineered Applications2/3/: Name Status Application Notes Agrostis alba Introduced All bank zones Cool Season. Red Top Agrostis stolonifera, var. palustris Native Low to mid Cool Season. Creeping/Marsh Bentgrass statewide bank zone Ammophila breviligulata Native to coastal Sandy, gravelly Cape American Beachgrass counties droughty bank cultivar is native to MA Use culms to establish Andropogon gerardii Native Droughty Warm Blue Bigstem statewide upper bank season Andropogon virginicus Native Mid to upper Warm Broomsedge statewide bank zone season except Berkshire and Franklin Dichanthelium clandestinum Native Mid to upper Warm season. Deertongue Grass statewide bank zone Elymus canadensis Native Mid to upper Cool season. Nodding Wild Rye statewide bank zone Festuca rubra Native away from Mid to upper Cool season. Red Fescue coastal areas. bank zone Shade Introduced to tolerant coast. Lolium perenne Introduced Mid to upper Cool season. Perennial Ryegrass bank zone Fast growing- short term. Panicum virgatum Native Mid to upper Warm season. Switchgrass statewide bank zone Sorghastrum nutans Native Mid to upper Warm season Indiangrass statewide bank zone Schizachyrium scoparium Native Upper bank Warm season Little Bluestem Statewide zone Notes: Bank Zones: Lower is at or near the normal waterline to the upper limit of saturation due to capillary action. Mid is the surface area above the upper limit of the lower zone to about 3 feet from the top of bank. Soil Bioengineering 280 281 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Upper is the surface area about 3 feet from the top of bank and extending into the riparian zone. Seeding Periods: Warm season grasses are seeded in spring up to June 1, or as a dormant seeding November - March. Cool season grasses are seeded in spring up to June 1, or in late summer/ early fall August 15 - October. 1/ Table prepared by R. DeVergilio, Natural Resources Conservation Service, Amherst, MA., with technical input from M. Marcus, New England Wetland Plants, Inc., Amherst MA. Technical review by C. Miller, Plant Materials Specialist, NRCS, Somerset, NJ. 2/ Table prepared by R. DeVergilio, Natural Resources Conservation Service, Amherst, MA., with technical input from C. Miller, Plant Materials Specialist, NRCS, Somerset NJ. 3/ Grasses are usually seeded upon the bank or over a particular bioengineering application, however most species listed are also commercially available as rooted plants. 4/ Beachgrass is established by vegetative means only (planting of dormant culms). Native plant review by The Massachusetts Native Plant Advisory Committee,1/29/96 Soil Bioengineering 280 281 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Woody Plants for Streambank Soil Bioengineering Applications in Massachusetts Size, Plant Material Rooting Name Native Form Type 1/ Ability Notes Alnus rugosa/serrulata State wide Large Shrubs Rooted Plants only Poor Good for low to mid bank zone Speckled/Smooth Alder Aronia arbutifolia Statewide Shrub Rooted Plants only Poor Good for low to mid bank zone Red Chokecherry Baccharis halimifolia Coast only Med. Shrub Facines Good Good for low to mid bank zone. Eastern False Willow Cuttings Resistant to salt spray Rooted Plants Cephalanthus occidentalis Statewide Med. Shrub Layering Good Good for low bank zone. Prefers at Button Bush Cuttings least periodic inundation. Rooted Plants Clethera alnifolia Statewide Med. Shrub Rooted plants only Poor Good for mid-upper bank zone. Sweet Pepper Bush Good for salt tolerance. Cornus amomum Statewide Small Shrub All V. Good Good for all bank zones. Tolerates Silky Dogwood shade. Cornus racemosa Statewide Med. Shrub All Good Good for mid-upper bank zone. Gray Dogwood Tolerates shade and drought. Cornus sericea W MA only 2/ Med. Shrub All V. Good Good for all bank zones. Red Osier Dogwood Ilex opaca SE MA Sm.Tree Rooted Plant only Poor Good for upper bank zone. Shade American Holly and drought tolerant. Ilex verticillata Statewide Med. Shrub Rooted plant only Poor Mid to lower banks. Prefers Winterberry Holly seasonal flooding. Lindera benzoin Statewide Shrub Rooted Plant only Poor All bank zones. Good Spicebush shade tolerance. Populus balsamifera W. MA only 2/ Tree (see note) All V. Good 3/ Use cautiously on streambanks. Balsam Poplar Good for riparian zone. Populus deltoides W. MA only 2/ Tree (see note) All V. Good 3/ Use cautiously on streambank. Eastern Cottonwood Good for riparian zone. Rhododendron viscosum Statewide Med. Shrub Rooted Plant only Poor Good for mid- to lower bank zones Soil Bioengineering 282 283 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Woody Plants for Streambank Soil Bioengineering Applications in Massachusetts (Continued) Size, Plant Material Rooting Name Native Form Type 1 Ability Notes Rosa palustris Statewide Sm. Shrub Facines Good Low-mid bank zone Swamp Rose Rooted Plants Salix amygdaloides No-Introduced Lg. Shrub All V.Good Good for all bank zones Peachleaf Willow Salix discolor Statewide Med. Shrub All V.Good Good for all bank zones Pussy Willow Salix eriocephala Statewide Lg. Shrub All, But no V.Good Good for all bank zones. Erect Willow Brush Mattress Salix exigua CT River Valley Lg. Shrub All Good Mid to lower bank zones Sandbar Willow Salix nigra Statewide Tree (see note) All V.Good 3/ Use cautiously on Black Willow streambank.Good for riparian zone. Salix Humilis Statewide Med. Shrub All Good Good for bank zones Prarie Willow Salix pupurea No- (see note) Lg. Shrub All V.Good “Streamco”Cultivar released Purpleosier Willow by NRCS. All bank zones Salix x cottetii No - (see note) Sm. Shrub All V.Good “Bankers” cultivar released Dwarf Willow by NRCS. Low to mid-bank zones Sambucus canadensis Statewide Sm. Shrub Facines Good Good for mid-bank zone. American Elderberry Cuttings Use with other good rooting species only. Spirea tomentosa Statewide Sm. Shrub Layering Poor-Fair Mid to upper bank.Use with Steeple Bush other good rooting species only. Virburnum dentatum South and East Med. Shrub Rooted Cuttings Fair Good for mid-bank zone Southern Arrowood and plants Virburnum recognitum North and West Med. Shrub Rooted plants Poor Good for all bank zones. Northern Arrowood Rooted cuttings good. Virburnum trilobum 4/ Yes, but not Med. Shrub Rooted Plants Poor Good for all bank zones. American Cranberry Bush Cape and islands Good shade tolerance. Virburnum lentago Yes, but not Cape Lg. Shrub Facines, Stakes Fair Tolerates shade, good for Nannyberry and Islands mid-bank. Use with other good rooting species only. Soil Bioengineering 282 283 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Notes: Table prepared by R. DeVergilio, Natural Resources Conservation Service, Amherst MA. Adapted from NRCS data base ‘Plants For BioEngineering, Uses, H. W. Everett, 11/95’. Native plant review by the Massachusetts Native Plant Advisory Committee. Special Note...... ‘Streamco’ and ‘Bankers’ are not native to Massachusetts. It is recommended they only be used in combination with native species. 1/ Plant Material Types: ‘All’ includes Dormant Fascines, Stakes, Brush Mattresses, Layering, and Cuttings as well as Rooted Cuttings and Plants. 2/ Western Mass. includes Berkshire, Franklin, Hampshire, and Hampden Counties. 3/ Tree species, such as cottonwood, poplar and black willow, are recommended for riparian area plantings and are not recommended for establishment upon the streambank itself due to potential for windthrow at maturity, and subsequent damage to the streambank. 4/ Viburnum opulus is similar to V.trilobum and is often confused with it. V. opulus is introduced to Massachusetts. Streambank Zones: Lower is at or near the normal waterline to the upper limit of saturation due to capillary action. Mid is the surface area above the upper limit of the lower zone to about 3 feet from the top of bank. Upper is the surface area about 3 feet from the top of bank and extending into the riparian zone. Erosion and Sediment Control Best Management Practices for Individual Homesites and Small Parcels Construction on small developments can cause large amounts of sediment to be transported to receiving waters. The following are some of the damaging activities and conditions that may occur during development: Exposed and unprotected soil is often left throughout the development. When runoff occurs, sediment is transported into the nearest stormwater facility or stream, eventually clogging it. Vehicles and heavy equipment track soil from the development onto the street. Gullies formed by tire tracks become channels for runoff fl ow. Vegetation bordering streams or lakes is often removed during construction. This increases the water temperature by removing shade. An increase in water temperature can contribute to algae blooms and BMPs for Homesites and Small Parcels 284 285 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines may change the species composition of the lake or stream. Because the vegetation has been removed, there is no barrier to prevent sediment from entering the stream. This can clog spawning grounds and fish gills. These problems may occur during work performed by subcontractors who are on-site for a very short time. Cooperation and communication between developers, builders, and subcontractors are essential to minimize erosion and damage to the environment. Clearing and Grading Plan and implement proper clearing and grading of the site. It is important to clear only the areas needed, thus keeping exposed areas to a minimum. Phase the clearing so that only those areas that are actively being worked are uncovered. Clearing limits should be flagged prior to the start of clearing work. Excavated Basement Soil Locate excavated basement soil a reasonable distance behind the curb, such as in the backyard or side yard area. This will increase the distance eroded soil must travel to reach the storm sewer system. Soil piles should be covered until the soil is either used or removed. Piles should be situated so that sediment does not run into the street or adjoining yards. Backfilling Backfill basement walls as soon as possible and rough grade the lot. This will eliminate large soil mounds which are highly erodible and prepares the lot for temporary cover which will further reduce erosion potential. Removal of Excess Soil Remove excess soil from the site as soon as possible after backfilling. This will eliminate any sediment loss from surplus fill. Management Of Soil Banks If a lot has a soil bank higher than the curb, a trench or berm should be installed moving the bank several feet behind the curb. This will reduce the occurrence of gully and rill erosion while providing a storage and settling area for stormwater. Construction Road Access Apply gravel or crushed rock to the driveway area and restrict truck traffic to this one route. Driveway paving can be installed directly over the gravel. This measure will eliminate soil from adhering to tires and stops soil from washing into the street. This measure requires periodic inspection and maintenance including washing, top-dressing with additional stone, reworking and compaction. BMPs for Homesites and Small Parcels 284 285 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Soil Stabilization Stabilize denuded areas of the site by mulching, seeding, planting, or sodding. Street Cleaning Provide for periodic street cleaning to remove any sediment that may have been tracked out. Sediment should be removed by shovelling or sweeping and carefully removed to a suitable disposal area where it will not be re-eroded. References Lobdell, Raymond, A Guide to Developing and Re-Developing Shoreland Property in New Hampshire, North Country Resource Conservation and Development Area, Inc., Meredith, NH, 1994. Minnesota Pollution Control Agency, Division of Water Quality, Protecting Water Qualily in Urban Areas, Best Management Practices for Minnesota, MN, October, 1989. Washington State Department of Ecology, Stormwater Management Manual for the Puget Sound Basin, Olympia, WA, February, 1992. BMPs for Homesites and Small Parcels 286 287 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Erosion and Sediment Control Best Management Practices for Sand and Gravel Pits Erosion from sand and gravel pits can contribute a large amount of sediment to adjacent water courses. Sand and gravel also provides a very porous