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HomeMy WebLinkAbout20240206_NOI_Centerville Village Sewer Expansion Project-North Phase-FINALNOTICE OF INTENT Centerville Village Sewer Expansion Project -North Phase February 6, 2024 Submitted to: Barnstable Conservation Commission 230 South Street Hyannis, MA 02601 Submitted by: Barnstable Department of Public Works 382 Falmouth Road (Route 28) Hyannis, MA 02601 Prepared by: Epsilon Associates,Inc. 3 Mill & Main Place,Suite 250 Maynard,MA 01754 In Cooperation with Stantec 5 Dartmouth Drive, Suite 200 Auburn,NH 03032 6856/CVSEP-North February 6, 2024 Mr. Tom Lee, Chairman Barnstable Conservation Commission 230 South Street Hyannis, MA 02601 Subject: Notice of Intent Centerville Village Sewer Expansion Project-North Phase Dear Tom. Epsilon Associates, Inc. (“Epsilon”) is pleased to submit the above-referenced Notice of Intent (“NOI”) on behalf of the Barnstable Department of Public Works (“DPW”). Enclosed please find one original and nine copies of the NOI filed in accordance with the Massachusetts Wetlands Protection Act (M.G.L. c. 131 § 40) and implementing regulations (310 CMR 10.00) and the Town of Barnstable NOI submission regulations (Chapter 707). Additionally, we have forwarded a PDF version of the NOI on a compact disk. As explained in further detail in the enclosed NOI, the DPW propose to construct and maintain the Centerville Village Sewer Expansion Project (“CVSEP”), which involves additional sewer main installation and pump station construction in the villages of Centerville and West Barnstable. As depicted in Attachment B, Figure 1, the northern portion of the CVSEP has been identified and prioritized, and the southern portion will be advancing through design and permitting at a later date. This Notice of Intent addresses those prioritized elements of the CVSEP North Phase (“Project”), and particularly those elements that are located within the jurisdiction of the Barnstable Conservation Commission under the Massachusetts Wetlands Protection Act and Barnstable Wetlands Protection Bylaw. The Project consists of three main components: 1) the installation of gravity and force sewer mains beneath public roadways, 2) the construction of three sewer pump stations, and 3) roadway intersection improvements. Sewer main installation will take place beneath approximately 2.7 miles of public roadways including Main Street, Old Stage Road, Shootflying Hill Road and Phinney’s Lane in Centervile. These three Project components, their anticipated impacts to jurisdictional wetland areas, and proposed mitigation are described in detail in the NOI . Mr. Tom Lee, Chairman PAGE 2 of 2 Barnstable Conservation Commission February 6, 2024 This NOI will be presented for the Commission's review at the scheduled February 20, 2024 public meeting. If you would like to conduct a site walk prior to that date or have any questions regarding this NOI, please do not hesitate to contact me at (508) 274-0706 or via email at jvaccaro@epsilonassociates.com. Sincerely, EPSILON ASSOCIATES, INC. Jack Vaccaro Lead Scientist - Coastal cc: DEP Southeast Regional Office Dan Tatem, Stantec Table of Contents 6856/Centerville Village Sewer Expansion– North Phase i Table of Contents Notice of Intent – Barnstable, MA Epsilon Associates, Inc. TABLE OF CONTENTS Notice of Intent – Centerville Sewer Expansion Project – North Phase, Barnstable, MA TOWN OF BARNSTABLE NOI SUBMISSION CHECKLIST – Chapter 707 MASSACHUSETTS DEP, WPA FORM 3 ATTACHMENT A PROJECT NARRATIVE 1 1.0 Introduction and Project Overview 1 2.0 Project Purpose and Public Benefits 2 3.0 Proposed Construction Activities 2 3.1 Sewer Main Installation 2 3.2 Pump Station Siting and Construction 3 3.3 Roadway Improvements 4 4.0 Anticipated Impacts to Wetland Resource Areas and Buffer Zones 5 4.1 Sewer Main Installation 5 4.2 Pump Station Construction 5 4.3 Roadway Improvements 6 5.0 Regulatory Requirements 6 5.1 Massachusetts Wetlands Protection Act Regulations 6 5.2 Barnstable Wetlands Protection Ordinance 8 6.0 Mitigation Measures 10 6.1 Sedimentation and Erosion Control 11 6.2 Dewatering Protocols 11 6.3 Wetland Replication 11 6.4 Spill Prevention 12 6.5 Air Emissions and Dust Control 12 7.0 Conclusions 13 ATTACHMENT B FIGURES Figure 1 Project Overview, USGS Locus Figure 2 Wetland Boundaries at Mother’s Park Figure 3 Wetland Boundaries at 567 Shootflying Hill Road ATTACHMENT C REPRESENTATIVE SITE PHOTOGRAPHY ATTACHMENT D BORDERING VEGETATED WETLAND DELINEATION DATA SHEETS ATTACHMENT E SITE PLANS (Prepared by Stantec) ATTACHMENT F STORMWATER REPORT (Prepared by Stantec) 6856/Centerville Village Sewer Expansion Project ii Table of Contents Notice of Intent – Barnstable, MA Epsilon Associates, Inc. TABLE OF CONTENTS (Continued) ATTACHMENT G ABUTTER INFORMATION • List of Abutters • Abutter Notification Form ATTACHMENT H WETLAND FEE TRANSMITTAL FORM Town of Barnstable NOI Submission Checklist 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 200 Main Street Hyannis Massachusetts 02601 Office: 508-862-4093 E-mail: conservation@town.barnstable.ma.us FAX: 508-778-2412 X X X X X N/A X X N/A X NOTE: Unstamped plans are for permitting purposes only. Chap 707 /rev. March 2022 Page 2 Chap 707/rev. March 2022 Page 3 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; NOTE: Permission to access is not required as the project is located on town parcel and public ways.X X X X X X X X N/A N/A X X c . N/A N/A 00 N/A □ N/A □ d.Provide seven (7) additional copies of the NOi (with folded plans and all pertinent data attached) to the Barnstable Conservation Division Office for distribution to, and review by, Conservation Commission members. Any supplementary documentation for administrative and commission review should be submitted as soon as possible prior to the scheduled public hearing.* e.Mail one (1) copy of the complete NOi with plan(s) to the Massachusetts Department of Environmental Protection (MassDEP) Southeast Regional Office, 20 Riverside Dr., Lakeville, MA 02346. Send MassDEP portion of filing fee to: MA Department of Environmental Protection, Box 4062, Boston, MA 02211. f.For roadway construction or repair projects, provide one electronic copy of the NOi and plans to the Senior Project Manager Special Projects, c/o the Town of Barnstable Department of Public Works, 382 Falmouth Road, Hyannis, MA 02601. g. h. For coastal piers, dredging, coastal engineering structures or other coastal erosion control projects, provide two hard copies of the NOi and plans to the Shellfish Biologist, c/o Town of Barnstable Natural Resources, 1189 Phinney's Ln., Centerville, MA 02632. In_ addition, email a (PDF) version to: 1)shellfishNOI@town.bamstable.ma.us. (Email must be sent the same day as submission to the Conservation Division); and 2)conservationprojects@town.barnstable.ma.us Also, for coastal piers, dredging, coastal engineering structures, provide two hard copies of the NOi and plans to the Harbormaster, c/o Town of Barnstable Marine and Environmental Affairs (MEA), 1189 Phinney's Ln., Centerville, MA 02632. In addition, email a (PDF) version to: 1)harbormaster@town.bamstable.ma.us. (Email must be sent the same day as submission to the Conservation Division); and 2)conservationprojects@town.bamstable.ma.us Note: Please title the file for your NOi project as follows: a. Submission date, b. Last name of applicant, c.Map/parcel of property, e.g., 082316-Smith-076024. *Note: If a revised plan needs to be submitted prior to a hearing, please follow same instructions as 7. b. above (and submit to otherentities as may be applicable). Plan revisions must be clearly noted and dated in the revision block. (The same individual who stamped the original plan must also stamp and sign the revised plan). Submitted this __6th__ day of __February____ in the year 2024 in accordance with the Town of Barnstable "Regulation Governing Minimum Submission Requirements for a Notice oflntent Application" by: Jack Vaccaro (Print Name) Owner I Applicant Jack Vaccaro Owner's Authorized Agent Approved: May 28, 1997 Revised: May 12, 2015 Revised: August 23, with minor rev. Sept. 6, 2016 Revised March 15, 2022 Chap 707 /rev. March 2022 Telephone Number 978-461-6256 Telephone Number Page4 Massachusetts DEP, WPA Form wpaform3.doc • rev. 2/8/2018 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): 20 Phinney's Lane and 567 Shootflying Hill Road Barnstable b. City/Town 02539 c. Zip Code Latitude and Longitude: d. Latitude e. Longitude Map 193, Parcel 027 and Map 209, Parcel 047 g. Parcel /Lot Number 2. Applicant: a. First Name b. Last Name Barnstable Department of Public Works c. Organization 382 Falmouth Road d. Street Address Hyannis e. City/Town MA f. State 02601 g. Zip Code (508) 790-6400 h. Phone Number i. Fax Number daniel.santos@town.barnstable.ma.us j. Email Address 3. Property owner (required if different from applicant): Check if more than one owner Town of Barnstable a. First Name b. Last Name 367 Main Street, Town Hall c. Organization d. Street Address Hyannis e. City/Town MA f. State 02601 g. Zip Code (508) 862-4610 h. Phone Number i. Fax Number mark.ells@town.barnstable.ma.us j. Email address 4. Representative (if any): Jack a. First Name Vaccaro b. Last Name Epsilon Associates, Inc. c. Company 3 Mill & Main Place, Suite 250 d. Street Address Maynard e. City/Town MA f. State 01754 g. Zip Code (978) 897-7100 h. Phone Number i. Fax Number jvaccaro@epsilonassociates.com j. Email address 5. Total WPA Fee Paid (from NOI Wetland Fee Transmittal Form): Fee Exempt a. Total Fee Paid Fee Exempt b. State Fee Paid Fee Exempt c. City/Town Fee Paid wpaform3.doc • rev. 2/8/2018 Page 2 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number Barnstable City/Town A. General Information (continued) 6. General Project Description: The Applicant proposes to install a sewer main and related infrastructure at 567 Shootflying Hill Road, and to reconfigure a roadway intersection at Mother's Park in the village of Centerville. 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) 17994 c. Book 303 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. 2/8/2018 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 300 1. square feet 350 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. 2/8/2018 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. 2/8/2018 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 2021 b. Date of map If yes, the project is also subject to Massachusetts Endangered Species Act (MESA) review (321 CMR 10.18). To qualify for a streamlined, 30-day, MESA/Wetlands Protection Act review, please complete Section C.1.c, and include requested materials with this Notice of Intent (NOI); OR complete Section C.2.f, if applicable. If MESA supplemental information is not included with the NOI, by completing Section 1 of this form, the NHESP will require a separate MESA filing which may take up to 90 days to review (unless noted exceptions in Section 2 apply, see below). c. Submit Supplemental Information for Endangered Species Review∗ 1. Percentage/acreage of property to be altered: (a) within wetland Resource Area percentage/acreage (b) outside Resource Area percentage/acreage 2. Assessor’s Map or right-of-way plan of site 2. Project plans for entire project site, including wetland resource areas and areas outside of wetlands jurisdiction, showing existing and proposed conditions, existing and proposed tree/vegetation clearing line, and clearly demarcated limits of work ∗∗ (a) Project description (including description of impacts outside of wetland resource area & buffer zone) (b) Photographs representative of the site ∗ Some projects not in Estimated Habitat may be located in Priority Habitat, and require NHESP review (see http://www.mass.gov/eea/agencies/dfg/dfw/natural-heritage/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. 2/8/2018 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 http://www.mass.gov/dfwele/dfw/nhesp/regulatory_review/mesa/mesa_fee_schedule.htm). 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, http://www.mass.gov/dfwele/dfw/nhesp/regulatory_review/mesa/mesa_exemptions.htm; 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@state.ma.us 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@state.ma.us 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. wpaform3.doc • rev. 2/8/2018 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. 