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20240416 NOI Barnstable DPW 789 Mary Dunn Road_updated 20240402
April 2024 MARY DUNN WELL 4 REPLACEMENT PROJECT PREPARED FOR: TOWN OF BARNSTABLE SUBMITTED TO: BARNSTABLE CONSERVATION COMMISSION Notice of Intent 55 Walkers Brook Drive, Suite 100, Reading, MA 01867 Tel: 978.532.1900 Offices in: MA, CT, NH, VT, NY, NJ, PA, SC & FL westonandsampson.com March 29, 2024 Barnstable Conservation Commission 230 South Street Hyannis, MA 02601 Re: NOI Filing Barnstable Department of Public Works Mary Dunn Well 4 Replacement Project, Mary Dunn Road, Barnstable, MA Dear Members of the Commission: On behalf of the Town of Barnstable Department of Public Works (the Town), Weston & Sampson Engineers, Inc. is hereby enclosing nine (9) copies (including original) of the Notice of Intent submittal (including plans) to fulfill the requirements of the Massachusetts Wetlands Protection Act, M.G.L. Chapter 131, Section 40 submittal requirements and the requirements of Chapters 237 and 704 of the Town of Barnstable General Ordinances. This submittal is a formal Notice of Intent for the proposed replacement of the Mary Dunn Well 4. This project previously was permitted and received an Order of Conditions from the Barnstable Conservation Commission dated October 31, 2019, MassDEP File Number SE3-5722. The project, originally planned for construction several years ago, was put on hold and the Order of Conditions that was originally issued has since expired. Therefore, the Town respectfully submits this new Notice of Intent. The project scope, limits of work, and impacts remain unchanged from the work that was permitted under the original Order. As part of the filing, we have attached the following: Appendix A: MassDEP and Town of Barnstable Application Forms Appendix B: Project Description Appendix C: Site Maps Appendix D: Wetland Delineation Report Appendix E: Project Plans Appendix F: Stormwater Report Appendix G: Applicable Technical Specifications Appendix H: Abutter Notification Information If you have any questions regarding this submittal, please contact me at 978-548-6251. Very truly yours, WESTON & SAMPSON Rhianna Sommers, PWS Project Environmental Scientist wpaform3.doc • rev. 6/18/2020 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): 0 & 789 Mary Dunn Road a. Street Address Barnstable b. City/Town 02601 c. Zip Code Latitude and Longitude: 41°40'45.9"N d. Latitude 70°16'51.1"W e. Longitude 331 / 005 and 331 / 003/ 003 f. Assessors Map/Plat Number g. Parcel /Lot Number 2. Applicant: Michael a. First Name Tieu 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 x 4943 h. Phone Number i. Fax Number michael.tieu@town.barnstable.ma.us j. Email Address 3. Property owner (required if different from applicant): Check if more than one owner a. First Name b. Last Name c. Organization d. Street Address e. City/Town f. State g. Zip Code h. Phone Number i. Fax Number j. Email address 4. Representative (if any): Rhianna a. First Name Sommers b. Last Name Weston & Sampson Engineers, Inc. c. Company 55 Walkers Brook Drive, Suite 100 d. Street Address Reading e. City/Town MA f. State 01867 g. Zip Code 978-548-6251 h. Phone Number i. Fax Number sommers.rhianna@wseinc.com j. Email address 5. Total WPA Fee Paid (from NOI Wetland Fee Transmittal Form): N/A - exempt (municipal applicant) a. Total Fee Paid b. State Fee Paid c. City/Town Fee Paid wpaform3.doc • rev. 6/18/2020 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: Abandonment of the existing Mary Dunn #4 well and demolition of the well building . Portions of the project are proposed within the 100-foot buffer zone to Inland Bank. See Appendix B - Project Description for more information. 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) 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) 19847 c. Book 223 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. 6/18/2020 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 1. square feet 2. square feet c. Land Under Waterbodies and Waterways 1. square feet 2. square feet 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. 6/18/2020 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. 6/18/2020 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 2024 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. 6/18/2020 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 - Cohasset 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 - Hull 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. 6/18/2020 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. 6/18/2020 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. Mary Dunn 4 New Pumping Station a. Plan Title Weston & Sampson Engineers b. Prepared By Michael Warner, P.E. c. Signed and Stamped by March 29, 2024 d. Final Revision Date 1" = 10' 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: 0 & 789 Mary Dunn Road a. Street Address Barnstable b. City/Town N/A - exempt (municipal applicant) c. Check number N/A - exempt (municipal applicant) d. Fee amount 2. Applicant Mailing Address: Michael a. First Name Tieu 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 michael.tieu@town.barnstable.ma.us j. Email Address 3. Property Owner (if different): a. First Name b. Last Name c. Organization d. Mailing Address e. City/Town f. State g. Zip Code h. Phone Number i. Fax Number 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 - exempt (municipal applicant) a. Total Fee from Step 5 State share of filing Fee: b. 1/2 Total Fee less $12.50 City/Town share of filling Fee: 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.) Appendix A Local Forms Chap 707/rev. March 2022 Page 1 CHAPTER 707 Regulation Governing Minimum Submission Requirements for a Notice of Intent Application The Barnstable Conservation Commission has adopted the following requirements in order to obtain more consistently complete submission documents necessary for a thorough and efficient review of all Notice of Intent (NOI) applications. Failure to complete any of the items in this checklist may result in your application being denied. Applicant or applicant’s agent should check each box denoting that the task has been completed or in certain instances, like field staking, denoting that the task will be completed. The following submission checklist covers the requirements of Chapter 237, Wetlands Protection, of the Part I General Ordinances of the Code of the Town of Barnstable. This checklist shall be submitted to the Barnstable Conservation Division with the NOI application. 1. Requirements a. The applicant understands, unless they’ve instructed otherwise, they are applying both under the Massachusetts Wetlands Protection Act M.G.L. c.131,§40 and Chapter 237 of the Town of Barnstable General Ordinances. b. Attach a written narrative to the NOI application (WPA Form 3), available at: www.mass.gov/eea/agencies/massdep/service/approvals/wpa-form-3.html describing any project impacts and proposed mitigation as they relate to the following: 1) Any of the interests of Chapter 237 of the General Ordinances and the MassDEP Wetlands Protection Act M.G.L. 131, §40. 2) The performance standards contained in the MassDEP Wetlands Protection Regulations (310 CMR 10.00) 3) Chapter 704: Regulation Governing Activity in the 100-ft. Buffer Zone. 4) Chapter 703: Private Docks and Piers. 5) Any other applicable regulations (310 CMR 10.00 or as promulgated under Chapter 237 of the General Ordinances). c. Enclose proper payment to cover the fee for Chapter 237 filings. Consult current Fee Schedule at www.townofbarnstable.us/Conservation d. Please indicate who is to record the Order of Conditions (check one): Applicant Agent 2. Abutter Notification (See Abutter Notification Regulation, Chapter 706) Town of Barnstable Conservation Commission 230 South Street Hyannis Massachusetts 02601 Office: 508-862-4093 E-mail: conservation@town.barnstable.ma.us Chap 707/rev. March 2022 Page 2 a. Contact the Conservation Division office at (508) 862-4093 regarding the docketing process, or see current schedule of Conservation Hearings and submission deadlines at: www.townofbarnstable.us/Conservation/ b. Provide a copy of the list of abutters within a 100 ft radius of the project parcel. c. Provide a copy of the Assessor’s Map indicating the parcel of the project site and showing the 100 ft radius of the project parcel. d. Provide a copy of the abutter notification letter. Use the form letter provided in our Abutter Notification Regulation (Chapter 706), available on the Conservation Division website. e. Bring the green return receipts, from the certified mailings to the abutters, as proof of notification to the public hearing. If any mailings are returned, bring the entire envelope, indicating by postal service stamp the reason for return. You will retain the receipts afterwards, not the Conservation Division. f. I further certify under the penalties of perjury that all abutters were notified of the Notice of Intent Application, pursuant to the requirements of Chapter 237 of the General Ordinances of the Code of the Town of Barnstable. Notice must be made in writing by certified mail to all abutters within 100 ft of the property line of the project location. _______________________________________ Signature of Applicant or Representative Date 3. Field Staking: a. On or before Tuesday, @ 8:30 a.m., one week prior to the scheduled public hearing, have your project staked by a professional engineer or registered land surveyor showing all outside corners of all proposed structures and the continuous proposed “limit of work” line. b. Have a wetland scientist or other qualified professional flag all wetland resource areas on or within 100 ft of the work area. Make sure that the flags are sequentially numbered. c. Provide a project identification stake with bright painted top and applicant name and address, easily visible from the street approaching the site. 4. Legal Advertisement Fees: a. Conservation will submit the legal ad for publication in a local newspaper. The applicant or his/her agent is responsible for payment, by check (payable to the Town of Barnstable), at the hearing or by mail. The cost of the legal ad will be pre-calculated and posted on the hearing agenda prior to the hearing. 5. Minimum Documentation for a Complete Application: a. Provide a completely filled-out (in all parts) NOI application as locally adopted for the Town of Barnstable, including MassDEP Vegetated Wetland Field Data Form. Indicate Assessor’s map and parcel of the project, as well as the street or road address, and pertinent village (i.e., Hyannis, Centerville, Barnstable, etc). b. Provide two (2) original project plans, stamped in blue or red ink (wet stamp). Plans must be signed and dated by a Massachusetts licensed, professional engineer, land surveyor, architect or landscape architect (as applicable), and shall be drawn at a readable scale (1" = 20' preferred). For multi-acre sites, a second site plan, drawn at larger scale showing the entire site, should also be provided. Chap 707/rev. March 2022 Page 3 c. Provide a signed Permission to Access Property, Form PA. The form must be signed by the property Owner, or legal representative and submitted prior to NOI being docketed and application advertised. Form PA is available at www.townofbarnstable.us/Conservation/. Do not send the abutter letter out until the form is submitted to the Conservation Division office. d. For projects requiring mitigation plantings under Chapter 704 -3, 704-4, and 704-5, mitigation planting location(s) shall clearly be shown on landscaping planting plan. The planting plan shall include species list (chosen from the Town of Barnstable Conservation Commission approved planting lists), sizes, densities and/or quantities. The plan shall also provide area calculations between 0 to 50 and 50 to 100 separately for the amount of mitigation planting required, and the amount of mitigation planting proposed. e. Provide detailed, written street directions to the locus (site). f. Provide a copy of a U.S.G.S. locus map indicating the general area of the project site. g. Provide a check for the Town of Barnstable portion of the required filing fee. (The portion payable to the Commonwealth, see 7. e. below) h. Provide any other documentation, photographs, architectural renderings or other supporting data prepared by professionals competent in the field which may be relevant to the application. 6. The site plan shall also show: a. All existing and proposed contours at 2-ft. minimum intervals (1-ft. preferred). b. Clear delineation of all existing and proposed structures and features. Building structures must be accurately dimensioned (fixed location) from property lines and wetland resource areas. Plans shall provide sufficient detail to show all potential wetland impacts, mitigation, compensatory areas, engineered structures, utilities, landscaping, etc. within the area of jurisdiction. On complicated sites, existing and proposed conditions must be shown on separate sheets. c. Locus inset map of the site clearly showing its location relative to surrounding public streets. d. All wetland resource area flags by individual flag number (matched to the field) to clearly identify all resource areas on or within 100 feet of the work area. The individual who performed the flagging and date of flagging shall be identified on the plan next to the resource line. e. Section views showing changes in grade, cuts and fills. 7. SUBMISSION OF THE COMPLETED APPLICATION WITH PLANS: a. Provide a signed Permission to Access Property, Form PA. The form must be signed by the property Owner, or legal representative and submitted prior to NOI being docketed and application advertised. Form PA is available at www.townofbarnstable.us/Conservation/. Do not send the abutter letter out until the form is submitted to the Conservation Division office. b. Email NOI application and all associated materials in PDF format to Kimberly.Cavanaugh@town.barnstable.ma.us AND Darcy.Karle@town.barnstable.ma.us . Do not include copies of checks. All attachments must be named with the hearing date (year first), type, name, address. Examples 20220301 NOI Smith 21 Main Street or 2022031 NOI Plan Smith 21 Main Street. c. Provide two (2) full NOI applications with folded plans (colored ink stamp) with signature/date to the Town of Barnstable Conservation Division Office for administrative use; Q\REGULATIONS\finalchapter237feeschedule Revised 6/6/2017 Effective 7/1/2017 FEE SCHEDULE (EFFECTIVE 7/1/2017) Notice of Intent (NOI) Chapter 237 fee Category 1 (additions, pools etc.) 200 Category 2 (houses, beach nourishment etc.) 300 Category 3 (roads, commercial bldgs, etc.) 425 Category 4 (dredging etc.) 400 Category 5 (piers, seawalls etc.) 2.50/ft + additional 750 f/ saltwater piers 2.50/ft + additional 250 f/ freshwater piers Category 6 (confirm wetland delineations) 500 NOI Waiver Request 150 + NOI fee Note: Any Notice of Intent filed only under Chap. 237 of the Town Code, shall also be assessed a fee equivalent to the calculated “town share” derived from the MA DEP Wetlands fee calculation for that type project. Request for Determination of Applicability (RDA) General 175 Vista Pruning 225 Confirm wetland delineations 400 Certificate of Compliance Initial docketing 125 Each re-docketing (revisit) 50 Extension Permit 125 Amended Order of Conditions 150* Revised Plan 50* *Note: Any revised plan request or request for amended order shall also be assessed applicable project fees. Administrative Review 25 AFTER-THE-FACT FILINGS: (Twice the filing fee** of NOI, RDA ) Notice of Intent: Chapter 237 fee Category 1 (additions, pools, etc.) 400 Category 2 (houses, beach nourishment, etc.) 600 Category 3 (roads, commercial bldgs.., etc.) 850 Category 4 (dredging, etc.) 800 Category 5 (piers, seawalls, etc. 5.00/ft. + additional 750 f/ saltwater piers 5.00/ft. + additional 250 f/ freshwater piers Request for Determination of Applicability : General 350 Vista Pruning 450 Enforcement Order Response Plan (where no after-fact filing) 200** * - plus applicable project fee; ** - at the discretion of the Conservation Commission Town of Barnstable Conservation Commission 230 South Street, Hyannis, MA 02601 E-mail: conservation@town.barnstable.ma.us Office: 508-862-4093 Appendix B Project Description Page 1 PROJECT DESCRIPTION Background The existing Mary Dunn 4 well, which is scheduled for abandonment, has been determined to be affected by surface water influences. This well has remained inactive for several years, and its water exhibits high levels of iron. Situated in a building showing signs of wear, it is connected to the Mary Dunn Treatment facility through an 8-inch ductile iron pipe. The purpose of this project is to replace this well with a satellite well across the road. Proposed work within the 100-foot buffer zone is limited to demolition of the existing well building superstructure and foundation, abandonment of the existing well in accordance with MassDEP standards, and installation of associated underground electric and communication conduit to service the new well building. This work will occur within the 100- foot buffer zone to Inland Bank associated with the Little Israel Pond. The project will not result in any alterations to wetland resource areas. All of the work associated with construction of the new well building, access, and other ancillary features is located across the street on the 0 Mary Dunn Road parcel, and outside of the 100-foot buffer zone. The Project Plans included in Appendix E depict the whole project, but only the work proposed in jurisdictional areas (i.e., demolition of the existing well building superstructure and foundation, abandonment of the existing well in accordance with MassDEP standards, and installation of associated underground electric and communication conduit to service the new well building) is the subject of this filing. This project previously was permitted and received an Order of Conditions from the Barnstable Conservation Commission dated October 31, 2019, MassDEP File Number SE3-5722. The project, originally planned for construction several years ago, was put on hold and the Order of Conditions that was originally issued has since expired. Therefore, the Town respectfully submits this new Notice of Intent. The project scope, limits of work, and impacts remain unchanged from the work that was permitted under the original Order. Site Description The limits of work are located within 0 Mary Dunn Road and 789 Mary Dunn Road in Barnstable. The existing pump station and well are located on the west side of Mary Dunn Road (see the figures in Appendix C). The existing well building is located within a maintained transmission line right-of-way. The site is relatively flat, and vegetation surrounding the pump station in this area is limited to upland herbaceous and scrub-shrub species. Little Israel Pond is located west of the building, downslope. The limits of Inland Bank associated with the pond were delineated in the field and are depicted on Figure 1 in Appendix C. The Wetland Delineation Report is included in Appendix D. The western portion of the project site, on the 789 Mary Dunn Road parcel, is located within Natural Heritage and Endangered Species Program (NHESP)-mapped Priority Habitat for Rare Species (see Appendix C, Figure 4). The project previously filed a Project Review Checklist under the Massachusetts Endangered Species Act and received a conditional No Take determination from NHESP for the work. Page 2 Directions to Site: From US-6 E take exit 6. Then take a sight right onto MA-132 S. After a mile turn left onto Attucks Lane followed by a left on Independence Drive. In 1.2 miles take a right onto Mary Dunn Road, the project area will be .3 miles. To the west of the work area is Little Israel Pond. The existing Mary Dunn #4 Well is located at 789 Mary Dunn Road (between the pond and western edge of the road), and the location for the new well is located at 0 Mary Dunn Road (on the eastern side of the road). Scope of Work The existing well building superstructure and foundation will be demolished to 12” below grade. The site will then be backfilled, graded, and loamed and seeded with a native seed mix. The existing Mary Dunn Well 4 will be abandoned in accordance with MassDEP standards: - Remove existing well pump and clear the well of any obstructions. - Fill the well with