medium for transporting soluble pollutants to the underlying groundwater. Many sand and gravel operations are located within or near the recharge area of public and private wells. A major threat to groundwater exists when excavation activities take place in these areas. Exposure of the saturated zone in recharge areas can leave groundwater resources vulnerable to contamination because it decreases fi ltering. An added problem is that abandoned excavation pits have been used for the unregulated disposal of solid and liquid wastes and salt-laden snow. The information in this section was adapted from Resource Extraction, Guidelines for Sand and Gravel Pits, in Chapter Four of the Massachusetts Nonpoint Source Management Manual, Appendix D, Vegetating New Hampshire Sand and Gravel Pits, in Stormwater Management and Erosion Control for Urban and Developing Areas in New Hampshire, and Revegetating Sand and Gravel Pits in the Northeast States by Dickerson, Kelsey, Godfrey, Gaffney, and Miller. Soil erosion, aesthetics, and adverse impacts on water quality are concerns associated with the operation, maintenance, and closure of sand and gravel pits. A good vegetative cover of grasses and legumes can alleviate these concerns. Vegetative cover will retard surface runoff and prevent erosion, reducing the sedimentation of nearby streams, waterways, and waterbodies. Vegetative cover will enhance the aesthetics of sand and gravel pits while providing nesting and escape cover for wildlife. Controlling the removal of soil in recharge areas is a commonly used technique to minimize groundwater impacts. Many municipalities statewide have adopted earth removal bylaws which limit excavation within varied distances to the water table (ranging from 4 feet to 10 feet). When regulating excavation activities, the seasonal and annual fl uctuations in the water table should be considered. To insure maximum groundwater protection, local controls should be designed to incorporate more conservative groundwater table estimates. Massachusetts law (310 CMR 22.21 (2) (b) 6) prohibits the removal of soil, loam, sand, gravel or other mineral substance within 4 feet of the historical high groundwater table elevation. The regulations do allow for removal of soil provided the same soil is replaced at a fi nal grade greater than 4 feet above the historical high water mark within 45 days. This is intended to facilitate necessary, short term excavation/soil movement activities while insuring that sand and gravel deposits associated with BMPs for Sand and Gravel Pits 286 287 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines favorable groundwater areas are not replaced with materials of poorer quality. Building foundations and utility work are also given exemptions under this provision. Sand and gravel pits are difficult sites to permanently vegetate. The difficulty is due to droughty conditions, low soil organic matter, low soil fertility, and lack of topsoil. Stockpiling topsoil can greatly reduce the difficulty of establishing vegetation. Most town by-laws prohibit selling topsoil. A 4-inch cap of topsoil will usually be sufficient for establishing selected vegetation that is otherwise compatible with the site condition. Recommendations for sand and gravel pit operation. Information Needed For Developing A Stabilization Plan Topography for the “original ground surface” based on no greater than five-foot contour intervals (2 foot contour levels should be provided whenever possible). Log of soil borings taken to the depth of the proposed excavation. The number of borings taken will vary with the size and geological make-up of the site. Topographical map showing planned final grades, drainage facilities, etc. after excavation. Operation Standards No excavation should be closer than 200 feet to an existing public way unless specifically permitted by authorized official. No excavation should approach neighboring lot lines closer than 50 feet. (No excavation closer than 50 feet.) Natural vegetation should be left and maintained on the undisturbed land for screening and noise reduction purposes. All loaded vehicles should be suitably covered to prevent dust and contents from spilling and blowing from the load. The active gravel removal operation area should not exceed a total area of three acres at any one time. All access roads leading to public ways should be treated with stone, or other suitable material to reduce dust and mud for a distance of 200 feet back from said public way; unless there is a stabilized construction entrance/tire wash at points of vehicular ingress/egress. Any spillage on public ways should be cleaned up by the operator. Access roads should be constructed at an angle to the public way or constructed with a curve so as to help screen the operation from public view. Most communities limit gravel removal close to the seasonal high water table; usually a range of 2 to 10 feet above seasonal high water table. This elevation should be established from test pits or soil borings and the level related to a permanent monument on the property. This information should show on the topographic plan. BMPs for Sand and Gravel Pits 288 289 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines During operations, when an excavation is located closer than 200 feet from a residential area or public way and where the excavation will have a depth of more than 15 feet with a slope in excess of 1: 1, a fence at least four feet high should be erected to limit access to this area. No area should be excavated so as to cause accumulation of free standing water. Permanent drainage should be provided as needed in accordance with good construction practices. Drainage should not lead directly into streams or ponds. All topsoil and subsoil should be stripped from the operation area and stockpiled for use in restoring the area after the removal operation has ceased. No excavation should be allowed closer than 100 feet from a natural stream. Restoration Standards Slopes should be left no steeper than 3:1; to provide stability and facilitate seeding efforts. Avoid long slopes to help prevent erosion and to allow access for seeding, mulching, and maintenance. Control slope length by installing one terrace (10 feet wide and sloped into the cut slope) for every 40 vertical feet. All debris, stumps, boulders, etc., should be removed from the site and disposed of in an approved location, or in the case of inorganic material, buried and covered with a minimum of two feet of soil. Following excavation and as soon as possible thereafter, ground levels and grades should be established as shown on the completed topographical plan. Construct diversions at tops of slopes to divert runoff water away from the slope banks to a stable outlet. Construct rock lined chutes or equivalent to conduct concentrated flow of water to stable outlets. Remove large stones, boulders, and other debris that will hinder the seeding process and the establishment of vegetation. Spread a minimum depth of 4 inches of topsoil over the site, if available. Supplement as necessary with subsoil retained from. pit operations. Retained subsoil and topsoil should be respread over the disturbed area to a minimum depth of four inches. Seed with a grass or legume mixture designed for the specific site. (Recommendations follow.) Trees or shrubs should be planted to provide screening, natural beauty, and erosion control during the establishment period. Upon completion of the operation, the land should be left so that natural storm drainage leaves the property within the original watercourses that existed prior to construction. The rate and volume of surface water runoff should not be increased as a result of the excavation operations. BMPs for Sand and Gravel Pits 288 289 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Obtain soil samples by collecting 6 to 8 small samples (one or two handfuls each) of soil material from the upper 4 inches of the area to be seeded. Mix the small samples to obtain one composite sample. Use part of the sample for a soil test to determine lime and fertilizer needs. Run the balance of the sample(s) through a sieve analysis to determine the percent by weight passing a No. 200 sieve. Those passing are called “fines.” If no soil tests are made, soil can be treated with three tons of lime per acre and 1,000 pounds of 10-10-10 fertilizer per acre. Basing lime and fertilizer recommendations on actual soil tests is preferable, however, and will result in much better long-term vegetative performance. Planting Procedures Species and Variety Selection Select a grass/legume mix (see chart following) based on the percent weight passing a No. 200 sieve as outlined above. The standard conservation mixes available from local seed suppliers are not recommended on droughty sites. These mixes usually provide a green cover very quickly, but the plant species begin to die in two to four years on sterile and droughty sites. Where percent by weight passing a No. 200 sieve is less than 15, select options from Mix 1. Mix 2 is recommended if suppression of woody growth is desired and there is more than 15 percent by weight passing a No. 200 sieve. Where percent by weight passing a No. 200 sieve is between 15 and 20, use Mix 1 or 2. Where percent by weight passing a No. 200 sieve is above 20, use Mix 1, 2, or 3. Lime and Fertilizer Determination Mix 1 - If soil test data is not available, lime at the rate of 1 ton/acre (50 lbs/1,000 sq ft). Fertilize with 500 lbs/acre (11 lbs/1,000 sq ft) of 10-20- 20 or equivalent. Incorporate lime, fertilizer, and seed using rakes if seeding is done by hand. It is highly recommended to use a bulldozer to “track” the site after seeding. Tracking will incorporate the lime, fertilizer, and seed to promote seed germination. Mix 2 - In lieu of a soil test, lime at the rate of 2 tons/acre (90 lbs/1,000 sq ft). Fertilize with 500 lbs/acre (11 lbs/1,000 sq ft) of 1020-20 or equivalent. The seed needs to be incorporated into the soil to ensure success and to shorten establishment time. This is most critical for the large seeded legumes in Mix 2. On the flatter slopes, use a bulldozer to “track in” the seed. BMPs for Sand and Gravel Pits 290 291 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Mix 1. Warm season grasses. Options for Varieties, listed in various Situations (1) Species preferential order (select one) Lbs Per Acre (PLS) (2) (3) (4) Switchgrass Trailblazer, Pathfi nder 6 2 6 Big Bluestem Niagara, Kaw 4 2 4 Little Bluestem Aldous, Camper, Blaze 2 Deertongue Grass — 5-10 — Indian Grass — 5-10 — Notes: (1) Warm season grass seed is sold and planted on the basis of pure live seeds (PLS). An adjustment is made to the bulk pounds of seed to compensate for inert material and dead seed. (2) This combination most closely represents the naturally occurring vegetation where warm season grasses are native in the northeast. (3) This combination has the fastest establishment and cover. (4) This combination is the simplest and may be easier to obtain. Options 2 or 1, however, will produce better results. Mix 2. Legumes and cool season grass. Varieties, listed in Species preferential order (select one) Lbs Per Acre Flatpea (1) Lathco 10 Perennial pea (1) Lancer 10 Perennial Ryegrass 10 Tall fescue Ky-31, Rebel, Ken-Hi 10 Red Top 1 Notes: (1) These legumes must be inoculated at time of seeding. If seeding by hand, use a sticking agent, such as cola or milk to stick inoculant to seed. If seeding with hydroseeder, use 4 times the recommended rate of inoculant. BMPs for Sand and Gravel Pits 290 291 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Mulch Determination for Hydro and Hand Seeding Mulching for Mix 1 Use weed-free mulch. Clean straw is recommended. Mulch at the maximum rate of 500-700 lbs/acre. Higher mulching rates and mulch with weed seed content will inhibit seeding success significantly. If the erosion hazard is low and the seed is incorporated, mulching is not necessary for seeding success. Do not apply mulch prior to tracking with a bulldozer. Mulching for Mix 2 Mulch with weed-free hay or straw and mulch at the rate of 2-3 tons/acre. The higher mulching rate is recommended where seed incorporation is difficult. Seeding Methods Alternative 1 - Large areas and/or steep slopes Apply lime, seed, and fertilizer