2/8/2018 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. Centerville Village Sewer Expansion Project - North Phase - Roadway Improvements (2 sheets) a.Plan Title Stantec Consulting Services, Inc. b. Prepared By Bryan Ruoff c.Signed and Stamped by February 2, 2024 d.Final Revision Date 1" = 20' e.Scale Pump Station #1 Site Plan f. Additional Plan or Document Title February 2, 2024 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: Exempt 2.Municipal Check Number 3.Check date Exempt 4.State Check Number 5.Check date 6.Payor name on check: First Name 7.Payor name on check: Last Name 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 F. Signatures and Submittal Requirements Attachment A Project Narrative Centerville Village Sewer Expansion- North Phase 1 Attachment A – Project Narrative Notice of Intent – Barnstable, MA Epsilon Associates, Inc. ATTACHMENT A PROJECT NARRATIVE 1.0 Introduction and Project Overview The Town of Barnstable’s Comprehensive Wastewater Management Plan (CWMP)1 was developed to address concerns about the observed degradation of surface and groundwater quality within the community. The CWMP, which is based upon data from years of prior planning efforts as well as more recent groundwater and estuary studies, targets specific problem areas and recommends various strategies for improving wastewater management to achieve greater nutrient removal, improve surface water quality, and enhance groundwater protection. Sewer expansion is one of several recommendations provided in the CWMP and plans for the expansion of the town’s municipal sewer service area are well underway, as are plans to increase the capacity of the Barnstable water pollution control facility (WPCF). When fully realized, the planned sewer expansion and WPCF capacity increases, along with other non-traditional nutrient attenuation methods, are expected to significantly enhance water quality of impaired waterways such as the Centerville River, Lewis Bay, Popponesset Bay and numerous freshwater ponds within Barnstable and neighboring towns. The CWMP has a 30-year implementation plan and will be completed in three 10-year phases. The first stage of municipal sewer expansion has already commenced with construction currently moving forward in the villages of Centerville and Hyannis. That work, which is located within the Centerville River watershed, has to date resulted in the installation of approximately four miles of sewer mains and construction of two pump stations in these villages. The next stage of sewer expansion, known as the Centerville Village Sewer Expansion Project (“CVSEP”) involves additional sewer main installation and pump station construction in the villages of Centerville and West Barnstable. As depicted in Attachment B, Figure 1, the northern portion of the CVSEP has been identified and prioritized, and the southern portion will be advancing through design and permitting at a later date. This Notice of Intent addresses those prioritized elements of the CVSEP North Phase (“Project”), and particularly those elements that are located within the jurisdiction of the Barnstable Conservation Commission under the Massachusetts Wetlands Protection Act and Barnstable Wetlands Protection Bylaw. Specifically, the town of Barnstable is seeking an Order of Conditions from the Barnstable Conservation Commission for work in and within 100 feet of Bordering Vegetated Wetlands at 567 Shootflying Hill Road and 20 Phinney’s Lane. The town is also seeking a waiver of the setback 1 The Barnstable Comprehensive Wastewater Management Plan 2.0 (2020) can be viewed and downloaded from the town’s website at https://barnstablewaterresources.com/documents. Centerville Village Sewer Expansion- North Phase 2 Attachment A – Project Narrative Notice of Intent – Barnstable, MA Epsilon Associates, Inc. requirement established under Chapter 704 – Regulation Governing Activity in the 100 Ft Buffer Zone under Notice of Intent Applications to allow construction within 50-feet of a wetland at 567 Shootflying Hill Road. 2.0 Project Purpose and Public Benefits The Project is part of a larger effort to restore and maintain surface water quality to meet accepted environmental standards. Currently, five of Barnstable’s seven coastal embayments are classified as “impaired waters” and as such are in violation of federal Clean Water Act standards. In addition, several of the town’s freshwater ponds have experienced algal anoxic conditions and outbreaks of cyanobacteria. The Project is integral to the CWMP, which has been designed to address these problems as well as other needs of the community, including drinking water protection, economic development and other related concerns regarding wastewater management. 3.0 Proposed Construction Activities The Project consists of three main components: 1) the installation of gravity and force sewer mains beneath public roadways, 2) the construction of three sewer pump stations, and 3) roadway intersection improvements. Sewer main installation will take place beneath approximately 2.7 miles of public roadways including Main Street, Old Stage Road, Shootflying Hill Road and Phinney’s Lane in Centervile. These three Project components are described below. 3.1 Sewer Main Installation Installation of the sewer main and manholes beneath public roads will be performed via open trenching with standard construction equipment such as excavators, loaders, and dump-trucks. The trench width required for sewer main installation is approximately six feet, but a wider area of disturbance will occur in those areas requiring deeper excavations such as at manhole locations. Following installation of the mains, the trench areas will be backfilled with suitable material (typically sand and gravel). The final backfill will be town-and/or state-required road sub- base graded material upon which base course and finish course pavements are placed. Sewer main installation is expected to proceed at an average rate of 40 to 140 feet per day, during which time traffic will be managed in accordance with TMPs developed by the DPW in consultation with other Town of Barnstable public safety agencies. The typical sewer construction sequence will include the following steps: 1. Pipe will be delivered on flatbed trucks, stockpiled in a local staging area or along the road if space is available; and advanced ahead of the trench. 2. Excavated material will be hauled away in trucks daily and recycled or disposed of in accordance with state regulations. Centerville Village Sewer Expansion- North Phase 3 Attachment A – Project Narrative Notice of Intent – Barnstable, MA Epsilon Associates, Inc. 3. Sewer main pipe will be transported to the work site, lowered into the trench with slings with heavy equipment and joined to the adjacent pipe section or manhole structure. 4. The trench section will then be backfilled with materials described above. 5. Trench areas that are not backfilled by day’s end will be secured with steel plates, set in place to cover and protect the trench overnight. Openings in the shoulder will be protected and barricaded to ensure traffic and pedestrian safety. 6. Subject to local permit conditions, temporary pavement will be placed at completed trench sections as soon as there is enough work to occupy a paving crew for a full day’s work. 7. Final roadway restoration will be performed in accordance DPW specifications for new road construction. Roadways will be restored to “like new” condition or an alternative mutually agreed upon with the Town and consistent with Town policies and procedures. All work will conform to MassDOT and Town specifications for new road construction. All affected roadways will be restored to “like new” condition or an alternative mutually agreed upon with the Town and consistent with Town policies and procedures. 3.2 Pump Station Siting and Construction Pump stations are integral components of municipal sewer networks. They are typically constructed at strategic points along the sewer lines where gravity flow alone is insufficient to move wastewater to higher elevations. These stations incorporate pumps that propel the sewage through forceful pressure or vacuum systems, overcoming gravitational limitations and allowing wastewater to continue its journey towards the designated treatment facilities. Locating pump stations presents a complex challenge due to the need to balance the necessity of sewer infrastructure with the potential impact on the community. Pump stations require regular maintenance and occasional servicing, which may involve the movement of vehicles, equipment, and personnel. Proper siting considerations, incorporating visual aesthetics, noise mitigation, odor control, and traffic management are important to the successful integration of pump stations and maintaining the overall well-being of the community. The sewer main to be constructed along Shootflying Hill Road will require a pump station at a topographic low point in the vicinity of Wequaquet Lake, an area of relatively dense residential development with few siting alternatives. The selected site at 567 Shootflying Hill Road, which is an undeveloped town-owned parcel, provides adequate space for the Pump Station, which has been designed to promote safe access to the facility by specialized vehicles for maintenance and operations and will allow for some screening of the pump station from the road. Centerville Village Sewer Expansion- North Phase 4 Attachment A – Project Narrative Notice of Intent – Barnstable, MA Epsilon Associates, Inc. An alternative pump station site adjacent to the boat ramp on the town-owned parcel at 460 Shootflying Hill Road was briefly considered but rejected due to concerns that the maintenance and operation of the facility would conflict with the recreational use of that property. There were no other town-owned or privately held parcels identified in the area that were considered suitable for the facility. Construction of Pump Station #1 at 567 Shootflying Hill Road will be accomplished with standard construction equipment such as loaders, excavators and cranes that are typically used for sewer infrastructure projects. The proposed pump station design includes a stormwater management system consisting of a grass swale that will convey collected runoff to an infiltration basin located at the rear of the parcel. Site plans depicting the existing and proposed built conditions for Pump Station 1 at 567 Shootflying Hill Road have been prepared by the Project’s design engineer and are provided in Attachment E. The general construction sequence for Pump Station 1 is as follows: 1. Clearly establish the work limits at the site, then clear and grub the area to the established work limits. 2. Install sediment and erosion controls at the work limits and install crushed stone aprons at the site’s driveway entrances. 3. Bring in clean fill to establish preliminary site grades. 4. Excavate and pour foundations and footings. 5. Install pump station components and establish subgrades. 6. Establish final grades with specified materials including loam and seed on side-slopes. 7. Install or supplement vegetation at entrance to provide visual screening from Craigville Beach Road. 3.3 Roadway Improvements Proposed roadway intersection improvements at Mother’s Park will include the elimination of Mother’s Park Road as a traveled way and reconfiguration of the intersection of Main Street and Phinney’s Lane, which has long been identified as a safety concern due to its irregular geometry and poor sight lines. The proposed intersection reconfiguration will encroach upon park land at its west end, but the loss of approximately 5,800 square feet of park land will be offset by the addition of approximately 9,300 square feet of replacement land from the discontinuance of Mother’s Park Road. Centerville Village Sewer Expansion- North Phase 5 Attachment A – Project Narrative Notice of Intent – Barnstable, MA Epsilon Associates, Inc. The roadway improvements will result in a net reduction in the amount of paved surfaces but nonetheless includes enhancement of the stormwater management system that will reduce control site runoff and promote groundwater infiltration. Site plans depicting the existing and proposed built conditions for the roadway improvements at Mother’s Park have been prepared by the Project’s design engineer and are provided in Attachment E. 4.0 Anticipated Impacts to Wetland Resource Areas and Buffer Zones The proposed construction of sewer mains is well removed from the nearest wetland resource areas. However, the other elements of the Project will require some construction activities within areas under the jurisdiction of the Barnstable Conservation Commission as described below. 