clean sand gravel or pea gravel, or crushed stone to 14’ below grade. - Fill the well with a mixture of neat cement and 6% bentonite by weight to 4’ below grade. Plugging material shall flow out the stop along the sides of the casing to assure a proper seal is established. - Top 4’ of casing below ground surface shall be cut off. - Upper 4’ of soil from the top of casing to the surface shall be properly compacted, mound compacted soil over the well surface. - Prepare a record of the decommissioning and submit to DCR, Barnstable Water Department, Barnstable Board of Health, and MassDEP. The project will also include installation of associated underground electric and communication conduit to service the new well building across the street. Work is anticipated to begin in Spring 2024 and is anticipated to take approximately 10-12 months to complete. Environmental Considerations No work will occur within resources protected under the Wetland Protection Act. However, excavation for utility trenches and demolition of the existing building will occur within the 100-foot buffer zone to Inland Bank associated with Little Israel Pond. Hay bales and silt fencing will be installed around the work area to reduce sediment migration into the pond, as depicted on the Project Plans provided in Appendix E. Areas of temporary disturbance will be loamed and seeded following completion of work. Compliance with Local Wetlands Bylaw The project has been designed to comply fully with Chapter 237 of the Town of Barnstable General Ordinances, as well as the Conservation Commission regulations at Chapter 704 of the General Ordinances for Regulation Governing Activity in the 100-foot Buffer Zone. There are performance standards for buffer zone outlined in Chapter 704 Section 3 which describe a fifty-foot undisturbed buffer zone that shall be retained between the landward- most wetland resource areas and the limit of proposed site disturbance. This section of the Page 3 bylaw also includes mitigation requirements for projects that propose work within the 50- foot buffer zone. Portions of the demolition and removal of the existing well building are proposed within the 50-foot buffer zone to Little Israel Pond. However, the work is proposing to remove an existing structure/hardscape and this area will then be restored, loamed and seeded to return the area to natural conditions, resulting in an improvement to the existing site. It is also important to note that Section 6 of Chapter 704 includes specific provisions that allow certain activities to occur within the buffer zone without the requirement for mitigation planting, at the discretion of the Commission. This includes the following: Overriding Public Benefit (Section A(3)): This project will serve an overriding public benefit by significantly improving water quality and reducing potential water pollution sources. By replacing the existing well, which has been impacted by surface water and exhibits elevated iron concentrations, the project serves an overriding public benefit by ensuring the safety and reliability of the water supply. Water-Dependent Facilities (Section A(5)): The nature of the replacement well classifies it as a water-dependent facility, essential for securing the area's water supply. For these reasons, the applicant believes that work proposed within the 50-foot buffer zone and the 100-foot buffer zone will be consistent with the requirements and interests protected in Chapter 704 of the General Ordinances. The applicant respectfully requests that the Barnstable Conservation Commission issue an Order of Conditions approving the Project pursuant to M.G.L. c. 131 §40 and Chapters 237 and 704 of the Town of Barnstable General Ordinances. Appendix C Site Maps USGS The National Map: Orthoimagery. Data refreshed April, 2019.National Flood Hazard Layer FIRMette05001,0001,5002,000250FeetÜ70°17'9.44"W 41°40'59.50"N 70°16'31.99"W 41°40'32.63"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUTSPECIAL FLOODHAZARD AREASWithout Base Flood Elevation (BFE)Zone A, V, A99With BFE or DepthZone AE, AO, AH, VE, ARRegulatory Floodway0.2% Annual Chance Flood Hazard, Areasof 1% annual chance flood with averagedepth less than one foot or with drainageareas of less than one square mile Zone XFuture Conditions 1% AnnualChance Flood HazardZone XArea with Reduced Flood Risk due toLevee. See Notes.Zone XArea with Flood Risk due to LeveeZone DNO SCREENArea of Minimal Flood HazardZone XArea of Undetermined Flood HazardZone DChannel, Culvert, or Storm SewerLevee, Dike, or FloodwallCross Sections with 1% Annual Chance17.5Water Surface ElevationCoastal TransectCoastal Transect BaselineProfile BaselineHydrographic FeatureBase Flood Elevation Line (BFE)Effective LOMRsLimit of StudyJurisdiction BoundaryDigital Data AvailableNo Digital Data AvailableUnmappedThis map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standardsThe flood hazard information is derived directly from theauthoritative NFHL web services provided by FEMA. This mapwas exported on 9/3/2019 at 1:29:04 PM and does notreflect changes or amendments subsequent to this date andtime. The NFHL and effective information may change orbecome superseded by new data over time.This map image is void if the one or more of the following mapelements do not appear: basemap imagery, flood zone labels,legend, scale bar, map creation date, community identifiers,FIRM panel number, and FIRM effective date. Map images forunmapped and unmodernized areas cannot be used forregulatory purposes. LegendOTHER AREAS OFFLOOD HAZARDOTHER AREASGENERALSTRUCTURESOTHERFEATURESMAP PANELS81:6,000B20.2The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. Appendix D Wetland Delineation Report March 2024 789 Mary Dunn Road Barnstable, MA Project # ENG23-2852 Wetland Delineation Conducted By: Rhianna Sommers, PWS Delineation Report Reviewed By: Megan Kearns, PWS Wetland Delineation Report i Wetland Delineation Report Mary Dunn Road, Barnstable westonandsampson.com TABLE OF CONTENTS Page 1.0 SITE DESCRIPTION .................................................................................................... 1-1 2.0 DELINEATION OF WETLAND RESOURCES .............................................................. 2-1 2.1 Site Observations ..................................................................................................... 2-1 2.2 Wetland Delineation Methodology ............................................................................ 2-1 2.3 Bank ......................................................................................................................... 2-1 2.4 Other Protected Areas .............................................................................................. 2-2 3.0 SUMMARY ................................................................................................................... 3-3 4.0 REFERENCES ............................................................................................................. 4-1 FIGURES Figure 1 ............................................................................................................... Wetlands Field Map Figure 2 ............................................................................................................................. USGS Map Figure 3 .................................................................................................................... FEMA FIRM Map Figure 4 ............................................................................................... Environmental Receptors Map Figure 5 ....................................................................................................................... Article 97 Land APPENDICES Appendix A ............................................................................................................ Site Photographs \\wse03.local\WSE\Projects\MA\Barnstable MA\Mary Dunn Wellfield\Wetland Delineation\Delineation Report\2 Wetland Delineation Report Body.docx 1-1 Wetland Delineation Report Mary Dunn Road, Barnstable westonandsampson.com 1.0 SITE DESCRIPTION On March 15, 2024 Weston and Sampson delineated wetland resources along the eastern edge of Little Israel Pond located at 789 Mary Dunn Road in Barnstable, MA. The delineation was conducted by a Professional Wetland Scientist (PWS). The site under consideration is an existing wellfield located adjacent to a utility right of way and Mary Dunn Road, both of which run through a forested area that is mostly undeveloped. Please see Figure 1 (Wetlands Field Map) and Figure 2 (USGS Map) of this report for the investigation area. A single wetland resource area, Bank, was identified and flagged in the field using pink flagging by a Weston & Sampson wetland scientist who is trained in the wetland delineation process using the Massachusetts Department of Environmental Protection (MassDEP) and the US Army Corps of Engineers (ACOE) methodology. 2-1 Wetland Delineation Report Mary Dunn Road, Barnstable westonandsampson.com 2.0 DELINEATION OF WETLAND RESOURCES 2.1 Site Observations The Weston & Sampson wetland scientist, trained in the ACOE Wetland Delineation Manual and Massachusetts Department of Environmental Protection (MassDEP) Delineating Bordering Vegetated Wetlands Under the Massachusetts Wetland Protection Act guidance document, flagged the following protected wetland resources at the site: - Bank – Top of Bank (TOB) See Appendix A for site photographs. 2.2 Wetland Delineation Methodology Wetland delineation assessment was conducted in accordance with the Massachusetts Wetland Protection Act Regulations (310 CMR 10.55(2)(c)), the Massachusetts Department of Environmental Protection (MassDEP) Massachusetts Handbook for Delineation of Bordering Vegetated Wetlands (Second Edition, September 2022), ACOE Wetland Manual (Technical Report Y-87-1), and the Barnstable Wetlands Protection Bylaw (Chapter 237). The methodology included the characterization of vegetation, soil and hydrologic conditions in both wetland and upland areas to identify the transitional area, as well as locating the TOB which was used as the Bank limit. Pink flags with distinct flag numbers were left in the field to show wetland resource area limits. 2.3 Bank Inland Bank associated with Little Israel Pond was identified and delineated within the investigation area. Little Israel Pond is approximately 1.3 acres in size. Water bodies, including ponds, have banks which are protected by the Massachusetts Wetland Protection Act. Bank is a wetland resource area defined by 310 CMR 10.54(2)(a) as “the potion of land surface which normally abuts and confines a water body. It occurs between a waterbody and a bordering vegetated wetland and adjacent floodplain, or, in absence of these, it occurs between a waterbody and an upland.” Inland Bank provides valuable functions such as flood control, stormwater prevention, fisheries protection, and water quality protection. 2-2 Wetland Delineation Report Mary Dunn Road, Barnstable westonandsampson.com The limit of this resource area is identified by TOB which is located at the first observable break in slope or the mean annual flood level, whichever is lower. A single TOB flag series was delineated at this site. Wetland flags left in the field included: - TOB-A1 through TOB-A16 A 100-foot buffer zone is associated with the Bank resource area per 301 CMR 10.02(2)(b). Inland Bank also has a 50-foot buffer zone under the Barnstable Wetlands Protection Bylaw (Chapter 237 of the Barnstable General Ordinances). 2.4 Other Protected Areas Weston & Sampson created an environmental receptors map (see Figure 4) of the site to determine the presence of other protected areas. The data source of these map layers was the Massachusetts Geographic Information System (MassGIS). These areas included: - NHESP Priority Habitats of Rare Species - NHESP Estimated Habitats of Rare Wildlife - NHESP Certified and Potential Vernal Pools - Areas of Critical Environmental Concern (ACEC) - Outstanding Resource Waters (ORW) - Article 97 Land (Open Space) Based on the MassGIS information, portions of the investigation area are located within NHESP Priority Habitat of Rare Species. Additionally, the investigation area is located within Article 97 land, or protected open space (see Figure 5). A FEMA FIRM map (see Figure 3) was created online from the FEMA website to determine if there is a 100-year flood zone at the site. Based on the information provided by the FIRM map the investigation area is not located within the 100 year floodplain. 3-3 Wetland Delineation Report Mary Dunn Road, Barnstable westonandsampson.com 3.0 SUMMARY On March 15th, 2024 Weston and Sampson delineated wetland resources along the eastern edge of Little Israel Pond located off Mary Dunn Road in Barnstable, MA. The TOB associated with the pond was identified and flagged in the field. Additional MassGIS mapping indicated that portions of the site are also located within NHESP-mapped Priority Habitat of Rare Species. This Wetlands Delineation Report has been reviewed and approved by a Professional Wetland Scientist PWS. 4-1 Wetland Delineation Report Mary Dunn Road, Barnstable westonandsampson.com 4.0 REFERENCES Jackson, Scott. 1995. “Delineating Bordering Vegetated Wetlands Under the Massachusetts Wetlands Protection Act.” Massachusetts Department of Environmental Protection. Massachusetts Division of Fisheries and Wildlife, Natural Heritage and Endangered Species Program. Massachusetts Natural Heritage Atlas, 13th Edition with 2017 web updates. Accessed on 9/3/19 Massachusetts Geographic Information System. January 2009. Outstanding Resource Waters. Massachusetts Department of Environmental Protection. Accessed on 9/3/19 Massachusetts Geographic Information System. December 2003. Areas of Critical Environmental Concern. Massachusetts Department of Environmental Protection. Accessed on 9/3/19 Newcomb, Lawrence. 1977. Newcomb's Wildflower Guide. Little, Brown and Company. Web Soil Survey of Barnstable County, Massachusetts. United States Department of Agriculture and National Cooperative Soil Survey, in cooperation with Massachusetts Agricultural Experiment Station United States Department of Agriculture, Natural Resources Conservation Service. 2018. Field Indicators of Hydric Soils in the United States, Version 8.2. L.M. Vasilas, G.W. Hurt, and J.F. Berkowitz (eds.). USDA, NRCS, in cooperation with the National Technical Committee for Hydric Soils. USACOE, January 1987, Corps of Engineers Wetlands Delineation Manuel, Wetlands Research Program Technical Report Y-87-1. FEMA Flood Map Service Center, online at msc.fema.gov/portal Assessed on 9/3/19 Tiner, Jr., Ralph W., 2005, Field Guide to Nontidal Wetland Identification Tiner, Jr., Ralph W, 2009, Field Guide to Tidal Wetland Plants of the Northeastern United States and Neighboring Canada. Wojtec, Michael, Bard – A field Guide to Trees of the Northeast. New England Hydric Soils Technical Committee. 2019 Version 4, Field Indicators for Identifying Hydric Soils in New England. New England Interstate Water Pollution Control Commission, Lowell, MA. USGS The National Map: Orthoimagery. Data refreshed April, 2019.National Flood Hazard Layer FIRMette05001,0001,5002,000250FeetÜ70°17'9.44"W 41°40'59.50"N 70°16'31.99"W 41°40'32.63"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUTSPECIAL FLOODHAZARD AREASWithout Base Flood Elevation (BFE)Zone A, V, A99With BFE or DepthZone AE, AO, AH, VE, ARRegulatory Floodway0.2% Annual Chance Flood Hazard, Areasof 1% annual chance flood with averagedepth less than one foot or with drainageareas of less than one square mile Zone XFuture Conditions 1% AnnualChance Flood HazardZone XArea with Reduced Flood Risk due toLevee. See Notes.Zone XArea with Flood Risk due to LeveeZone DNO SCREENArea of Minimal Flood HazardZone XArea of Undetermined Flood HazardZone DChannel, Culvert, or Storm SewerLevee, Dike, or FloodwallCross Sections with 1% Annual Chance17.5Water Surface ElevationCoastal TransectCoastal Transect BaselineProfile BaselineHydrographic FeatureBase Flood Elevation Line (BFE)Effective LOMRsLimit of StudyJurisdiction BoundaryDigital Data AvailableNo Digital Data AvailableUnmappedThis map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standardsThe flood hazard information is derived directly from theauthoritative NFHL web services provided by FEMA. This mapwas exported on 9/3/2019 at 1:29:04 PM and does notreflect changes or amendments subsequent to this date andtime. The NFHL and effective information may change orbecome superseded by new data over time.This map image is void if the one or more of the following mapelements do not appear: basemap imagery, flood zone labels,legend, scale bar, map creation date, community identifiers,FIRM panel number, and FIRM effective date. Map images forunmapped and unmodernized areas cannot be used forregulatory purposes. LegendOTHER AREAS OFFLOOD HAZARDOTHER AREASGENERALSTRUCTURESOTHERFEATURESMAP PANELS81:6,000B20.2The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. Wetland Delineation Report Mary Dunn Road, Barnstable westonandsampson.com APPENDIX A Site Photographs Photo 1. Little Israel Pond. Photo 2. View of the transmission line right-of-way between the existing pump station and Little Israel Pond. Photo 3. View of the pond in relation to the pump station. Photo 4. View of Mary Dunn Road adjacent to the pump station site. Appendix E Project Plans (provided under separate cover) PROJECT AREAPROJECT AREAPROJECT AREA DEPARTMENT OF PUBLIC WORKS COPYRIGHT 2023 WESTON & SAMPSON DRAWING INDEX SHEET TITLE G-1 ABBREVIATIONS, NOTES AND LEGEND C-1 SITE PLAN C-2 EXISTING PUMP STATION DEMOLITION DETAILS C-3 CONSTRUCTION DETAILS I C-4 CONSTRUCTION DETAILS II C-5 CONSTRUCTION DETAILS III M-1 MARY DUNN WELL 4 BUILDING ELEVATIONS M-2 MARY DUNN WELL 4 PLAN AND SECTION VIEWS M-3 MARY DUNN WELL 4 PUMP STATION DETAILS I M-4 MARY DUNN WELL 4 PUMP STATION DETAILS II H-1 HVAC FLOOR PLAN, DETAILS, AND SCHEDULE P-1 PLUMBING SITE PLAN P-2 MARY DUNN WELL 4 PLUMBING PLAN I-1 INSTRUMENTATION LEGEND, NOTES & ABBREVIATIONS I-2 INSTRUMENTATION CONTROL DIAGRAMS E-1 ELECTRICAL LEGEND, ABBREVIATIONS AND GENERAL NOTES E-2 MARY DUNN WELL ELECTRICAL SITE PLAN E-3 ELECTRICAL PLANS, SCHEDULES, ONE-LINE & DETAILS E-4 ELECTRICAL DETAILS TOWN OF BARNSTABLE, MASSACHUSETTS MARY DUNN 4 NEW PUMPING STATION DECEMBER 20, 2023 LOCUS MAP NOT TO SCALE DANIEL W. SANTOS, P.E., DPW DIRECTOR GRIFFIN BEAUDOIN, P.E., TOWN ENGINEER HANS KEIJSER, WATER SUPPLY DIVISION SUPERVISOR MICHAEL TIEU, P.E., DPW - SENIOR PROJECT MANAGER 55 Walkers Brook Drive, Reading, MA 01867 Weston & Sampson Engineers, Inc. G-1 ABBREVIATIONS, NOTES AND LEGEND C-1 SITE PLAN C-3 CONSTRUCTION DETAILS I C-4 CONSTRUCTION DETAILS II C-5 CONSTRUCTION DETAILS III M-1 MARY DUNN WELL 4 BUILDING ELEVATIONS M-2 MARY DUNN WELL 4 PLAN AND SECTION VIEWS M-3 MARY DUNN WELL 4 PUMP STATION DETAILS I M-4 MARY DUNN WELL 4 PUMP STATION DETAILS II I-1 INSTRUMENTATION LEGEND, NOTES & ABBREVIATIONS I-2 INSTRUMENTATION CONTROL DIAGRAMS E-1 ELECTRICAL LEGEND, ABBREVIATIONS AND GENERAL NOTES E-2 MARY DUNN WELL ELECTRICAL SITE PLAN E-3 ELECTRICAL PLANS, SCHEDULES, ONE-LINE & DETAILS E-4 ELECTRICAL DETAILS REV. MARCH 29, 2024 CHK.BYDescriptionApp.ByCk.ByDr.ByDateNo.DEVORPPAFILE NO.DATEREGISTERED PROFESSIONAL ENGINEERAPP.BYDSN.BYDR.BYJOB NO.CONTRACT:SCALE:CADD NO.55 Walkers Brook Drive, Reading, MA 01867978.532.1900www.westonandsampson.com800.SAMPSONWeston & Sampson Engineers, Inc.COPYRIGHT 2019 WESTON & SAMPSON BARNSTABLE, MASSACHUSETTSBARNSTABLE WATER DEPARTMENTMARY DUNN WELL 4 REPLACEMENTAS NOTED-ABBREVIATIONS, NOTES AND LEGENDG-1---CMACMAMDWMDWDecember 20, 202313-29-24MDWMDWNOI EXISTING PUMP STATION DEMOLITION DETAILSC-2---MDWMDWCHK.BYDescriptionApp.ByCk.ByDr.ByDateNo.DEVORPPAFILE NO.DATEREGISTERED PROFESSIONAL ENGINEERAPP.BYDSN.BYDR.BYJOB NO.CONTRACT:SCALE:CADD NO.55 Walkers Brook Drive, Reading, MA 01867978.532.1900www.westonandsampson.com800.SAMPSONWeston & Sampson Engineers, Inc.COPYRIGHT 2019 WESTON & SAMPSON BARNSTABLE, MASSACHUSETTSBARNSTABLE WATER DEPARTMENTMARY DUNN WELL 4 REPLACEMENTAS NOTED-December 20, 2023 CHK.BYDescriptionApp.ByCk.ByDr.ByDateNo.DEVORPPAFILE NO.DATEREGISTERED PROFESSIONAL ENGINEERAPP.BYDSN.BYDR.BYJOB NO.CONTRACT:SCALE:CADD NO.55 Walkers Brook Drive, Reading, MA 01867978.532.1900www.westonandsampson.com800.SAMPSONWeston & Sampson Engineers, Inc.COPYRIGHT 2019 WESTON & SAMPSON