with a hydroseeder and, depending on the consistency of the soil material, steepness of slope, and seed mixture used: •Press the seed into the soil by tracking with a bulldozer, or •Cover the seed by walking back and forth over steep loose sandy slopes, or •Apply mulch and a tackifier to hold the mulch in place. Alternative 2 - Flat to gently sloping areas (2:1 slopes maximum) Apply lime, seed, and fertilizer using farm type spreaders, and track the site with a bulldozer or apply mulch according to the circumstances. Alternative 3 - Small areas Apply lime, seed, and fertilizer by hand and rake. Seeding Dates Best seeding period is between snow melts in the spring and ends May 15. Early seeding is very important, especially for Mix 1. Actual seeding date depends on weather conditions, but substantial failure can be expected if seeding is done late. Late summer and early fall seedings are not recommended. If late season seedings are necessary, they should be done after October 20 to prevent fall germination and subsequent winterkill. Response of Seeding The plant species in Mixes 1 and 2 germinate and grow slowly. Complete cover may not occur for 2-4 years. A well established stand, however, will last for years. Follow-up seeding may be needed to establish vegetation on the more difficult parts of some sites. The need to do follow-up seeding can be determined the year after the initial planting. BMPs for Sand and Gravel Pits 292 293 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines BMPs for Sand and Gravel Pits Maintenance Substantial stand vigor can be achieved if the site is topdressed with fertilizer one year after planting. If topdressing Mix 1, fertilize between June 15 and July 15. The timing of this topdressing, is important. Mixes 2 should be topdressed in the early spring. Topdress Mixes 1 with a balanced fertilizer, applying 50 lbs of nitrogen/acre. For example, apply 250 lbs of 20-20-20/acre. Topdress Mix 2 with 500 lbs of 0-20-20/acre in April, May, or June. If mowing is desired to suppress woody growth, mow Mix 1 about mid- July leaving a stubble height of 6-8 inches. It is not necessary to mow Mix 2. A good cover of fl atpea will prevent invasion of woody species. References Dickerson, John A., Kelsey, T. L., Godfrey, R. G., Gaffney, F. B., Miller, C., Revegetating Sand and Gravel Pits in the Northeast States, ____. Massachusetts Department of Environmental Protection, Offi ce of Watershed Management, Nonpoint Source Program, Massachusetts Nonpoint Source Management Manual, Boston, Massachusetts, June, 1993. Minnick, E. L., and H. T. Marshall, Stormwater Management and Erosion Control for Urban and Developing Areas in New Hampshire, Rockingham County Conservation District, August 1992. A Sample Erosion and Sedimentation Control Plan This sample plan is for instructive purposes only. The specifi c number of maps, practices, drawings, specifi cations, and calculations required depends on the size and complexity of the development. The designer should select the most practical and effi cient practices to control erosion and prevent sediment from leaving the site. The plan should be organized and presented in a clear, concise manner. Suffi cient design and background information should be included to facilitate review. Construction details should be precise and clear for use by an experienced general contractor. Due to size and space limitations, the following sections of the erosion and sedimentation control plan have not been included with this sample: vicinity map, site topography map, site development plan, erosion and sedimentation control plan drawing, detail drawings and specifi cations for the selected practices, vegetation plan, and supporting calculations. 292 293 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Sample EROSION AND SEDIMENTATION CONTROL PLAN ABC INDUSTRIES, INC. ANYTOWN, MASSACHUSETTS JULY 1995 Table of Contents Item Page Narrative 294 Construction Schedule 298 Maintenance Plan 299 Vicinity Map (not included) Site Topographic Map (not included) Site Development Plan (not included) Site Erosion and Sedimentation Plan Drawings (not included) Detail Drawings and Specifications for Practices (not included) Vegetation Plan (not included) Supporting Calculations (not included) Sample Plan 294 295 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Narrative Project Description The purpose of the project is to construct two large commercial buildings with associated paved roads and parking area. Another building will be added in the future. Approximately 6 acres will be disturbed during this construction period. The site consists of a total of 11.1 acres and is located in ANYTOWN, Massachusetts. Site Description The site has rolling topography with slopes generally 4 to 6 percent. Slopes steeper to 10 to 20 percent in the northwest portion of the property where a small healed-over gully serves as the principal drainageway for the site. The site is now covered with woody vegetation, predominantly white pines, 15 to 20 feet high. There is no evidence of significant erosion under present site conditions. The old drainage gully indicates severe erosion potential and receives flow from 5 acres of woods off-site. There is one large oak tree, located in the western central portion of the property, and a buffer area, fronting Terri Road, that will be protected during construction. Adjacent Property Land use in the vicinity is commercial/industrial. The land immediately to the west and south has been developed for industrial use. Areas to the north and east are undeveloped and heavily wooded, primarily in white pine. Hocutt Creek, the off-site outlet for runoff discharge, is presently a well stabilized, gently-flowing perennial stream. Sediment control measures will be taken to prevent damage to Hocutt Creek. Approximately 5 acres of wooded area to the east contribute runoff into the construction area. Soils The soil in the project area is mapped as Paxton (see Natural Resources Conservation Service, soil survey for your town) fine sandy loam in B and C slope classes. Paxton soils are considered moderately well to somewhat poorly drained with permeability rates greater than 6 inches/hour at the surface but less than 0.1 inches/hour in the subsoil. The subsurface is pale brown sandy loam, 6 inches thick. The subsoil consists of a pale brown and brownish yellow sandy clay loam ranging to light gray clay, 36 inches thick. Below 36 inches is a layer of fine sandy loam to 77 inches. The soil erodibility (K factor; see soil survey for an explanation) ranges from 0.20 at the surface to 0.37 in the subsoil. Due to the slow permeability of the subsoil that will be exposed during grading, a surface wetness problem with high runoff is anticipated following significant rainfall events. No groundwater problem is expected. The tight clay in the subsoil will make vegetation difficult to establish. Some topsoil exists on-site and will be stockpiled for landscaping. Sample Plan 294 295 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Planned Erosion and Sedimentation Control Practices Sediment Basin A sediment basin will be constructed in the northwest corner of the property. All water from disturbed areas, about 6 acres, will be directed to the basin before leaving the site. (NOTE: The undisturbed areas to the east and north could have been diverted, but this was not proposed because it would have required clearing to the property line to build the diversion and the required outlet structure.) Construction Entrance A temporary gravel construction entrance will be installed near the north-west corner of the property. During wet weather it may be necessary to wash vehicle tires at this location. The entrance will be graded so that runoff water will be directed to an inlet protection structure and away from the steep fill area to the north. Block and Gravel Inlet Protection A temporary block and gravel inlet protection device will be installed at the drop inlet located on the south side of the construction entrance. Runoff from the device will be directed into the sediment basin. (NOTE: The presence of this device reduces the sediment load on the sediment basin and provides sediment protection for the pipe. In addition, sediment removal at this point is more convenient than from the basin.) Temporary Diversions Temporary diversions will be constructed above the 3:1 cut slopes south of Buildings A and B to prevent surface runoff from eroding these banks. (NOTE: Sediment-free water may be diverted away from the project sediment basin.) A temporary diversion will be constructed near the middle of the disturbed area to break up this long, potentially erosive slope should the grading operation be temporarily discontinued. A temporary diversion will be constructed along the top edge of the fill slope at the end of each day during the filling operation to protect the fill slope. This temporary diversion will outlet to the existing undisturbed channel near the north edge of the construction site and/or to the temporary inlet protection device at the construction entrance as the fill elevation increases. Level Spreader A level spreader will serve as the outlet for the diversion east of Building A and south of Building B. The area below the spreader is relatively smooth and heavily vegetated with a slope of approximately 4 percent. Sample Plan 296 297 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Tree Preservation and Protection A minimum 2 foot high protective fence will be erected around the large oak tree at the dripline to prevent damage during construction. Sediment fence materials may be used for this purpose. Land Grading Heavy grading will be required on approximately 6 acres. The flatter slope after grading will reduce the overall erosion potential of the site. The buildings will be located on the higher cut areas, and the access road and open landscaped areas will be located on fill areas. All cut slopes will be 3:1 or flatter to avoid instability due to wetness, provide fill material, give an open area around the buildings, and allow vegetated slopes to be mowed. Cut slopes will be fine graded immediately after rough grading; the surface will be disked and vegetated according to the Vegetation Plan. Fill slopes will be 2:1 with fill depths as much as 12 to 15 feet. Fill will be placed in layers not to exceed 9 inches in depth and compacted. The fill slope in the north portion of the property is the most vulnerable area to erosion on the site. Temporary diversions will be maintained at the top of this fill slope at all times, and the filling operation will be graded to prevent overflow to the north. Filling will be done as a continuous operation until final grade is reached. The paved road located on the fill will be sloped to the south and will function as a permanent diversion. The area adjacent to the roads and parking area will be graded to conduct runoff to the road culverts. Runoff water from the buildings will be guttered to the vegetated channels. The finished slope face to the north will not be back-bladed. The top 2 to 6 inches will be left in a loose and roughened condition. Plantings will be protected with mulch, as specified in the Vegetation Plan. A minimum 15 foot undisturbed buffer will be maintained around the perimeter of the disturbed area. (NOTE: This will reduce water and wind erosion, help contain sediment, reduce dust, and reduce final landscaping costs.) Temporary Sediment Trap A small sediment trap will be constructed at the intersection of the existing road ditch and channel number 3 to protect the road ditch. Approximately 2 acres of disturbed area will drain into this trap. Sediment Fence A sediment fence will be constructed around the topsoil stockpile and along the channel berm adjacent to the deep cut area, as necessary to prevent sediment from entering the channels. Sample Plan 296 297 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Sod Drop Inlet Protection Permanent sod drop inlet protection will replace the temporary block and gravel structure when the contributing drainage area has been permanently seeded and mulched. Grassed Waterway Grassed waterways with temporary straw-net liners will be constructed around Buildings A and B to collect and convey site water to the project’s sediment basin. Should the