4.1 Sewer Main Installation The installations of sewer main will take place within one hundred feet of a bordering vegetated wetland along Main Street near the west end of Mother’s Park. It will also occur within one hundred feet of inland bank associated with Wequaquet Lake and other wetland resource areas located along the opposite side of Shootflying Hill Road. None of these wetlands are expected to be affected by sewer main construction, but appropriate sediment and erosion controls will be installed along roadsides in areas where there is potential for sediment transport into these resource areas. 4.2 Pump Station Construction The proposed pump station at 567 Shootflying Hill Road is located within the buffer zone of a Bordering Vegetated Wetland (“BVW”) that is associated with a small unnamed pond at the rear of the property. The BVW is located along the lower portion of a relatively steep embankment and is densely vegetated. Observed dominant wetland vegetation included sweet pepperbush (Clethra alnifolia), highbush blueberry (Vaccinium corymbosum), red maple (Acer rubrum), winterberry (Ilex verticillata), buttonbush (Cephalanthus occidentalis), and glossy buckthorn (Frangula alnus). The wetland contained muck soils and deep standing water and is characterized by MassDEP as a deep marsh. The adjacent upland edge is dominated by Japanese knotweed (Reynoutria japonica) with multiflora rose (Rosa multiflora) and Asian bittersweet (Celastrus orbiculatus). Due to site constraints and the need to provide safe access to the facility by maintenance vehicles, installation of Pump Station #1 will require the alteration of land within 50 feet of the BVW. For this reason, the applicant is seeking a waiver of the minimum setback requirements established under Chapter 704 – Regulation Governing Activity in the 100 Ft Buffer Zone under Notice of Intent Applications. Centerville Village Sewer Expansion- North Phase 6 Attachment A – Project Narrative Notice of Intent – Barnstable, MA Epsilon Associates, Inc. 4.3 Roadway Improvements Proposed roadway intersection improvements at Mother’s Park will include the elimination of Mother’s Park Road as a traveled way and reconfiguration of the intersection of Main Street and Phinney’s Lane, which has long been identified as a safety concern due to its irregular geometry and poor sight lines. The proposed intersection reconfiguration will result in the loss of approximately 5,800 square feet of park land at its west end, which will be offset by the addition of approximately 9,300 square feet of replacement land resulting from the discontinuance of Mother’s Park Road. The intersection reconfiguration will result in the permanent alteration of the most westerly portion of a small BVW located along the southern edge of Mother’s Park. Dominant species within the BVW included soft rush (Juncus effusus), woolgrass (Scirpus cyperinus), and black willow (Salix nigra). Adjacent upland areas within Mothers Park consisted of manicured grass and planted ornamental / landscaping species. An 8-inch culvert provides a hydraulic connection to the larger BVW located on the south side of Main Street where the dominant vegetation includes sweet pepperbush (Clethra alnifolia), red maple (Acer rubrum), highbush blueberry (Vaccinium corybsum), and cinnamon fern (Osmundastrum cinnamomeum). Approximately 300 square feet of this resource area will be permanently filled and a wetland replication area of approximately 350 square feet will be provided to compensate for this loss of wetland area. The wetland replication area will be excavated to the desired subgrade and top dressed with loam to achieve the grades depicted on the site plan. The area will then be raked and sown with a wetland seed mix that is deemed appropriate for the site. A small number (2-3) native shrub plantings could also be incorporated depending on the preferences of the applicant in consultation with the Structures and Grounds Division. The wetland replication area will be monitored for two successive growing seasons to document plant health and viability. 5.0 Regulatory Requirements The Project is subject to the jurisdiction of the Barns` Conservation Commission under the Massachusetts Wetlands Protection Act and its associated regulations (310 CMR 10.00) as well as the Barnstable Wetland Protection Bylaw, Ch. 237 and related Wetland Protection Regulations. Both the state and local regulations specify performance standards for projects located within resource areas. Specific performance standards related to affected resource areas and buffer zones are discussed below. 5.1 Massachusetts Wetlands Protection Act Regulations Certain minor projects within the buffer zones of wetland resource areas are exempted from regulation under the Massachusetts Wetlands Protection Act and are itemized at 310 CWR 10.02 (2). The installation and maintenance of sewer lines beneath roadways is one such exemption provided that the work is performed in a manner so as to reduce the potential for any adverse Centerville Village Sewer Expansion- North Phase 7 Attachment A – Project Narrative Notice of Intent – Barnstable, MA Epsilon Associates, Inc. impacts to the resource area during construction, and with post-construction measures implemented to stabilize any disturbed areas. Since these measures will be implemented during construction, the proposed sewer main installation not subject to regulation under the Act. Although sewer main installation is not regulated under the WPA, the other aspects of the Project (roadway improvements and pump station construction) are not covered under the exemption and must therefore satisfy the relevant performance standards that are specified in the WPA Regulations. The performance standards that apply to activities that result in a permanent alteration to BVW’s are found at 310 CMR 10.55 (4) (b) which states the following: (4) General Performance Standards. (a) Where the presumption set forth in 310 CMR 10.55(3) is not overcome, any proposed work in a Bordering Vegetated Wetland shall not destroy or otherwise impair any portion of said area. (b) Notwithstanding the provisions of 310 CMR 10.55(4)(a), the issuing authority may issue an Order of Conditions permitting work which results in the loss of up to 5000 square feet of Bordering Vegetated Wetland when said area is replaced in accordance with the following general conditions and any additional, specific conditions the issuing authority deems necessary to ensure that the replacement area will function in a manner similar to the area that will be lost: 1. the surface of the replacement area to be created ("the replacement area") shall be equal to that of the area that will be lost ("the lost area"); 2. the ground water and surface elevation of the replacement area shall be approximately equal to that of the lost area; 3. The overall horizontal configuration and location of the replacement area with respect to the bank shall be similar to that of the lost area; 4. the replacement area shall have an unrestricted hydraulic connection to the same water body or waterway associated with the lost area; 5. the replacement area shall be located within the same general area of the water body or reach of the waterway as the lost area; 6. at least 75% of the surface of the replacement area shall be reestablished with indigenous wetland plant species within two growing seasons, and prior to said vegetative reestablishment any exposed soil in the replacement area shall be temporarily stabilized to prevent erosion in accordance with standard U.S. Soil Conservation Service methods; and Centerville Village Sewer Expansion- North Phase 8 Attachment A – Project Narrative Notice of Intent – Barnstable, MA Epsilon Associates, Inc. 7. the replacement area shall be provided in a manner which is consistent with all other General Performance Standards for each resource area in Part III of 310 CMR 10.00. The permanent loss of 300 square feet of BVW at Mother’s Park that is required as a result of the planned roadway intersection improvements will be compensated by the replication of 350 square feet of wetland in the same general area of the park. The replication area will be directly adjacent and will have nearly identical groundwater and surface elevations to the area of wetland that is to be filled. The hydraulic connection to the larger wetland on the opposite side of Main Street will be maintained. Finally, the replication area will be monitored for two growing seasons to ensure that the requirement of 75% coverage by native vegetation is satisfied. 5.2 Barnstable Wetlands Protection Ordinance Implicit to the Barnstable Wetland Protection Ordinance (Chapter 237) is the protection of fourteen recognized wetland values including public or private water supply, groundwater, storm damage prevention, flood control, erosion and sedimentation control, prevention of water pollution, wildlife habitat, shellfish, fisheries, recreation, aesthetics, agriculture, aquaculture, and historic value. The Project and associated activities contribute to the protection of these wetland functions and values as discussed below. Protection of public and private water supply: The Project is integral to the CWMP, which has been designed to address these problems as well as other needs of the community, including drinking water protection, economic development and other related concerns regarding wastewater management. No work is proposed within one hundred feet of known private or community potable wells, or within any Zone I of a public water supply. Protection of groundwater: Appropriate procedures will be incorporated into the Project’s Stormwater Pollution Prevention Plan to ensure that groundwater resources are adequately protected. Most vehicle fueling and all major equipment maintenance will be performed off-site at commercial service stations or a contractor’s yard. A few pieces of large, less mobile equipment (e.g., excavators, paving equipment) will be refueled as necessary on-site and in those instances, appropriate spill prevention measures will be implemented. Storm damage prevention: The Project will not affect resources that protect properties from storm damage. Flood control: The Project is not located within areas that are prone to flooding and therefore will not affect existing flood storage capacity. Erosion and sedimentation control: The Proponent’s objective is to minimize the potential for erosion and sedimentation impact during Project construction by managing stormwater and effectively restoring any disturbed areas. The Proponent will meet these objectives by implementing various erosion and sediment control measures that will: • Minimize the quantity and duration of soil exposure; Centerville Village Sewer Expansion- North Phase 9 Attachment A – Project Narrative Notice of Intent – Barnstable, MA Epsilon Associates, Inc. • Protect areas of critical concern during construction by redirecting and reducing the velocity of runoff; and • Establish vegetation where required as soon as possible following final grading. Temporary erosion control barriers will be installed prior to initial disturbance of soil and will be inspected on a daily basis in areas of active construction or equipment operation and on a weekly basis in areas with no construction or equipment operation. These temporary erosion control barriers will be maintained as necessary to contain soil and sediment within the permitted work limits. Any silt fence used as a construction-period control will be installed as directed by the manufacturer and applicable permit conditions. Accumulated sediment will be removed and the fence inspected to ensure it remains embedded in the soil as directed. Sufficient silt fence will be stockpiled onsite for emergency use and maintenance. Hay/straw bales used for stormwater management will be anchored in place with at least two wooden stakes and will be replaced or damaged or allowing water to flow underneath; properly placed and staked straw wattles or fiber rolls may be used in lieu of hay bales in certain circumstances. Prevention of water pollution: The Project will prevent pollution through the implementation of a Stormwater Pollution Prevention Plan during construction to properly manage construction activities, and by otherwise using appropriate construction techniques. Protection of wildlife habitat: The Project is located along public roadways and