BARNSTABLE, MASSACHUSETTSBARNSTABLE WATER DEPARTMENTMARY DUNN WELL 4 REPLACEMENTAS NOTED-CONSTRUCTION DETAILS IC-3---MDWMDWCONCRETE WALL 3/4" COMPACTED CRUSHED STONE #5 @ 12" E.F., E.W. FINISHED GRADE 8"6"GENERATOR ANCHOR BOLTS CAST IN PLACE TO EQUIPMENT 8" 8" #5 @ 6" HORIZ., 12" VERT. E.F. 6" CONDUIT AND CONDUIT SEAL (TYP) SILTY SAND 1-1/2" CRUSHED STONE 2'-0"6" ALL SIDES GROUND ROD (TYP) 12" CONCRETE PAD COMPACTED SUBGRADE NOTE: COORDINATE ALL OPENINGS IN CONCRETE PAD WITH GENERATOR MANUFACTURER. GEOTEXTILE FABRIC 3/4" CHAMFER ON ALL EXPOSED EDGES IMBIBER BEAD ABSORBENT PACKETS/BOOMS 4" TOP OF PEASTONE 3" BELOW LIP OF CONCRETE WALL 1.5" OF PEASTONE OVER ABSORBENT LAYER OF GEOTEXTILE FABRIC December 20, 202313-29-24MDWMDWNOI CHK.BYDescriptionApp.ByCk.ByDr.ByDateNo.DEVORPPAFILE NO.DATEREGISTERED PROFESSIONAL ENGINEERAPP.BYDSN.BYDR.BYJOB NO.CONTRACT:SCALE:CADD NO.55 Walkers Brook Drive, Reading, MA 01867978.532.1900www.westonandsampson.com800.SAMPSONWeston & Sampson Engineers, Inc.COPYRIGHT 2019 WESTON & SAMPSON BARNSTABLE, MASSACHUSETTSBARNSTABLE WATER DEPARTMENTMARY DUNN WELL 4 REPLACEMENTAS NOTED-CONSTRUCTION DETAILS IIC-4---DVMMDWMDWDecember 20, 202313-29-24MDWMDWNOI 1,3 LP1B ELECTRICAL LEGEND 1'x4' FLUORESCENT FIXTURE "A" DENOTES FIXTURE TYPE; NUMERAL DENOTES CIRCUIT NUMBER. "a" SUBSCRIPT DENOTES SWITCH CONTROL WHERE SHOWN. DUPLEX CONVENIENCE OUTLET RATED 20A, 125V, U-SLOT GROUNDED TYPE MOUNTED 18" ABOVE FINISHED FLOOR TO CENTER LINE. ALL OTHER MOUNTING HEIGHTS SHALL BE AS NOTED ADJACENT TO THE SYMBOL. REFER TO RECEPTACLE ABBREVIATIONS FOR SPECIAL PURPOSE RECEPTACLES. FUSIBLE SAFETY SWITCH - RATING AND TYPE AS NOTED ON THE DRAWING. (30 AMP, 20 AMP FUSE, 3 POLE) SAFETY SWITCH - RATING AND TYPE AS NOTED ON THE DRAWING. MOTOR, NUMERAL DENOTES HORSE POWER PANELBOARD-SURFACE MOUNTED MOTOR THERMAL SWITCH SINGLE POLE SWITCH (120/277V) MOUNTED 4'-0" ABOVE FINISHED FLOOR. ALL OTHER MOUNTING HEIGHTS SHALL BE AS NOTED ON THE DRAWINGS. "a" SUBSCRIPT DENOTES CIRCUITS CONTROLLED. WALL MOUNTED FIXTURE. SEE NOMENCLATURE ABOVE FOR INCANDESCENT FIXTURE. RACEWAY TURNING DOWN RACEWAY TURNING UP HOMERUN TO PANELBOARD, NUMBER OF TICKS INDICATES NUMBER OF #12 AWG CONDUCTORS CONTAINED IN RACEWAY. TWO (2) #12 AWG SHALL NOT BE INDICATED BY TICKS, NUMERALS 1 AND 3 INDICATE CIRCUITS IN PANELBOARD. RACEWAYS LARGER THAN 1/2" AND CONDUCTORS LARGER THAN #12 AWG SHALL BE INDICATED ON THE DRAWINGS. PROVIDE AN INSULATED GREEN GROUND WIRE IN ALL RACEWAYS MINIMUM SIZE TO BE #12AWG. ABBREVIATIONS WATTS OR WIREW 4-WIRE SOLID NEUTRAL4WSN WP WEATHERPROOF ELECTRIC WATER HEATER POLYVINYL CHLORIDE CONDUIT RIGID GALVANIZED STEEL CONDUIT TRF EWH TEL RSC V SF SS TELEPHONE TRANSFORMER VOLTS SUPPLY FAN SAFETY SWITCH PVC NTS NIC PNL PH NA NO NC NOT TO SCALE PANELBOARD PHASE NOT IN CONTRACT NORMALLY CLOSED NORMALLY OPEN NOT APPLICABLE NON-METALLIC CONDUIT MECHANICAL CONTRACTOR GROUND FAULT INTERRUPTER MAIN CIRCUIT BREAKER KILOVOLT AMPERESKVA NMC MTD MTG MCB MLO MC KW MOUNTED MOUNTING KILOWATT MAIN LUGS ONLY HOA GND JB IG HP GFI GC HAND OFF AUTOMATIC HORSEPOWER JUNCTION BOX ISOLATED GROUND GROUND GENERAL CONTRACTOR AUTOMATIC TRANSFER SWITCH AUTOMATIC TEMPERATURE CONTROLS ELECTRICAL CONTRACTOR ABOVE FINISHED FLOOR ELECTRIC METALLIC TUBING ELECTRIC WATER COOLER ALTERNATING CURRENT CONDUITC FLA EMT EWC CKT FL EF CB EC FLOOR FULL LOAD AMPERE EXHAUST FAN CIRCUIT CIRCUIT BREAKER ATC BKR ATS AFF A AC AMPERE BREAKER GFI WP RECEPTACLE ABBREVIATIONS GROUND FAULT CIRCUIT INTERUPTER, PERSONAL PROTECTION WEATHERPROOF RECEPTACLE WITH COVERPLATE LISTED FOR WET LOCATION WITH AN ATTACHMENT PLUG INSERTED. DRY TYPE TRANSFORMER 20A 30A 1,a A (MOUNT 4'-0" AFF UNLESS NOTED OTHERWISE.) RACEWAY AND WIRING (MOUNT 18" AFF TO CENTER LINE UNLESS NOTED OTHERWISE) RECEPTACLES LIGHTING CONTROL SWITCHES LIGHTING FIXTURES POWER DISTRIBUTION EQUIPMENT AF AMP FRAME AT AMP TRIP POWER HAND HOLE 1.DRAWINGS ARE DIAGRAMMATIC ONLY. THE EXACT LOCATION, MOUNTING HEIGHTS, SIZE OF EQUIPMENT AND ROUTING OF RACEWAYS SHALL BE COORDINATED AND DETERMINED IN THE FIELD. 2.ALL STRAIGHT FEEDER, BRANCH CIRCUIT AND AUXILIARY SYSTEM CONDUIT RUNS SHALL BE PROVIDED WITH SUFFICIENT PULL BOXES TO LIMIT THE MAXIMUM LENGTH OF ANY SINGLE CABLE PULL TO 150 FEET. EXACT SIZES OF PULL BOXES AND LOCATIONS TO BE DETERMINED IN THE FIELD BY THE ELECTRICAL CONTRACTOR. 3.THE ELECTRICAL CONTRACTOR SHALL COORDINATE WITH THE HVAC AND PLUMBING CONTRACTORS AS APPLICABLE AS TO THE EXACT LOCATION OF THEIR RESPECTIVE EQUIPMENT; THE POWER WIRING, CONTROL WIRING AND ALL ELECTRICAL CONNECTIONS AND CONDUIT TURN-UPS SHALL BE COORDINATED WITH THE RESPECTIVE CONTRACTORS BEFORE THE START OF CONSTRUCTION IN THE FIELD. 4.SLEEVES ARE TO BE UTILIZED FOR PASSAGE OF CONDUITS THROUGH FLOORS OR WALLS. CONDUITS AND BOXES ARE TO BE SUPPORTED BY THE USE OF PRESET FASTENERS INSTALLED IN FLOORS, WALLS OR COLUMNS. CONDUITS AND BOXES ARE TO BE INSTALLED CONCEALED IN MASONRY WALLS AND ABOVE HUNG CEILINGS. ALL SLEEVES ARE TO BE SEALED WITH APPROVED FIRE STOPPING SEALANT. 5.ALL LIGHTING FIXTURES, ELECTRICAL DEVICES, CABLES AND RACEWAYS ARE TO BE INDEPENDENTLY SUPPORTED OF THE CEILING SYSTEM. FIXTURES ARE TO BE SUPPORTED FROM THE STRUCTURE BY THE USE OF JACK CHAIN, THREADED ROD OR OTHER MEANS APPROVED BY THE ENGINEER. CEILING SYSTEM TIE WIRES AND GRID ARE NOT TO BE UTILIZED FOR THE SUPPORT OF ELECTRICAL DEVICES, CABLES AND RACEWAYS. APPROVED SUPPORTS, HANGERS, CLIPS, ETC. ARE TO BE UTILIZED. 6.COMBINED HOMERUNS OF TWO (2) OR THREE (3) CIRCUITS MAY BE UTILIZED. HOWEVER, THE NEUTRAL CONDUCTOR IS TO BE INCREASED TO #10AWG. COMBINED HOMERUNS ARE TO BE LIMITED TO 20A, LIGHTING AND POWER CIRCUITS. 7.WORK SHALL CONFORM TO THE MASSACHUSETTS ELECTRICAL CODE, MASSACHUSETTS BUILDING CODE, NFPA AND REQUIREMENTS OF LOCAL AUTHORITIES HAVING JURISDICTION. 8.THE WORD "CONTRACTOR" AS USED IN THE "ELECTRICAL WORK" SHALL MEAN THE ELECTRICAL SUBCONTRACTOR. 9.CONTRACTOR SHALL PAY FOR ALL PERMITS, INSURANCE AND TESTS, AND SHALL PROVIDE LABOR AND MATERIAL TO COMPLETE THE ELECTRICAL WORK SHOWN. 10.CONTRACTOR SHALL PAY ELECTRIC UTILITY COMPANY BACKCHARGES AND PROVIDED COORDINATION WITH SAME. 11.EXCEPT AS OTHERWISE NOTED, THE ELECTRICAL WORK SHALL INCLUDE DEMOLITION, PANELBOARDS, CIRCUIT BREAKERS, FEEDERS, WIRING, RACEWAYS, LIGHTING FIXTURES, DEVICES, TELEPHONE AND DATA OUTLETS, SAFETY SWITCHES, FIRE ALARM AND NURSE CALL SYSTEMS, TRANSFORMERS AND CONNECTION NECESSARY TO OPERATE MOTORS AND OTHER EQUIPMENT. 12.AUTOMATIC TEMPERATURE CONTROLS SHALL BE PROVIDED AND INSTALLED BY THE MECHANICAL SUBCONTRACTOR. STARTERS, VFD'S AND OTHER CONTROL DEVICES FOR EQUIPMENT SHALL BE FURNISHED BY THE MECHANICAL SUBCONTRACTOR FOR INSTALLATION AND CONNECTION BY THIS CONTRACTOR. 13.THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY LIGHTING AND POWER AND THE GENERAL CONTRACTOR SHALL PAY ALL ENERGY CHARGES. 14.DURING CONSTRUCTION, THE ELECTRICAL CONTRACTOR SHALL KEEP HIS PORTION OF THE WORK NEAT, CLEAN AND ORDERLY. 15.ALL SYSTEMS SHALL BE TESTED FOR SHORT CIRCUIT AND GROUNDS PRIOR TO ENERGIZING AND ANY DEFECTS SHALL BE CORRECTED. 16.ALL CUTTING AND PATCHING REQUIRED FOR ELECTRICAL WORK SHALL BE INCLUDED AS PART OF THIS SECTION. 17.COMPLETE SHOP DRAWINGS SHALL BE SUBMITTED FOR ELECTRICAL EQUIPMENT. WHERE SPECIFIED ELECTRICAL EQUIPMENT IS SUBSTITUTED, THE ELECTRICAL CONTRACTOR SHALL SUBMIT COMPLETE SPECIFICATIONS ON THE SUBSTITUTE AS WELL AS THE ITEM ORIGINALLY SPECIFIED. 18.MATERIALS SHALL BE SPECIFICATION GRADE AND UL LISTED. 19.WHERE MATERIAL IS CALLED OUT IN THE LEGEND BY MANUFACTURER, TYPE OR CATALOG NUMBER, SUCH DESIGNATIONS ARE TO ESTABLISH STANDARDS OR DESIRED QUALITY. ACCEPTANCE OR REJECTIONS OF PROPOSED SUBSTITUTIONS SHALL BE SUBJECT TO THE APPROVAL OF THE OWNER. 20.WORK SHALL BE COORDINATED WITH THAT OF OTHER TRADES TO ELIMINATE INTERFERENCES. 21.EXACT LOCATIONS OF MECHANICAL EQUIPMENT, DEVICES, ETC. SHALL BE VERIFIED WITH HEATING, VENTILATION AND AIR CONDITIONING SUBCONTRACTOR PRIOR TO ROUGHING FOR SAME. 22.ELECTRICAL CONTRACTOR SHALL OBTAIN SHOP DRAWINGS/SPECIFICATIONS OF ALL EQUIPMENT FROM THE GENERAL CONTRACTOR PRIOR TO PURCHASING AND INSTALLING ELECTRICAL EQUIPMENT FOR SAME. NOTIFY ENGINEER OF ANY DISCREPANCIES BETWEEN ACTUAL EQUIPMENT INSTALLED AND CONTRACT DOCUMENTS. 23.ELECTRICAL WORK SHALL BE GUARANTEED FOR A PERIOD OF ONE YEAR FROM DATE OF WHICH SYSTEM IS PUT INTO SERVICE. 24.WORK SHALL BE GROUNDED IN ACCORDANCE WITH CODE REQUIREMENTS. COMPLETE EQUIPMENT (INSULATED GREEN WIRE) GROUNDING SYSTEM SHALL BE INSTALLED. 25.CONNECTIONS AT MOTORS SHALL BE MADE WITH 18" LENGTH OF 1/2 INCH FLEXIBLE LIQUID TIGHT CONDUIT. 26.CONTRACTOR SHALL PHASE BALANCE PANELBOARDS IN THE FIELD. LOAD ON EACH PHASE SHALL BE BALANCED WITHIN 10% OF EACH OTHER. 27.WALL PLATES SHALL BE PROVIDED FOR EACH SWITCH, RECEPTACLE, DATA AND TELEPHONE OUTLET. PROVIDE WALL PLATES WITH CAST IRON OR ALLOY OF SUITABLE TYPE TO MATCH OUTLET BOXES SPECIFIED. 28.TOGGLE SWITCHES SHALL BE OF THE SINGLE POLE A.C. QUIET TOGGLE TYPE FOR MOUNTING IN A SINGLE-GANG SPACING. TOGGLE SWITCHES SHALL BE FULLY RATED 20 AMPERES AT 120/277 VOLT. 29.DUPLEX WALL RECEPTACLES SHALL BE 2 POLE, 3 WIRE, GROUNDING TYPE 20 AMPERE, 125 VOLT WITH METAL PLASTER EARS. RECEPTACLES SHALL BE NEMA STANDARD CONFIGURATION 5-20R. 30.FUSED OR UNFUSED SAFETY SWITCHES SHALL BE TOTALLY ENCLOSED, HEAVY DUTY TYPE. SWITCHES SHALL HAVE VOLTAGE, HORSEPOWER AND AMPERE RATING SUITABLE FOR THE APPLICATION. PROVIDE NUMBER OF POLES AS REQUIRED. SWITCHES LOCATED EXTERIOR TO THE BUILDING OR IN DAMP/WET LOCATIONS SHALL BE IN A NEMA 3R ENCLOSURE. 31.FUSES SHALL BE DUAL ELEMENT, TIME DELAY TYPE, AS MANUFACURED BY BUSSMAN, RELIANCE OR APPROVED EQUAL. 32.FURNISH AND INSTALL SLEEVES IN FLOORS, BEAMS, WALLS, ETC. REQUIRED FOR INSTALLING THIS WORK. 33.FEEDER TAPS WILL NOT BE ALLOWED IN PANELBOARD GUTTERS. 34.CONDUIT RUNS AS SHOWN ON THE PLANS ARE DIAGRAMMATIC ONLY; EXACT LOCATION AND METHOD OF SUPPORT SHALL BE DETERMINED IN THE FIELD. 35.CONTRACTOR SHALL CHECK EXISTING CONDITIONS TO DETERMINE EXACT EXTENT OF WORK TO BE PERFORMED PRIOR TO BIDDING. DIMENSIONS RELEVANT TO EXISTING WORK SHALL BE VERIFIED IN THE FIELD. 36.PROVIDE AS-BUILT "CADD" DRAWINGS AT THE COMPLETION OF THE PROJECT. GENERAL NOTES WALL MOUNTED SECURITY SYSTEM CARD READER. PROVIDE BACK BOX, SINGLE GANG PLASTER RING AND 3/4" EMT RACEWAY TO THE SECURE SIDE OF DOOR UNLESS OTHERWISE NOTED RACEWAY TO BE TERMINATED WITH A 90° SWEEP AND INSULATED BUSHING. REFER TO TYPICAL SECURITY DEVICES WIRING DETAIL ON THIS DRAWING FOR ADDITIONAL INFORMATION. ELECTRIC STRIKE LOCKING DEVICE. REFER TO TYPICAL SECURITY DEVICES WIRING DETAIL ON THIS DRAWING FOR ADDITIONAL INFORMATION. REQUEST TO EXIT DEVICE (WALL MOUNT). REFER TO TYPICAL SECURITY DEVICES WIRING DETAIL ON THIS DRAWING FOR ADDITIONAL INFORMATION. INDUSTRIAL DOOR CONTACT (SURFACE MOUNT). REFER TO TYPICAL SECURITY DEVICES WIRING DETAIL ON THIS DRAWING FOR ADDITIONAL INFORMATION. SECURITY SYSTEM CONTROL PANEL SECURITY CR ES DC RE SCP COMMUNICATIONS HAND HOLE S1 1,a GROUND BUS WALL MOUNTED CHATSWORTH MODEL NO. 10622-020 EXTEND A 1/2"C, 1-#6 INSULATED GROUND TO THE BUILDING GROUND SYSTEM CHK.BYDescriptionApp.ByCk.ByDr.ByDateNo.DEVORPPAFILE NO.DATEREGISTERED PROFESSIONAL ENGINEERAPP.BYDSN.BYDR.BYJOB NO.CONTRACT:SCALE:CADD NO.55 Walkers Brook Drive, Reading, MA 01867978.532.1900www.westonandsampson.com800.SAMPSONWeston & Sampson Engineers, Inc.COPYRIGHT 2019 WESTON & SAMPSON BARNSTABLE, MASSACHUSETTSBARNSTABLE WATER DEPARTMENTMARY DUNN WELL 4 REPLACEMENTAS NOTED-2170553ELECTRICAL LEGEND, ABBREVIATIONSAND GENERAL NOTESE-1---CAPCAPDNMRFM13-29-24MDWMDWNOI OH OH OH OH OH OH OH OH OH OH OH OH OH OH PHHOHOHOHPHH CHH PHH CHH PHHCHH NEW WELL BUILDING (1) 2" AND (4) 1" DIRECT BURIED CONDUITS (1) 2" FOR GENERATOR POWER (1) 1" FOR BATTERY CHARGER POWER (1) 1" FOR CONTROLS TO ATS (1) 1" FOR SIGNALS TO PCP (1) 2" SPARE (1) 1" SPARE (2) 2 1/2" DIRECT BURIED CONDUITS FOR POWER (1-ACTIVE, 1-SPARE) (2) 2" DIRECT BURIED CONDUIT FOR COMMUNICATIONS NEW POWER HAND HOLE. INTERCEPT EXISTING 2 1/2" CONDUIT. REFER TO PHOTO 'A'. (2) 2 1/2" DIRECT BURIED CONDUITS FOR POWER (1-ACTIVE, 1-SPARE) (2) 2" DIRECT BURIED CONDUIT FOR COMMUNICATIONS 2" DIRECT BURIED CONDUIT FOR COMMUNICATIONS(2) 2 1/2" CONCRETE ENCASED CONDUITS FOR POWER (1-ACTIVE, 1-SPARE) 1" DIRECT BURIED CONDUIT FOR GATE CONTROL & 1-1" SPARE. (2) 2 1/2" DIRECT BURIED CONDUITS FOR POWER (1-ACTIVE, 1-SPARE) (2) 2" CONCRETE ENCASED CONDUIT FOR COMMUNICATIONS (3) 1" DIRECT BURIED ONE FOR GATE POWER, ONE FOR CONTROL & 1-1" SPARE. SEE ONE-LINE ON DRAWING E-3. NEW POWER HAND HOLE (2) 2 1/2" DIRECT BURIED CONDUITS FOR POWER (1-ACTIVE, 1-SPARE) NEW COMMUNICATIONS HAND HOLE (2) 2" DIRECT BURIED CONDUIT FOR COMMUNICATIONS (2) 2" DIRECT BURIED CONDUIT FOR COMMUNICATIONS (2) 2 1/2" CONCRETE ENCASED CONDUITS FOR POWER (1-ACTIVE, 1-SPARE) (2)-2" CONCRETE ENCASED CONDUIT FOR COMMUNICATIONS (2) 2 1/2" DIRECT BURIED CONDUITS FOR POWER (1-ACTIVE, 1-SPARE) (2) 2" DIRECT BURIED CONDUIT FOR COMMUNICATIONS AS PART OF BID ALTERNATE C EXISTING WELL BUILDING TO BE DEMOLISHED IN ITS ENTIRETY (SEE SHEET C-2). ELECTRICAL SHALL MAKE SAFE EXISTING BUILD FOR DEMOLITION. EXISTING UTILITY METER SHALL BE REMOVED AND DISPOSED OF BY THE ELECTRICAL COMPANY. EXISTING UTILITY POLE TO REMAIN WITH POLE MOUNTED TRANSFORMERS EXISTING 2 1/2" C., WITH SECONDARY CABLE, CONDUIT TO REMAIN AND BE REUSED. SECONDARY CABLE TO BE REMOVED BACK TO THE UTILITY SOURCE. EXISTING OVERHEAD UTILITY LINES TO REMAIN EXISTING UTILITY POLE TO REMAIN EXISTING COMMUNICATIONS OVERHEAD WIRING TO BE REMOVED. (2) 2" DIRECT BURIED CONDUIT FOR COMMUNICATIONS (2) 2 1/2" DIRECT BURIED CONDUITS FOR POWER (1-ACTIVE, 1-SPARE) (2) 2" DIRECT BURIED CONDUIT FOR COMMUNICATIONS (1-ACTIVE, 1-SPARE) GATE ACCESS CARD READER GATE ACCESS CARD READER (2) 2 1/2" DIRECT BURIED CONDUITS FOR POWER (1-ACTIVE, 1-SPARE) NEW GENERATOR WITH HEATING BLANKET FOR GENERATOR BATTERY NEW GATE OPERATOR MOTOR (3) 1" DIRECT BURIED CONDUIT ONE FOR GATE POWER , ONE FOR CONTROL & ONE SPARE. SEE ONE-LINE ON DRAWING E-3. NEW 30' STEEL POLE WITH LIGHT MOUNTED AT 18' AND CAMERA MOUNTED AT 15'(4) 1" DIRECT BURIED CONDUITS (1) 1" FOR POLE MOUNTED FLOODLIGHT POWER (2) 1" WITH (1) CAT 6 CONDUCTOR FOR POLE MOUNTED CAMERA POWER & SIGNAL (1) 1" SPARE POLE MOUNTED FLOOD LIGHT W/ MOTION SENSOR, AND PHOTO CELL EATON #PFMA-9L-W-Y-UNIV1-76-S903-BZ CAMERA FURNISHED AND INSTALLED BY OWNER'S VENDOR E (3) 1" DIRECT BURIED CONDUIT ONE FOR GATE POWER, ONE FOR CONTROL & ONE SPARE.SEE ONE-LINE ON DRAWING E-3 HH NEW GATE HAND HOLE 1" CONCRETE ENCASED CONDUIT FOR GATE CONTROL & 1-1" SPARE 1" DIRECT BURIED CONDUIT FOR GATE CONTROL & 1-1" SPARE (2) 2 1/2" DIRECT BURIED CONDUITS FOR POWER (1-ACTIVE, 1-SPARE) 2" CONCRETE ENCASED CONDUIT FOR COMMUNICATIONS (3) 1" CONCRETE ENCASED CONDUIT ONE FOR GATE POWER, ONE FOR CONTROL & 1-1" SPARE SEE ONE-LINE ON DRAWING E-3.CHK.BYDescriptionApp.ByCk.ByDr.ByDateNo.DEVORPPAFILE NO.DATEREGISTERED PROFESSIONAL ENGINEERAPP.BYDSN.BYDR.BYJOB NO.CONTRACT:SCALE:CADD NO.55 Walkers Brook Drive, Reading, MA 01867978.532.1900www.westonandsampson.com800.SAMPSONWeston & Sampson Engineers, Inc.COPYRIGHT 2019 WESTON & SAMPSON BARNSTABLE, MASSACHUSETTSBARNSTABLE WATER DEPARTMENTMARY DUNN WELL 4 REPLACEMENTAS NOTED-MARY DUNN WELL ELECTRICAL SITE PLANE-2---CAPCAPDNMRFM13-29-24MDWMDWNOI 4 FT O.C. CONDUIT (TYP) PLASTIC CONDUIT SPACERS 30" MIN.12"3" COVER ALL AROUND 7.5" SPACING 6"OF SURFACE SUB BASE FINISHED GRADE TYPICAL 1x1 CONCRETE ENCASED DUCTBANK DETAIL NO SCALE5 (TYP) REINFORCEMENT - BY GENERAL CONTRACOR #5 @ 6" T&B #5 @ 18" OC T&B COMMON FILL - BY GENERAL CONTRACTOR POLYETHYLENE WARNING TAPE FULL LENGTH OF DUCT BANK - BY GENERAL CONTRACTOR CONCRETE DUCT ENCASEMENT - BY GENERAL CONTRACTOR 3/4" SCREENED GRAVEL OR CRUSHED STONE BASE - BY GENERAL CONTRACTOR FINISHED GRADE 8"3" * * 24" LC 3" P P P P CONDUIT FOR POWER BACKFILL BY GENERAL CONTRACTOR COMPACTED SUBGRADE OR SUITABLE BACKFILL - BY GENERAL CONTRACTOR PLASTIC CAUTION TAPE - BY GENERAL CONTRACTOR 18" 6" USE 3/4" CRUSHED STONE BEDDING IF WATER IS ENCOUNTERED 34.5" NO SCALE2 8" TYPICAL DIRECT BURIED MULTIPLE CONDUIT DETAIL PUMP CONTROL PANEL3/4"C WITH 2#12&1#12G, 120VAC POWER TO PPL1 3/4"C-8#14, S/S, STATUS, NOT IN AUTO SIGNALS TO LOCAL METERING PUMP CONTROL PANEL. 3/4"C WITH 2#12&1#12G 3/4"C WITH (2) 2/C#16 SH., PR. PACING SIGNAL TO PCP PANEL (TYPICAL) NEMA 4X NONMETALLIC WATERTIGHT JUNCTION BOX WITH COVER (TYPICAL) CHEMICAL METERING PUMP 3/4"C LIQUIDTIGHT NONMETALLIC FLEXIBLE CONDUIT WITH 2/C#16 SH., PR. (TYPICAL) EXISTING RELOCATED PUMP CONTROL PANEL. INSTALLED AND WIRED BY ELECTRICAL CONTRACTOR. FEMALE TWIST LOCK NEMA L5-15R WITH WATERTIGHT BOX AND SAFETY SHROUD COVER FURNISHED, INSTALLED AND WIRED BY ELECTRICAL CONTRACTOR. POWER CORD 2#14-3/4"C TO PCP NEMA 4X NONMETALLIC WATERTIGHT JUNCTION BOX WITH COVER (TYPICAL) 3/4" LIQUIDTIGHT NONMETALLIC FLEXIBLE CONDUIT WITH 2#14 TO PCP FOR PUMP HEAD FAILURE. CHEMICAL FEED/METERING PUMP INSTALLATION DETAIL (TYPICAL FOR 2)NO SCALE3 NOTE: DETAIL SHOWS CHEMICAL METERING PUMPS AS PLUG IN TYPE FOR INFORMATIONAL PURPOSES. CONTRACTOR SHALL COORDINATE EXACT WIRING REQUIREMENTS WITH THE EQUIPMENT FURNISHED. N.E.C. . OF ARTICLE 250 OF THE COMPLY WITH SECTION H ELECTRODE SYSTEM SHALL THE GROUNDINGNOTE: ON DRAWING E- FOOTING CONCRETE CONCRETE EQUIPMENT SERVICE FOR SIZE ONE LINE DIAGRAM CONDUCTORS SEE SERVICE ENTRANCE SEE ONE LINE DIAGRAM FOR SIZE MAIN OVERCURRENT DEVICE 250-102 WITH NEC ARTICLE SIZED IN ACCORDANCE MAIN BONDING JUMPER #2 BARE COPPER WELD EXOTHERMIC WELD EXOTHERMIC BUILDING ENCIRCLING BELOW GRADE CONDUCTOR 30" #2 BARE COPPER NEC ARTICLE 250-66 IN ACCORDANCE WITH CONDUCTOR SIZED GROUNDING ELECTRODE SLAB STEEL BUILDING #4 BARE COPPER CONCRETE FOUNDATION 20' MINIMUM WITHIN 2" BUS EQUIPMENT GROUND NEUTRAL BUS NO SCALESERVICE GROUNDING DETAIL1 ROOF STANDOFF S.S. MOUNTING BRACKETS TO ACCOMODATE OVERHANG MOUNT ANTENNA A MINIMUM OF 5'-0" ABOVE PEAK OF ROOF ANTENNA FURNISHED BY OTHERS INSTALLED AND WIRED BY ELECTRICAL 1-1/4" S.S. PIPE WEATHER HEADBUSHING BUSHING COAXIAL ANTENNA CABLE CONDUIT STRAP 1-1/4" CONDUIT GRS OR IMC SURGE SUPPRESSOR TERMINAL BOX 10"x8"x6" NEMA 3R JUNCTION BOX AND SUB-PANEL 1-1/4" CONDUIT TO CONTROL PANEL PCP CONTAINING ANTENNA CABLE TO RADIO GROUND STUD #6 BARE STRANDED COPPER GROUND WIRE IN 1/2" EMT 5/8" x 8" COPPER CLAD GROUND ROD EXTERIOR WALL OF BUILDING TIE TO BUILDING SERVICE GROUND ANTENNA WIRING AND GROUNDING DETAIL NO SCALE4 HANDHOLE DETAIL NO SCALE 26" 24" MORTAR ALL AROUND PRECAST CONCRETE HANDHOLE 3'X 3' SQ. CONCRETE 4000 PSI MIN. 4 1/2"12"36"4 1/2" DIA. HOLES 2 PER SIDE HANDHOLE FRAME WITH 26" DIA. COVER. H-20 DESIGN WITH "ELECTRIC"CAST ON THE COVER. ADJUST TO REQUIRED GRADE WITH A MIN. OF 1 COURSE AND A MAX. OF 5 COURSES OF BRICK MASONRY OR REINFORCED CONE GRADING RINGS, ALL BRICKS TO BE LAID AS HEADERS. 6 CHK.BYDescriptionApp.ByCk.ByDr.ByDateNo.DEVORPPAFILE NO.DATEREGISTERED PROFESSIONAL ENGINEERAPP.BYDSN.BYDR.BYJOB NO.CONTRACT:SCALE:CADD NO.55 Walkers Brook Drive, Reading, MA 01867978.532.1900www.westonandsampson.com800.SAMPSONWeston & Sampson Engineers, Inc.COPYRIGHT 2019 WESTON & SAMPSON BARNSTABLE, MASSACHUSETTSBARNSTABLE WATER DEPARTMENTMARY DUNN WELL 4 REPLACEMENTAS NOTED-ELECTRICAL DETAILSE-4---CAPCAPDNMRFMNOTE: 1.SPACING BETWEEN POWER & COMMUNICATIONS CONDUITS SHALL BE 12" MINIMUM. 