disturbed areas adjoining the channels not be stabilized at the time the channels are vegetated, a sediment fence will be installed adjacent to the channel to prevent channel siltation. Riprap-Lined Waterways A riprap channel will be constructed in the old gully along the north side of the property starting in the northwest corner after all other construction is complete. This channel will replace the old gully as the principal outlet from the site. Construction Road Stabilization As soon as final grade is reached on the entrance road, the subgrade will be sloped to drain to the south and stabilized with a 6 inch course of 3⁄4 inch stone. The parking area and its entrance road will also be stabilized with 3⁄4 inch stone to prevent erosion and dust during the construction of the buildings and prior to paving. Outlet Stabilization A riprap apron will be located at the outlet of the three culverts to prevent scour. Surface Roughening The 3:1 cut slopes will be lightly roughened by disking just prior to vegetating, and the surface 4 to 6 inches of the 2:1 fill slopes will be left in a loose condition and grooved on the contour. Surface stabilization Surface stabilization will be accomplished with vegetation and mulch as specified in the Vegetation Plan. One large oak tree southwest of Building A and a buffer area between the parking lot and Terri Road will be preserved. Roadway and parking lot base courses will be installed as soon as finished grade is reached. Sample Plan 298 299 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Dust control Dust control is not expected to be a problem due to the small area of exposure, the undisturbed perimeter of trees around the site, and the relatively short time of exposure (not to exceed 9 months). Should excessive dust be generated, it will be controlled by sprinkling. Construction Schedule 1. Obtain plan approval and other applicable permits. 2. Flag the work limits and mark the oak tree and buffer area for protection. 3. Hold a pre-construction conference at least one week prior to starting construction. 4. Install the sediment basin as the first construction activity. 5. Install the storm drain with the block and gravel inlet protection at the construction entrance/exit. 6. Install the temporary gravel construction entrance/exit. 7. Construct the temporary diversions above the proposed building sites. Install the level spreader and sediment trap and vegetate disturbed areas. 8. Complete site clearing except for the old gully in the northwest portion of the site. This area will be cleared during the last construction phase for the installation of the riprap channel. 9. Clear the waste disposal area in the northeast corner of the property, only as needed. 10. Rough grade site, stockpile topsoil, construct channels, install culverts and outlet protection, and install sediment fence as needed. Maintain diversions along the top of the fill slope daily. 11. Finish the slopes around the buildings as soon as rough grading is complete. Leave the surface slightly roughened and vegetate and mulch as soon as possible. 12. Complete the final grading for roads and parking and stabilize with gravel. 13. Complete the final grading for the buildings. 14. Complete the final grading of grounds, topsoil critical areas, and permanently vegetate, landscape, and mulch. 15. Install the riprap outlet channel and extend riprap to pipe outlet under entrance road. 16. After the site is stabilized, remove all temporary measures and install permanent vegetation on the disturbed areas. 17. Estimated time before final stabilization is 9 months. Sample Plan 298 299 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Maintenance Plan 1. All erosion and sediment control practices will be checked for stability and operation following every runoff-producing rainfall but in no case less than once every week. Any needed repairs will be made immediately to maintain all practices as designed. 2. The sediment basin will be cleaned out when the level of sediment reaches 2 feet below the top of the riser. Gravel will be cleaned or replaced when the sediment pool no longer drains properly. 3. Sediment will be removed from the sediment trap and block and gravel inlet protection device when storage capacity has been approximately 50 percent fi lled. Gravel will be cleaned or replaced when the sediment pool no longer drains properly. 4. Sediment will be removed from behind the sediment fence when it becomes about 1⁄2 foot deep at the fence. The sediment fence will be repaired as necessary to maintain a barrier. 5. All seeded areas will be fertilized, reseeded as necessary, and mulched according to specifi cations in the Vegetation Plan to maintain a vigorous, dense vegetative cover. Note: The appropriate offi cial from Anytown, Massachusetts should conduct regular (weekly or bi-weekly) inspections of the site and control measures to ensure proper functioning. Orders should be issued if any conservation practice is observed to be malfunctioning or incorrectly built. References Massachusetts Department of Environmental Protection, Offi ce of Watershed Management, Nonpoint Source Program, Massachusetts Nonpoint Source Management, Boston, Massachusetts, June, 1993. Sample Plan 301 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines 300300 Access road: A temporary or permanent road over which timber is transported from a loading site to a public road. Also known as a haul road. Acre-foot: An engineering term used to denote a volume 1 acre in area and 1 foot in depth. Adsorption: The adhesion of one substance to the surface of another. Aggrade: The alteration of a channel caused by the deposition of sediment. Aggregate: The stone or rock gravel needed for an infi ltration practice, such as an infi ltration trench or dry well. Alignment: The horizontal route or direction of an access road. Alluvial: Pertaining to material that is transported and deposited by running water. Allochthonous: Derived from outside a system, such as leaves of terrestrial plants that fall into a stream. Angle of repose: The maximum slope or angle at which a material, such as soil or loose rock, remains stable. Angle between the horizontal and the maximum slope that a soil assumes through natural processes. Anti-seep Collar: A device constructed around a pipe or other conduit placed through a dam, dike, or levee for the purpose of reducing seepage losses and piping failures. Anti-vortex Device: A facility placed at the entrance to a pipe conduit structure such as a drop inlet spillway or hood inlet spillway to prevent air from entering the structure when the pipe is fl owing full. Apron: A fl oor or lining to protect a surface from erosion, for example, the pavement below chutes, spillways, or at the toes of dams. Erosion protection placed below the streambed in an area of high fl ow velocity, such as downstream from a culvert. Aquifer: A geologic formation or structure that transmits water in suffi cient quantity to supply the needs for a water development; usually saturated sands, gravel, fractures, and cavernous and vesicular rock (Soil Conservation Society of America, 1982). Autochthonous: Derived from within a system, such as organic matter in a stream resulting from photosynthesis by aquatic plants. Backfi ll: The operation of fi lling an excavation after it has once been made. Backwater: The water retarded upstream of a dam or backed up into a tributary by a fl ood in the main stream. Bankfull event (also bankfull discharge): A fl ow condition in which streamfl ow completely fi lls the steam channel up to the top of the bank. In undisturbed watersheds, the discharge condition occurs on average every 1.5 to 2 years and controls the shape and form of natural channels. (Schueler, 1987) Barrel: The concrete or corrugated metal pipe of a principal spillway that passes runoff from the riser through the embankment, and fi nally discharges to the ponds outfall. Base Flow: The stream discharge from groundwater runoff. Bedding: (1) The process of laying a drain or other conduit in its trench and tamping earth around the conduit to form its bed. The manner of bedding may be specifi ed Glossary 300 301 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines to conform to the earth load and conduit strength. (2) A site preparation technique whereby a small ridge of surface soil is formed to provide an elevated planting or seed bed. It is used primarily in wet areas to improve drainage and aeration for seeding. Bedload: The sediment that moves by sliding, rolling, or bounding on or very near the streambed; sediment moved mainly by tractive or gravitational forces or both but at velocities less than the surrounding flow. Bedrock: The more or less solid rock in place either on or beneath the surface of the earth. It may be soft or hard and have a smooth or irregular surface. Berm: (1) A horizontal strip or shelf built into an embankment or cut, to break the continuity of a long slope, usually for the purpose of reducing erosion, improving stability, or to increase the thickness or width of an embankment. (2) A low earth fill constructed in the path of flowing water to divert its direction, or constructed to act as a counterweight beside the road fill to reduce the risk of foundation failure (buttress). Best Management Practice (BMP): A structural, nonstructural, or managerial technique recognized to be the most effective and practical means to prevent and reduce nonpoint source pollutants. Should be compatible with the productive use of the resource to which applied and should be cost effective. Blind Drain: A type of drain consisting of an excavated trench refilled with previous materials, such as coarse sand, gravel or crushed stones, through whose voids water percolates and flows toward an outlet. Often referred to as a French drain because of its initial development and widespread use in France. Bordering Vegetated Wetlands: Freshwater wetlands which border on creeks, rivers, streams, ponds, and lakes. The types of freshwater wetlands are wet meadows, marshes, swamps, and bogs. They are areas where the topography is low and flat, and where the soils are annually saturated. Borrow Area: A source of earth fill materials used in the construction of embankments or other earth fill structures. Borrow pit: An excavation site outside the limits of construction that provides necessary material, such as fill material for embankments. Bottomlands: A term often used to define lowlands adjacent to streams (flood plains in rural areas). Broad-based dip: A surface drainage structure specifically designed to drain water from an access road while vehicles maintain normal travel speeds. Brush barrier: A sediment control structure created of slash materials piled at the toe slope of a road or at the outlets of culverts, turnouts, dips, and water bars. Buffer area: A designated area around a stream or waterbody of sufficient width to minimize entrance of sediment and pollutants into the waterbody. Cantilever Outlet: A discharge pipe extending beyond its support. Catch Basin: An underground basin combined with a storm sewer inlet to trap solids. Channel Erosion: The widening, deepening, and headward cutting of small channels and waterways, due to erosion caused by flowing water. Channel: An open cut in the earth’s surface, either natural or artificial, that conveys water. Glossary 302 303 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Check dam: A small dam constructed in a gully to decrease the flow velocity, minimize channel scour, and promote deposition of sediment. Chemigation: The addition of one or more chemicals to the irrigation water. Chemigated water: Water to which fertilizers or pesticides have been added. Chopping: A mechanical treatment whereby vegetation is concentrated near the ground and incorporated into the soil to facilitate burning or seedling establishment. Chute: A device constructed to convey water on steep grades, lined with erosion resistant materials. Composting: A controlled process of degrading organic matter by microorganisms. Conduit: A closed facility used for the conveyance of water. Constructed wetlands: Those wetlands that are intentionally created on sites that are not wetlands for the primary purpose of wastewater or urban runoff treatment and are managed as such. Contour: An