will not adversely affect wildlife habitat. Construction of the pump station at 567 Shootflying Hill Road will permanently alter approximately 5,000 square feet of undeveloped land but will have minimal impact on wildlife habitat. Protection of shellfish: The Project does not affect land containing shellfish. Protection of fisheries: The Project does not affect fisheries. As described above, appropriate spill prevention measures and sediment and erosion controls will be implemented to protect Wequaquet Lake as construction proceeds on Shootflying Hill Road. Recreation: The work at Mother’s Park will require temporary restrictions on the public’s use of that area, but no long-term effects on recreational usage are anticipated. The park will be fully restored upon completion of construction and will be enhanced by the abandonment of Mother’s Park Lane, which will result in a larger public open space. The Project will have some temporary impact on recreational activities, and all construction will be completed outside of the busy summer season. It is anticipated that there will be a brief period during the sewer main installation when the Wequaquet Lake boat ramp on Shootflying Hill Road will be inaccessible. However, the town will maintain public access to parking lot at that location during the construction period. Centerville Village Sewer Expansion- North Phase 10 Attachment A – Project Narrative Notice of Intent – Barnstable, MA Epsilon Associates, Inc. Aesthetics: The roadway improvements at the intersection of Main Street and Phinney’s Lane will alter the aesthetics of Mother’s Park. However, the town is committed to restoring the affected area in a manner that respects the park’s visual qualities. In addition, the elimination of Mothers Park Road will enhance the park aesthetics and will increase its area. Thus, the impact to aesthetics at Mother’s Park is not regarded as significant. Effects on agriculture: The Project will not affect any areas in agricultural use. Effects on aquaculture: The Project will not affect any areas of existing aquaculture. Effects on historic interests: The roadway reconfiguration at Mother’s Park will require the relocation of memorials and other items of historic interest. However, the town is committed to preserving these items and restoring the affected area in a manner that respects the park’s visual qualities. In addition to the protection of these wetland functions and values, Chapter 704 of the Barnstable Wetland Ordinance addresses activities proposed within the 100-foot buffer of wetland resource areas and establishes the requirement that a minimum 50-foot undisturbed buffer from wetland areas be preserved and maintained: The Conservation Commission finds that the uniform provision of an undisturbed buffer zone width of 50’ will serve to insulate wetland resource areas from adverse impacts stemming from development elsewhere in the buffer zone. In cases where the slope of an undisturbed buffer exceeds 18%, or in any instance where the scope or nature of the project is likely to require a greater spatial offset to wetland resource areas, the Commission reserves the right to increase buffer zone width to a more suitable dimension. Due to various design requirements, there is insufficient land available at 567 Shootflying Hill Road to satisfy this setback requirement, and there is no other nearby parcel where the pump station could be sited that would provide the required setback. Accordingly, the Project is requesting a waiver of this requirement in order to permit an undisturbed buffer less than fifty feet. The waiver is justified due to the severe site constraints and in light of the significant environmental benefits of the Project. 6.0 Mitigation Measures The Project is part of a larger effort to restore and maintain surface water quality to meet accepted environmental standards and in that sense provides significant environmental benefits. Regardless, construction will result in temporary and permanent impacts to wetland resources and buffer zones for which mitigation is provided, as described below. Centerville Village Sewer Expansion- North Phase 11 Attachment A – Project Narrative Notice of Intent – Barnstable, MA Epsilon Associates, Inc. 6.1 Sedimentation and Erosion Control Stormwater discharges during construction will be managed in accordance with a Stormwater Prevention Pollution Plan (“SWPPP”) to be prepared in accordance with the U.S. Environmental Protection Agency NPDES Stormwater Construction General Permit for Massachusetts. Implementation of the SWPPP will incorporate sedimentation and erosion control measures and other BMPs. Siltation barriers composed of trenched silt fence will be installed as shown on the Project plans prior to the initiation of proposed work. These siltation barriers will demarcate the limit of work, form a work envelope and provide additional assurance that construction equipment will stay within the proposed limit of work. All barriers will remain in place until disturbed areas are stabilized. An adequate stockpile of erosion control materials will be maintained at all times for emergency or routine replacement. 6.2 Dewatering Protocols Should the need for dewatering arise during construction, groundwater will be pumped directly from the work area and into geotextile filter bags, temporary settling basins, portable fractionation tanks or other filtering and containment media (depending on the volume and quality of groundwater encountered) which will act as sediment traps during construction. It will be the responsibility of the contractor to determine the need and extent of dewatering required and to propose the most suitable methods and materials for dewatering that will ultimately be approved by the DPW. Groundwater discharge points will be setback from wetland resource areas and monitored by qualified personnel. All discharges shall be free from visible floating and suspended solids that would impair the functions of a resource area or degrade the chemical composition of the resource area receiving said water. 6.3 Wetland Replication The permanent loss of 300 square feet of BVW at Mother’s Park that is necessary for the planned roadway intersection improvements will be compensated for by the replication of 350 square feet of wetland in the same general area of the park. The replication area will be directly adjacent and will have nearly identical groundwater and surface elevations to the area of wetland that is to be filled. Thus, the hydraulic connection to the larger wetland on the opposite side of Main Street will be maintained. Prior to earth moving activities, the perimeter of the portion of the wetland area to be filled will be marked on the ground with a series of labeled wooden stakes. The upper 18 inches of soils within the area of wetland to be filled will then be removed and stockpiled on site for use in establishing final grades within the wetland replication area. The wetland replication area will then be excavated to the desired subgrade and top dressed with Hydric soils preserved from the wetland area to be filled to achieve the final grades depicted on the site plan. Both subgrade and final grade elevations will be confirmed by an on-the-ground Centerville Village Sewer Expansion- North Phase 12 Attachment A – Project Narrative Notice of Intent – Barnstable, MA Epsilon Associates, Inc. instrument survey before planting commences. The area will then be lightly raked and sown with a wetland seed mix that is deemed appropriate for the site. A small number (2-3) native shrub plantings could also be incorporated depending on the preferences of the applicant in consultation with the Structures and Grounds Division. Erosion and sediment controls (staked straw hay bales or entrenched silt fence will be installed around the perimeter of the wetland replication area until the soils in the adjacent upland areas of the park are stabilized. Biodegradable erosion control blankets may be necessary along the newly constructed road embankment to achieve the desired slope stability until the slope becomes sufficiently vegetated. Finally, the replication area will be monitored by a qualified professional with training in wetland science during construction to inspect the depth of excavation within the replication area and confirm elevations with the construction supervisor. The monitor will also be present to inspect any plantings prior to installation and will monitor the area for two growing seasons to document plant health and viability and ensure that the requirement of 75% coverage by native vegetation is satisfied. 6.4 Spill Prevention Construction will require storing, handling and using fuels, oils and other potentially hazardous materials. These materials will be managed per industry standards and applicable federal and state laws to avoid and minimize accidental releases to the environment. Specific spill prevention measures will be incorporated into the Project’s Stormwater Pollution Prevention Plan and will be implanted during construction in accordance with the Construction General Permit issued by the Environmental Protection Agency. 6.5 Air Emissions and Dust Control During construction, construction vehicles and equipment will generate vehicle emissions, and activities such as tree clearing, earth working, and soil material placement and can generate airborne dust (suspended particulate matter). Measures that will be used to mitigate air emissions include the use of ultra-low sulfur (ULSD) fuel [sulfur content less than 15 parts per million (ppm)] in and diesel-fired construction equipment and prohibiting of motor vehicle engines from idling more than five minutes (in compliance with the Massachusetts 5-minute idle law, 310 CMR 7.11), unless the engine is being used to operate a lift or refrigeration unit. Measures that will be used to mitigate fugitive dust include use of water dust suppressant spraying on all exposed soils and covering trucks hauling dust generating materials to and from the site. In addition, paved areas will be cleaned routinely to lessen the amount of dust available to be re-suspended. Centerville Village Sewer Expansion- North Phase 13 Attachment A – Project Narrative Notice of Intent – Barnstable, MA Epsilon Associates, Inc. 7.0 Conclusions The information contained in this NOI and the accompanying site plans sufficiently describes the site, the proposed work, and its compliance with the Regulations. The proposed work will contribute to the protection of the interests of the Act and Barnstable Wetlands Protection Ordinance (Chapter 237) but cannot meet the setback requirements of (Chapter 704) due to severe site constraints. The Applicant therefore respectfully requests that the Commission waive the setback requirement and issue an Order of Conditions approving the Project with appropriate conditions to protect those interests identified in M.G.L. c. 131 §40 and Chapter 237. Attachment B Figures %% %% %% PS #3 PS #2 PS #1 G:\Projects2\MA\Barnstable\6856\MXD\NOI\Fig1_USGS_Locus_20231109.mxd Data Source: Bureau of Geographic Information (MassGIS), Commonwealth of Massachusetts, Executive Office of Technology and Security Services Figure 1USGS Locus Centerville Village Sewer Expansion Project - North Phase Barnstable, Massachusetts LEGEND %%Proposed Pump Station Proposed Sewer Main (Project Status) Scoped for Permitting Scoped for Future Permitting Map Coordinate System: NAD 1983 StatePlane Massachusetts (Meters)Basemap: USA Topo Maps, Esri °0 750 1,500Feet1 inch = 1,500 feetScale1:18,000 Long Pond CircleQuiet WayMain StreetJo y c e A n n e R o a d Mothers Park RoadPhinneys Lane^_ PS #3 G:\Projects2\MA\Barnstable\6856\MXD\NOI\Fig2.3_Mothers_Park_Env_Resources.mxd Figure 2 Wetland Resource Areas and Priority Habitats at Mother's Park Centerville Village Sewer Expansion Project - North Phase Barnstable, Massachusetts Data Source: Bureau of Geographic Information (MassGIS), Commonwealth of Massachusetts, Executive Office of Technology and Security Services LEGEND Basemap: Nearmap Aerial, April 2022 ^_Proposed Pump Station Proposed Sewer Main USGS Perennial Stream Hydrologic Connections Delineated Wetland Boundary 50-ft Wetland Buffer 100-ft Wetland Buffer 200-ft Riverfront Area Land Subject to Coastal StormFlowage NHESP 2021 Priority and DEP Estimated Habitat Wetlands Wooded Swamp - Deciduous Wooded Swamp - Mixed Trees °0 50 100Feet1 inch = 100 feetScale1:1,200 !H !H !HHillside DriveShootflying Hill Roa d 1-1 open 1-2 open 1-3 open1-4 