2.FURNISH AND INSTALL SPARE CONDUIT AS NOTED ON PLANS. NOTE: 1.FURNISH AND INSTALL SPARE CONDUIT AS NOTED ON PLANS.13-29-24MDWMDWNOI Appendix F Stormwater Report Weston & Sampson 55 Walkers Brook Drive (Suite 100) Reading, MA 01867 www.westonandsampson.com Tel: 978-532-1900 Fax: 978-977-0100 Stormwater Report Satellite Well Installation Mary Dunn Road, Barnstable MA September 10, 2019 JOB NO: 2170553 Rev. March 29, 2024 Satellite Well Installation - Mary Dunn Road Barnstable, MA Table of Contents Stormwater Checklist Stormwater Report Summary Attachment A - Locus Map Attachment B - NRCS Soils Map Attachment C - HydroCAD Reports & Calculations Attachment D - Construction Period Pollution and Erosion and Sedimentation Control Plan Attachment E - Operations & Maintenance Plan 03-swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 1 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report A. Introduction Important: When filling out forms on the computer, use only the tab key to move your cursor - do not use the return key. A Stormwater Report must be submitted with the Notice of Intent permit application to document compliance with the Stormwater Management Standards. The following checklist is NOT a substitute for the Stormwater Report (which should provide more substantive and detailed information) but is offered here as a tool to help the applicant organize their Stormwater Management documentation for their Report and for the reviewer to assess this information in a consistent format. As noted in the Checklist, the Stormwater Report must contain the engineering computations and supporting information set forth in Volume 3 of the Massachusetts Stormwater Handbook. The Stormwater Report must be prepared and certified by a Registered Professional Engineer (RPE) licensed in the Commonwealth. The Stormwater Report must include: · The Stormwater Checklist completed and stamped by a Registered Professional Engineer (see page 2) that certifies that the Stormwater Report contains all required submittals.1 This Checklist is to be used as the cover for the completed Stormwater Report. · Applicant/Project Name · Project Address · Name of Firm and Registered Professional Engineer that prepared the Report · Long-Term Pollution Prevention Plan required by Standards 4-6 · Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan required by Standard 82 · Operation and Maintenance Plan required by Standard 9 In addition to all plans and supporting information, the Stormwater Report must include a brief narrative describing stormwater management practices, including environmentally sensitive site design and LID techniques, along with a diagram depicting runoff through the proposed BMP treatment train. Plans are required to show existing and proposed conditions, identify all wetland resource areas, NRCS soil types, critical areas, Land Uses with Higher Potential Pollutant Loads (LUHPPL), and any areas on the site where infiltration rate is greater than 2.4 inches per hour. The Plans shall identify the drainage areas for both existing and proposed conditions at a scale that enables verification of supporting calculations. As noted in the Checklist, the Stormwater Management Report shall document compliance with each of the Stormwater Management Standards as provided in the Massachusetts Stormwater Handbook. The soils evaluation and calculations shall be done using the methodologies set forth in Volume 3 of the Massachusetts Stormwater Handbook. To ensure that the Stormwater Report is complete, applicants are required to fill in the Stormwater Report Checklist by checking the box to indicate that the specified information has been included in the Stormwater Report. If any of the information specified in the checklist has not been submitted, the applicant must provide an explanation. The completed Stormwater Report Checklist and Certification must be submitted with the Stormwater Report. 1 The Stormwater Report may also include the Illicit Discharge Compliance Statement required by Standard 10. If not included in the Stormwater Report, the Illicit Discharge Compliance Statement must be submitted prior to the discharge of stormwater runoff to the post-construction best management practices. 2 For some complex projects, it may not be possible to include the Construction Period Erosion and Sedimentation Control Plan in the Stormwater Report. In that event, the issuing authority has the discretion to issue an Order of Conditions that approves the project and includes a condition requiring the proponent to submit the Construction Period Erosion and Sedimentation Control Plan before commencing any land disturbance activity on the site. 03-swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 2 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report B. Stormwater Checklist and Certification The following checklist is intended to serve as a guide for applicants as to the elements that ordinarily need to be addressed in a complete Stormwater Report. The checklist is also intended to provide conservation commissions and other reviewing authorities with a summary of the components necessary for a comprehensive Stormwater Report that addresses the ten Stormwater Standards. Note: Because stormwater requirements vary from project to project, it is possible that a complete Stormwater Report may not include information on some of the subjects specified in the Checklist. If it is determined that a specific item does not apply to the project under review, please note that the item is not applicable (N.A.) and provide the reasons for that determination. A complete checklist must include the Certification set forth below signed by the Registered Professional Engineer who prepared the Stormwater Report. Registered Professional Engineer’s Certification I have reviewed the Stormwater Report, including the soil evaluation, computations, Long-term Pollution Prevention Plan, the Construction Period Erosion and Sedimentation Control Plan (if included), the Long- term Post-Construction Operation and Maintenance Plan, the Illicit Discharge Compliance Statement (if included) and the plans showing the stormwater management system, and have determined that they have been prepared in accordance with the requirements of the Stormwater Management Standards as further elaborated by the Massachusetts Stormwater Handbook. I have also determined that the information presented in the Stormwater Checklist is accurate and that the information presented in the Stormwater Report accurately reflects conditions at the site as of the date of this permit application. Registered Professional Engineer Block and Signature Signature and Date Checklist Project Type: Is the application for new development, redevelopment, or a mix of new and redevelopment? New development Redevelopment Mix of New Development and Redevelopment 9/18/20193/29/2024 03-swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 3 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) LID Measures: Stormwater Standards require LID measures to be considered. Document what environmentally sensitive design and LID Techniques were considered during the planning and design of the project: No disturbance to any Wetland Resource Areas Site Design Practices (e.g. clustered development, reduced frontage setbacks) Reduced Impervious Area (Redevelopment Only) Minimizing disturbance to existing trees and shrubs LID Site Design Credit Requested: Credit 1 Credit 2 Credit 3 Use of “country drainage” versus curb and gutter conveyance and pipe Bioretention Cells (includes Rain Gardens) Constructed Stormwater Wetlands (includes Gravel Wetlands designs) Treebox Filter Water Quality Swale Grass Channel Green Roof Other (describe): Maintaining large natural buffer between site and wetlands Standard 1: No New Untreated Discharges No new untreated discharges Outlets have been designed so there is no erosion or scour to wetlands and waters of the Commonwealth Supporting calculations specified in Volume 3 of the Massachusetts Stormwater Handbook included. 03-swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 4 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 2: Peak Rate Attenuation Standard 2 waiver requested because the project is located in land subject to coastal storm flowage and stormwater discharge is to a wetland subject to coastal flooding. Evaluation provided to determine whether off-site flooding increases during the 100-year 24-hour storm. Calculations provided to show that post-development peak discharge rates do not exceed pre- development rates for the 2-year and 10-year 24-hour storms. If evaluation shows that off-site flooding increases during the 100-year 24-hour storm, calculations are also provided to show that post-development peak discharge rates do not exceed pre-development rates for the 100-year 24- hour storm. Standard 3: Recharge Soil Analysis provided. Required Recharge Volume calculation provided. Required Recharge volume reduced through use of the LID site Design Credits. Sizing the infiltration, BMPs is based on the following method: Check the method used. Static Simple Dynamic Dynamic Field1 Runoff from all impervious areas at the site discharging to the infiltration BMP. Runoff from all impervious areas at the site is not discharging to the infiltration BMP and calculations are provided showing that the drainage area contributing runoff to the infiltration BMPs is sufficient to generate the required recharge volume. Recharge BMPs have been sized to infiltrate the Required Recharge Volume. Recharge BMPs have been sized to infiltrate the Required Recharge Volume only to the maximum extent practicable for the following reason: Site is comprised solely of C and D soils and/or bedrock at the land surface M.G.L. c. 21E sites pursuant to 310 CMR 40.0000 Solid Waste Landfill pursuant to 310 CMR 19.000 Project is otherwise subject to Stormwater Management Standards only to the maximum extent practicable. Calculations showing that the infiltration BMPs will drain in 72 hours are provided. Property includes a M.G.L. c. 21E site or a solid waste landfill and a mounding analysis is included. 1 80% TSS removal is required prior to discharge to infiltration BMP if Dynamic Field method is used. 03-swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 5 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 3: Recharge (continued) The infiltration BMP is used to attenuate peak flows during storms greater than or equal to the 10- year 24-hour storm and separation to seasonal high groundwater is less than 4 feet and a mounding analysis is provided. Documentation is provided showing that infiltration BMPs do not adversely impact nearby wetland resource areas. Standard 4: Water Quality The Long-Term Pollution Prevention Plan typically includes the following: · Good housekeeping practices; · Provisions for storing materials and waste products inside or under cover; · Vehicle washing controls; · Requirements for routine inspections and maintenance of stormwater BMPs; · Spill prevention and response plans; · Provisions for maintenance of lawns, gardens, and other landscaped areas; · Requirements for storage and use of fertilizers, herbicides, and pesticides; · Pet waste management provisions; · Provisions for operation and management of septic systems; · Provisions for solid waste management; · Snow disposal and plowing plans relative to Wetland Resource Areas; · Winter Road Salt and/or Sand Use and Storage restrictions; · Street sweeping schedules; · Provisions for prevention of illicit discharges to the stormwater management system; · Documentation that Stormwater BMPs are designed to provide for shutdown and containment in the event of a spill or discharges to or near critical areas or from LUHPPL; · Training for staff or personnel involved with implementing Long-Term Pollution Prevention Plan; · List of Emergency contacts for implementing Long-Term Pollution Prevention Plan. A Long-Term Pollution Prevention Plan is attached to Stormwater Report and is included as an attachment to the Wetlands Notice of Intent. Treatment BMPs subject to the 44% TSS removal pretreatment requirement and the one inch rule for calculating the water quality volume are included, and discharge: is within the Zone II or Interim Wellhead Protection Area is near or to other critical areas is within soils with a rapid infiltration rate (greater than 2.4 inches per hour) involves runoff from land uses with higher potential pollutant loads. The Required Water Quality Volume is reduced through use of the LID site Design Credits. Calculations documenting that the treatment train meets the 80% TSS removal requirement and, if applicable, the 44% TSS removal pretreatment requirement, are provided. 03-swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 6 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 4: Water Quality (continued) The BMP is sized (and calculations provided) based on: The ½” or 1” Water Quality Volume or The equivalent flow rate associated with the Water Quality Volume and documentation is provided showing that the BMP treats the required water quality volume. The applicant proposes to use proprietary BMPs, and documentation supporting use of proprietary BMP and proposed TSS removal rate is provided. This documentation may be in the form of the propriety BMP checklist found in Volume 2, Chapter 4 of the Massachusetts Stormwater Handbook and submitting copies of the TARP Report, STEP Report, and/or other third party studies verifying performance of the proprietary BMPs. A TMDL exists that indicates a need to reduce pollutants other than TSS and documentation showing that the BMPs selected are consistent with the TMDL is provided. Standard 5: Land Uses With Higher Potential Pollutant Loads (LUHPPLs) The NPDES Multi-Sector General Permit covers the land use and the Stormwater Pollution Prevention Plan (SWPPP) has been included with the Stormwater Report. The NPDES Multi-Sector General Permit covers the land use and the SWPPP will be submitted prior to the discharge of stormwater to the post-construction stormwater BMPs. The NPDES Multi-Sector General Permit does not cover the land use. LUHPPLs are located at the site and industry specific source control and pollution prevention measures have been proposed to reduce or eliminate the exposure of LUHPPLs to rain, snow, snow melt and runoff, and been included in the long term Pollution Prevention Plan. All exposure has been eliminated. All exposure has not been eliminated and all BMPs selected are on MassDEP LUHPPL list. The LUHPPL has the potential to generate runoff with moderate to higher concentrations of oil and grease (e.g. all parking lots with >1000 vehicle trips per day) and the treatment train includes an oil grit separator, a filtering bioretention area, a sand filter or equivalent. Standard 6: Critical Areas The discharge is near or to a critical area and the treatment train includes only BMPs that MassDEP has approved for stormwater discharges to or near that particular class of critical area. Critical areas and BMPs are identified in the Stormwater Report. 03-swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 7 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum extent practicable The project is subject to the Stormwater Management Standards only to the maximum Extent Practicable as a: Limited Project Small Residential Projects: 5-9 single family houses or 5-9 units in a multi-family development provided there is no discharge that may potentially affect a critical area. Small Residential Projects: 2-4 single family houses or 2-4 units in a multi-family development with a discharge to a critical area Marina and/or boatyard provided the hull painting, service and maintenance areas are protected from exposure to rain, snow, snow melt and runoff Bike Path and/or Foot Path Redevelopment Project Redevelopment portion of mix of new and redevelopment. Certain standards are not fully met (Standard No. 1, 8, 9, and 10 must always be fully met) and an explanation of why these standards are not met is contained in the Stormwater Report. The project involves redevelopment and a description of all measures that have been taken to improve existing conditions is provided in the Stormwater Report. The redevelopment checklist found in Volume 2 Chapter 3 of the Massachusetts Stormwater Handbook may be used to document that the proposed stormwater management system (a) complies with Standards 2, 3 and the pretreatment and structural BMP requirements of Standards 4-6 to the maximum extent practicable and (b) improves existing conditions. Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan must include the following information: · Narrative; · Construction Period Operation and Maintenance Plan; · Names of Persons or Entity Responsible for Plan Compliance; · Construction Period Pollution Prevention Measures; · Erosion and Sedimentation Control Plan Drawings; · Detail drawings and specifications for erosion control BMPs, including sizing calculations; · Vegetation Planning; · Site Development Plan; · Construction Sequencing Plan; · Sequencing of Erosion and Sedimentation Controls; · Operation and Maintenance of Erosion and Sedimentation Controls; · Inspection Schedule; · Maintenance Schedule; · Inspection and Maintenance Log Form. A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan containing the information set forth above has been included in the Stormwater Report. 03-swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 8 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control (continued) The project is highly complex and information is included in the Stormwater Report that explains why it is not possible to submit the Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan with the application. A Construction Period Pollution Prevention and Erosion and Sedimentation Control has not been included in the Stormwater Report but will be submitted before land disturbance begins. The project is not covered by a NPDES Construction General Permit. The project is covered by a NPDES Construction General Permit and a copy of the SWPPP is in the Stormwater Report. The project is covered by a NPDES Construction General Permit but no SWPPP been submitted. The SWPPP will be submitted BEFORE land disturbance begins. Standard 9: Operation and Maintenance Plan The Post Construction Operation and Maintenance Plan is included in the Stormwater Report and includes the following information: Name of the stormwater management system owners; Party responsible for operation and maintenance; Schedule for implementation of routine and non-routine maintenance tasks; Plan showing the location of all stormwater BMPs maintenance access areas; Description and delineation of public safety features; Estimated operation and maintenance budget; and Operation and Maintenance Log Form. The responsible party is not the owner of the parcel where the BMP is located and the Stormwater Report includes the following submissions: A copy of the legal instrument (deed, homeowner’s association, utility trust or other legal entity) that establishes the terms of and legal responsibility for the operation and maintenance of the project site stormwater BMPs; A plan and easement deed that allows site access for the legal entity to operate and maintain BMP functions. Standard 10: Prohibition of Illicit Discharges The Long-Term Pollution Prevention Plan includes measures to prevent illicit discharges; An Illicit Discharge Compliance Statement is attached; NO Illicit Discharge Compliance Statement is attached but will be submitted prior to the discharge of any stormwater to post-construction BMPs. Stormwater Report Applicant/Project Name: Town of Barnstable, MA – Mary Dunn Road Satellite Well Project Address: Mary Dunn Road, Barnstable MA Application Prepared by: Firm: Weston & Sampson, Inc. Registered PE James I. Pearson, PE Below is an explanation concerning Standards 1-10 of the Massachusetts Stormwater Handbook as they apply to the Town of Barnstable Mary Dunn Road Satellite Well project: General: The project consists of the construction of a new satellite well on Mary Dunn Road, adjacent to an existing well that is owned and operated by the Town of Barnstable. Work will include the demolition of the existing well building and abandonment of the existing well, and the construction of a new well, new well building, and a new driveway to access the building (approximately 2,423-SF of total new impervious area). Runoff from the new development will discharge toward the northwest, through undisturbed vegetated areas towards the direction of Little Israel Pond. The distance between the proposed well building and Little Israel Pond is approximately 241-FT. Standard 1: No New Untreated Discharges The proposed project will create no new untreated discharges. All discharges from newly created impervious area will flow overland through undisturbed vegetated areas. This natural vegetative buffer will function as a vegetative filter strip. Standard 2: Peak Rate Attenuation There is a small increase in impervious area on the site due to the proposed paved driveway to the new well building. Although calculations show that there will be a slight increase in peak discharges, due to the significant distance between the proposed building and Little Israel Pond, as well as the highly pervious soils on the site, runoff from the new satellite water well site will recharge into the soils before reaching the wetland resource areas. In the event that the runoff from the project site does make it to Little Israel Pond, the increase in volume is relatively minor. It would result in only a