imaginary line on the surface of the earth connecting points of the same elevation. A line drawn on a map connecting points of the same elevation. Conveyance system: The drainage facilities, both natural and human-made, which collect, contain, and provide for the flow of surface water and urban runoff from the highest points on the land down to a receiving water. The natural elements of the conveyance system include swales and small drainage courses, streams, rivers, lakes, and wetlands. The human-made elements of the conveyance system include gutters, ditches, pipes, channels, and most retention/detention facilities (Washington Department of Ecology, 1992). Cover crop: A close-growing crop grown primarily for the purpose of protecting and improving soil between periods of regular crop production or between trees and vines in orchards and vineyards (Soil Conservation Society of America, 1982). Cradle: A device, usually concrete, used to support a pipe conduit. Crop residue: The portion of a plant or crop left in the field after harvest. Crop rotation: The growing of different crops in recurring succession on the same land. Crown: A convex road surface that allows runoff to drain to either side of the road prism. Cubic foot per second: Rate of fluid flow at which 1 cubic foot of fluid passes a measuring point in 1 second. Abbreviated: cfs. Synonym: Second-foot; CUSEC. Culvert: A metal, wooden, plastic, or concrete conduit through which surface water can flow under or across roads. Culvert, Box: Generally a rectangular or square concrete structure for carrying large amounts of water under a roadway. Cut-and-Fill: Process of earth moving by excavating part of an area and using the excavated material for adjacent embankments of fill areas. Cutoff Trench: A long, narrow excavation constructed along the centerline of a dam, dike, levee, or embankment and filled with relatively impervious material intended to reduce seepage of water through porous strata. Glossary 302 303 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Dam: A barrier to confine or raise water for storage or diversion, to create a hydraulic head, to prevent gully erosion, or for retention of soil, rock, or other debris. Defoliant: A herbicide that removes leaves from trees and growing plants. Denitrification: The anaerobic biological reduction of nitrate nitrogen to nitrogen gas. Deposition: The accumulation of material dropped because of a slackening movement of the material-water or wind (Soil Conservation Society of America, 1982). Desiccant: A chemical agent used to remove moisture from a material or object (Soil Conservation, of America, 1982). Design Storm: A rainfall event of specific frequency and duration (e.g., a storm with a 2-year frequency and 24-hour duration) that is used to calculate runoff volume and peak discharge rate. Detention: The temporary storage of storm runoff; used to control the peak discharge rates, and which provides settling of pollutants. Detention Storage: The storage of storm runoff water for controlled release during or immediately following the design storm. Detention Time: The amount of time that runoff water actually is stored. Theoretical detention time for a runoff event is the average time runoff of water resides in the basin over a period of release. Dike: A temporary berm or ridge of compacted soil that channels water to a desired location. An embankment to confine or control water, especially one built along the banks of a river to prevent overflow of lowlands; a levee. Disking (harrowing): A mechanical method of scarifying the soil to reduce competing vegetation and to prepare a site to be seeded or planted. Diversion: A channel with a supporting ridge on the lower side constructed across or at the bottom of a slope for the purpose of intercepting surface runoff. Drain: Usually a pipe, ditch, or channel for collecting and conveying water. Drainage: A general term applied to the removal of surface or subsurface water from a given area either by gravity or by pumping. Drainage area: The contributing area to a single drainage basin, expressed in acres, square miles, or other unit of area. Drainage structure: Any device or land form constructed to intercept and/or aid surface water drainage. Dry Well: An excavated pit backfilled with aggregate or a constructed chamber placed in an excavation and backfilled with aggregate around the chamber. Provides temporary runoff storage and allows stored runoff to infiltrate into the soil. Duff: The accumulation of needles, leaves, and decaying matter on the forest floor. Effluent: Solid, liquid, or gaseous wastes that enter the environment as a by-product of man- oriented processes (Soil Conservation Society of America, 1982). Emergency or Earth Spillway: A depression in the embankment of a pond or basin that is used to pass peak discharges greater than the maximum design storm controlled by the pipe spillway of the pond. Glossary 304 305 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Empirical: Originating in or relying or based on factual information, observation, or direct sense experience. Ephemeral stream: A channel that carries water only during and immediately following rainstorms. Equivalent Opening Size (EOS): Pertains to geotextile fabric filter. It is the Equivalent Opening Size of the fabric as it relates to the US Standard Sieve Designation used in Soil Mechanics Laboratories. Erosion: Wearing away of land by running water, waves, wind, ice, abrasion, and transportation. Fallow: Allowing cropland to lie idle, either tilled or untilled, during the whole or greater portion of the growing season (Soil Conservation Society of America, 1982). Field capacity: The soil-water content after the force of gravity has drained or removed all the water it can, usually 1 to 3 days after rainfall. Fill slope: The surface formed where earth is deposited to build a road or trail. Filter Fabric: Textile of relatively small mesh or pore size that is used to (1) allow water to pass through while keeping sediment out (permeable), or (2) prevent both runoff and sediment from passing through (impermeable). Filter fence: A temporary barrier used to intercept sediment-laden runoff from small areas. Flood: Water from a river, stream, watercourse, ocean, lake, or other body of standing water that temporarily overflows or inundates adjacent lands and which may affect other lands and activities through stage elevation, backwater and/or increased ground water level. Flood Control: The elimination or reduction of flood losses by the construction of flood storage reservoirs, channel improvements, dikes and levees, by-pass channels, or other engineering works. Flood Frequency: See “Recurrence Interval.” Flood Plain: For a given flood event, that area of land adjoining a continuous watercourse which has been covered temporarily by flood water. Flood Storage: Storage of water during floods to reduce downstream peak flows. Flood Storage Area: Flood storage area is that portion of the impoundment area that may serve as a temporary storage area for flood waters. Flume: An open conduit on a prepared grade, trestle, or bridge for the purpose of carrying water across creeks, gullies, ravines, or other obstructions; also used in reference to calibrated devices used to measure the flow of water in open conduits (Soil Conservation Society of America, 1982). Forb: A broad-leaf herbaceous plant that is not a grass, sedge, or rush. Ford: Submerged stream crossing where tread is reinforced to bear intended traffic. Freeboard: The vertical distance from the top of an embankment to the highest water elevation expected for the largest design storm stored. The space is required as a safety margin in a pond or basin. Geotextile: A product used as a soil reinforcement agent and as a filter medium. It is made of synthetic fibers manufactured in a woven or loose nonwoven manner to form a blanket-like product. Glossary 304 305 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Grade: (1) The inclination or slope of a channel, conduit, etc., or natural ground surface, usually expressed in terms of the percentage of number of units of vertical rise (or fall) per unit of horizontal distance. (2) To finish the soil surface, a roadbed, top of embankment, bottom of excavation, etc. Grade Stabilization Structure: A permanent structure used to drop water from a higher elevation to a lower elevation without causing erosion. Grassed Waterway or Outlet: A natural or constructed channel shaped or graded and established with suitable vegetation as needed for the safe disposal of runoff water. Headwater: (1) The upper reaches of a stream near its source; (2) the region where ground waters emerge to form a surface stream; or (3) the water upstream from a structure. Heavy metals: Metallic elements with high atomic weights, e.g., mercury, chromium, cadmium, arsenic, and lead. They can damage living things at low concentrations and tend to accumulate in the food chain. Herbaceous: A vascular plant that does not develop woody tissue (Soil Conservation Society of America, 1982). Herbicide: A chemical substance designed to kill or inhibit the growth of plants, especially weeds (Soil Conservation Society of America, 1982). High water mark: See Ordinary high water mark. Highly erodible soils: Any soil with an erodibility class (K factor) greater than or equal to .43 in any layer. Holding pond: A reservoir, pit, or pond, usually made of earth, used to retain polluted runoff water for disposal on land (Soil Conservation Society of America, 1982). Hybrid: A plant resulting from a cross between parents of different species, subspecies, or cultivar (Soil Conservation Society of America, 1982). Hydraulic gradient: A profile of the piezometric level of the water, representing the sum of the depth of flow and the pressure. In open channel flow it is the water surface. Hydric soil: A soil that is saturated, flooded, or ponded long enough during the growing season to develop anaerobic conditions in the upper part. Hydrograph: A graph showing variation in the water depth or discharge in a strewn or channel versus time. Hydrology: The science that deals with the processes governing the depletion and replenishment of the water resources of the land areas of the earth. Hydrophyte: A plant that grows in water or in wet or saturated soils (Soil Conservation Society of America, 1982). Impervious: A term applied to a material through which water cannot pass, or through which water passes with great difficulty. Impervious Area: Impermeable surfaces, such as pavement or rooftops, which prevent the infiltration of water into the soil. Inert: A substance that does not react with other substances under ordinary conditions. Infiltration: The penetration of water through the ground surface into subsurface soil. Infiltration Trench: An excavated trench, usually 2 to 10 feet deep that is backfilled with a coarse graded stone aggregate. It provides temporary storage of runoff and permits infiltration into the surrounding soil. Glossary 306 307 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Insecticide: A pesticide compound specifically used to kill or control the growth of insects. Interflow: The portion of rainfall that infiltrates into the soil and moves laterally through the upper soil horizons until intercepted by a stream channel or until it returns to the surface in, for example, a wetland, spring, or seep. Intermittent stream: A watercourse that flows in a well-defined channel only in direct response to a precipitation event. It is dry for a large part of the year. Invert: The floor, bottom, or lowest portion of the internal cross section of a conduit. Lateral: Secondary or side channel, ditch, or conduit (Soil Conservation Society of America, 1982). Leachate: Liquids that have percolated through a soil and that contain substances in solution or suspension (Soil Conservation Society of America, 1982). Leaching: The removal from the soil in solution of the more soluble materials by percolating waters (Soil Conservation Society of America, 1982). Legume: A member of a large family that includes many valuable food and forage species, such as peas, beans, peanuts, clovers, alfalfas, sweet clovers, lespedezas, vetches, and kudzu (Soil Conservation Society of America, 1982). Levee: See Dike. Level Spreader: An outlet constructed at zero percent grade across the slope that allows concentrated runoff to be discharged as sheet flow at a non-erosive velocity onto natural or man-made areas that have existing vegetation capable of preventing erosion. Micronutrient: A chemical element necessary in only extremely small amounts (less than 1 part per million) for the growth of plants (Soil Conservation Society of America, 1982). Mineral soil: Organic-free soil that contains rock less than 2 inches in maximum dimension. Mulch: A natural or artificial layer of plant residue or other materials covering the land surface that conserves moisture, holds soil in place, aids in establishing plant cover, and minimizes temperature fluctuations. Mulching: Providing any loose covering, such as grass, straw, bark, or wood fibers, for exposed soils to help control erosion and protect exposed soil. Nonpoint source: Any source of water pollution that does not meet the legal definition of “point source” in section 502(14) of the Clean Water Act. Nonpoint source pollution generally results from land runoff, precipitation, atmospheric deposition, drainage, seepage, or hydrologic modification. Nutrients: Elements, or compounds, essential as raw materials for organism growth and development, such as carbon, nitrogen, phosphorus, etc. (Soil Conservation Society of America, 1982). Ordinary high water mark: An elevation that marks the boundary of a lake, marsh, or streambed. It is the highest level at which the water has remained long enough to leave its mark on the landscape. Typically, it is the point where the natural vegetation changes from predominantly aquatic to predominantly terrestrial. The line on the shore established by the fluctuations of water and indicated by physical characteristics such as a clear, natural line impressed on the bank; shelving; changes in the character of soil destruction on terrestrial vegetation, or the presence of litter and debris; or other appropriate means that consider the characteristics of the surrounding area. Glossary 306 307 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Organic debris: Particles of vegetation or other biological material that can degrade water quality by decreasing dissolved oxygen and by releasing organic solutes during leaching. Organophosphate: Pesticide chemical that contains phosphorus, used to control insects. Organophosphates are shortlived, but some can be toxic when first applied. Outlet Protection: A rock lined apron or other acceptable energy dissipating material placed at the outlet of a pipe or paved channel and a stable downstream receiving channel. Outslope: To shape the road surface to cause drainage to flow toward the outside shoulder. Paved flume: A permanent lined channel constructed on a relatively steep slope. Its purpose is to conduct concentrated runoff down the slope without causing an erosion problem either on the slope or at the outlet. Peak discharge: The maximum instantaneous rate of now during a storm, usually in reference to a specific design storm event. Peak rate of runoff: The maximum rate of runoff during a given runoff event. Pervious: A term applied to a material through which water passes relatively freely. Percolation: The downward movement of water through the soil (Soil Conservation Society of America, 1982). Perennial plant: A plant that has a life span of 3 or more years (Soil Conservation Society of America, 1982). Perennial stream: A watercourse that flows throughout a majority of the year in a well- defined channel. Permanent storage: The portion of a pond or infiltration BMP which is below the elevation of the lowest outlet of the structure. Permanent wilting point: The soil water content at which healthy plants can no longer extract water from the soil at a rate fast enough to recover from wilting. The permanent wilting point is considered the lower limit of plant- available water. Permeability: The quality of a soil horizon that enables water or air to move through it; may be limited by the presence of one nearly impermeable horizon even though the others are permeable (Soil Conservation Society of America, 1982). Pesticide: Any chemical agent used for control of plant or animal pests. Pesticides include insecticides, herbicides, fungicides, nematocides, and rodenticides. Pioneer roads: Temporary access ways used to facilitate construction equipment access when building permanent roads. Plant-available water: The amount of water held in the soil that is available to plants; the difference between field capacity and the permanent wilting point. Point source: Any discernible, confined and discrete conveyance, including but not limited to any pipe, ditch, channel, tunnel, conduit, well, discrete fissure, container, rolling stock, concentrated animal feeding operation, or vessel or other floating craft, from which pollutants are or may be discharged. Glossary 308 309 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Pollutant: Dredged spoil, solid waste, incinerator residue, sewage, garbage, sewage sludge, munitions, chemical wastes, biological materials, radioactive materials, heat, wrecked or discarded equipment, rock, sand, cellar dirt, and industrial, municipal, and agricultural waste discharged into water (Section 502(6) of The Clean Water Act as amended by the Water Quality Act of 1987, Pub. L. 100-4). Postdevelopment peak runoff: Maximum instantaneous rate of flow during a storm, after development is complete. Precipitation: Any moisture that falls from the atmosphere, including snow, sleet, rain, and hail. Principal or Pipe Spillway: A pipe structure normally consisting of a vertical conduit (riser) and a horizontal outlet conduit (barrel). It is used to control the water level and the discharge from a pond or basin. Rainfall data: The average depth, in inches, of rainfall occurring over a watershed or subwatershed for a given frequency and duration storm event. Reach: Any length of river or channel. Usually used to refer to sections which are uniform with respect to discharge, depth, area or slope, or sections between gaging stations. Recurrence interval: The average interval of time within which a given event will be equalled or exceeded once. For an annual series the probability in any one year is the inverse of the recurrence interval. Thus a flood having a recurrence interval of 100 years (100-year frequency storm) has a 1 percent probability of being equalled or exceeded in any one year. Release rate: The rate of discharge in volume per unit time from a detention facility. Residue: See crop residue. Retarding basin: A basin storage designed and operated to reduce the flood flows of a stream through temporary storage. Retention: The holding of runoff in a basin without release except by means of evaporation, infiltration, or emergency bypass. Retention storage: The storage of storm runoff water for release after the end of the design storm at a time and in amounts that can be conveniently handled by, the drainage system. Return flow: That portion of the water diverted from a stream that finds its way back to the stream channel either as surface or underground flow (Soil Conservation Society of America, 1982). Right-of-way: The cleared area along the road alignment that contains the roadbed, ditches, road slopes, and back slopes. Riprap: A combination of graded stone, cobbles, and boulders used to protect streambanks, bridge abutments, or other erodible sites from runoff or wave action. Riser: A vertical pipe connected to a barrel, extending from the bottom of a pond that is used to control the discharge rate for a specific design storm. Root zone: The part of the soil that is, or can be, penetrated by plant roots (Soil Conservation Society of America, 1982). Runoff: That part of precipitation or snow melt that runs off the land into streams or other surface water. Runoff Curve Number: A factor in the NRCS/ SCS Hydrologic Soil Cover Complex runoff determination method. Relates mass rainfall to mass runoff. It is based on soil characteristics, cover type and land treatment. Glossary 308 309 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Salinity: The concentration of dissolved solids or salt in water (Soil Conservation Society of America, 1982). Scour: Soil erosion when it occurs underwater, as in the case of a streambed. Seed bed: The soil prepared by natural or artificial means to promote the germination of seeds and the growth of seedlings. Sediment: The product of erosion processes, the solid material, both mineral and organic, that is in suspension, is being transported, or has been moved from its site of origin by air, water, gravity, or ice. Sediment Basin: A basin constructed to collect and store sediment or other waterborne debris. Sedimentation: The process or act of depositing sediment (Soil Conservation Society of America, 1982). Seepage: Water escaping through or emerging from the ground along an extensive line or surface as contrasted with a spring, where the water emerges from a localized spot (Soil Conservation Society of America, 1982). Settleable solids: Solids in a liquid that can be removed by stilling a liquid. Settling times of one hour or more are generally used. Sheetflow: Water, usually storm runoff, flowing in a thin layer over the ground surface. Silt fence: A temporary barrier used to intercept sediment-laden runoff from small areas. Sinkhole: A depression in the earth’s surface caused by dissolving of underlying limestone, salt, or gypsum; drainage is through underground channels; may be enlarged by collapse of a cavern roof (Soil Conservation Society of America, 1982). Slope: Amount of deviation of a surface from the horizontal, measured as a numerical ratio, as a percent, or in degrees. Expressed as a ratio, the first number is the horizontal distance (run) and the second number is the vertical distance (rise), as 2:1. A 2:1 slope is a 50 per cent slope. Expressed in degrees, the slope is the angle from the horizontal plane, with a 90 degree slope being vertical (maximum) and a 45 degree slope being a 1:1 slope. Sludge: The material resulting from chemical treatment of water, coagulation, or sedimentation (Soil Conservation Society of America, 1982). Soil profile: A vertical section of the soil from the surface through all its horizons, including C horizons (Soil Conservation Society of America, 1982). Soil survey: A general term for the systematic examination of soils in the field and in laboratories; their description and classification; the mapping of kinds of soil; the interpretation of soils according to their adaptability for various crops, grasses, and trees; their behavior under use or treatment for plant production or for other purposes; and their productivity under different management systems (Soil Conservation, Society of America, 1982). Storm Sewer: A closed conduit for conducting storm water that has been collected by inlets or by other means. Storm Runoff: The water from precipitation running off from the surface of a drainage area during and immediately following a period of rain. Straw or Hay Bale Barrier: A temporary obstruction of straw or hay installed across or at the toe of a slope. It intercepts and detains small amounts of sediment from unprotected areas of limited extent and reduce runoff velocity down the slope. Glossary 310 311 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Subsurface Drain: A conduit such as tile, pipe or plastic tubing, installed beneath the ground surface that collects and/or conveys excess water emanating from the soil. Surface detention: The storm runoff detained on the surface of the ground at or near where the rainfall occurred, and which will either run off slowly or infiltrate into the soil. Surface infiltration: That rainfall which percolates into the ground surface and which therefore does not contribute directly to the storm runoff flow. Surface water: All water whose surface is exposed to the atmosphere. Suspended sediment: The very fine soil particles that remain in suspension in water for a considerable period of time. Swale: A natural depression or wide shallow ditch used to temporarily store, route, or filter runoff. Temporary sediment trap: A small temporary ponding area that is formed by excavation or constructing an earthen embankment across a drainageway to reduce flow