open 1-5 open 1-61-7 1-8 1-9 1-10 1-11 1-12 1-13-open G:\Projects2\MA\Barnstable\6856\MXD\Fig4-2_Delineated_Wetlands_Shootflying_Hill_Rd_20240130.mxd Figure 3 Centerville Village Sewer Expansion Project - North Phase Barnstable, Massachusetts Data Source: Bureau of Geographic Information (MassGIS), Commonwealth of Massachusetts, Executive Office of Technology and Security Services LEGEND Basemap: Nearmap Aerial, April 2023 Parcel Boundary Wetland Flag Delineated Wetland Boundary 100-foot Buffer Zone 50-foot Buffer Zone !H Culvert °0 30 60Feet1 inch = 60 feetScale1:720 Wetland Resource Areas and Priority Habitats at 567 Shootflying Hill Road Attachment C Representative Site Photographs Photograph 1. View of the west end of Mother’s Park near intersection of Phinney’s Lane and Main Street. Relocated Main Street would pass through the area in the foreground. Main Street is visible at the upper right. Trees at left are along south shoulder of Phinney’s Lane. . Photograph 2. Opposite angle view of the west end of Mother’s Park from near intersection of Main Street and Mother’s Park Lane. Phinney’s Lane is visible at the upper right and Main Street telephone poles at upper left. Attachment C Representative Site Photographs Centerville Village Sewer Expansion Project - North Phase, Barnstable Attachment C Representative Site Photographs Centerville Village Sewer Expansion Project - North Phase, Barnstable Photograph 3: View of BVW Series 3, located south of Mothers Park, between 225 and 251 Main Street. Photograph 4: View of the upstream headwall for the 8” culvert running under Main Street, which conveys flow from the small wetland within Mothers Park to the larger wetland system located on the south side of Main Street. Attachment C Representative Site Photographs Centerville Village Sewer Expansion Project - North Phase, Barnstable Photograph 5: View of the uplands at the rear arcel at 567 Shootflying Hill Road, on which Pump Station #1 will be located. Photograph 6: View of IVW Series 1, located behind 567 Shootflying Hill Rd. Attachment D Bordering Vegetated Wetland Delineation Data Sheets This form is only for BVW delineations. Other wetland resource areas may be present and should be delineated according to the applicable regulatory provisions. BORDERING VEGETATED WETLAND DETERMINATION FORM Project/Site: ________________________________ City/Town: ____________________ Sampling Date: ________________ Applicant/Owner: __________________________________________________ Sampling Point or Zone: ________________ Investigator(s):_______________________________________________Latitude/Longitude: __________________________ Soil Map Unit Name: ______________________________________ NWI or DEP Classification: _______________________ Are climatic/hydrologic conditions on the site typical for this time of year? Yes ______ No _____ (If no, explain in Remarks) Are Vegetation ________ , Soil _______ , or Hydrology _______ significantly disturbed? (If yes, explain in Remarks) Are Vegetation ________ , Soil _______ , or Hydrology _______ naturally problematic? (If yes, explain in Remarks) SUMMARY OF FINDINGS – Attach site map and photograph log showing sampling locations, transects, etc. Wetland vegetation criterion met? Yes ______ No _____ Is the Sampled Area within a Wetland? Yes ____ No ______ Hydric Soils criterion met? Yes ______ No _____ Wetlands hydrology present? Yes ______ No _____ Remarks, Photo Details, Flagging, etc.: HYDROLOGY Field Observations: Surface Water Present? Yes _______ No ________ Depth (inches) Water Table Present? Yes _______ No ________ Depth (inches) Saturation Present (including capillary fringe)? Yes _______ No ________ Depth (inches) Wetland Hydrology Indicators Reliable Indicators of Wetlands Hydrology Indicators that can be Reliable with Proper Interpretation Indicators of the Influence of Water _____ Water-stained leaves _____Hydrological records ____ Direct observation of inundation _____ Evidence of aquatic fauna _____Free water in a soil test hole ____ Drainage patterns _____ Iron deposits _____Saturated soil ____ Drift lines _____ Algal mats or crusts _____Water marks ____ Scoured areas _____ Oxidized rhizospheres/pore linings _____Moss trim lines ____ Sediment deposits _____ Thin muck surfaces _____Presence of reduced iron ____ Surface soil cracks _____ Plants with air-filled tissue (aerenchyma) _____Woody plants with adventitious roots ____ Sparsely vegetated concave surface _____ Plants with polymorphic leaves _____Trees with shallow root systems ____ Microtopographic relief _____ Plants with floating leaves _____ Hydrogen sulfide odor _____Woody plants with enlarged lenticels ____ Geographic position (depression, toe of slope, fringing lowland) Remarks (describe recorded data from stream gauge, monitoring well, aerial photos, previous inspections, if available): 567 Shootflying Hill Road Barnstable 11/28/22 Town of Barnstable DP-1U R. Sommers, J. Bailey see location description below Water N/A (upland) X X X X X Data plot was conducted approximately 5 feet upgradient of Wetland Flag 1-9. X X X Sampling Point ___________ VEGETATION – Use both common and scientific names of plants. Tree Stratum Plot size _________________________ Common name Scientific name Indicator Status Absolute % Cover Dominant? (yes/no) Wetland Indictor? (yes/no) 1. 2. 3. 4. 5. 6. 7. 8. 9. _________ = Total Cover Shrub/Sapling Stratum Plot size _________________________ Common name Scientific name Indicator Status Absolute % Cover Dominant? (yes/no) Wetland Indictor? (yes/no) 1. 2. 3. 4. 5. 6. 7. 8. 9. _________ = Total Cover Herb Stratum Plot size _________________________ Common name Scientific name Indicator Status Absolute % Cover Dominant? (yes/no) Wetland Indictor? (yes/no) 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. _________ = Total Cover DP-1U 30' 0 15' 0 5' Wood fern Dryopteris sp. Polygynum cuspidatumJapanese knotweed 5 90 95 N N NY FACU FACU Sampling Point ___________ VEGETATION – continued. Woody Vine Stratum Plot size _________________________ Common name Scientific name Indicator Status Absolute % Cover Dominant? (yes/no) Wetland Indictor? (yes/no) 1. 2. 3. 4. _________ = Total Cover Rapid Test: Do all dominant species have an indicator status of OBL or FACW? Yes _______ No _______ Dominance Test: Number of dominant species Number of dominant species that are wetland indicator plants Do wetland indicator plants make up ≥ 50% of dominant plant species? Yes _______ No ________ Prevalence Index: OBL species Total % Cover (all strata) Multiply by: Result X 1 = FACW species X 2 = FAC species X 3 = FACU species X 4 = UPL species X 5 = Column Totals (A) (B) Prevalence Index B/A = Is the Prevalence Index ≤ 3.0? Yes _______ No ________ Wetland vegetation criterion met? Yes _________ No __________ Definitions of Vegetation Strata Tree - Shrub/Sapling - Herb - Woody vines - Woody plants 3 in. (7.62 cm) or more in diameter at breast height (DBH), regardless of height Woody plants less than 3 in. (7.62 cm) DBH and greater than or equal to 3.3 ft. (1 m) tall All herbaceous (non-woody) plants, regardless of size, and woody plants less than 3.3 ft. (1 m) tall All woody vines greater than 3.3 ft. (1 m) in height Cover Ranges Range Midpoint 1-5 %3.0 % 6-15 %10.5 % 15-25 %20.5 % 26-50 %38.0 % 51-75 %63.0 % 76-95 %85.5 % 96-100 %98.0 % DP-1U 30' 0 X 1 0 X 0 0 0 2 0 0 0 0 8 0 2 8 4 X X Sampling Point ___________ SOIL Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators) Depth (inches) Matrix Redox Features Texture Remarks Color (moist) % Color (moist) % Type1 Location2 1Type: C=Concentration, D=Depletion, RM=Reduced Matrix, MS=Masked Sand Grains 2Location: PL=Pore Lining, M=Matrix Hydric Soil Indicators (Check all that apply) Indicators for Problematic Hydric Soils ____ Histosol (A1) ____ Sandy Redox (S5) ____ 2 cm Muck (A10) ____ Histic Epipedon (A2) ____ Stripped Matrix (S6) ____ 5 cm Mucky Peat or Peat (S3) ____ Black Histic (A3) ____ Polyvalue Below Surface (S8) ____ Dark Surface (S7) ____ Hydrogen Sulfide (A4) ____ Thin Dark Surface (S9) ____ Polyvalue Below Surface (S8) ____ Stratified Layers (A5) ____ Loamy Mucky Mineral (F1) ____ Thin Dark Surface (S9) ____ Depleted Below Dark Surface (A11) ____ Loamy Gleyed Matrix (F2) ____ Iron-Manganese Masses (F12) ____ Thick Dark Surface (A12) ____ Depleted Matrix (F3) ____ Mesic Spodic (A17) ____ Sandy Mucky Mineral (S1) ____ Redox Dark Surface (F7) ____ Red Parent Material (F21) ____ Sandy Gleyed Matrix (S4) ____ Depleted Dark Surface (F8) ____ Very Shallow Dark Surface (TF12) ____ Dark Surface (S7) ____ Other (Include Explanation in Remarks) Restrictive Layer (if observed) Type: _____________________________ Depth (inches): ________ Remarks: Hydric Soils criterion met? Yes _________ No __________ DP-1U 0-6"10YR 3/2 100%S rock 6" X This form is only for BVW delineations. Other wetland resource areas may be present and should be delineated according to the applicable regulatory provisions. BORDERING VEGETATED WETLAND DETERMINATION FORM Project/Site: ________________________________ City/Town: ____________________ Sampling Date: ________________ Applicant/Owner: __________________________________________________ Sampling Point or Zone: ________________ Investigator(s):_______________________________________________Latitude/Longitude: __________________________ Soil Map Unit Name: ______________________________________ NWI or DEP Classification: _______________________ Are climatic/hydrologic conditions on the site typical for this time of year? Yes ______ No _____ (If no, explain in Remarks) Are Vegetation ________ , Soil _______ , or Hydrology _______ significantly disturbed? (If yes, explain in Remarks) Are Vegetation ________ , Soil _______ , or Hydrology _______ naturally problematic? (If yes, explain in Remarks) SUMMARY OF FINDINGS – Attach site map and photograph log showing sampling locations, transects, etc. Wetland vegetation criterion met? Yes ______ No _____ Is the Sampled Area within a Wetland? Yes ____ No ______ Hydric Soils criterion met? Yes ______ No _____ Wetlands hydrology present? Yes ______ No _____ Remarks, Photo Details, Flagging, etc.: HYDROLOGY Field Observations: Surface Water Present? Yes _______ No ________ Depth (inches) Water Table Present? Yes _______ No ________ Depth (inches) Saturation Present (including capillary fringe)? Yes _______ No ________ Depth (inches) Wetland Hydrology Indicators Reliable Indicators of Wetlands Hydrology Indicators that can be Reliable with Proper Interpretation Indicators of the Influence of Water _____ Water-stained leaves _____Hydrological records ____ Direct observation of inundation _____ Evidence of aquatic fauna _____Free water in a soil test hole ____ Drainage patterns _____ Iron deposits _____Saturated soil ____ Drift lines _____ Algal mats or crusts _____Water marks ____ Scoured areas _____ Oxidized rhizospheres/pore linings _____Moss trim lines ____ Sediment deposits _____ Thin muck surfaces _____Presence of reduced iron ____ Surface soil cracks _____ Plants with air-filled tissue (aerenchyma) _____Woody plants with adventitious roots ____ Sparsely vegetated concave surface _____ Plants with polymorphic leaves _____Trees with shallow root systems ____ Microtopographic relief _____ Plants with floating leaves _____ Hydrogen sulfide odor _____Woody plants with enlarged lenticels ____ Geographic position (depression, toe of slope, fringing lowland) Remarks (describe recorded data from stream gauge, monitoring well, aerial photos, previous inspections, if available): 567 Shootflying Hill Road Barnstable 11/28/22 Town of Barnstable DP-1W R. Sommers, J. Bailey see location description X XX X X Water PEM Data plot was conducted approximately 5 feet downgradient of Wetland Flag 1-9. X X X 2" in outer limits of data plot 6" 0" X X Sampling Point ___________ VEGETATION – Use both common and scientific names of plants. Tree Stratum Plot size _________________________ Common name Scientific name Indicator Status Absolute % Cover Dominant? (yes/no) Wetland Indictor? (yes/no) 1. 2. 3. 4. 5. 6. 7. 8. 9. _________ = Total Cover Shrub/Sapling Stratum Plot size _________________________ Common name Scientific name Indicator Status Absolute % Cover Dominant? (yes/no) Wetland Indictor? (yes/no) 1. 2. 3. 4. 5. 6. 7. 8. 