maximum increase in water surface elevation of 0.02-FT. During the 100-year storm event this would equate to 1,141-CF of water over a pond area of 57,000 square feet. For lesser storm events the impact would be correspondingly less. Standard 3: Recharge Infiltration BMPs have not been included in the project design. The site would be considered a Zone I of a municipal water supply well, and under DEP guidelines, stormwater discharges to a Zone I are prohibited unless essential to the operation of the public water supply. In this case, the construction of a building and a paved access to the building is essential, therefore runoff from those areas is considered essential. The provision of a dedicated infiltration basin or similar measure is not recommended as the best approach as it has greater potential to act as a point of entry for groundwater contamination. Given that the site is situated over a relatively pervious Carver coarse sand complex, natural “country drainage” measures will be used to allow recharge to occur to the maximum extent practicable after receiving treatment. Runoff will be directed to naturally vegetated areas around the site. This will have the equivalent effect of a “water quality swale”, which is how this has been approached in the analysis. In reality, due to the distance of the project site from Little Israel Pond and the highly pervious underlying soils on site, runoff from the site will recharge into the soils to the before reaching Little Israel Pond. Standard 4: Water Quality Runoff will be directed to natural vegetated areas around the site, which will result in adequate water quality treatment as a “country drainage” approach. Water will naturally filter through existing vegetation and infiltrate into soils prior to reaching any resource areas. Standard 5: Land Uses with Higher Potential Pollutant Loads (LUHPPLs) Not Applicable. There are no LUHPPLs in the work area. Standard 6: Critical Areas The site is zoned as a watershed protection zone (Zone 1), which may be considered a critical area. No discharges are proposed that are prohibited under this standard. Standard 7: Redevelopments and Other Projects Subject to the Standards Only to the Maximum Extent Practicable This is primarily a new development project, except for the demolition of an existing well building. Standards are addressed as described above. Standard 8: Construction Period Pollution Prevention and Erosion and Sediment Control A detailed Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan is included in Attachment D. To ensure that the work incorporates the performance standards recommended in the DEP’s Stormwater Management Policy, necessary erosion and sedimentation control measures will be utilized during construction. Standard 9: Operation and Maintenance Plan An operations and maintenance plan is included in Attachment E of this report. Standard 10: Prohibition of Illicit Discharges By the nature of the proposed work, there will be no illicit discharges. There will be no opportunity for illicit discharges into the system. Registered Professional Engineer’s Certification I have reviewed the Stormwater Report, including any relevant soil evaluations, computations, Long-term Pollution Prevention Plan, the Construction Period Erosion and Sedimentation Control Plan, the Long-term Post-Construction Operation and Maintenance Plan, the Illicit Discharge Compliance Statement and the plans showing the stormwater management system, and have determined that they have been prepared in accordance with the requirements of the Stormwater Management Standards as further elaborated by the Massachusetts Stormwater Handbook. I have also determined that the information presented in the Stormwater Checklist is accurate and that the information presented in the Stormwater Report accurately reflects conditions at the site as of the date of this permit application. Registered Professional Engineer Block and Signature Signature and Date 9/18/20193/29/2024 Attachment A - Locus Map 55 Walkers Brook Drive, Suite 100, Reading MA 01867 Weston & Sampson Engineers, Inc. 0 SCALE 1"=250' 250 125 250 S FL I N T R O C K R D MARY DUNN RDINDEPENDENCE DR ISRAEL POND SITE SMALL POND LITTLE ISRAEL POND Attachment B - NRCS Soils Map, Soils Report, and HSG Classifications Hydrologic Soil Group—Barnstable County, Massachusetts Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/10/2019 Page 1 of 446147604614820461488046149404615000461506046151204614760461482046148804614940461500046150604615120393140393200393260393320393380393440393500393560393620393680 393140 393200 393260 393320 393380 393440 393500 393560 393620 393680 41° 40' 51'' N 70° 17' 3'' W41° 40' 51'' N70° 16' 37'' W41° 40' 38'' N 70° 17' 3'' W41° 40' 38'' N 70° 16' 37'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 19N WGS84 0 100 200 400 600 Feet 0 40 80 160 240 Meters Map Scale: 1:2,710 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:25,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Barnstable County, Massachusetts Survey Area Data: Version 15, Sep 5, 2018 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 10, 2018—Nov 17, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—Barnstable County, Massachusetts Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/10/2019 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 1 Water 1.8 5.4% 252C Carver coarse sand, 8 to 15 percent slopes A 4.0 12.1% 259B Carver loamy coarse sand, 3 to 8 percent slopes A 27.2 82.5% Totals for Area of Interest 33.0 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Hydrologic Soil Group—Barnstable County, Massachusetts Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/10/2019 Page 3 of 4 Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Barnstable County, Massachusetts Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/10/2019 Page 4 of 4 Attachment C - HydroCAD Reports & Calculations Mary Dunn Well Replacement Hyannis, MA Stormwater Discharge Summary Table 10-Sep-19 Analysis Point 24 Hr Storm Pre-Development Post-Development A 2yr 0.02 0.06 10yr 0.45 0.50 25yr 1.88 1.97 100yr 5.72 5.88 Peak Discharge (cfs) AA1Weston & Sampson Engineers, Inc.55 Walkers Brook Drive, Suite 100Reading, MA 01867978.532.1900 800.SAMPSONCOPYRIGHT 2019 WESTON & SAMPSONProject:www.westonandsampson.comConsultants:Seal:Revisions:No. Date DescriptionCOA:Issued For:Drawing Title:Sheet Number:Scale:W&S File No.:W&S Project No.:Approved By:Date:Reviewed By:Drawn By:Rev: 1.6 Date: 04/10/2019 COPYRIGHT © 2019 BY WESTON & SAMPSONTHIS DRAWING HAS BEEN PREPARED FOR THEEXCLUSIVE USE OF THE CLIENT & PROJECT NAMELISTED ON THIS DRAWING ONLY.REPRODUCTION, RELEASE OF UTILIZATION OF THEDRAWING CONTENT BY OTHER CLIENTS / FIRMS ANDON OTHER PROJECTS IS PROHIBITED BY LAY.WESTON & SAMPSON RETAINS THE EXCLUSIVE USEOF THE INTELLECTUAL PROPERTY CONTAINEDHEREIN.SEPTEMBER 10,2019AS SHOWN2170553MARY DUNN ROADSATELLITE WELL 4TOWN OF BARNSTABLEDEPARTMENT OF PUBLICWORKSWATER SUPPLY DIVISION47 OLD YARMOUTH RDBARNSTABLE, MA 02601AKGPERMIT REVIEWFIG-1EXISTINGHYDROLOGIC MAPLEGENDIMPERVIOUSWOODSSHRUB/GRASSWATER AA1A2Weston & Sampson Engineers, Inc.55 Walkers Brook Drive, Suite 100Reading, MA 01867978.532.1900 800.SAMPSONCOPYRIGHT 2019 WESTON & SAMPSONProject:www.westonandsampson.comConsultants:Seal:Revisions:No. Date DescriptionCOA:Issued For:Drawing Title:Sheet Number:Scale:W&S File No.:W&S Project No.:Approved By:Date:Reviewed By:Drawn By:Rev: 1.6 Date: 04/10/2019 COPYRIGHT © 2019 BY WESTON & SAMPSONTHIS DRAWING HAS BEEN PREPARED FOR THEEXCLUSIVE USE OF THE CLIENT & PROJECT NAMELISTED ON THIS DRAWING ONLY.REPRODUCTION, RELEASE OF UTILIZATION OF THEDRAWING CONTENT BY OTHER CLIENTS / FIRMS ANDON OTHER PROJECTS IS PROHIBITED BY LAY.WESTON & SAMPSON RETAINS THE EXCLUSIVE USEOF THE INTELLECTUAL PROPERTY CONTAINEDHEREIN.AS SHOWNAKGPERMIT REVIEWFIG-2PROPOSEDHYDROLOGIC MAPSEPTEMBER 10,20192170553MARY DUNN ROADSATELLITE WELL 4TOWN OF BARNSTABLEDEPARTMENT OF PUBLICWORKSWATER SUPPLY DIVISION47 OLD YARMOUTH RDBARNSTABLE, MA 02601LEGENDIMPERVIOUSWOODSSHRUB/GRASSWATER A1 SUB-A1 A POI-A Routing Diagram for HydroCAD-EX Prepared by Weston & Sampson, Printed 9/11/2019 HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link HydroCAD-EX Printed 9/11/2019Prepared by Weston & Sampson Page 2HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (sq-ft) CN Description (subcatchment-numbers) 51,136 30 Brush, Good, HSG A (A1) 18,982 98 Paved roads w/curbs & sewers, HSG A (A1) 225 98 Roofs, HSG A (A1) 55,372 98 Water Surface, HSG A (A1) 385,596 30 Woods, Good, HSG A (A1) 511,311 40 TOTAL AREA HydroCAD-EX Printed 9/11/2019Prepared by Weston & Sampson Page 3HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (sq-ft) Soil Group Subcatchment Numbers 511,311 HSG A A1 0 HSG B 0 HSG C 0 HSG D 0 Other 511,311 TOTAL AREA HydroCAD-EX Printed 9/11/2019Prepared by Weston & Sampson Page 4HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (sq-ft) HSG-B (sq-ft) HSG-C (sq-ft) HSG-D (sq-ft) Other (sq-ft) Total (sq-ft) Ground Cover 51,136 0 0 0 0 51,136 Brush, Good 18,982 0 0 0 0 18,982 Paved roads w/curbs & sewers 225 0 0 0 0 225 Roofs 55,372 0 0 0 0 55,372 Water Surface 385,596 0 0 0 0 385,596 Woods, Good 511,311 0 0 0 0 511,311 TOTAL AREA Type III 24-hr 2YR Rainfall=3.39"HydroCAD-EX Printed 9/11/2019Prepared by Weston & Sampson Page 5HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=511,311 sf 14.59% Impervious Runoff Depth=0.01"Subcatchment A1: SUB-A1 Flow Length=566' Tc=23.0 min CN=40 Runoff=0.02 cfs 421 cf Inflow=0.02 cfs 421 cfPond A: POI-A Primary=0.02 cfs 421 cf Total Runoff Area = 511,311 sf Runoff Volume = 421 cf Average Runoff Depth = 0.01" 85.41% Pervious = 436,732 sf 14.59% Impervious = 74,579 sf Type III 24-hr 2YR Rainfall=3.39"HydroCAD-EX Printed 9/11/2019Prepared by Weston & Sampson Page 6HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment A1: SUB-A1 Runoff = 0.02 cfs @ 22.46 hrs, Volume= 421 cf, Depth= 0.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 2YR Rainfall=3.39" Area (sf) CN Description 18,982 98 Paved roads w/curbs & sewers, HSG A 225 98 Roofs, HSG A 51,136 30 Brush, Good, HSG A 55,372 98 Water Surface, HSG A 385,596 30 Woods, Good, HSG A 511,311 40 Weighted Average 436,732 85.41% Pervious Area 74,579 14.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.3 50 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.24" 2.1 90 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 4.3 205 0.0250 0.79 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.8 120 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.1 20 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.4 81 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 23.0 566 Total Type III 24-hr 2YR Rainfall=3.39"HydroCAD-EX Printed 9/11/2019Prepared by Weston & Sampson Page 7HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Subcatchment A1: SUB-A1 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.02 0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Type III 24-hr 2YR Rainfall=3.39" Runoff Area=511,311 sf Runoff Volume=421 cf Runoff Depth=0.01" Flow Length=566' Tc=23.0 min CN=40 0.02 cfs Type III 24-hr 2YR Rainfall=3.39"HydroCAD-EX Printed 9/11/2019Prepared by Weston & Sampson Page 8HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Summary for Pond A: POI-A [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 511,311 sf, 14.59% Impervious, Inflow Depth = 0.01" for 2YR event Inflow = 0.02 cfs @ 22.46 hrs, Volume= 421 cf Primary = 0.02 cfs @ 22.46 hrs, Volume= 421 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Pond A: POI-A Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.02 0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Inflow Area=511,311 sf 0.02 cfs 0.02 cfs Type III 24-hr 10YR Rainfall=4.94"HydroCAD-EX Printed 9/11/2019Prepared by Weston & Sampson Page 9HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=511,311 sf 14.59% Impervious Runoff Depth=0.22"Subcatchment A1: SUB-A1 Flow Length=566' Tc=23.0 min CN=40 Runoff=0.45 cfs 9,467 cf Inflow=0.45 cfs 9,467 cfPond A: POI-A Primary=0.45 cfs 9,467 cf Total Runoff Area = 511,311 sf Runoff Volume = 9,467 cf Average Runoff Depth = 0.22" 85.41% Pervious = 436,732 sf 14.59% Impervious = 74,579 sf Type III 24-hr 10YR Rainfall=4.94"HydroCAD-EX Printed 9/11/2019Prepared by Weston & Sampson Page 10HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment A1: SUB-A1 Runoff = 0.45 cfs @ 12.75 hrs, Volume= 9,467 cf, Depth= 0.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 10YR Rainfall=4.94" Area (sf) CN Description 18,982 98 Paved roads w/curbs & sewers, HSG A 225 98 Roofs, HSG A 51,136 30 Brush, Good, HSG A 55,372 98 Water Surface, HSG A 385,596 30 Woods, Good, HSG A 511,311 40 Weighted Average 436,732 85.41% Pervious Area 74,579 14.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.3 50 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.24" 2.1 90 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 4.3 205 0.0250 0.79 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.8 120 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.1 20 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.4 81 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 23.0 566 Total Type III 24-hr 10YR Rainfall=4.94"HydroCAD-EX Printed 9/11/2019Prepared by Weston & Sampson Page 11HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Subcatchment A1: SUB-A1 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 10YR Rainfall=4.94" Runoff Area=511,311 sf Runoff Volume=9,467 cf Runoff Depth=0.22" Flow Length=566' Tc=23.0 min CN=40 0.45 cfs Type III 24-hr 10YR Rainfall=4.94"HydroCAD-EX Printed 9/11/2019Prepared by Weston & Sampson Page 12HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Summary for Pond A: POI-A [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 511,311 sf, 14.59% Impervious, Inflow Depth = 0.22" for 10YR event Inflow = 0.45 cfs @ 12.75 hrs, Volume= 9,467 cf Primary = 0.45 cfs @ 12.75 hrs, Volume= 9,467 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Pond A: POI-A Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=511,311 sf 0.45 cfs 0.45 cfs Type III 24-hr 25YR Rainfall=5.91"HydroCAD-EX Printed 9/11/2019Prepared by Weston & Sampson Page 13HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=511,311 sf 14.59% Impervious Runoff Depth=0.47"Subcatchment A1: SUB-A1 Flow Length=566' Tc=23.0 min CN=40 Runoff=1.88 cfs 20,146 cf Inflow=1.88 cfs 20,146 cfPond A: POI-A Primary=1.88 cfs 20,146 cf Total Runoff Area = 511,311 sf Runoff Volume = 20,146 cf Average Runoff Depth = 0.47" 85.41% Pervious = 436,732 sf 14.59% Impervious = 74,579 sf Type III 24-hr 25YR Rainfall=5.91"HydroCAD-EX Printed 9/11/2019Prepared by Weston & Sampson Page 14HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment A1: SUB-A1 Runoff = 1.88 cfs @ 12.58 hrs, Volume= 20,146 cf, Depth= 0.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 25YR Rainfall=5.91" Area (sf) CN Description 18,982 98 Paved roads w/curbs & sewers, HSG A 225 98 Roofs, HSG A 51,136 30 Brush, Good, HSG A 55,372 98 Water Surface, HSG A 385,596 30 Woods, Good, HSG A 511,311 40 Weighted Average 436,732 85.41% Pervious Area 74,579 14.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.3 50 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.24" 2.1 90 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 4.3 205 0.0250 0.79 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.8 120 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.1 20 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.4 81 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 23.0 566 Total Type III 24-hr 25YR Rainfall=5.91"HydroCAD-EX Printed 9/11/2019Prepared by Weston & Sampson Page 15HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Subcatchment A1: SUB-A1 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Type III 24-hr 25YR Rainfall=5.91" Runoff Area=511,311 sf Runoff Volume=20,146 cf Runoff Depth=0.47" Flow Length=566' Tc=23.0 min CN=40 1.88 cfs Type III 24-hr 25YR Rainfall=5.91"HydroCAD-EX Printed 9/11/2019Prepared by Weston & Sampson Page 16HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Summary for Pond A: POI-A [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 511,311 sf, 14.59% Impervious, Inflow Depth = 0.47" for 25YR event Inflow = 1.88 cfs @ 12.58 hrs, Volume= 20,146 cf Primary = 1.88 cfs @ 12.58 hrs, Volume= 20,146 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Pond A: POI-A Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Inflow Area=511,311 sf 1.88 cfs 1.88 cfs Type III 24-hr 100YR Rainfall=7.40"HydroCAD-EX Printed 9/11/2019Prepared by Weston & Sampson Page 17HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=511,311 sf 14.59% Impervious Runoff Depth=1.00"Subcatchment A1: SUB-A1 Flow Length=566' Tc=23.0 min CN=40 Runoff=5.72 cfs 42,521 cf Inflow=5.72 cfs 42,521 cfPond A: POI-A Primary=5.72 cfs 42,521 cf Total Runoff Area = 511,311 sf Runoff Volume = 42,521 cf Average Runoff Depth = 1.00" 85.41% Pervious = 436,732 sf 14.59% Impervious = 74,579 sf Type III 24-hr 100YR Rainfall=7.40"HydroCAD-EX Printed 9/11/2019Prepared by Weston & Sampson Page 18HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment A1: SUB-A1 Runoff = 5.72 cfs @ 12.45 hrs, Volume= 42,521 cf, Depth= 1.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 100YR Rainfall=7.40" Area (sf) CN Description 18,982 98 Paved roads w/curbs & sewers, HSG A 225 98 Roofs, HSG A 51,136 30 Brush, Good, HSG A 55,372 98 Water Surface, HSG A 385,596 30 Woods, Good, HSG A 511,311 40 Weighted Average 436,732 85.41% Pervious Area 74,579 14.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.3 50 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.24" 2.1 90 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 4.3 205 0.0250 0.79 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.8 120 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.1 20 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.4 81 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 23.0 566 Total Type III 24-hr 100YR Rainfall=7.40"HydroCAD-EX Printed 9/11/2019Prepared by Weston & Sampson Page 19HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Subcatchment A1: SUB-A1 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)6 5 4 3 2 1 0 Type III 24-hr 100YR Rainfall=7.40" Runoff Area=511,311 sf Runoff Volume=42,521 cf Runoff Depth=1.00" Flow Length=566' Tc=23.0 min CN=40 5.72 cfs Type III 24-hr 100YR Rainfall=7.40"HydroCAD-EX Printed 9/11/2019Prepared by Weston & Sampson Page 20HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Summary for Pond A: POI-A [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 511,311 sf, 14.59% Impervious, Inflow Depth = 1.00" for 100YR event Inflow = 5.72 cfs @ 12.45 hrs, Volume= 42,521 cf Primary = 5.72 cfs @ 12.45 hrs, Volume= 42,521 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Pond A: POI-A Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)6 5 4 3 2 1 0 Inflow Area=511,311 sf 5.72 cfs 5.72 cfs A1 SUB-A1 A2 SUB-A2 R1 REACH SW-1 SWALE A POI-A Routing Diagram for HydroCAD-PR Prepared by Weston & Sampson, Printed 9/11/2019 HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link HydroCAD-PR Printed 9/11/2019Prepared by Weston & Sampson Page 2HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (sq-ft) CN Description (subcatchment-numbers) 2,577 39 >75% Grass cover, Good, HSG A (A2) 51,136 30 Brush, Good, HSG A (A1) 21,165 98 Paved roads w/curbs & sewers, HSG A (A1, A2) 240 98 Roofs, HSG A (A2) 55,372 98 Water Surface, HSG A (A1) 380,821 30 Woods, Good, HSG A (A1) 511,311 40 TOTAL AREA HydroCAD-PR Printed 9/11/2019Prepared by Weston & Sampson Page 3HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (sq-ft) Soil Group Subcatchment Numbers 511,311 HSG A A1, A2 0 HSG B 0 HSG C 0 HSG D 0 Other 511,311 TOTAL AREA HydroCAD-PR Printed 9/11/2019Prepared by Weston & Sampson Page 4HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (sq-ft) HSG-B (sq-ft) HSG-C (sq-ft) HSG-D (sq-ft) Other (sq-ft) Total (sq-ft) Ground Cover 2,577 0 0 0 0 2,577 >75% Grass cover, Good 51,136 0 0 0 0 51,136 Brush, Good 21,165 0 0 0 0 21,165 Paved roads w/curbs & sewers 240 0 0 0 0 240 Roofs 55,372 0 0 0 0 55,372 Water Surface 380,821 0 0 0 0 380,821 Woods, Good 511,311 0 0 0 0 511,311 TOTAL AREA Type III 24-hr 2YR Rainfall=3.39"HydroCAD-PR Printed 9/11/2019Prepared by Weston & Sampson Page 5HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=506,311 sf 14.69% Impervious Runoff Depth=0.01"Subcatchment A1: SUB-A1 Flow Length=566' Tc=23.0 min CN=40 Runoff=0.02 cfs 417 cf Runoff Area=5,000 sf 48.46% Impervious Runoff Depth=0.84"Subcatchment A2: SUB-A2 Tc=6.0 min CN=68 Runoff=0.10 cfs 349 cf Avg. Flow Depth=0.03' Max Vel=0.38 fps Inflow=0.06 cfs 349 cfReach R1: REACH n=0.035 L=123.0' S=0.0163 '/' Capacity=2.60 cfs Outflow=0.06 cfs 349 cf Avg. Flow Depth=0.12' Max Vel=0.17 fps Inflow=0.10 cfs 349 cfReach SW-1: SWALE n=0.150 L=125.0' S=0.0050 '/' Capacity=1.74 cfs Outflow=0.06 cfs 349 cf Inflow=0.06 cfs 766 cfPond A: POI-A Primary=0.06 cfs 766 cf Total Runoff Area = 511,311 sf Runoff Volume = 766 cf Average Runoff Depth = 0.02" 84.98% Pervious = 434,534 sf 15.02% Impervious = 76,777 sf Type III 24-hr 2YR Rainfall=3.39"HydroCAD-PR Printed 9/11/2019Prepared by Weston & Sampson Page 6HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment A1: SUB-A1 Runoff = 0.02 cfs @ 22.46 hrs, Volume= 417 cf, Depth= 0.