velocities thus allowing soil particles to fall out of suspension before discharging into the downstream waters. Temporary Grade Stabilization Structure: A temporary barrier of rock, timber or straw or hay bales constructed across a swale or drainage ditch to reduce flow velocity. Tillage: The operation of implements through the soil to prepare seedbeds and rootbeds, control weeds and brush, aerate the soil, and cause faster breakdown of organic matter and minerals to release plant foods (Soil Conservation Society of America, 1982). Tilth: The physical condition of the soil as related to its ease of tillage, its fitness as a seedbed, and its impedance to seedling emergence and root penetration (Soil Conservation Society of America, 1982). Time of Concentration: The time required for surface runoff from the most hydraulically remote part of a drainage basin to reach the basin outlet or the point under consideration. Time of Flow: The time required for water to flow in a storm drain from the point where it enters to any given point or location beyond the inlet. Topography: The relative positions and elevations of the natural or man-made features of an area that describe the configuration of its surface (Soil Conservation Society of America, 1982). Trash rack: A barrier constructed to catch debris and exclude it from entering a downstream conduit. Trench: An excavation made for installing pipes, masonry walls, and other purposes. A trench is distinguished from a ditch in that the opening is temporary and is eventually backfilled. Turbidity: A cloudy condition in water due to suspended silt or organic matter. Turnout: A drainage ditch that drains water away from roads and road ditches. Vegetated buffer: Strips of vegetation separating a waterbody from a land use with potential to act as a nonpoint pollution source; vegetated buffers (or simply buffers) are variable in width and can range in function from a vegetated filter strip to a wetland or riparian area. Glossary 310 311 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Vegetated filter strip: An area of vegetation for runoff to flow through when it leaves a disturbed site before it enters into a designed drainage system. Vegetated swale: A natural or constructed broad channel with dense vegetation designed to treat runoff and dispose of it safely into the natural drainage system. Swales are designed to remove pollutants from stormwater runoff, increase infiltration and reduce the erosion potential at the discharge point. Water bar: A diversion ditch and/or hump installed across a trail or road to divert runoff from the surface before the flow gains enough volume and velocity to cause soil movement and erosion, and deposit the runoff into a dispersion area. Watercourse: A definite channel with bed and banks within which concentrated water flows continuously, frequently or infrequently. Water table: The upper surface of the ground water or that level below which the soil is saturated with water; locus of points in soil water at which the hydraulic pressure is equal to atmospheric pressure (Soil Conservation Society of America, 1982). Watershed: A drainage area or basin in which all land and water areas drain or flow toward a central collector such as a stream, river, or lake at a lower elevation. Weir: Device for measuring or regulating the flow of water. Wetlands: Areas that are inundated or saturated by surface or ground water at a frequency and duration to support, and that under normal circumstances do support, a prevalence of vegetation typically adapted for life in saturated soil conditions; wetlands generally include swamps, marshes, bogs, and similar areas. Glossary 313 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Connecticut Council on Soil and Water Conservation, Connecticut Guidelines for Soil Erosion and Sediment Control, Hartford, CT, January, 1985. Dickerson, John A., Kelsey, T. L., Godfrey, R. G., Gaffney, F. B., Miller, C., Revegetating Sand and Gravel Pits in the Northeast States. Driscoll, Eugene, and Mangarella, P., Woodward-Clyde Consultants, Urban Targeting and BMP Selection, Terrene Institute, November 1990. “Installing Erosion Control Blankets,” Erosion Control, The Journal For Erosion & Sediment Control Professionals, Vol. 1, No. 4, September/ October 1994. “Proper Silt Fence Performance,” Erosion Control, The Journal For Erosion & Sediment Control Professionals, Vol. 1, No. 3, July/August 1994. Flanders, R. A. Jr., Baboosic Lake Study, Amherst and Merrimack, New Hampshire, New Hampshire Water Supply and Pollution Control Commission, Concord, NH, January, 1986. Florida Department of Environmental Regulation, The Florida Development Manual. A Guide to Sound Land and Water Management: Stormwater Management Practices, Fourth Printing, February, 1993. Gaffney, F.B., Dickerson, J.A., Myers, R.E., Hoyt, D.K., Moonen, H.F., Smith, R.E., A Guide To: Conservation Plantings on Critical Areas for New York, U.S. Department of Agriculture, Soil Conservation Service, Syracuse, NY, June, 1991. Godfrey, R. G., and Dickerson, J. A., Vegetating Vermont Sand and Gravel Pits, USDA, Soil Conservation Service, Winooski, VT, February, 1988. Gray, Donald H. and Leiser, A. T., Biotechnical Slope Protection and Erosion Control, Leiser Van Reinhold Inc., 1982. Gustafson, C. J., and L. N. Boutiette, Jr., Controlling Surface Water Runoff, Soil Conservation Service, Amherst, MA, 1993. Hall-Arber, Madeleine, Water Pollution and Water Quality in Massachusetts’ Coastal Zone, MBP-92-04, Massachusetts Bays Program, Massachusetts Coastal Zone Management Offi ce and U.S. Environmental Protection Agency, 1992. Hampshire Conservation District, Stream Corridor Management Handbook for Western Massachusetts, Northampton, MA, available 1996. 312312Bibliography 312 313 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Hausmann, R. F., and E. W. Pruett, Permanent Logging Roads for Better Woodlot Management, USDA, Forest Service, Broomall, PA, September, 1978. “Introducing Natives,” Erosion Control, The Journal For Erosion & Sediment Control Professionals, Vol. 2, No. 4, July/August 1995. Lobdell, Raymond, A Guide to Developing and Re-Developing Shoreland Property in New Hampshire, North Country Resource Conservation and Development Area, Inc., Meredith, NH, 1994. Lowell, Peter, The Long Lake Watershed Study - A Handbook for Long-term Lake Protection, Lakes Environmental Association & Maine Department of Environmental Protection. Maryland Department of Natural Resources, Water Resources Administration, Sediment and Stormwater Division, Guidelines for Constructing Wetland Stormwater Basins, March 1987. Massachusetts Department of Environmental Protection, Draft Report of the Stormwater Task Force, Boston, MA, May, 1994. Massachusetts Department of Environmental Protection, Massachusetts Nonpoint Source Management Plan, (Fall, 1995 - Currently in draft stage). Massachusetts Department of Environmental Protection, Office of Watershed Management, Nonpoint Source Program, Massachusetts Nonpoint Source Management Manual, Boston, Massachusetts, June, 1993. Menzie-Cura & Associates, Sources and Loadings of Pollutants to the Massachusetts Bays, MBP-91-01S, Massachusetts Bays Program, Massachusetts Coastal Zone Management Office and U.S. Environmental Protection Agency, November, 1991. Minnesota Pollution Control Agency, Division of Water Quality, Protecting Water Quality in Urban Areas, Best Management Practices for Minnesota, October, 1989. Minnick, E. L., and H. T. Marshall, Stormwater Management and Erosion Control for Urban and Developing Areas in New Hampshire, Rockingham County Conservation District, August 1992. Moore, Libby, The Lake Book - Actions You Can Take to Protect Your Lake, Second Printing, Congress of Lake Associations, Yarmouth, ME, January, 1991. Bibliography 314 315 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines New Hampshire Department of Environmental Services, Best Management Practices to Control Nonpoint Source Pollution, Amanuensis, Manchester, NH, May 1994. New York State Department of Environmental Conservation, Division of Water, Bureau of Water Quality Management, Reducing the Impacts of Stormwater Runoff from New Developments, April 1992. New York Guidelines for Urban Erosion and Sediment Control, March 1988. North Carolina Department of Environment, Health, and Natural Resources, Erosion and Sediment Control Field Manual, Raleigh, NC, February 1991. North Carolina Sediment Control Commission, Erosion and Sediment Control Planning and Design Manual, Raleigh, NC, September, 1988. Northcutt, Greg, “Stabilizing Slopes From Different Angles,” Erosion Control, The Journal For Erosion & Sediment Control Professionals, Vol. 1, No. 3, July/August 1994. Pennsylvania, Commonwealth of, Department of Environmental Resources, Storm Water Management, A Review of Municipal Practices and Regulations, Environmental Planning Information Series Report #5, Harrisburg, PA, April 1980. Pennsylvania, Commonwealth of, Department of Environmental Resources, Storm Water Management Guidelines and Model Ordinances, Harrisburg, PA, 1985. Pennsylvania, Commonwealth of, Bureau of Soil and Water Conservation, Erosion and Sediment Pollution Control Program Manual, Harrisburg, PA, April, 1990. Phillips, Nancy, USEPA, Decisionmaker’s Stormwater Handbook, Terrene Institute, April, 1992. Rhode Island Department of Environmental Management, Office of Environmental Coordination, Nonpoint Source Pollution Management Program, Rhode Island Community Nonpoint Source Pollution Management Guide, Providence, RI. Rosen, C. J., D. H. Taylor, and D. B. White, “Use Fertilizer Wisely to Combat Groundwater Pollution,” American Nurseryman, December 15, 1986. Bibliography 314 315 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines Schueler, Thomas R., Controlling Urban Runoff: A Practical Manual for Planning and Designing Urban BMPs, Metropolitan Washington Council of Governments, Washington, DC, July, 1987. Schueler, Thomas R., P. A. Kumble, and M. A. Heraty, A Current Assessment of Urban Best Management Practices - Techniques for Reducing Non-Point Source Pollution in the Coastal Zone, Metropolitan Washington Council of Governments, Washington, DC, March, 1992. Southern New England Chapter, Soil Conservation Society of America, Recommendations for Erosion and Sediment Control During Land Use Change, January, 1978. Southern New England Chapter, Soil and Water Conservation Society of America, Sand and Gravel Restoration Workshop. Southern New England Chapter, Soil Conservation Society of America, Southern New England Conservation Product Directory, September, 1979. Technical Planning Associates, Handbook of Subdivision Practice, State of New Hampshire, North Haven, CT, January, 1972. Tourbier, J., and R. Westmacott, Water Resources Center, University of Delaware, Water Resources Protection Measures in Land Development - A Handbook, Newark, Del., April, 1974. U. S. Government, Army Corps of Engineers, Environmental Protection Agency, Fish and Wildlife Service, Soil Conservation Service, Federal Manual for Identifying and Delineating Jurisdictional Wetlands, January, 1989. U.S. Department of Agriculture, Soil Conservation Service, Amherst, MA, Field Office Technical Guide, Section IV, Practice Standards, September, 1993. U.S. Department of Agriculture, Soil Conservation Service, Champaign, IL, Urban Conservation Practice Standards, 1994. U.S. Department of Agriculture, Soil Conservation Service, Amherst, MA, Erosion & Sediment Control in Site Development, Massachusetts Conservation Guide, Volume I, September 1983. U.S. Department of Agriculture, Soil Conservation Service, Amherst, MA, Vegetative Practices in Site Development, Massachusetts Conservation Guide, Volume II, September 1983. U.S. Department of Agriculture, Soil Conservation Service, Amherst, MA, Guidelines for Soil and Water Conservation in Urbanizing Areas of Massachusetts, October, 1977. Bibliography 316 317 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines U.S. Department of Agriculture, Soil Conservation Service, Syracuse, NY, New York Guidelines for Urban Erosion & Sediment Control, May, 1988. U.S. Department of Agriculture, Natural Resources Conservation Service, Washington, DC, Engineering Field Handbook. U.S. Department of Agriculture, Soil Conservation