9. _________ = Total Cover Herb Stratum Plot size _________________________ Common name Scientific name Indicator Status Absolute % Cover Dominant? (yes/no) Wetland Indictor? (yes/no) 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. _________ = Total Cover DP-1W 30' Red maple Acer rubrum FAC 35 Y Y 35 15' Maleberry Lyonic ligustrina FACW Buttonbush Cephalanthus occidentalis OBL Winterberry Ilex verticillata FACW 40 40 5 Y Y N Y Y Y 85 5' 0 Sampling Point ___________ VEGETATION – continued. Woody Vine Stratum Plot size _________________________ Common name Scientific name Indicator Status Absolute % Cover Dominant? (yes/no) Wetland Indictor? (yes/no) 1. 2. 3. 4. _________ = Total Cover Rapid Test: Do all dominant species have an indicator status of OBL or FACW? Yes _______ No _______ Dominance Test: Number of dominant species Number of dominant species that are wetland indicator plants Do wetland indicator plants make up ≥ 50% of dominant plant species? Yes _______ No ________ Prevalence Index: OBL species Total % Cover (all strata) Multiply by: Result X 1 = FACW species X 2 = FAC species X 3 = FACU species X 4 = UPL species X 5 = Column Totals (A) (B) Prevalence Index B/A = Is the Prevalence Index ≤ 3.0? Yes _______ No ________ Wetland vegetation criterion met? Yes _________ No __________ Definitions of Vegetation Strata Tree - Shrub/Sapling - Herb - Woody vines - Woody plants 3 in. (7.62 cm) or more in diameter at breast height (DBH), regardless of height Woody plants less than 3 in. (7.62 cm) DBH and greater than or equal to 3.3 ft. (1 m) tall All herbaceous (non-woody) plants, regardless of size, and woody plants less than 3.3 ft. (1 m) tall All woody vines greater than 3.3 ft. (1 m) in height Cover Ranges Range Midpoint 1-5 %3.0 % 6-15 %10.5 % 15-25 %20.5 % 26-50 %38.0 % 51-75 %63.0 % 76-95 %85.5 % 96-100 %98.0 % DP-1W 30' 0 X 3 3 X 40 45 35 0 0 40 90 105 0 0 235120 1.96 X X Sampling Point ___________ SOIL Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators) Depth (inches) Matrix Redox Features Texture Remarks Color (moist) % Color (moist) % Type1 Location2 1Type: C=Concentration, D=Depletion, RM=Reduced Matrix, MS=Masked Sand Grains 2Location: PL=Pore Lining, M=Matrix Hydric Soil Indicators (Check all that apply) Indicators for Problematic Hydric Soils ____ Histosol (A1) ____ Sandy Redox (S5) ____ 2 cm Muck (A10) ____ Histic Epipedon (A2) ____ Stripped Matrix (S6) ____ 5 cm Mucky Peat or Peat (S3) ____ Black Histic (A3) ____ Polyvalue Below Surface (S8) ____ Dark Surface (S7) ____ Hydrogen Sulfide (A4) ____ Thin Dark Surface (S9) ____ Polyvalue Below Surface (S8) ____ Stratified Layers (A5) ____ Loamy Mucky Mineral (F1) ____ Thin Dark Surface (S9) ____ Depleted Below Dark Surface (A11) ____ Loamy Gleyed Matrix (F2) ____ Iron-Manganese Masses (F12) ____ Thick Dark Surface (A12) ____ Depleted Matrix (F3) ____ Mesic Spodic (A17) ____ Sandy Mucky Mineral (S1) ____ Redox Dark Surface (F7) ____ Red Parent Material (F21) ____ Sandy Gleyed Matrix (S4) ____ Depleted Dark Surface (F8) ____ Very Shallow Dark Surface (TF12) ____ Dark Surface (S7) ____ Other (Include Explanation in Remarks) Restrictive Layer (if observed) Type: _____________________________ Depth (inches): ________ Remarks: Hydric Soils criterion met? Yes _________ No __________ DP-1W 0-12"10YR 2/2 97%2.5Y 5/2 3%D M muck 12-16"10YR 2/2 100%SL mucky-modified X X This form is only for BVW delineations. Other wetland resource areas may be present and should be delineated according to the applicable regulatory provisions. BORDERING VEGETATED WETLAND DETERMINATION FORM Project/Site: ________________________________ City/Town: ____________________ Sampling Date: ________________ Applicant/Owner: __________________________________________________ Sampling Point or Zone: ________________ Investigator(s):_______________________________________________Latitude/Longitude: __________________________ Soil Map Unit Name: ______________________________________ NWI or DEP Classification: _______________________ Are climatic/hydrologic conditions on the site typical for this time of year? Yes ______ No _____ (If no, explain in Remarks) Are Vegetation ________ , Soil _______ , or Hydrology _______ significantly disturbed? (If yes, explain in Remarks) Are Vegetation ________ , Soil _______ , or Hydrology _______ naturally problematic? (If yes, explain in Remarks) SUMMARY OF FINDINGS – Attach site map and photograph log showing sampling locations, transects, etc. Wetland vegetation criterion met? Yes ______ No _____ Is the Sampled Area within a Wetland? Yes ____ No ______ Hydric Soils criterion met? Yes ______ No _____ Wetlands hydrology present? Yes ______ No _____ Remarks, Photo Details, Flagging, etc.: HYDROLOGY Field Observations: Surface Water Present? Yes _______ No ________ Depth (inches) Water Table Present? Yes _______ No ________ Depth (inches) Saturation Present (including capillary fringe)? Yes _______ No ________ Depth (inches) Wetland Hydrology Indicators Reliable Indicators of Wetlands Hydrology Indicators that can be Reliable with Proper Interpretation Indicators of the Influence of Water _____ Water-stained leaves _____Hydrological records ____ Direct observation of inundation _____ Evidence of aquatic fauna _____Free water in a soil test hole ____ Drainage patterns _____ Iron deposits _____Saturated soil ____ Drift lines _____ Algal mats or crusts _____Water marks ____ Scoured areas _____ Oxidized rhizospheres/pore linings _____Moss trim lines ____ Sediment deposits _____ Thin muck surfaces _____Presence of reduced iron ____ Surface soil cracks _____ Plants with air-filled tissue (aerenchyma) _____Woody plants with adventitious roots ____ Sparsely vegetated concave surface _____ Plants with polymorphic leaves _____Trees with shallow root systems ____ Microtopographic relief _____ Plants with floating leaves _____ Hydrogen sulfide odor _____Woody plants with enlarged lenticels ____ Geographic position (depression, toe of slope, fringing lowland) Remarks (describe recorded data from stream gauge, monitoring well, aerial photos, previous inspections, if available): Mothers Park Barnstable 11/28/22 Town of Barnstable DP-2U R. Sommers, J. Bailey see location description below Carver coarse sand, 3 to 8 percent slopes N/A X X XX X X Data plot was conducted approximately 3 feet north from the IVW edge, within a manicured grass area in Mothers Park. X X X 0" Sampling Point ___________ VEGETATION – Use both common and scientific names of plants. Tree Stratum Plot size _________________________ Common name Scientific name Indicator Status Absolute % Cover Dominant? (yes/no) Wetland Indictor? (yes/no) 1. 2. 3. 4. 5. 6. 7. 8. 9. _________ = Total Cover Shrub/Sapling Stratum Plot size _________________________ Common name Scientific name Indicator Status Absolute % Cover Dominant? (yes/no) Wetland Indictor? (yes/no) 1. 2. 3. 4. 5. 6. 7. 8. 9. _________ = Total Cover Herb Stratum Plot size _________________________ Common name Scientific name Indicator Status Absolute % Cover Dominant? (yes/no) Wetland Indictor? (yes/no) 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. _________ = Total Cover DP-2U 30' 0 15' 0 5' Manicured grass (unknown species) Poa sp.FACU 100 Y N 100 Sampling Point ___________ VEGETATION – continued. Woody Vine Stratum Plot size _________________________ Common name Scientific name Indicator Status Absolute % Cover Dominant? (yes/no) Wetland Indictor? (yes/no) 1. 2. 3. 4. _________ = Total Cover Rapid Test: Do all dominant species have an indicator status of OBL or FACW? Yes _______ No _______ Dominance Test: Number of dominant species Number of dominant species that are wetland indicator plants Do wetland indicator plants make up ≥ 50% of dominant plant species? Yes _______ No ________ Prevalence Index: OBL species Total % Cover (all strata) Multiply by: Result X 1 = FACW species X 2 = FAC species X 3 = FACU species X 4 = UPL species X 5 = Column Totals (A) (B) Prevalence Index B/A = Is the Prevalence Index ≤ 3.0? Yes _______ No ________ Wetland vegetation criterion met? Yes _________ No __________ Definitions of Vegetation Strata Tree - Shrub/Sapling - Herb - Woody vines - Woody plants 3 in. (7.62 cm) or more in diameter at breast height (DBH), regardless of height Woody plants less than 3 in. (7.62 cm) DBH and greater than or equal to 3.3 ft. (1 m) tall All herbaceous (non-woody) plants, regardless of size, and woody plants less than 3.3 ft. (1 m) tall All woody vines greater than 3.3 ft. (1 m) in height Cover Ranges Range Midpoint 1-5 %3.0 % 6-15 %10.5 % 15-25 %20.5 % 26-50 %38.0 % 51-75 %63.0 % 76-95 %85.5 % 96-100 %98.0 % DP-2U 30' 0 X X 1 0 X 0 0 0 1 0 0 0 0 4 0 X 1 4 4 Sampling Point ___________ SOIL Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators) Depth (inches) Matrix Redox Features Texture Remarks Color (moist) % Color (moist) % Type1 Location2 1Type: C=Concentration, D=Depletion, RM=Reduced Matrix, MS=Masked Sand Grains 2Location: PL=Pore Lining, M=Matrix Hydric Soil Indicators (Check all that apply) Indicators for Problematic Hydric Soils ____ Histosol (A1) ____ Sandy Redox (S5) ____ 2 cm Muck (A10) ____ Histic Epipedon (A2) ____ Stripped Matrix (S6) ____ 5 cm Mucky Peat or Peat (S3) ____ Black Histic (A3) ____ Polyvalue Below Surface (S8) ____ Dark Surface (S7) ____ Hydrogen Sulfide (A4) ____ Thin Dark Surface (S9) ____ Polyvalue Below Surface (S8) ____ Stratified Layers (A5) ____ Loamy Mucky Mineral (F1) ____ Thin Dark Surface (S9) ____ Depleted Below Dark Surface (A11) ____ Loamy Gleyed Matrix (F2) ____ Iron-Manganese Masses (F12) ____ Thick Dark Surface (A12) ____ Depleted Matrix (F3) ____ Mesic Spodic (A17) ____ Sandy Mucky Mineral (S1) ____ Redox Dark Surface (F7) ____ Red Parent Material (F21) ____ Sandy Gleyed Matrix (S4) ____ Depleted Dark Surface (F8) ____ Very Shallow Dark Surface (TF12) ____ Dark Surface (S7) ____ Other (Include Explanation in Remarks) Restrictive Layer (if observed) Type: _____________________________ Depth (inches): ________ Remarks: Hydric Soils criterion met? Yes _________ No __________ DP-2U 0-4"10YR 2/2 100%S 4"+2.5Y 6/4 100%S coarse sand gravel 6" X This form is only for BVW delineations. Other wetland resource areas may be present and should be delineated according to the applicable regulatory provisions. BORDERING VEGETATED WETLAND DETERMINATION FORM Project/Site: ________________________________ City/Town: ____________________ Sampling Date: ________________ Applicant/Owner: __________________________________________________ Sampling Point or Zone: ________________ Investigator(s):_______________________________________________Latitude/Longitude: __________________________ Soil Map Unit Name: ______________________________________ NWI or DEP Classification: _______________________ Are climatic/hydrologic conditions on the site typical for this time of year? Yes ______ No _____ (If no, explain in Remarks) Are Vegetation ________ , Soil _______ , or Hydrology _______ significantly disturbed? (If yes, explain in Remarks) Are Vegetation ________ , Soil _______ , or Hydrology _______ naturally problematic? (If yes, explain in Remarks) SUMMARY OF FINDINGS – Attach site map and photograph log showing sampling locations, transects, etc. Wetland vegetation criterion met? Yes ______ No _____ Is the Sampled Area within a Wetland? Yes ____ No ______ Hydric Soils criterion met? Yes ______ No _____ Wetlands hydrology present? Yes ______ No _____ Remarks, Photo Details, Flagging, etc.: HYDROLOGY Field Observations: Surface Water Present? Yes _______ No ________ Depth (inches) Water Table Present? Yes _______ No ________ Depth (inches) Saturation Present (including capillary fringe)? Yes _______ No ________ Depth (inches) Wetland Hydrology Indicators Reliable Indicators of Wetlands Hydrology Indicators that can be Reliable with Proper Interpretation Indicators of the Influence of Water _____ Water-stained leaves _____Hydrological records ____ Direct observation of inundation _____ Evidence of aquatic fauna _____Free water in a soil test hole ____ Drainage patterns _____ Iron deposits _____Saturated soil ____ Drift lines _____ Algal mats or crusts _____Water marks ____ Scoured areas _____ Oxidized rhizospheres/pore linings _____Moss trim lines ____ Sediment deposits _____ Thin muck surfaces _____Presence of reduced iron ____ Surface soil cracks _____ Plants with air-filled tissue (aerenchyma) _____Woody plants with adventitious roots ____ Sparsely vegetated concave surface _____ Plants with polymorphic leaves _____Trees with shallow root systems ____ Microtopographic relief _____ Plants with floating leaves _____ Hydrogen sulfide odor _____Woody plants with enlarged lenticels ____ Geographic position (depression, toe of slope, fringing lowland) Remarks (describe recorded data from stream gauge, monitoring well, aerial photos, previous inspections, if available): Mothers Park Barnstable 11/28/22 Town of Barnstable DP-2W R. Sommers, J. Bailey see location description below Carver coarse sand, 3 to 8 percent slopes PEM X X Isolated wetland located in the southern part of Mothers Park. Surrounding uplands consist of manicured grass areas within the park and landscape plantings along the edge of the park next to Main Street. XX X X X X X 0" Sampling Point ___________ VEGETATION – Use both common and scientific names of plants. Tree Stratum Plot size _________________________ Common name Scientific name Indicator Status Absolute % Cover Dominant? (yes/no) Wetland Indictor? (yes/no) 1. 