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 2YR Rainfall=3.39" Area (sf) CN Description 18,982 98 Paved roads w/curbs & sewers, HSG A 51,136 30 Brush, Good, HSG A 55,372 98 Water Surface, HSG A 380,821 30 Woods, Good, HSG A 506,311 40 Weighted Average 431,957 85.31% Pervious Area 74,354 14.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.3 50 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.24" 2.1 90 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 4.3 205 0.0250 0.79 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.8 120 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.1 20 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.4 81 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 23.0 566 Total Type III 24-hr 2YR Rainfall=3.39"HydroCAD-PR Printed 9/11/2019Prepared by Weston & Sampson Page 7HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Subcatchment A1: SUB-A1 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.02 0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Type III 24-hr 2YR Rainfall=3.39" Runoff Area=506,311 sf Runoff Volume=417 cf Runoff Depth=0.01" Flow Length=566' Tc=23.0 min CN=40 0.02 cfs Type III 24-hr 2YR Rainfall=3.39"HydroCAD-PR Printed 9/11/2019Prepared by Weston & Sampson Page 8HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment A2: SUB-A2 Runoff = 0.10 cfs @ 12.10 hrs, Volume= 349 cf, Depth= 0.84" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 2YR Rainfall=3.39" Area (sf) CN Description 2,183 98 Paved roads w/curbs & sewers, HSG A 240 98 Roofs, HSG A 2,577 39 >75% Grass cover, Good, HSG A 5,000 68 Weighted Average 2,577 51.54% Pervious Area 2,423 48.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment A2: SUB-A2 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 2YR Rainfall=3.39" Runoff Area=5,000 sf Runoff Volume=349 cf Runoff Depth=0.84" Tc=6.0 min CN=68 0.10 cfs Type III 24-hr 2YR Rainfall=3.39"HydroCAD-PR Printed 9/11/2019Prepared by Weston & Sampson Page 9HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Summary for Reach R1: REACH Inflow Area = 5,000 sf, 48.46% Impervious, Inflow Depth = 0.84" for 2YR event Inflow = 0.06 cfs @ 12.23 hrs, Volume= 349 cf Outflow = 0.06 cfs @ 12.33 hrs, Volume= 349 cf, Atten= 6%, Lag= 6.1 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 0.38 fps, Min. Travel Time= 5.4 min Avg. Velocity = 0.14 fps, Avg. Travel Time= 14.3 min Peak Storage= 19 cf @ 12.33 hrs Average Depth at Peak Storage= 0.03' Bank-Full Depth= 0.16' Flow Area= 2.1 sf, Capacity= 2.60 cfs 20.00' x 0.16' deep Parabolic Channel, n= 0.035 High grass Length= 123.0' Slope= 0.0163 '/' Inlet Invert= 11.00', Outlet Invert= 9.00' ‡ Reach R1: REACH Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=5,000 sf Avg. Flow Depth=0.03' Max Vel=0.38 fps n=0.035 L=123.0' S=0.0163 '/' Capacity=2.60 cfs 0.06 cfs 0.06 cfs Type III 24-hr 2YR Rainfall=3.39"HydroCAD-PR Printed 9/11/2019Prepared by Weston & Sampson Page 10HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Summary for Reach SW-1: SWALE Inflow Area = 5,000 sf, 48.46% Impervious, Inflow Depth = 0.84" for 2YR event Inflow = 0.10 cfs @ 12.10 hrs, Volume= 349 cf Outflow = 0.06 cfs @ 12.23 hrs, Volume= 349 cf, Atten= 37%, Lag= 7.5 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 0.17 fps, Min. Travel Time= 12.5 min Avg. Velocity = 0.05 fps, Avg. Travel Time= 38.3 min Peak Storage= 47 cf @ 12.23 hrs Average Depth at Peak Storage= 0.12' Bank-Full Depth= 1.00' Flow Area= 3.3 sf, Capacity= 1.74 cfs 3.00' x 1.00' deep channel, n= 0.150 Side Slope Z-value= 0.3 '/' Top Width= 3.60' Length= 125.0' Slope= 0.0050 '/' Inlet Invert= 11.88', Outlet Invert= 11.25' Reach SW-1: SWALE Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=5,000 sf Avg. Flow Depth=0.12' Max Vel=0.17 fps n=0.150 L=125.0' S=0.0050 '/' Capacity=1.74 cfs 0.10 cfs 0.06 cfs Type III 24-hr 2YR Rainfall=3.39"HydroCAD-PR Printed 9/11/2019Prepared by Weston & Sampson Page 11HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Summary for Pond A: POI-A [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 511,311 sf, 15.02% Impervious, Inflow Depth = 0.02" for 2YR event Inflow = 0.06 cfs @ 12.33 hrs, Volume= 766 cf Primary = 0.06 cfs @ 12.33 hrs, Volume= 766 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Pond A: POI-A Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=511,311 sf 0.06 cfs 0.06 cfs Type III 24-hr 10YR Rainfall=4.94"HydroCAD-PR Printed 9/11/2019Prepared by Weston & Sampson Page 12HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=506,311 sf 14.69% Impervious Runoff Depth=0.22"Subcatchment A1: SUB-A1 Flow Length=566' Tc=23.0 min CN=40 Runoff=0.45 cfs 9,374 cf Runoff Area=5,000 sf 48.46% Impervious Runoff Depth=1.84"Subcatchment A2: SUB-A2 Tc=6.0 min CN=68 Runoff=0.24 cfs 765 cf Avg. Flow Depth=0.05' Max Vel=0.53 fps Inflow=0.18 cfs 765 cfReach R1: REACH n=0.035 L=123.0' S=0.0163 '/' Capacity=2.60 cfs Outflow=0.17 cfs 765 cf Avg. Flow Depth=0.24' Max Vel=0.25 fps Inflow=0.24 cfs 765 cfReach SW-1: SWALE n=0.150 L=125.0' S=0.0050 '/' Capacity=1.74 cfs Outflow=0.18 cfs 765 cf Inflow=0.50 cfs 10,139 cfPond A: POI-A Primary=0.50 cfs 10,139 cf Total Runoff Area = 511,311 sf Runoff Volume = 10,139 cf Average Runoff Depth = 0.24" 84.98% Pervious = 434,534 sf 15.02% Impervious = 76,777 sf Type III 24-hr 10YR Rainfall=4.94"HydroCAD-PR Printed 9/11/2019Prepared by Weston & Sampson Page 13HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment A1: SUB-A1 Runoff = 0.45 cfs @ 12.75 hrs, Volume= 9,374 cf, Depth= 0.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 10YR Rainfall=4.94" Area (sf) CN Description 18,982 98 Paved roads w/curbs & sewers, HSG A 51,136 30 Brush, Good, HSG A 55,372 98 Water Surface, HSG A 380,821 30 Woods, Good, HSG A 506,311 40 Weighted Average 431,957 85.31% Pervious Area 74,354 14.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.3 50 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.24" 2.1 90 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 4.3 205 0.0250 0.79 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.8 120 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.1 20 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.4 81 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 23.0 566 Total Type III 24-hr 10YR Rainfall=4.94"HydroCAD-PR Printed 9/11/2019Prepared by Weston & Sampson Page 14HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Subcatchment A1: SUB-A1 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 10YR Rainfall=4.94" Runoff Area=506,311 sf Runoff Volume=9,374 cf Runoff Depth=0.22" Flow Length=566' Tc=23.0 min CN=40 0.45 cfs Type III 24-hr 10YR Rainfall=4.94"HydroCAD-PR Printed 9/11/2019Prepared by Weston & Sampson Page 15HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment A2: SUB-A2 Runoff = 0.24 cfs @ 12.09 hrs, Volume= 765 cf, Depth= 1.84" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 10YR Rainfall=4.94" Area (sf) CN Description 2,183 98 Paved roads w/curbs & sewers, HSG A 240 98 Roofs, HSG A 2,577 39 >75% Grass cover, Good, HSG A 5,000 68 Weighted Average 2,577 51.54% Pervious Area 2,423 48.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment A2: SUB-A2 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 10YR Rainfall=4.94" Runoff Area=5,000 sf Runoff Volume=765 cf Runoff Depth=1.84" Tc=6.0 min CN=68 0.24 cfs Type III 24-hr 10YR Rainfall=4.94"HydroCAD-PR Printed 9/11/2019Prepared by Weston & Sampson Page 16HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Summary for Reach R1: REACH Inflow Area = 5,000 sf, 48.46% Impervious, Inflow Depth = 1.84" for 10YR event Inflow = 0.18 cfs @ 12.16 hrs, Volume= 765 cf Outflow = 0.17 cfs @ 12.22 hrs, Volume= 765 cf, Atten= 6%, Lag= 3.3 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 0.53 fps, Min. Travel Time= 3.9 min Avg. Velocity = 0.17 fps, Avg. Travel Time= 12.2 min Peak Storage= 40 cf @ 12.22 hrs Average Depth at Peak Storage= 0.05' Bank-Full Depth= 0.16' Flow Area= 2.1 sf, Capacity= 2.60 cfs 20.00' x 0.16' deep Parabolic Channel, n= 0.035 High grass Length= 123.0' Slope= 0.0163 '/' Inlet Invert= 11.00', Outlet Invert= 9.00' ‡ Reach R1: REACH Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=5,000 sf Avg. Flow Depth=0.05' Max Vel=0.53 fps n=0.035 L=123.0' S=0.0163 '/' Capacity=2.60 cfs 0.18 cfs 0.17 cfs Type III 24-hr 10YR Rainfall=4.94"HydroCAD-PR Printed 9/11/2019Prepared by Weston & Sampson Page 17HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Summary for Reach SW-1: SWALE Inflow Area = 5,000 sf, 48.46% Impervious, Inflow Depth = 1.84" for 10YR event Inflow = 0.24 cfs @ 12.09 hrs, Volume= 765 cf Outflow = 0.18 cfs @ 12.16 hrs, Volume= 765 cf, Atten= 24%, Lag= 4.3 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 0.25 fps, Min. Travel Time= 8.4 min Avg. Velocity = 0.07 fps, Avg. Travel Time= 31.5 min Peak Storage= 92 cf @ 12.16 hrs Average Depth at Peak Storage= 0.24' Bank-Full Depth= 1.00' Flow Area= 3.3 sf, Capacity= 1.74 cfs 3.00' x 1.00' deep channel, n= 0.150 Side Slope Z-value= 0.3 '/' Top Width= 3.60' Length= 125.0' Slope= 0.0050 '/' Inlet Invert= 11.88', Outlet Invert= 11.25' Reach SW-1: SWALE Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=5,000 sf Avg. Flow Depth=0.24' Max Vel=0.25 fps n=0.150 L=125.0' S=0.0050 '/' Capacity=1.74 cfs 0.24 cfs 0.18 cfs Type III 24-hr 10YR Rainfall=4.94"HydroCAD-PR Printed 9/11/2019Prepared by Weston & Sampson Page 18HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Summary for Pond A: POI-A [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 511,311 sf, 15.02% Impervious, Inflow Depth = 0.24" for 10YR event Inflow = 0.50 cfs @ 12.70 hrs, Volume= 10,139 cf Primary = 0.50 cfs @ 12.70 hrs, Volume= 10,139 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Pond A: POI-A Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=511,311 sf 0.50 cfs 0.50 cfs Type III 24-hr 25YR Rainfall=5.91"HydroCAD-PR Printed 9/11/2019Prepared by Weston & Sampson Page 19HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=506,311 sf 14.69% Impervious Runoff Depth=0.47"Subcatchment A1: SUB-A1 Flow Length=566' Tc=23.0 min CN=40 Runoff=1.86 cfs 19,949 cf Runoff Area=5,000 sf 48.46% Impervious Runoff Depth=2.55"Subcatchment A2: SUB-A2 Tc=6.0 min CN=68 Runoff=0.34 cfs 1,063 cf Avg. Flow Depth=0.05' Max Vel=0.60 fps Inflow=0.27 cfs 1,063 cfReach R1: REACH n=0.035 L=123.0' S=0.0163 '/' Capacity=2.60 cfs Outflow=0.25 cfs 1,063 cf Avg. Flow Depth=0.30' Max Vel=0.29 fps Inflow=0.34 cfs 1,063 cfReach SW-1: SWALE n=0.150 L=125.0' S=0.0050 '/' Capacity=1.74 cfs Outflow=0.27 cfs 1,063 cf Inflow=1.97 cfs 21,013 cfPond A: POI-A Primary=1.97 cfs 21,013 cf Total Runoff Area = 511,311 sf Runoff Volume = 21,013 cf Average Runoff Depth = 0.49" 84.98% Pervious = 434,534 sf 15.02% Impervious = 76,777 sf Type III 24-hr 25YR Rainfall=5.91"HydroCAD-PR Printed 9/11/2019Prepared by Weston & Sampson Page 20HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment A1: SUB-A1 Runoff = 1.86 cfs @ 12.58 hrs, Volume= 19,949 cf, Depth= 0.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 25YR Rainfall=5.91" Area (sf) CN Description 18,982 98 Paved roads w/curbs & sewers, HSG A 51,136 30 Brush, Good, HSG A 55,372 98 Water Surface, HSG A 380,821 30 Woods, Good, HSG A 506,311 40 Weighted Average 431,957 85.31% Pervious Area 74,354 14.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.3 50 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.24" 2.1 90 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 4.3 205 0.0250 0.79 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.8 120 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.1 20 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.4 81 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 23.0 566 Total Type III 24-hr 25YR Rainfall=5.91"HydroCAD-PR Printed 9/11/2019Prepared by Weston & Sampson Page 21HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Subcatchment A1: SUB-A1 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Type III 24-hr 25YR Rainfall=5.91" Runoff Area=506,311 sf Runoff Volume=19,949 cf Runoff Depth=0.47" Flow Length=566' Tc=23.0 min CN=40 1.86 cfs Type III 24-hr 25YR Rainfall=5.91"HydroCAD-PR Printed 9/11/2019Prepared by Weston & Sampson Page 22HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment A2: SUB-A2 Runoff = 0.34 cfs @ 12.09 hrs, Volume= 1,063 cf, Depth= 2.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 25YR Rainfall=5.91" Area (sf) CN Description 2,183 98 Paved roads w/curbs & sewers, HSG A 240 98 Roofs, HSG A 2,577 39 >75% Grass cover, Good, HSG A 5,000 68 Weighted Average 2,577 51.54% Pervious Area 2,423 48.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment A2: SUB-A2 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 25YR Rainfall=5.91" Runoff Area=5,000 sf Runoff Volume=1,063 cf Runoff Depth=2.55" Tc=6.0 min CN=68 0.34 cfs Type III 24-hr 25YR Rainfall=5.91"HydroCAD-PR Printed 9/11/2019Prepared by Weston & Sampson Page 23HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Summary for Reach R1: REACH Inflow Area = 5,000 sf, 48.46% Impervious, Inflow Depth = 2.55" for 25YR event Inflow = 0.27 cfs @ 12.15 hrs, Volume= 1,063 cf Outflow = 0.25 cfs @ 12.20 hrs, Volume= 1,063 cf, Atten= 6%, Lag= 2.7 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 0.60 fps, Min. Travel Time= 3.4 min Avg. Velocity = 0.18 fps, Avg. Travel Time= 11.3 min Peak Storage= 52 cf @ 12.20 hrs Average Depth at Peak Storage= 0.05' Bank-Full Depth= 0.16' Flow Area= 2.1 sf, Capacity= 2.60 cfs 20.00' x 0.16' deep Parabolic Channel, n= 0.035 High grass Length= 123.0' Slope= 0.0163 '/' Inlet Invert= 11.00', Outlet Invert= 9.00' ‡ Reach R1: REACH Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=5,000 sf Avg. Flow Depth=0.05' Max Vel=0.60 fps n=0.035 L=123.0' S=0.0163 '/' Capacity=2.60 cfs 0.27 cfs 0.25 cfs Type III 24-hr 25YR Rainfall=5.91"HydroCAD-PR Printed 9/11/2019Prepared by Weston & Sampson Page 24HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Summary for Reach SW-1: SWALE Inflow Area = 5,000 sf, 48.46% Impervious, Inflow Depth = 2.55" for 25YR event Inflow = 0.34 cfs @ 12.09 hrs, Volume= 1,063 cf Outflow = 0.27 cfs @ 12.15 hrs, Volume= 1,063 cf, Atten= 21%, Lag= 3.7 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 0.29 fps, Min. Travel Time= 7.3 min Avg. Velocity = 0.07 fps, Avg. Travel Time= 28.9 min Peak Storage= 118 cf @ 12.15 hrs Average Depth at Peak Storage= 0.30' Bank-Full Depth= 1.00' Flow Area= 3.3 sf, Capacity= 1.74 cfs 3.00' x 1.00' deep channel, n= 0.150 Side Slope Z-value= 0.3 '/' Top Width= 3.60' Length= 125.0' Slope= 0.0050 '/' Inlet Invert= 11.88', Outlet Invert= 11.25' Reach SW-1: SWALE Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=5,000 sf Avg. Flow Depth=0.30' Max Vel=0.29 fps n=0.150 L=125.0' S=0.0050 '/' Capacity=1.74 cfs 0.34 cfs 0.27 cfs Type III 24-hr 25YR Rainfall=5.91"HydroCAD-PR Printed 9/11/2019Prepared by Weston & Sampson Page 25HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Summary for Pond A: POI-A [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 511,311 sf, 15.02% Impervious, Inflow Depth = 0.49" for 25YR event Inflow = 1.97 cfs @ 12.57 hrs, Volume= 21,013 cf Primary = 1.97 cfs @ 12.57 hrs, Volume= 21,013 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Pond A: POI-A Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Inflow Area=511,311 sf 1.97 cfs 1.97 cfs Type III 24-hr 100YR Rainfall=7.40"HydroCAD-PR Printed 9/11/2019Prepared by Weston & Sampson Page 26HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=506,311 sf 14.69% Impervious Runoff Depth=1.00"Subcatchment A1: SUB-A1 Flow Length=566' Tc=23.0 min CN=40 Runoff=5.67 cfs 42,106 cf Runoff Area=5,000 sf 48.46% Impervious Runoff Depth=3.74"Subcatchment A2: SUB-A2 Tc=6.0 min CN=68 Runoff=0.50 cfs 1,557 cf Avg. Flow Depth=0.07' Max Vel=0.68 fps Inflow=0.41 cfs 1,557 cfReach R1: REACH n=0.035 L=123.0' S=0.0163 '/' Capacity=2.60 cfs Outflow=0.39 cfs 1,557 cf Avg. Flow Depth=0.40' Max Vel=0.33 fps Inflow=0.50 cfs 1,557 cfReach SW-1: SWALE n=0.150 L=125.0' S=0.0050 '/' Capacity=1.74 cfs Outflow=0.41 cfs 1,557 cf Inflow=5.88 cfs 43,662 cfPond A: POI-A Primary=5.88 cfs 43,662 cf Total Runoff Area = 511,311 sf Runoff Volume = 43,662 cf Average Runoff Depth = 1.02" 84.98% Pervious = 434,534 sf 15.02% Impervious = 76,777 sf Type III 24-hr 100YR Rainfall=7.40"HydroCAD-PR Printed 9/11/2019Prepared by Weston & Sampson Page 27HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment A1: SUB-A1 Runoff = 5.67 cfs @ 12.45 hrs, Volume= 42,106 cf, Depth= 1.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 100YR Rainfall=7.40" Area (sf) CN Description 18,982 98 Paved roads w/curbs & sewers, HSG A 51,136 30 Brush, Good, HSG A 55,372 98 Water Surface, HSG A 380,821 30 Woods, Good, HSG A 506,311 40 Weighted Average 431,957 85.31% Pervious Area 74,354 14.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.3 50 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.24" 2.1 90 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 4.3 205 0.0250 0.79 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.8 120 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.1 20 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.4 81 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 23.0 566 Total Type III 24-hr 100YR Rainfall=7.40"HydroCAD-PR Printed 9/11/2019Prepared by Weston & Sampson Page 28HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Subcatchment A1: SUB-A1 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)6 5 4 3 2 1 0 Type III 24-hr 100YR Rainfall=7.40" Runoff Area=506,311 sf Runoff Volume=42,106 cf Runoff Depth=1.00" Flow Length=566' Tc=23.0 min CN=40 5.67 cfs Type III 24-hr 100YR Rainfall=7.40"HydroCAD-PR Printed 9/11/2019Prepared by Weston & Sampson Page 29HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment A2: SUB-A2 Runoff = 0.50 cfs @ 12.09 hrs, Volume= 1,557 cf, Depth= 3.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 100YR Rainfall=7.40" Area (sf) CN Description 2,183 98 Paved roads w/curbs & sewers, HSG A 240 98 Roofs, HSG A 2,577 39 >75% Grass cover, Good, HSG A 5,000 68 Weighted Average 2,577 51.54% Pervious Area 2,423 48.