Service, Washington, DC, Urban Hydrology for Small Watersheds, Technical Release 55, June, 1986. U. S. Environmental Protection Agency, Coastal Nonpoint Pollution Guidance, Washington, DC, January 1993. U. S. Environmental Protection Agency, Coastal Nonpoint Pollution Control Program, Program Development and Approval Guidance, Washington, D.C., January, 1993. U. S. Environmental Protection Agency, Guidance Specifying Management Measures For Sources Of Nonpoint Pollution In Coastal Waters, EPA-840-B- 92-002, Washington, DC, January, 1993. U. S. Environmental Protection Agency, Storm Water Management For Construction Activities, EPA-832-R-92-005, Washington, DC, September, 1992. Virginia Soil & Water Conservation Commission, Virginia Erosion and Sediment Control Handbook, Second Edition, Richmond, VA, 1980. Washington State Department of Ecology, Stormwater Management Manual for the Puget Sound Basin, Olympia, WA, February, 1992. Williams, Scott, The Waterside Landscape, Improving Your Buffer Strip for Water Quality Protection, Congress of Lake Associations, Maine. Bibliography 316 317 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines annual plants, 215 aspect, 212 asphalt spray emulsion, 96 beachgrass, 85, 113, 225 bedrock, depth to, 14 best management practices selection, 38 homesites, small parcels, for, 283 sand and gravel pits, for, 286 bioengineering, 168, 273 borrow area, 28, 32, 85 bridge, 159, 162 brush barrier, 46 brush-mesh, 273 brushlayer, 248, 262 branchpacking, 263 building construction, 43 buffer strip, 23 buffer zone, 34, 47 calcium chloride, 65 channel stabilization, 44 check dam, 48 chemical anchor, 96 clearing, 40 climate, 10, 12, 213 coastal dune vegetation, 224 coconut fi ber, 96 companion crop, 215 compost, 94 conservation plan, 28 conservation practices, 75, 203 conservation practice selection, 200 conservation principles, 25 construction entrance, 51 construction road stabilization, 54 construction schedule, 34 construction traffi c, 31, 51 cornstalks, 94 cover type, 202 cribbing, log, 171 cribwall, vegetated, 266 culvert, 159, 163 cuts, 25, 31 debris disposal, 40 disposal area, 32 diversion, 56 diversion dike, 59 diversion, temporary, 60 dormant plantings, 257 drainage, 14, 19, 22 drainage area, 62 dust control, 32, 64 erosion, 8 erosion and sediment control plan, 27 sample plan, 292 practices, 283 excavations, 40 excelsior, 95 exposed surfaces, 86 fascine, 248, 260, 273 fi ll, 28, 85 fi lter, 104,105 fi lter berm, 65 fi lter fabric, 96 fi lter strip, 67 fl ood hazard potential, 15 fl ood plain, 24 fl ow velocity, 48, 57 fl ume, 69 ford, 159 gabions, 71, 171 gabions, vegetated, 267 geotextiles, 73 glass fi ber mulch, 96 grade control structure, 20 grade stabilization structure, 74, 271 grading, 40 grass, 135 grasses, native, 218, 242 grasses, other, 221 grasses, wetland, 231 grassed waterway, 22 gravel mulch, 95 gravel pits, 290 grid paver, 171 ground cover, 22 groundwater, 13 gully erosion, 41 gully repair, 264 hay mulch, 95 hay bale barrier, 78, 155 herbs native, 231 wetland, 231 home site, 283 hydric soil, 14 A B C F E D G H Subject Index 318 319 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines manure, 94 mattress, willow, 274 microclimate, 213 moisture requirement, 253 mulch, 23, 92 anchoring, 96 types, 94, 95, 96 mulch, chemical, 93 mulching, 87, 240 “n”value, 205 native species, 217, 254 grasses, 218, 242 ground covers, 223 legumes, 222, 242 wetland herbs and grasses, 231 netting, 92, 96 nurse crop, 215 organic soil amendment, 237 outlet protection, 58, 98 outlet stabilization, 98 paved surface, 86 peat moss, 95 perennials, 216 perimeter protection, 31 permanent cover, 132, 238 pH, soil, 213 plant species, 214 annual, 216 bioengineering, for, 246-283 coastal dune, 224 dormant planting, for, 257-260 hydrographs, 208 hydrologic condition, 203 hydrologic methods, 204 hydrologic soil groups, 202 hydrology, urban, 200-209 hydroseeding, 22 impermeable surfaces, effect of, 12 inclusion, 16 inlet protection, 22, 76 inoculation, legume, 239 inspection and maintenance, 35 intertidal vegetation, 226 irrigation, 239 jetty, willow, 274 joint planting, 269 jute netting, 95 land grading, 84 land stabilization, 84 ledge, 22 legumes, 135, 215 inoculation, 239 native, 222 level spreader, 58, 89 lime, 135 lined channel, 22, 69 lined waterway, 196 live gully repair, 264 live staking, 256 low wall planting, 265 gravel and sand pits, for, 290 ground covers, 223 intertidal, 226 legumes, 215 mixtures vs. single species, 215 native vs. non-native species, 216 native, 217 non-native, 218 shrubs, 227 wetland herbs and grasses, 231 planting methods, 238 cool season, 280 warm season, 280 plastic mulch, 96 plugging, 239 preconstruction, 36 preserving natural vegetation, 100 raindrop erosion, 202 rainfall, 200, 201 rainfall distribution, 207 rainfall types, 207 reed berm, 273 reed roll, 273 retaining structures, 249 retaining bank, 270 retaining wall, 18 revetment, 158, 171, 274 rill erosion, 41 riparian areas, 47, 272 riprap, 104, 170 road runoff, 39 roads, 39 rock dam, 41, 109 rock wall, vegetated, 268 runoff, 17, 32 I J L M P O N R Index 318 319 Erosion and Sediment Control Guidelines Erosion and Sediment Control Guidelines sand bag, 48 sand dune stabilization, 112 sand fence, 114 sand pits, 286 sandblow stabilization, 112 sawdust, 94 scheduling, 34 season, 214 seasonal water table, 14 sedimentation, 8 sediment basin, 20, 30, 41, 116 sediment control, 30, 41 sediment fence, 30, 41, 123 sediment pond, 20, 30 sediment trap, 20, 30, 41, 128, 161 seed mixtures gravel pit, 290 permanent, 136, 137 temporary, 143 wetland, 139, 140, 141 seeding, 23, 134, 238 seeding dates, 135, 291 seeding, permanent,132 seeding, temporary, 143 seepage, 25 settlement, soil, 25 sheet erosion, 8 sheet flow, 211 shrub planting, 183, 244 shrub species, 244, 245 bioengineering, for, 281, 282 native wetland, 227, 235 silt curtain, 41, 146 site preparation, 44 slope, 16, 212 slope drain, 18, 147 slope paving, 18 slope stabilization, 18, 270 small parcel, 283 sod, 26, 151-154 sod wall, 270 sodding, 23, 151, 239 soil binder, 95 soil bioengineering, 246 soil characteristics, 9, 13, 14 soil compaction, 13 soil conditions, adverse, 25 soil cover, 210 soil limitations, 14, 211 soil permeability, 10 soil phase, 15 soil series, 15 soil structure, 10 soil survey report, 15 soil survey report status, 17 soil texture, 9 soils, 9 soils, disturbed, 211 soils investigation, 211 sprigging, 239 stabilization principles, 25 stockpiles, 40, 85, 182 storage effects, 209 storm drain, 33 storm runoff, 33, 42 straw mulch, 95 straw bale barrier, 78, 155 straw fiber, 96 stream corridor, 47 stream crossing, 34, 43, 158 streambank protection, 33, 165 vegetative methods, 42, 169 structural methods, 170 streambank stabilization, 19, 42, 165, 271 streambank vegetative zones, 273 structural measures, 20 structure, vegetated, 265 subsurface drain, 173 sump pit, 175 surface cover, 10 surface roughening, 176 surface runoff, 24, 201 swale, 185 terrace, 178 tiered wall planting, 290 tilth, 15 timber frame stabilization, 270 time of concentration, 205 tire wash, 51-53 topography, 11, 204 topsoiling, 180 TR-20, 206 TR-55, 205, 207 tree planting, 113, 183, 244 tree species, 113, 244 bioengineering, for, 281, 282 native, 229 trees native wetland, 235 trees, preserving, 102 urbanization, effects of, 12, 200 urban hydrology, 200-209 upland method, 207 utilities, 32, 43 S T U Index 320 Erosion and Sediment Control Guidelines vegetated cribwall, 266 vegetated structures, 265 vegetation, 210, 237 vegetation, preserving, 100 vegetative cover, 9, 207 vegetative measures, 20, 169 water bar, 188 water table, 25 water transmission, 200 watershed, 28 waterway, grassed, 22, 191 waterway, lined, 196 wetland grasses, 231 wetland herbs, 231 wetland shrubs and trees, 235 willow mattress, 273 willow whip, woven, 270 wood chips, 94 wood excelsior, 94, 95 wood fiber, 94, 95 W Index V Proactive by Design Appendix O – Limitations STORMWATER POLLUTION PREVENTION PLAN 268 Stevens Street Pump Station 02.0178063.00 LIMITATIONS 1. This Plan has been prepared for the exclusive use of CC Construction for specific application to the 268 Stevens Street Pump Station project, located in Barnstable, Massachusetts in accordance with generally accepted engineering practices. No other warranty, express or implied, is made. 2. The information contained in this Plan was performed in accordance with practices and standard of care typically exercised by members of our profession at the time of our services and under conditions similar to those we encountered while performing our services. 3. Any observations described in this Plan were made under the conditions stated herein. Any conclusions presented in the Plan were based solely upon the services described, and not on scientific tasks or procedures beyond the scope of described services or the time and budgetary constraints imposed by Client. 4. In preparing this Plan, GZA has relied on certain information provided by state and local officials and other parties referenced therein, and on information contained the files of state and/or local agencies available to GZA at the time of the services. Although there may have been some degree of overlap in the information provided by these various sources, GZA did not attempt to independently verify the accuracy or completeness of all information reviewed or received during the course of this site assessment. 5. Observations made of the site and of structures on the site are indicated within the Plan. Where access to portions of the site or to structures on the site was unavailable or limited, GZA renders no opinion on its condition. 6. The findings and conclusions provided in this Plan are based on information made available to GZA and observations made while conducting the prescribed Scope of Work. Site conditions in many of the elements are subject to change, so conditions at any given time could differ from the conditions described in the Plan. 7. GZA has not modified the controls and was not involved in the design process. GZA was contracted to prepare a SWPPP based on the controls designed by others. These controls, their implementation and specific requirements will also be discussed in the project plans and specifications. Proactive by Design Appendix P – Construction Schedule ID Task Mode Task Name Duration Start Finish Predecessors Resource Names 1 Temp Fence Installation 1 day Mon 6/16/25 Mon 6/16/25 CC 2 Pre-Con Videos 1 day Mon 6/16/25 Mon 6/16/25 CC 3 Move Stockpiles/Organize Site/ Install Environmental Controls 5 days Mon 6/23/25 Fri 6/27/25 CC 4 Install Wet Well Points 3 days Mon 6/30/25 Wed 7/2/25 MCQ 5 Dig Trench for Dewatering Force Main 1 day Mon 6/30/25 Mon 6/30/25 CC 6 Start Up Dewatering Equipment 1 day Mon 7/7/25 Mon 7/7/25 MCQ 7 Install SOE and Shoring 5 days Mon 7/7/25 Fri 7/11/25 CC 8 Set Wet Well 1 day Thu 7/10/25 Thu 7/10/25 CC 9 Liquid Test 1 day Fri 7/11/25 Fri 7/11/25 CC 10 Backfill Wet Well 3 days Mon 7/14/25 Wed 7/16/25 CC 11 Excavate Valve Vault Structure 3 days Thu 7/17/25 Mon 7/21/25 CC 12 Install Valve Vault Structure 1 day Tue 7/22/25 Tue 7/22/25 CC 13 Install Internals of Wet Well and Valve Vault 5 days Wed 7/23/25 Tue 7/29/25 CC 14 Excavate Water Meter Manhole and Sewer Manhole 1 day Wed 7/30/25 Wed 7/30/25 CC 15 Install Water Meter Manhole and Sewer Manhole 2 days Thu 7/31/25 Fri 8/1/25 CC 16 Install Water Meter Manhole Internals 3 days Mon 8/4/25 Wed 8/6/25 CC 17 Install Gravity Sewer Pipe 2 days Thu 8/7/25 Fri 8/8/25 CC CC CC 25 28 31 3 6 May 2025 June 2025 Task Split Milestone Summary Project Summary Inactive Task Inactive Milestone Inactive Summary Manual Task Duration-only Manual Summary Rollup Manual Summary Start-only Finish-only External Tasks External Milestone Deadline Progress Manual Progress Page 1 Project: Stevens Street Schedule Date: Thu 6/5/25 CC CC CC MCQ CC MCQ CC CC CC CC CC CC CC CC CC CC CC 6 9 12 15 18 21 24 27 30 3 6 9 12 15 18 21 24 27 30 2 5 8 11 14 June 2025 July 2025 August 2025 Task Split Milestone Summary Project Summary Inactive Task Inactive Milestone Inactive Summary Manual Task Duration-only Manual Summary Rollup Manual Summary Start-only Finish-only External Tasks External Milestone Deadline Progress Manual Progress Page 2 Project: Stevens Street Schedule Date: Thu 6/5/25 GZA GeoEnvironmental, Inc.