2. 3. 4. 5. 6. 7. 8. 9. _________ = Total Cover Shrub/Sapling Stratum Plot size _________________________ Common name Scientific name Indicator Status Absolute % Cover Dominant? (yes/no) Wetland Indictor? (yes/no) 1. 2. 3. 4. 5. 6. 7. 8. 9. _________ = Total Cover Herb Stratum Plot size _________________________ Common name Scientific name Indicator Status Absolute % Cover Dominant? (yes/no) Wetland Indictor? (yes/no) 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. _________ = Total Cover DP-2W 30' Black willow Salix nigra OBL 5 Y Y 5 15' 0 5' Woolgrass Scirpus cyperinus OBL OBL 5 95 N Y Y YSoft rush Juncus effusus 100 Sampling Point ___________ VEGETATION – continued. Woody Vine Stratum Plot size _________________________ Common name Scientific name Indicator Status Absolute % Cover Dominant? (yes/no) Wetland Indictor? (yes/no) 1. 2. 3. 4. _________ = Total Cover Rapid Test: Do all dominant species have an indicator status of OBL or FACW? Yes _______ No _______ Dominance Test: Number of dominant species Number of dominant species that are wetland indicator plants Do wetland indicator plants make up ≥ 50% of dominant plant species? Yes _______ No ________ Prevalence Index: OBL species Total % Cover (all strata) Multiply by: Result X 1 = FACW species X 2 = FAC species X 3 = FACU species X 4 = UPL species X 5 = Column Totals (A) (B) Prevalence Index B/A = Is the Prevalence Index ≤ 3.0? Yes _______ No ________ Wetland vegetation criterion met? Yes _________ No __________ Definitions of Vegetation Strata Tree - Shrub/Sapling - Herb - Woody vines - Woody plants 3 in. (7.62 cm) or more in diameter at breast height (DBH), regardless of height Woody plants less than 3 in. (7.62 cm) DBH and greater than or equal to 3.3 ft. (1 m) tall All herbaceous (non-woody) plants, regardless of size, and woody plants less than 3.3 ft. (1 m) tall All woody vines greater than 3.3 ft. (1 m) in height Cover Ranges Range Midpoint 1-5 %3.0 % 6-15 %10.5 % 15-25 %20.5 % 26-50 %38.0 % 51-75 %63.0 % 76-95 %85.5 % 96-100 %98.0 % DP-2W 30' 0 X 2 2 X 105 105 0 0 0 105 0 0 0 0 105 0 X1 X Sampling Point ___________ SOIL Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators) Depth (inches) Matrix Redox Features Texture Remarks Color (moist) % Color (moist) % Type1 Location2 1Type: C=Concentration, D=Depletion, RM=Reduced Matrix, MS=Masked Sand Grains 2Location: PL=Pore Lining, M=Matrix Hydric Soil Indicators (Check all that apply) Indicators for Problematic Hydric Soils ____ Histosol (A1) ____ Sandy Redox (S5) ____ 2 cm Muck (A10) ____ Histic Epipedon (A2) ____ Stripped Matrix (S6) ____ 5 cm Mucky Peat or Peat (S3) ____ Black Histic (A3) ____ Polyvalue Below Surface (S8) ____ Dark Surface (S7) ____ Hydrogen Sulfide (A4) ____ Thin Dark Surface (S9) ____ Polyvalue Below Surface (S8) ____ Stratified Layers (A5) ____ Loamy Mucky Mineral (F1) ____ Thin Dark Surface (S9) ____ Depleted Below Dark Surface (A11) ____ Loamy Gleyed Matrix (F2) ____ Iron-Manganese Masses (F12) ____ Thick Dark Surface (A12) ____ Depleted Matrix (F3) ____ Mesic Spodic (A17) ____ Sandy Mucky Mineral (S1) ____ Redox Dark Surface (F7) ____ Red Parent Material (F21) ____ Sandy Gleyed Matrix (S4) ____ Depleted Dark Surface (F8) ____ Very Shallow Dark Surface (TF12) ____ Dark Surface (S7) ____ Other (Include Explanation in Remarks) Restrictive Layer (if observed) Type: _____________________________ Depth (inches): ________ Remarks: Hydric Soils criterion met? Yes _________ No __________ DP-2W 0-10"10YR 2/2 65%10YR 3/3 3%C M LS 32%2.5Y 5/3 LS mixing rock 10" X Attachment E Site Plans (Prepared by Stantec) R/W R/W R/W R/W R/W R/W R/W R/W R/W R/W R/W R/W R/W R/WR/W R/W R/W R/W R/W R/W R/ W R/W R/W R/W R/W R/W R/W R/W R/W R/W R/W R/W R/W R/W R/W R/W R/ W R/ W R/ W R/ W R/ WR/WR/WR/WR/WR/W R /W R / W R/ W R/ W R/ WR/WR/WR/WR/WR/WR/WR/WR/WPROP LAYOUT LINE EXISTING LAYOUT LINE 272 4 30 2530 30 303535303030 354040BORDERING VEGETATED WETLAND BOUNDARY DELINEATED BY EPSILON ASSOCIATES ON 11-28-22 BORDERING VEGETATED WETLAND BOUNDARY DELINEATED BY EPSILON ASSOCIATES ON 11-28-22 26272 8 2925 262728 29 3132333435363729 29 2829 383940N 0 20 40 SCALE IN FEETPLAN SCALE: 1" = 20' CLIENT: PROJECT NO. REVISION DESCRIPTIONREV.DATE APPRVDCHKD PROJECT TITLE: CONTRACTOR: DRAWN Stantec Consulting Services Inc. CENTERVILLE VILLAGE SEWER EXPANSION PROJECT - NORTH PHASE SHEET DWG. NO.REV: OF 195113497 1 SCALE FORMAT/SIZE Copyright Reserved The Contractor shall verify and be responsible for all dimensions. DO NOT scale the drawing - any errors or omissions shall be reported to Stantec without delay. The Copyrights to all designs and drawings are the property of Stantec. Reproduction or use for any purpose other than that authorized by Stantec is forbidden. TOWN OF BARNSTABLE, MA DEPARTMENT OF PUBLIC WORKS CWSRF PROJECT NO. PRELIMINARY NOT FOR CONSTRUCTION Not for permits, pricing or other official purposes. This document has not been completed or checked and is for general information or comment only. 0 2023-12-22 ISSUED FOR MADEP WP-68 PERMIT BTB BMR JDT PHI N N E Y' S L A N E MAIN S T R E E T MAIN ST R E E T MOTHERS PARK ROADMOTHERS PARK 0 SCALE IN FEET 8 16 ROADWAY IMPROVEMENTS EXISTING CONDITIONS PLAN 1 2024-01-26 FINAL DESIGN TOWN IFR SEA JJH FAM 2 2024-02-02 NOTICE OF INTENT SEA JJH FAM LOCUS PLAN SCALE: 1" = 130' PROJECT SITE Main Street Phinney's Lane R/W R/W R/W R/W R/W R/W R/W R/W R/W R/W R/W R/W R/W R/WR/W R/W R/W R/W R/W R/W R/ W R/W R/W R/W R/W R/W R/W R/W R/W R/W R/W R/W R/W R/W R/W R/W R/ W R/ W R/ W R/ W R/ WR/WR/WR/WR/WR/W R /W R / W R/ W R/ W R/ WR/WR/WR/WR/WR/WR/WR/WR/W10 + 0 0 11+ 0 0 12+00 13+0 0 1 4 + 0 0 1 4 + 1 6 PC: 10+08.99 PC: 11+22.43 PC: 12+73.07 PT: 11+03.04 PT: 12+12.26 516 + 00 517 + 0 0 518 + 00 519 +0 0PC: 5 1 9 + 0 8 . 4 0 C5 C6 C7 C8 C9 C10 C12 C13 29.81 30.03 29.81 29.44 29.22 29.22 31.05 31.27 31.05 28.73 28.95 28.73 28.48 28.70 28.48 28.45 28.67 28.45 28.84 28.87 28.65 29.15 29.30 33.01 34.34 30.41 30.63 30.41 27.77 27.55 27.54 28.11 28.74 27.56 28.81 27.74 27.97 28.21 29.25 D D D 28.65 LP 28.43 LP 28.43 LP ??? ??? 31.91 35.88 PC = STA 10+82.11, 11.00R PT = STA 10+87.01, 15.88R 10+87.46, 39.00R 11+26.44, 39.00R PT = STA 12+12.26, 11.00R PC = STA 12+73.07, 11.00R PCC = STA 13+16.10, 11.00R PT = STA 517+79.08, 11.32R PT = STA 12+12.26, 11.00L PC = STA 12+73.07, 11.00L PRC = STA 13+60.70, 11.00L PT = STA 516+88.85, 10.89R PT = STA 516+52.44, 10.68R PT = STA 516+25.69, 10.52R PT = STA 515+83.27, 10.26R PC = STA 516+30.07, 18.50R PT = STA 516+47.41, 16.28R PC = STA 516+44.85, 26.39R MEET EXISTING MEET EXISTING MEET EXISTING MEET EXISTING 517+86.48, 11.36R 517+86.61, 10.82L PC = STA 515+76.88, 9.82R STA 13+86.92 = STA 517+17.42 PCR-1 PCR-2 PCR-3 PCR-4 MAIN STREET CONSTRUCTION BASELINE PHINNEYS LANE CONSTRUCTION BASELINE 13+15.43 - 0.00 PROP LAYOUT LINE EXISTING LAYOUT LINE PROP SLOPE LIMIT 4039383736353433323130292929 29 28 27 26 25 31 30 29 28 27 26 34.56 34.34 36.09 35.87 37.61 37.62 37.40 38.95 39.16 39.33 33.23 33.01 31.91 32.13 29.32 PC = STA 516+47.41, 15.65R PT = STA 516+30.66, 16.18R PC = STA 516+30.66, 15.55R 29 28 28 28.76 28.11 11+26.44, 13.99R 11+29.32, 11.00R 29+5030+00BP: 2 9 + 5 0 . 0 0 PROVIDE 1" LIP AT DRIVEWAY OPENING 33.43 34.76 ??? ??? ??? ??? PC = STA 10+50.08, 11.00L PT = STA 11+03.04, 11.00L PC = STA 11+22.43, 11.00L C1 C2 C3 C4 C11 C14 PC = STA 10+50.08, 11.00R PT = STA 11+03.04, 11.00R PC = STA 11+22.43, 11.00R C15 29+74.57, 18.00L 29+74.64, 13.00R 30+11.64, 13.00R PUMP STATION NO. 3 BORDERING VEGETATED WETLAND BOUNDARY DELINEATED BY EPSILON ASSOCIATES ON 11-28-22 BORDERING VEGETATED WETLAND BOUNDARY DELINEATED BY EPSILON ASSOCIATES ON 11-28-22 2 8 293025 26 27 29 28 30 3130 29272826292929 28 28 29 3233343536373839402526272825 2627 3030 CURVE TABLE CURVE C1 C2 C3 C4 C5 C6 C7 C8 C9 C10 C11 C12 C13 C14 C15 RADIUS 5.00 3.00 779.00 329.00 201.00 25.00 5.00 21.75 5.00 50.00 5.00 179.00 33.00 801.00 351.00 LENGTH 7.72 4.69 52.22 86.92 92.70 31.85 7.85 10.53 7.85 6.40 2.42 40.54 69.35 53.69 92.73 TANGENT 4.87 2.97 26.12 43.72 47.19 18.49 5.00 5.37 5.00 3.21 1.23 20.36 57.63 26.86 46.64 DELTA 88°28'56" 89°30'52" 3°50'26" 15°08'15" 26°25'31" 72°59'14" 90°00'00" 27°44'54" 90°00'00" 7°20'19" 27°44'54" 12°58'37" 120°24'32" 3°50'26" 15°08'16" MAIN STREET CONSTRUCTION BASELINE DATA STARTING STATION 10+00.00 10+08.99 11+03.04 11+22.43 12+12.26 12+73.07 NORTHING 2700782.119 2700786.727 2700830.000 2700837.890 2700863.230 2700872.601 EASTING 972343.756 972336.034 972252.600 972234.882 972148.974 972088.894 CURVE DATA R=790.00' Δ 6°49'15" L=94.04' T=47.08' R=340.00' Δ 15°08'15" L=89.83' T=45.18' R=190.00' Δ 42°58'15" L=142.50' T=74.79' LINE DATA N59°10'34"W 8.99' N65°59'48"W 19.39' N81°08'04"W 60.81' ENDING STATION 10+08.99 11+03.04 11+22.43 12+12.26 12+73.07 14+15.56 NORTHING 2700786.727 2700830.000 2700837.890 2700863.230 2700872.601 2700942.929 EASTING 972336.034 972252.600 972234.882 972148.974 972088.894 971968.789 PHINNEYS LANE CONSTRUCTION BASELINE DATA STARTING STATION 513+01.02 519+08.40 NORTHING 2700665.253 2701039.504 EASTING 971660.151 972138.527 CURVE DATA R=800.00' Δ 24°11'56" L=337.88' T=171.50' LINE DATA N51°57'46"E 607.38' ENDING STATION 519+08.40 522+46.28 NORTHING 2701039.504 2701296.931 EASTING 972138.527 972353.489 N 0 20 40 SCALE IN FEET PLAN SCALE: 1" = 20' CLIENT: PROJECT NO. REVISION DESCRIPTIONREV.DATE APPRVDCHKD PROJECT TITLE: CONTRACTOR: DRAWN Stantec Consulting Services Inc. CENTERVILLE VILLAGE SEWER EXPANSION PROJECT - NORTH PHASE SHEET DWG. NO.REV: OF 195113497 1 SCALE FORMAT/SIZE Copyright Reserved The Contractor shall verify and be responsible for all dimensions. DO NOT scale the drawing - any errors or omissions shall be reported to Stantec without delay. The Copyrights to all designs and drawings are the property of Stantec. Reproduction or use for any purpose other than that authorized by Stantec is forbidden. TOWN OF BARNSTABLE, MA DEPARTMENT OF PUBLIC WORKS CWSRF PROJECT NO. PRELIMINARY NOT FOR CONSTRUCTION Not for permits, pricing or other official purposes. This document has not been completed or checked and is for general information or comment only. 0 2023-12-22 ISSUED FOR MADEP WP-68 PERMIT BTB BMR JDT PHI N N E Y' S L A N E MAIN S T R E E T MAIN ST R E E T MOTHERS PARK ROADMOTHERS PARK ROADWAY IMPROVEMENTS CURB TIE AND GRADING PLAN - PART 1 1 2024-01-26 FINAL DESIGN TOWN IFR SEA JJH FAM 2 2024-02-02 NOTICE OF INTENT SEA JJH FAM 13+12.00 15 20 25 30 35 15 20 25 30 35 0 20 400-20 WETLAND IMPACT REPLICATION AREA PROPOSED SLOPE LIMIT PROPOSED MAIN STREET RELOCATION 2:1 EXCAVATE TO ELEV. 23.50 R/W R/W R/W R/W R/W R/W R/W R/W R/W R/W R/W R/W R/W R/WR/W R/W R/W R/W R/W R/W R/ W R/W R/W R/W R/W R/W R/W R/W R/W R/W R/W R/W R/W R/W R/W R/W R/ W R/ W R/ W R/ W R/ WR/WR/WR/WR/WR/W R /W R / W R/ W R/ W R/ WR/WR/WR/WR/WR/WR/WR/WR/WD DSDRSDRSDRSDRD 10 + 0 0 11+ 0 0 12+00 13+0 0 1 4 + 0 0 1 4+ 1 6 BP: 10+00.00 EP: 14+15.56 PC: 10+08.99PC: 11+22.43PC: 12+73.07PT: 11+03.04PT: 12+12.26WETLAND IMPACT AREA WITH 2:1 SLOPE = 294 SF WETLAND REPLICATION AREA = 318 SF 516 + 00 517 + 0 0 518 + 00 519 + 0 0 S S S S 7 0 0+ 0 0 701 + 0 0 702+00 703 + 0 0 70 4 + 0 0 S S PROP LAYOUT LINE EXISTING LAYOUT LINE PROP SLOPE LIMIT252627 26 25 2 4 STA. 13+12A A 3 - ILEX VERTICILLATA (WINTERBERRY) EXCAVATE TO ELEVATION 23.50 AND TOP DRESS WITH PRESERVED HYDRIC SOILS FROM WETLAND FILL AREAS. SEED WITH NEW ENGLAND WETLAND SEED MIX AND MULCH WITH SHREDDED STRAW PROP SEDIMENT AND EROSION CONTROL PROP SEDIMENT AND EROSION CONTROL PROP SEDIMENT AND EROSION CONTROL REM EXISTING HEADWALL 25 P-CBCI-03 P-HW-02 PROP PRECAST CONCRETE HEADWALL PROP 12 LF - 8" CMP PROP 8" CMP CULVERT EXTENSION P-CB-04 PROP 5 LF - 12" HDPE P-DMH-02 PROP 46 LF - 12" HDPE PROP 13 LF - 12" HDPE PROP 179 LF - 12" HDPE P-CBCI-02 PROP 13 LF - 12" HDPE P-DMH-01 P-CBCI-01 PROP 20 LF - 12" HDPE 30 2530 30 303535303030 