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment A2: SUB-A2 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 100YR Rainfall=7.40" Runoff Area=5,000 sf Runoff Volume=1,557 cf Runoff Depth=3.74" Tc=6.0 min CN=68 0.50 cfs Type III 24-hr 100YR Rainfall=7.40"HydroCAD-PR Printed 9/11/2019Prepared by Weston & Sampson Page 30HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Summary for Reach R1: REACH Inflow Area = 5,000 sf, 48.46% Impervious, Inflow Depth = 3.74" for 100YR event Inflow = 0.41 cfs @ 12.15 hrs, Volume= 1,557 cf Outflow = 0.39 cfs @ 12.18 hrs, Volume= 1,557 cf, Atten= 5%, Lag= 2.3 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 0.68 fps, Min. Travel Time= 3.0 min Avg. Velocity = 0.20 fps, Avg. Travel Time= 10.3 min Peak Storage= 71 cf @ 12.18 hrs Average Depth at Peak Storage= 0.07' Bank-Full Depth= 0.16' Flow Area= 2.1 sf, Capacity= 2.60 cfs 20.00' x 0.16' deep Parabolic Channel, n= 0.035 High grass Length= 123.0' Slope= 0.0163 '/' Inlet Invert= 11.00', Outlet Invert= 9.00' ‡ Reach R1: REACH Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=5,000 sf Avg. Flow Depth=0.07' Max Vel=0.68 fps n=0.035 L=123.0' S=0.0163 '/' Capacity=2.60 cfs 0.41 cfs 0.39 cfs Type III 24-hr 100YR Rainfall=7.40"HydroCAD-PR Printed 9/11/2019Prepared by Weston & Sampson Page 31HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Summary for Reach SW-1: SWALE Inflow Area = 5,000 sf, 48.46% Impervious, Inflow Depth = 3.74" for 100YR event Inflow = 0.50 cfs @ 12.09 hrs, Volume= 1,557 cf Outflow = 0.41 cfs @ 12.15 hrs, Volume= 1,557 cf, Atten= 17%, Lag= 3.3 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 0.33 fps, Min. Travel Time= 6.3 min Avg. Velocity = 0.08 fps, Avg. Travel Time= 26.0 min Peak Storage= 156 cf @ 12.15 hrs Average Depth at Peak Storage= 0.40' Bank-Full Depth= 1.00' Flow Area= 3.3 sf, Capacity= 1.74 cfs 3.00' x 1.00' deep channel, n= 0.150 Side Slope Z-value= 0.3 '/' Top Width= 3.60' Length= 125.0' Slope= 0.0050 '/' Inlet Invert= 11.88', Outlet Invert= 11.25' Reach SW-1: SWALE Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=5,000 sf Avg. Flow Depth=0.40' Max Vel=0.33 fps n=0.150 L=125.0' S=0.0050 '/' Capacity=1.74 cfs 0.50 cfs 0.41 cfs Type III 24-hr 100YR Rainfall=7.40"HydroCAD-PR Printed 9/11/2019Prepared by Weston & Sampson Page 32HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Summary for Pond A: POI-A [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 511,311 sf, 15.02% Impervious, Inflow Depth = 1.02" for 100YR event Inflow = 5.88 cfs @ 12.45 hrs, Volume= 43,662 cf Primary = 5.88 cfs @ 12.45 hrs, Volume= 43,662 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Pond A: POI-A Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)6 5 4 3 2 1 0 Inflow Area=511,311 sf 5.88 cfs 5.88 cfs SW-1 Yes/No Have you reviewed the restrictions on unlined swales outlined in Env-Wq 1508.08(a)? Yes/No Is the system lined? (Required if not treated or if above SHWT) 0.12 ac A = Area draining to the practice 0.06 ac AI = Impervious area draining to the practice 6.0 minutes Tc = Time of Concentration 0.50 decimal I = percent impervious area draining to the practice, in decimal form 0.50 unitless Rv = Runoff coefficient = 0.05 + (0.9 x I) 0.06 ac-in WQV= 1” x Rv x A 218 cf WQV conversion (ac-in x 43,560 sf/ac x 1ft/12”) 1 inches P = amount of rainfall. For WQF in NH, P = 1". 0.50 inches DWQ = water quality depth. D WQ = WQV/A 94 unitless CN = unit peak discharge curve number. CN =1000/(10+5P+10Q–10*[Q 2 + 1.25*Q*P] 0.5) 0.65 inches S = potential maximum retention. S = (1000/CN) - 10 0.129 inches Ia = initial abstraction. Ia = 0.2S 640 cfs/mi2/in qu = unit peak discharge. Obtain this value from TR-55 exhibits 4-II and 4-III 0.06 cfs WQF = qu x WQV. Conversion: to convert "cfs/mi 2/in * ac-in" to "cfs" multiply by 1mi2/640ac 125.00 feet L = swale length 1 > 100' 3.00 feet w = bottom of the swale width2 0 - 8 feet 9.00 feet ESHWT = elevation of SHWT. If none found, use the lowest elev. of test pit 11.00 feet EBTM = elevation of the bottom of the practice > ESHWT 4.0 :1 SSRIGHT = right Side slope >3:1 3.0 :1 SSLEFT = left Side slope >3:1 0.005 ft/ft S = slope of swale in decimal form 3 0.005 - .05 1.4 inches d = flow depth in swale at WQF (attach stage-discharge table) < 4" 0.15 unitless d must be < 4", therefore Manning's n = 0.15 0.40 ft2 Cross-sectional area check (assume trapezoidal channel) 3.85 feet Check wetted perimeter 0.06 cfs WQFcheck.4 WQFcheck = WQF 2%Percent difference between WQF check and WQF 4 +/- 10% 14 minutes HRT = hydraulic residence time during the WQF > 10 min 11.49 ft Peak elevation of the 10-year storm event5 12.25 ft Elevation of the top of the swale YES Yes/No 10 peak elevation < the top of swale yes 3. If > 0.02 (2%) then check dams are required. No additional detention time is credited for check dams. Enter the node name in the drainage analysis (e.g., reach TS 5), if applicable. If treatment swale is downstream of a detention structure, do not use this worksheet. 5. If the swale does not discharge the 50-year storm without overtopping, hydrologic routing of secondary discharge to a different node may be necessary. NHDES Alteration of Terrain Last Revised: December 2017 1. Any portion of the swale that is in a roadside ditch shall not count towards the swale length. 4. The WQFcheck & WQF should be near equal (within 10%) if you have selected the correct depth off the stage-discharge table and are using n = 0.15 for low flows in swale. If the depth is inaccurate the HRT will be incorrect. 2. Widths up to 16' allowed if a dividing berm or structure is used such that neither width is more than 8'. Designer's Notes: TREATMENT SWALE DESIGN CRITERIA (Env-Wq 1508.08) Node Name: Type III 24-hr 10YR Rainfall=4.94"HydroCAD-PR Printed 9/11/2019Prepared by Weston & Sampson HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Stage-Discharge for Reach SW-1: SWALE Elevation (feet) Velocity (ft/sec) Discharge (cfs) 11.88 0.00 0.00 11.89 0.03 0.00 11.90 0.05 0.00 11.91 0.07 0.01 11.92 0.08 0.01 11.93 0.09 0.01 11.94 0.11 0.02 11.95 0.12 0.02 11.96 0.13 0.03 11.97 0.14 0.04 11.98 0.15 0.04 11.99 0.15 0.05 12.00 0.16 0.06 12.01 0.17 0.07 12.02 0.18 0.08 12.03 0.19 0.09 12.04 0.20 0.10 12.05 0.20 0.11 12.06 0.21 0.12 12.07 0.22 0.13 12.08 0.22 0.14 12.09 0.23 0.15 12.10 0.24 0.16 12.11 0.24 0.17 12.12 0.25 0.18 12.13 0.25 0.20 12.14 0.26 0.21 12.15 0.27 0.22 12.16 0.27 0.24 12.17 0.28 0.25 12.18 0.28 0.26 12.19 0.29 0.28 12.20 0.29 0.29 12.21 0.30 0.31 12.22 0.30 0.32 12.23 0.31 0.34 12.24 0.31 0.35 12.25 0.32 0.37 12.26 0.32 0.38 12.27 0.33 0.40 12.28 0.33 0.42 12.29 0.34 0.43 12.30 0.34 0.45 12.31 0.35 0.47 12.32 0.35 0.48 12.33 0.35 0.50 12.34 0.36 0.52 12.35 0.36 0.54 12.36 0.37 0.55 12.37 0.37 0.57 12.38 0.38 0.59 12.39 0.38 0.61 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 12.40 0.38 0.63 12.41 0.39 0.65 12.42 0.39 0.67 12.43 0.39 0.69 12.44 0.40 0.71 12.45 0.40 0.73 12.46 0.41 0.75 12.47 0.41 0.77 12.48 0.41 0.79 12.49 0.42 0.81 12.50 0.42 0.83 12.51 0.42 0.85 12.52 0.43 0.87 12.53 0.43 0.89 12.54 0.43 0.91 12.55 0.44 0.93 12.56 0.44 0.96 12.57 0.44 0.98 12.58 0.45 1.00 12.59 0.45 1.02 12.60 0.45 1.05 12.61 0.45 1.07 12.62 0.46 1.09 12.63 0.46 1.11 12.64 0.46 1.14 12.65 0.47 1.16 12.66 0.47 1.18 12.67 0.47 1.21 12.68 0.47 1.23 12.69 0.48 1.26 12.70 0.48 1.28 12.71 0.48 1.30 12.72 0.49 1.33 12.73 0.49 1.35 12.74 0.49 1.38 12.75 0.49 1.40 12.76 0.50 1.43 12.77 0.50 1.45 12.78 0.50 1.48 12.79 0.50 1.50 12.80 0.51 1.53 12.81 0.51 1.55 12.82 0.51 1.58 12.83 0.51 1.61 12.84 0.52 1.63 12.85 0.52 1.66 12.86 0.52 1.69 12.87 0.52 1.71 12.88 0.53 1.74 Type III 24-hr 10YR Rainfall=4.94"HydroCAD-PR Printed 9/11/2019Prepared by Weston & Sampson HydroCAD® 10.00-20 s/n 00455 © 2017 HydroCAD Software Solutions LLC Summary for Reach SW-1: SWALE Inflow Area = 5,000 sf, 48.46% Impervious, Inflow Depth = 1.84" for 10YR event Inflow = 0.24 cfs @ 12.09 hrs, Volume= 765 cf Outflow = 0.18 cfs @ 12.16 hrs, Volume= 765 cf, Atten= 24%, Lag= 4.3 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 0.25 fps, Min. Travel Time= 8.4 min Avg. Velocity = 0.07 fps, Avg. Travel Time= 31.5 min Peak Storage= 92 cf @ 12.16 hrs Average Depth at Peak Storage= 0.24' Bank-Full Depth= 1.00' Flow Area= 3.3 sf, Capacity= 1.74 cfs 3.00' x 1.00' deep channel, n= 0.150 Side Slope Z-value= 0.3 '/' Top Width= 3.60' Length= 125.0' Slope= 0.0050 '/' Inlet Invert= 11.88', Outlet Invert= 11.25' Attachment D - Construction Period Pollution and Erosion and Sedimentation Control Plan Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan SECTION 1: Introduction The Town of Barnstable is proposing to build a new satellite well for the Hyannis Water System, on Mary Dunn Road. As part of this project, this “Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan” has been created to ensure that no disturbance to the wetland resource is created during the project. SECTION 2: Construction Period Pollution Prevention Measures Best Management Practices (BMPs) will be utilized as Construction Period Pollution Prevention Measures to reduce potential pollutants and prevent any off-site discharge. The objectives of the BMPs for construction activity are to minimize the disturbed areas, stabilize any disturbed areas, control the site perimeter and retain sediment. Both erosion and sedimentation controls and non-stormwater best management measures will be used to minimize site disturbance and ensure compliance with the performance standards of the WPA and Stormwater Standards. Measures will be taken to minimize the area disturbed by construction activities to reduce the potential for soil erosion and stormwater pollution problems. In addition, good housekeeping measures will be followed for the day-to-day operation of the construction site under the control of the contractor to minimize the impact of construction. This section describes the control practices that will be in place during construction activities. Recommended control practices will comply with the standards set in the MA DEP Stormwater Policy Handbook. 2.1 Minimize Disturbed Area and Protect Natural Features and Soil In order to minimize disturbed areas, work will be completed within well-defined work limits. These work limits are shown on the construction plans. The Contractor shall not disturb native vegetation in the undisturbed wetland area without prior approval from the Engineer. The Contractor will be responsible to make sure that all of their workers and any subcontractors know the proper work limits and do not extend their work into the undisturbed areas. The protective measures are described in more detail in the following sections. 2.2 Control Stormwater Flowing onto and through the project Construction areas adjacent to wetland resources will be lined with compost filter tubes, straw wattles, straw bales or sediment fence. These BMPs will be inspected daily and accumulated silt will be removed as needed. 2.3 Stabilize Soils The Contractor shall limit the area of land which is exposed and free from vegetation during construction. In areas where the period of exposure will be greater than two (2) months, mulching, the use of erosion control mats, or other protective measures shall be provided as specified. The Contractor shall take account of the conditions of the soil where erosion control seeding will take place to ensure that materials used for re-vegetation are adaptive to the sediment control. 2.4 Proper Storage and Cover of Any Stockpiles The location of the Contractor's storage areas for equipment and/or materials shall be upon cleared portions of the job site or areas to be cleared as a part of this project, and shall require written approval of the Engineer. Adequate measures for erosion and sediment control such as the placement of compost filter tubes or similar perimeter controls around the downstream perimeter of stockpiles shall be employed to protect any downstream areas from siltation. There shall be no storage of equipment or materials in areas designated as wetlands. The Engineer may designate a particular area or areas where the Contractor may store materials used in his operations. 2.5 Perimeter Controls and Sediment Barriers Erosion control lines as described in Section 5 will be utilized to ensure that sedimentation does not occur outside the perimeter of the work area. 2.6 Storm Drain Inlet Protection There are no storm drains in the work area. 2.7 Retain Sediment On-Site The Contractor will be responsible to monitor erosion control measures. Whenever necessary the Contractor will clear sediment from the perimeter controls that have been silted up during construction. Daily monitoring should be conducted using the attached Monitoring Form. The following good housekeeping practices will be followed on-site during the construction project: 2.8 Material Handling and Waste Management Materials stored on-site will be stored in a neat, orderly manner in appropriate containers. Materials will be kept in their original containers with the original manufacturer’s label. Substances will not be mixed with one another unless recommended by the manufacturer. Waste materials will be collected and stored in a securely lidded metal container from a licensed management company. The waste and any construction debris from the site will be hauled off-site daily and disposed of properly. The contractor will be responsible for waste removal. Manufacturer’s recommendations for proper use and disposal will be followed for materials. Sanitary waste will be collected from the portable units a minimum of once a week, by a licensed sanitary waste management contractor. 2.9 Designated Washout Areas The Contractor shall use washout facilities at their own facilities, unless otherwise directed by the Engineer. 2.10 Proper Equipment/Vehicle Fueling and Maintenance Practices On-site vehicles will be monitored for leaks and receive regular preventative maintenance to reduce the risk of leakage. To ensure that leaks on stored equipment do not contaminate the site, oil-absorbing mats will be placed under oil-containing equipment during storage. Regular fueling and service of the equipment may be performed using approved methods and with care taken to minimize chance of spills. Repair of equipment or machinery within the 100’ water resources area shall not be allowed without the prior approval of the Engineer. Any petroleum products will be stored in tightly sealed containers that are clearly labeled with spill control pads/socks placed under/around their perimeters. 2.11 Equipment/Vehicle Washing The Contractor will be responsible to ensure that no equipment is washed on-site. SECTION 3: Spill Prevention and Control Plan The Contractor will be responsible for preventing spills in accordance with the project specifications and applicable federal, state and local regulations. The Contractor will identify a properly trained site employee, involved with the day-to-day site operations to be the spill prevention and cleanup coordinator. The name(s) of the responsible spill personnel will be posted on-site. Each employee will be instructed that all spills are to be reported to the spill prevention and cleanup coordinator. 3.1 Spill Control Equipment Spill control/containment equipment will be kept in the Work Area. Materials and equipment necessary for spill cleanup will be kept either in the Work Area or in an otherwise accessible on-site location. Equipment and materials will include, but not be limited to, absorbent booms/mats, brooms, dust pans, mops, rags, gloves, goggles, sand, plastic and metal containers specifically for this purpose. It is the responsibility of the Contractor to ensure the inventory will be readily accessible and maintained. 3.2 Notification Workers will be directed to inform the on-site supervisor of a spill event. The supervisor will assess the incident and initiate proper containment and response procedures immediately upon notification. Workers should avoid direct contact with spilled materials during the containment procedures. Primary notification of a spill should be made to the local Fire Department and Police Departments. Secondary Notification will be to the certified cleanup contractor if deemed necessary by Fire and/or Police personnel. The third level of notification (within 1 hour) is to the DEP or municipality’s Licensed Site Professional (LSP). The specific cleanup contractor to be used will be identified by the Contractor prior to commencement of construction activities. 3.3 Spill Containment and Clean-Up Measures Spills will be contained with granular sorbent material, sand, sorbent pads, booms or all of the above to prevent spreading. Certified cleanup contractors should complete spill cleanup. The material manufacturer’s recommended methods for spill cleanup will be clearly posted and on-site personnel will be made aware of the procedures and the location of the information and cleanup supplies. 3.4 Hazardous Materials Spill Report The Contractor will report and record any spill. The spill report will present a description of the release, including the quantity and type of material, date of the spill, circumstances leading to the release, location of spill, response actions and personnel, documentation of notifications and corrective measures implemented to prevent reoccurrence. This document does not relieve the Contractor of the Federal reporting requirements of 40 CFR Part 110, 40 CFR Part 117, 40 CFR Part 302 and the State requirements specified under the Massachusetts Contingency Plan (M.C.P) relating to spills or other releases of oils or hazardous substances. Where a 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 twenty-four (24) hour period, the Contractor is required to comply with the response requirements of the above mentioned regulations. Spills of oil or hazardous material in excess of the reportable quantity will be reported to the National Response Center (NRC). SECTION 4: Contact Information/Responsible Parties Owner/Operator: Hans Keijser Town of Barnstable DPW, Water Supply Division 47 Old Yarmouth Road Barnstable, MA 02601 (508) 775-0063 Engineer: James Pearson, PE Weston & Sampson Engineers, Inc. 55 Walkers Brook Drive, Suite 100 Reading, MA 01867 978-532-1900 Site Inspector: TBD Contractor: TBD SECTION 5: Erosion and Sedimentation Control Erosion and Sedimentation Control Drawings can be found in the attached project plans. In addition, technical specifications will be included in the project documents to ensure compliance with these provisions. SECTION 6: Site Development Plan The Site Development Plan is included in the attached plans. SECTION 7: Operation and Maintenance of Erosion Control The erosion control measures will be installed as detailed in the technical specifications. If there is a failure to the controls the Contractor, under the supervision of the Engineer, will be required to stop work until the failure is repaired. Periodically throughout the work, whenever the Engineer deems it necessary, the sediment that has been deposited against the controls will be removed to ensure that the controls are working properly. SECTION 8: Inspection Schedule During construction, the erosion and sedimentation controls will be inspected daily. Once the Contractor is selected, an onsite inspector will be selected to work closely with the Engineer to ensure that erosion and sedimentation controls are in place and working properly. An Inspection Form is included. Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan Mary Dunn Road Satellite Well, Barnstable MA Weston & Sampson Inspection Form Inspected By: _______________________________ Date: ___________Time:________ YES NO DOES NOT APPLY ITEM Do any erosion/siltation control measures require repair or clean out to maintain adequate function? Is there any evidence that sediment is leaving the site and entering the wetlands? Are any temporary soil stockpiles or construction materials located in non-approved areas? Are on-site construction traffic routes, parking, and storage of equipment and supplies located in areas not specifically designed for them? Specific location, current weather conditions, and action to be taken: ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________________ ________________________________________________ Other Comments: ______________________________________________________________________________ __________________________________________________________________ Pending the actions noted above I certify that the site is in compliance with the Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan. Signature: ______________________________ Date: ___________________________ Attachment E - Operations & Maintenance Plan Mary Dunn Satellite Well – Barnstable, MA September 2019 Operation & Maintenance Plan Page 1 1.0 Introduction The following document has been written to comply with the stormwater guidelines set forth by the Massachusetts Department of Environmental Protection (MassDEP). The intent of these guidelines is to encourage Low Impact Development techniques to improve the quality of the stormwater runoff. These techniques, also known as Best Management Practices (BMPs) collect, store, and treat the runoff before discharging to adjacent environmental resources. 2.0 Purpose This Operation and Maintenance Plan (O&M Plan) is intended to provide a mechanism for the consistent inspection and maintenance of each BMP installed on the project site. Included in this O&M Plan is a description of each BMP type and an inspection form for each BMP. The Town of Barnstable is the owner and operator of the system and is responsible for its upkeep and maintenance. This work will be funded on an annual basis through the owner’s operating budget. In the event the Owner sells the property, it is the Owner’s responsibility to transfer this plan as well as the past three years of operation and maintenance records to the new property owner. 3.0 BMP Description and Location 3.1 Water Quality Swale There is one stormwater BMP on the property, a water quality swale located to the north of the water well project site. The purpose of this swale is to treat stormwater runoff from impervious areas of the project site by allowing stormwater to slowly travel through the swale, allowing TSS particles to settle. 4.0 Inspection, Maintenance Checklist and Schedule 4.1 Water Quality Swale Water quality swales must be inspected at least once a year for signs of erosion, sediment accumulation, vegetation loss and for the presence of invasive species. Any debris or sedimentation must be removed and all areas of vegetation loss must be repaired. Periodic mowing of the swales are also required, at least 4-IN of grass must be maintained in the bottom of the swale. Mary Dunn Satellite Well – Barnstable, MA September 2019 Operation & Maintenance Plan Page 2 4.2 Inspections and Record Keeping · An inspection form should be filled out each, and every time maintenance work is performed. · A binder should be kept that contains all of the completed inspection forms and any other related materials. · A review of Operation & Maintenance actions should take place annually such that the Stormwater BMPs and vegetative cover are being taken care of in the manner illustrated in this Operation & Maintenance Plan. · Operation & Maintenance log forms for the last three years, at a minimum, shall be kept on site. · The inspection and maintenance schedule may be refined in the future based on the findings and results of this Operation & Maintenance program or policy. Mary Dunn Satellite Well – Barnstable, MA September 2019 Operation & Maintenance Plan Page 3 INSPECTION CHECKLIST SHEETS Water Quality Swale Frequency: Inspect the swale four times (quarterly) in the first year and then annually during the spring each year after System ID: __________________________________ Inspected By: _________________ Date: ____________ Observations: ___________________________________ ___________________________________ ___________________________________ Actions Taken: ___________________________________ ___________________________________ ___________________________________ Instructions: Check for accumulation of sediment, signs of erosion and loss of vegetation. Remove sediment and debris that restricts flow. Repair any areas of vegetation loss to maintain a minimum of 4-IN of grass in the swale. Appendix G Applicable Technical Specifications 07/12/2012 01562-1 SECTION 01562 DUST CONTROL PART 1 - GENERAL 1.01 DESCRIPTION: This section of the specification covers the control of dust via water. PART 2 - PRODUCTS 2.01 WATER: A. Water shall not be brackish and shall be free from oil, acid, and injurious alkali or vegetable matter. PART 3 - EXECUTION 3.01 APPLICATION: A. Water may be sprinkler applied with equipment including a tank with gauge-equipped pressure pump and a nozzle-equipped spray bar. B. Water shall be dispersed through the nozzle under a minimum pressure of 20 pounds per square inch, gauge pressure. END OF SECTION \\wse03.local\WSE\Projects\MA\Barnstable MA\Mary Dunn 4 Replacement\Permitting\NOI\2024 NOI\Appendix G - Specifications\SECTION 01562-Dust Control.docx 03/28/2018 01570-1 SECTION 01570 ENVIRONMENTAL PROTECTION PART 1 – GENERAL 1.01 DESCRIPTION: A. The work covered by this section of the specifications consists of furnishing all labor, materials, tools and equipment and performing all work required for the prevention of environmental pollution during and as a result of construction operations under this contract. B. The requirements set forth in this section of the specifications apply to construction in and adjacent to wetlands, unless otherwise specifically stated. C. All work under this Contract shall be in accordance with the Conservation Commissions' Orders of Conditions as well as any conditional requirements applied, all of which are attached to Section 00890, PERMITS. D. Prior to commencement of work, the Contractor shall meet with representatives of the Engineer to develop mutual understandings relative to compliance of the environmental protection program. 1.02 SUBMITTALS: A. The Contractor shall submit for approval six sets of details and literature fully describing environmental protection methods to be employed in carrying out construction activities within 100 feet of wetlands or across areas designated as wetlands. PART 2 - PRODUCTS 2.01 SILT FENCE: A. The silt fence shall consist of a 3-foot wide continuous length sediment control fabric, stitched to a mesh backing, and stapled to preweathered oak posts installed as shown on the drawings. The oak posts shall be 1-1/4-inches by 1-1/4-inches (Minimum Dimension) by 48-inches and shall be tapered. The bottom edge of the silt fence shall be buried as shown on the drawings. B. The silt fence shall be DOT Silt Fence PPDM3611, as manufactured by U.S. Silt & Site Supply/Getsco, Concord, NH, or approved equal. C. Silt fence properties: Physical Properties Test Method Minimum Value Grab Strength, lbs. ASTM-D-4632 124 Grab Elongation, % ASTM-D-4632 15 03/28/2018 01570-2 Mullen burst, psi ASTM-D-3786 300 Puncture, lbs. ASTM-D-4833 65 Trapezoidal Tear, lbs. ASTM-D-4833 65 UV Resistance2, %3 ASTM-D-4355 80@500 hrs. AOS, US Sieve No. ASTM-D-4751 30 Flow Rate, gal/min/sq ft ASTM-D-4491 10 Permittivity, (1/sec) gal/min/sq ft ASTM-D-4491 0.05 sec-1 2.02 STRAW BALES: A. Straw bales shall consist of certified seed free stems of agricultural grain and cereal crops and shall be free of grasses and legumes. Standard bales shall be 14-inches high, 18- inches wide and 36- to 40-inches long tied with polypropylene twine and weigh within 5 percent of 7 lbs. per cubic ft. 2.05 CATCH BASIN PROTECTION: A. To trap sediment and to prevent sediment from clogging drainage systems, catch basin protection in the form of a siltation sack (Siltsack as manufactured by ACF Environmental, Inc. or approved equal) shall be provided as approved by the Engineer. PART 3- EXECUTION 3.01 NOTIFICATION AND STOPPAGE OF WORK: A. The Engineer will notify the Contractor in writing of any non -compliance with the provisions of the Order of Conditions. The Contractor shall, after receipt of such notice, immediately take corrective action. Such notice, when delivered to the Contractor or his authorized representative at the site of the work, shall be deemed sufficient for the purpose. If the Contractor fails to act promptly, the Owner may order stoppage of all or part of the work through the Engineer until satisfactory corrective action has been taken. No claim for an extension of time or for excess costs or damage incurred by the Contractor as a result of time lost due to any stop work orders shall be made unless it was later determined that the Contractor was in compliance. 3.02 AREA OF CONSTRUCTION ACTIVITY: A. Insofar as possible, the Contractor shall confine his construction activities to those areas defined by the plans and specifications. All land resources within the project boundaries and outside the limits of permanent work performed under this contract shall be preserved in their present condition or be restored to a condition after completion of construction at least equal to that which existed prior to work under this contract. 3.03 PROTECTION OF WATER RESOURCES: 03/28/2018 01570-3 A. The Contractor shall not pollute streams, lakes or reservoirs with fuels, oils, bitumens, calcium chloride, acids or other harmful materials. It is the Contractor's responsibility to comply with all applicable Federal, State, County and Municipal laws regarding pollution of rivers and streams. B. Special measures should be taken to insure against spillage of any pollutants into public waters. 3.04 CONSTRUCTION IN AREAS DESIGNATED AS WETLANDS ON THE DRAWINGS: A. Insofar as possible, the Contractor shall make every effort to minimize disturbance within areas designated as wetlands or within 100-feet of wetland resource areas. B. The Contractor shall perform his work in such a way that these areas are left in the condition existing prior to construction. C. The elevations of areas designated as wetlands shall not be unduly disturbed by the Contractor's operations. 3.05 PROTECTING AND MINIMIZING EXPOSED AREAS: A. The Contractor shall limit the area of land which is exposed and free from vegetation during construction. In areas where the period of exposure will be greater than two (2) months, temporary vegetation, mulching or other protective measures shall be provided as specified. B. The Contractor shall take account of the conditions of the soil where temporary cover crop will be used to insure that materials used for temporary vegetation are adaptive to the sediment control. Materials to be used for temporary vegetation shall be approved by the Engineer. 3.06 LOCATION OF STORAGE AREAS: A. The location of the Contractor's storage areas for equipment and/or materials shall be upon cleared portions of the job site or areas to be cleared as a part of this project, and shall require written approval of the Engineer. Plans showing storage fac ilities for equipment and materials shall be submitted for approval of the Engineer. B. No excavated materials or materials used in backfill operations shall be deposited within a minimum distance of one hundred (100) feet of any watercourse or any drainage facility. Adequate measures for erosion and sediment control such as the placement of baled straw or line of straw wattles or compost filter tubes around the downstream perimeter of stockpiles shall be employed to protect any downstream areas from siltation. C. There shall be no storage of equipment or materials in areas designated as wetlands. D. The Engineer may designate a particular area or areas where the Contractor may store 03/28/2018 01570-4 materials used in his operations. 3.07 PROTECTION OF LANDSCAPE: A. The Contractor shall not deface, injure, or destroy trees or shrubs nor remove or cut them without written authority from the Owner. No ropes, cables, or guys shall be fastened to or attached to any existing nearby trees for anchorages unless specifically authorized by the Engineer. Excavating machinery and cranes shall be of suitable type and be operated with care to prevent injury to trees which are not to be removed, particularly overhanging branches and limbs. The Contractor shall, in any event, be responsible for any damage resulting from such use. B. Branches, limbs, and roots shall not be cut except by permission of the Engineer. All cutting shall be smoothly and neatly done without splitting or crushing. When there is unavoidable injury to branches, limbs and trunks of trees, the injured portions shall be neatly trimmed and covered with an application of grafting wax or tree healing paint as directed. C. Where, in the opinion of the Engineer, trees may possibly be defaced, bruised, injured, or otherwise damaged by the Contractor's equipment or by his blasting or other operations, the Engineer may require the Contractor to adequately protect such trees by placing boards, planks, poles or fencing around them. Any trees or landscape feature scarred or damaged by the Contractor's equipment or operations shall be restored as nearly as possible to its original condition at the expense of the Contractor. The Engineer will decide what method of restoration shall be used, and whether damaged trees shall be treated and healed or removed and disposed of under the provisions of Section 02230, CLEARING AND GRUBBING. D. Cultivated hedges, shrubs, and plants which could be injured by the Contractor's operations shall be protected by suitable means or shall be dug up, balled and temporarily replanted and maintained. After construction operations have been substantially completed, they shall be replanted in their original positions and cared for until growth is re-established. If cultivated hedges, shrubs, and plants are injured to such a degree as to affect their growth or diminish their beauty or usefulness, they shall be replaced by items of a kind and quality at least equal to that existing at the start of the work. 3.08 CLEARING AND GRUBBING: A. The Contractor shall clear and grub only on the Owner's land or the Owner's easements, and only the area required for construction operations, as approved by the Engineer. 3.09 DISCHARGE OF DEWATERING OPERATIONS: A. Under no circumstances shall the Contractor discharge water to the areas designated as wetlands. When constructing in a wetlands area, the Contractor shall discharge water from dewatering operations directly to the nearest drainage system, stream, or waterway after filtering by an approved method. 03/28/2018 01570-5 B. The pumped water shall be filtered through filter fabric and baled straw, a vegetative filter strip or a vegetated channel to trap sediment occurring as a result of the construction operations. The vegetated channel shall be constructed such that the discharge flow rate shall not exceed a velocity of more than 1 foot per second. Accumulated sediment shall be cleared from the channel periodically. 3.10 DUST CONTROL: A. During the progress of the work, the Contractor shall conduct his operations and maintain the area of his activities, including sweeping and sprinkling of streets as necessary, to minimize creation and dispersion of dust. B. Calcium Chloride shall not be used for dust control within a drainage basin or in the vicinity of any source of potable water. 3.11 BALED STRAW: A. To trap sediment and to prevent sediment from clogging drainage systems, baled straw shall be used where shown on the drawings. Care shall be taken to keep the bales from breaking apart. The bales should be securely staked to prevent overturning, flotation, or displacement. All deposited sediment shall be removed periodically. 3.12 ERECTION AND MAINTENANCE OF SILT FENCE: A. Where indicated on the drawings or where required by the Engineer, the Contractor shall erect and maintain a temporary silt fence. In areas designated as wetlands, the Contractor shall line the limits of the construction easement with a silt fence. The silt fence shall be used specifically to contain sediment from runoff water and to minimize environmental damage caused by construction. 3.13 CATCH BASIN PROTECTION: A. Catch basin protection shall be used for every catch basin, shown on the plans or as required by the Engineer, to trap sediment and prevent it from clogging drainage systems and entering wetlands. Siltation sacks shall be securely installed under the catch basin grate. Care shall be taken to keep the siltation sacks from breaking apart or clogging. All deposited sediment shall be removed periodically and at times prior to predicted precipitation to allow free drainage flow. Prior to working in areas where catch basins are to be protected, each catch basin sump shall be cleaned of all debris and protected. The Contractor shall properly dispose of all debris at no additional cost to the Owner. END OF SECTION 01/24/2018 01740-1 SECTION 01740 CLEANING UP PART 1 - GENERAL 1.01 DESCRIPTION: The Contractor must employ at all times during the progress of its work adequate cleanup measures and safety precautions to prevent injuries to persons or damage to property. The Contractor shall immediately, upon request by the Engineer provide adequate material, equipment and labor to cleanup and make safe any and all areas deemed necessary by the Engineer. 1.02 RELATED WORK: A. Section 00700 GENERAL CONDITIONS B. Section 01110 CONTROL OF WORK AND MATERIALS C. Section 01140 SPECIAL PROVISIONS D. Section 01570 ENVIRONMENTAL PROTECTION PART 2 - PRODUCTS Not applicable PART 3 - EXECUTION 3.01 DAILY CLEANUP: A. The Contractor shall clean up, at least daily, all refuse, rubbish, scrap and surplus material, debris and unneeded construction equipment resulting from the construction operations and sweep the area. The site of the work and the adjacent areas affected thereby shall at all times present a neat, orderly and workmanlike appearance. B. Upon written notification by the Engineer, the Contractor shall within 24 hours clean up those areas, which in the Engineer's opinion are in violation of this section and the above referenced sections of the specifications. C. If in the opinion of the Engineer, the referenced areas are not satisfactorily cleaned up, all other work on the project shall stop until the cleanup is satisfactory. 3.02 MATERIAL OR DEBRIS IN DRAINAGE FACILITIES: A. Where material or debris has washed or flowed into or has been placed in existing watercourses, ditches, gutters, drains, pipes, structures, such material or debris shall be 01/24/2018 01740-2 entirely removed and satisfactorily disposed of during progress of the work, and the ditches, channels, drains, pipes, structures, and work shall, upon completion of the work, be left in a clean and neat condition. 3.03 REMOVAL OF TEMPORARY BUILDINGS, STRUCTURES AND EQUIPMENT: A. On or before completion of the work, the Contractor shall, unless otherwise specifically required or permitted in writing, tear down and remove all temporary buildings and structures it built; shall remove all temporary works, tools and machinery or other construction equipment it furnished; shall remove all rubbish from any grounds which it has occupied; shall remove silt fences and hay bales used for trapping sediment; and shall leave the roads and all parts of the property and adjacent property affected by its operations in a neat and satisfactory condition. 3.04 RESTORATION OF DAMAGED PROPERTY: A. The Contractor shall restore or replace, when and as required, any property damaged by its work, equipment or employees, to a condition at least equal to that existing immediately prior to the beginning of operations. To this end the Contractor shall do as required all necessary highway or driveway, walk and landscaping work. Materials, equipment, and methods for such restoration shall be as approved by the Engineer. 3.05 FINAL CLEANUP: A. Before acceptance by the Owner, the Contractor shall perform a final cleanup to bring the construction site to its original or specified condition. This cleanup shall include removing all trash and debris off of the premises. Before acceptance, the Engineer shall approve the condition of the site. END OF SECTION \\Wse03.local\WSE\Projects\MA\Barnstable MA\Mary Dunn 4 Replacement\Permitting\NOI\2024 NOI\Appendix G - Specifications\SECTION 01740-Cleaning Up.docx Appendix H Abutter Notification Information 3,600.00 Conservation Notice of Intent (NOI) Abutter Map for Subject Parcels , 331003003, 331005 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. 150 Town of Barnstable GIS Unit 300 3/20/2024 gis@town.barnstable.ma.us Printed on: 0 ft.300 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 Conservation Notice of Intent (NOI) Abutter List for Subject Parcels , 331003003, 331005 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 313008B00 BARNSTABLE, TOWN OF (MUN)367 MAIN STREET HYANNIS 02601MA 331003003 BARNSTABLE, TOWN OF (BRNWATER) 367 MAIN STREET HYANNIS 02601MA 331003X01 BARNSTABLE, TOWN OF (BRNWATER) 367 MAIN STREET HYANNIS 02601MA 331003X04 BARNSTABLE, TOWN OF (BRNWATER) 367 MAIN STREET HYANNIS 02601MA 331004X01 BARNSTABLE, TOWN OF (BRNWATER) 367 MAIN STREET HYANNIS 02601MA 331005 BARNSTABLE, TOWN OF (BRNWATER) 367 MAIN STREET HYANNIS 02601MA 332009 BARNSTABLE, TOWN OF (BRNWATER) 367 MAIN STREET HYANNIS 02601MA 347002002 MASSACHUSETTS, COMMONWEALTH OF DIV OF FISHERIES & WILDLIFE 100 CAMBRIDGE STREET BOSTON 02114-2509MA 3/20/2024 3:55 PMReport Generated On:Page 1 of 1 8Total 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. HYANNIS, MA 02601 313008B00 BARNSTABLE, TOWN OF (MUN) 367 MAIN STREET Property ID: HYANNIS, MA 02601 331003003 BARNSTABLE, TOWN OF (BRNWATER) 367 MAIN STREET Property ID: HYANNIS, MA 02601 331003X01 BARNSTABLE, TOWN OF (BRNWATER) 367 MAIN STREET Property ID: HYANNIS, MA 02601 331003X04 BARNSTABLE, TOWN OF (BRNWATER) 367 MAIN STREET Property ID: HYANNIS, MA 02601 331004X01 BARNSTABLE, TOWN OF (BRNWATER) 367 MAIN STREET Property ID: HYANNIS, MA 02601 331005 BARNSTABLE, TOWN OF (BRNWATER) 367 MAIN STREET Property ID: HYANNIS, MA 02601 332009 BARNSTABLE, TOWN OF (BRNWATER) 367 MAIN STREET Property ID: 100 CAMBRIDGE STREET BOSTON, MA 02114-2509 347002002 MASSACHUSETTS, COMMONWEALTH OF DIV OF FISHERIES & WILDLIFE Property ID: 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)