354040PROP 4' X 8' X 1.5' LEACHING CHAMBER (TYP) BORDERING VEGETATED WETLAND BOUNDARY DELINEATED BY EPSILON ASSOCIATES ON 11-28-22 BORDERING VEGETATED WETLAND BOUNDARY DELINEATED BY EPSILON ASSOCIATES ON 11-28-22 26272 8 292526 272829 3132333637353839403429 2929 28 25 26 27 28 29 P-DMH-03 PROP 7 LF - 12" HDPE PROP 15 LF - 12" HDPE PROP 15 LF - 12" HDPE N 0 20 40 SCALE IN FEETPLAN SCALE: 1" = 20' CLIENT: PROJECT NO. REVISION DESCRIPTIONREV.DATE APPRVDCHKD PROJECT TITLE: CONTRACTOR: DRAWN Stantec Consulting Services Inc. CENTERVILLE VILLAGE SEWER EXPANSION PROJECT - NORTH PHASE SHEET DWG. NO.REV: OF 195113497 1 SCALE FORMAT/SIZE Copyright Reserved The Contractor shall verify and be responsible for all dimensions. DO NOT scale the drawing - any errors or omissions shall be reported to Stantec without delay. The Copyrights to all designs and drawings are the property of Stantec. Reproduction or use for any purpose other than that authorized by Stantec is forbidden. TOWN OF BARNSTABLE, MA DEPARTMENT OF PUBLIC WORKS CWSRF PROJECT NO. PRELIMINARY NOT FOR CONSTRUCTION Not for permits, pricing or other official purposes. This document has not been completed or checked and is for general information or comment only. 0 2023-12-22 ISSUED FOR MADEP WP-68 PERMIT BTB BMR JDT PHI N N E Y' S L A N E MAIN S T R E E T MAIN ST R E E T MOTHERS PARK ROADMOTHERS PARK CROSS SECTION A-A SCALE: 1" = 8' 0 SCALE IN FEET 8 16 ROADWAY IMPROVEMENTS WETLAND MITIGATION PLAN PROPOSED ROAD AND DRIVEWAY IMPERVIOUS AREA = 12,697 SF EXISTING ROAD IMPERVIOUS AREA = 10,723 SF NET IMPERVIOUS AREA ADDED FROM ROADWAY REALIGNMENT = 1,974 SF PERVIOUS AREA ADDED FROM MOTHERS PARK ROAD CONVERSION TO GRAVEL SURFACE = 721 SF PERVIOUS AREA ADDED FROM MOTHERS PARK ROAD CONVERSION TO GRASS = 3,378 SF TOTAL NET DECREASE IN IMPERVIOUS AREA = 2,125 SF 1 2024-01-26 FINAL DESIGN TOWN IFR SEA JJH FAM LEGEND: REMOVE EXISTING PAVEMENT AND PROVIDE LOAM AND SEED REMOVE EXISTING GRAVEL AND PROVIDE LOAM AND SEED REMOVE EXISTING PAVEMENT AND PROVIDE PEA STONE GRAVEL WETLAND REPLICATION AREA WETLAND IMPACT AREA 2 2024-02-02 NOTICE OF INTENT SEA JJH FAM 36 37 38 3940414243444546474446 4545 47 4847 44 43 42 41 42 404436 37 38 39 40 41 42 43 43 42 41 40 39 38 37 36 N PLAN SCALE: 1" = 10'0 10 20 SCALE IN FEET CLIENT: PROJECT NO. REVISION DESCRIPTIONREV.DATE APPRVDCHKD PROJECT TITLE: CONTRACTOR: DRAWN Stantec Consulting Services Inc. CENTERVILLE VILLAGE SEWER EXPANSION PROJECT - NORTH PHASE SHEET DWG. NO.REV: OF 195113497 1 SCALE FORMAT/SIZE Copyright Reserved The Contractor shall verify and be responsible for all dimensions. DO NOT scale the drawing - any errors or omissions shall be reported to Stantec without delay. The Copyrights to all designs and drawings are the property of Stantec. Reproduction or use for any purpose other than that authorized by Stantec is forbidden. TOWN OF BARNSTABLE, MA DEPARTMENT OF PUBLIC WORKS CWSRF PROJECT NO. PRELIMINARY NOT FOR CONSTRUCTION Not for permits, pricing or other official purposes. This document has not been completed or checked and is for general information or comment only. 0 2023-12-22 ISSUED FOR MADEP WP-68 PERMIT BTB BMR JDT SHOOTFLY I N G H I L L R O A D EDGE OF EXISTING WETLANDS, DELINEATED BY EPSILON ASSOCIATES ON 11-28-2022 PUMP STATION #1 EXISTING CONDITIONS PLAN 1 2024-01-26 FINAL DESIGN TOWN IFR BTB KAK MEB PUMP STATION 1 SITE LOCUS MAP SCALE: 1" = 200' EDGE OF EXISTING WETLANDS, DELINEATED BY EPSILON ASSOCIATES ON 11-28-2022 2 2024-02-02 NOTICE OF INTENT SEA JJH FAM S S R=15'R=1 5 'GG18'50' 36 37 38 39404143444546474446 4545 47 4847 44 43 42 41 42 4044369+ 0 0 369+ 5 0 370+0 0 370+50 2.0% 1.0%0.50%3:13:1 43 42 42 43 44 44 4 5 44.5044.4744.5544.5444.4745.0245.0145.1344.5644.9045.5644.3744.3744.3844.4544.43S EEEEE16+0017+0017+06F&I 12" SDR35 PVC SS F&I 4" SDR21 PVC SS FM (TYP) 12 . 6 1 '13.25 '4235 36 37 38 39 40 41 42 43 43 42 41 40 39 38 37 36 4344 44A A 30 35 40 45 50 55 30 35 40 45 50 55 0+00 1+00 1+10WETLANDSSTORMWATER BASIN EXISTING GROUND PROPOSED GROUND N PLAN SCALE: 1" = 10'0 10 20 SCALE IN FEET CLIENT: PROJECT NO. REVISION DESCRIPTIONREV.DATE APPRVDCHKD PROJECT TITLE: CONTRACTOR: DRAWN Stantec Consulting Services Inc. CENTERVILLE VILLAGE SEWER EXPANSION PROJECT - NORTH PHASE SHEET DWG. NO.REV: OF 195113497 1 SCALE FORMAT/SIZE Copyright Reserved The Contractor shall verify and be responsible for all dimensions. DO NOT scale the drawing - any errors or omissions shall be reported to Stantec without delay. The Copyrights to all designs and drawings are the property of Stantec. Reproduction or use for any purpose other than that authorized by Stantec is forbidden. TOWN OF BARNSTABLE, MA DEPARTMENT OF PUBLIC WORKS CWSRF PROJECT NO. PRELIMINARY NOT FOR CONSTRUCTION Not for permits, pricing or other official purposes. This document has not been completed or checked and is for general information or comment only. 0 2023-12-22 ISSUED FOR MADEP WP-68 PERMIT BTB BMR JDT GENERAL SHEET NOTES SHOOTFLY I N G H I L L R O A D 1.THE PUMP STATION #1 SITE IS OUTSIDE THE 500 YEAR FLOOD ZONE. 2.REFER TO PLAN SHEET D-501 FOR PUMP STATION SCHEDULE AND DETAILS. 3.REFER TO ELECTRICAL AND I&C PLAN SHEETS FOR ELECTRICAL AND I&C SCHEDULE. 4.REFER TO PLAN SHEET C-151 FOR THE PROFILE OF THE GRAVITY SEWER PIPE TO THE FORCE MAIN. 5.REFER TO PLAN SHEET C-123 FOR THE PLAN AND PROFILE FOR THE GRAVITY SEWER AND FORCE MAIN IN VICINITY TO THE PUMP STATION ON SHOOTFLYING HILL ROAD.F&I YARD HYDRANT COORDINATE F&I NATURAL GAS SERVICE AND METER INSTALLATION WITH NATIONAL GRID, F&I PAD FOR METER F&I PAVED DRIVEWAY (TYP) F&I 12"x2" SADDLE, 2" CORP., 2" WSO VALVE AND 2" HDPE WATER SERVICE; SCHEDULE WATER TAP AND WATER SERVICE INSTALLATION WITH COMM WATER PROPOSED LIMIT OF CLEARING (TYP) 50' WETLAND SETBACK (TYP) EDGE OF EXISTING WETLANDS, DELINEATED BY EPSILON ASSOCIATES ON 11-28-2022 F&I 2" HDPE WATER SERVICE F&I PUMP STATION #1 COORDINATE F&I ELEC SERVICE WITH NGRID D-501 REMOVE AND RESET PICKET FENCE (TYP) 2 C-501 F&I SILT FENCE AND STRAW WATTLES (TYP) 8 C-509 PUMP STATION #1 SITE PLAN 3 C-506 PROPOSED 4' WIDE SWALE LONGITUDINAL SLOPE 0.50% SIDE SLOPES 3:1 PROPOSED STORMWATER BASIN TOP ELEVATION 44.0' BOTTOM ELEVATION 42.0' SIDE SLOPES 3:1 PROPOSED 10' WIDE SPILLWAY F&I PRECAST CONC ELECTRICAL CABINETS PAD (TYP) F&I ELECTRICAL CABINETS (TYP) F&I BACKUP GENERATOR (TYP) R&D EXISTING TREE (TYP OF 5) 1 2024-01-26 FINAL DESIGN TOWN IFR BTB KAK MEB 100' WETLAND SETBACK (TYP) F&I 6" LOAM AND SEED FOR ALL DISTURBED AREAS NOT BEING PAVED (TYP) F&I STANCION MOUNTED MANUAL TRANSFER SWITCH, BREAKER AND GENERATOR RECEPTACLE (TYP) F&I 4" VENT (TYP) EDGE OF EXISTING WETLANDS, DELINEATED BY EPSILON ASSOCIATES ON 11-28-2022 VACUUM TRUCK OUTLINE 2 2024-02-02 NOTICE OF INTENT SEA JJH FAM EDGE OF POND ELEVATION 35.5' BORDERING VEGETATED WETLAND CROSS SECTION A-A SCALE: 1" = 10' Attachment F Stormwater Report (Prepared by Stantec) STORMWATER REPORT Centerville Village Sewer Expansion Project – North Phase Barnstable, Massachusetts February 2024 Prepared For: Barnstable Department of Public Works 382 Falmouth Road (Route 28) Hyannis, MA02601 Prepared by: Stantec Consulting Services Inc. 45 Blue Sky Drive, 3rd Floor Burlington, MA 01803 - i - Centerville Village Sewer February 2024 Expansion Project – North Phase Stormwater Management Report Barnstable, Massachusetts Table of Contents PAGE 1.0 PROJECT DESCRIPTION ............................................................................................. 1 2.0 DOCUMENTING COMPLIANCE ..................................................................................2 Standard 1: No New Untreated Discharges ..........................................................................3 Standard 2: Peak Rate Attenuation .......................................................................................3 Standard 3: Recharge ...........................................................................................................4 Standard 4: Water Quality ....................................................................................................5 Standard 5: Land Uses with Higher Potential Pollutant Loads (LUHPPLs) ........................6 Standard 6: Critical Areas ....................................................................................................6 Standard 7: Redevelopment ..................................................................................................6 Standard 8: Construction Period Pollution Prevention and Erosion Control .......................6 Standard 9: Operation and Maintenance Plan ......................................................................7 Standard 10: Prohibition of Illicit Discharges ......................................................................7 List of Figure Figure Page 1 Location Map (Prepared by Epsilon) List of Appendices Appendix A – Stormwater Report Checklist Appendix B – NRCS Soil Survey Map Report Appendix C – HydroCAD Analysis and Tributary Area Maps Appendix D – TSS Removal Worksheets Appendix E – Recharge and Water Quality Volume Calculations Centerville Village Sewer February 2024 Expansion Project – North Phase Stormwater Management Report Barnstable, Massachusetts - 1 - CENTERVILLE VILLAGE SEWER EXPANSION PROJECT – NORTH PHASE BARNSTABLE, MASSACHUSETTS 1.0 PROJECT DESCRIPTION: On behalf of the Barnstable Department of Public Works, Stantec Consulting Services Inc. (Stantec) has been retained to prepare this Stormwater Management Report for the Centerville Village Sewer Expansion Project – North Phase, which is located within the Town of Barnstable. The Stormwater Report describes the various stormwater controls that are proposed to be installed to minimize impacts to jurisdictional wetland due to stormwater runoff. There are existing MassDEP defined natural resources areas within the project limits that require permit applications to be submitted and permits to be obtained for the construction at the following project site locations: • A portion of the roadway realignment/intersection improvements associated with the Main Street intersection with Mothers Park Road/Phinney’s Lane is located within the existing wetland setback. The realignment/reconstruction of the Main Street intersection with Phinney’s Lane/Mothers Park Road will result in an overall decrease of pavement and impervious area within the project limits. • Pump Station No.1 at 567 Shootflying Hill Road is located within existing wetlands setbacks. Site improvements include construction of Pump Station No.1; sewer gravity line and force main; generator; electrical cabinet and access drive for maintenance. With respect to stormwater management, this Stormwater Management Report presents Stantec evaluation of potential project impacts on the existing surface and closed drainage systems and identifies specific Best Management Practices (BMP’s) for improving stormwater treatment and controlling the stormwater discharges to the greatest extent practicable at each project site. Main Street Intersection Improvements In general, the existing stormwater management facilities located within the proposed Main Street intersection improvements are comprised of an open drainage system and grass shoulders with overland flow to the adjacent properties, including Mothers Park. An existing 8-inch cross culvert conveys flow beneath Main Street and discharges to an abutting property at 225 Main Street. The proposed Best Management Practices (BMP’s) at this location include minimizing disturbance to existing trees and shrubs, overall decrease of pavement and impervious area and installation of a closed drainage system with new deep sump/hooded catch basins, piping, drainage manholes, subsurface infiltration chamber system and extension of the existing 8-inch culvert located at Main Street. These proposed BMP’s are identified on the roadway improvements construction plans. Centerville Village Sewer February 2024 Expansion Project – North Phase Stormwater Management Report Barnstable, Massachusetts - 2 - Pump Station No.1 Pump Station 1 is located on an undeveloped parcel of land at 567 Shootflying Hill Road. Existing stormwater management facilities are located within Shootflying Hill Road and comprised of a closed drainage system consisting of catch basins, manholes, piping, and outlet discharging to the wetland area to the north of Shootflying Hill. In general, proposed site improvements include construction of Pump Station No.1; sewer gravity line and force main; generator; electrical cabinet and access drive for maintenance. The proposed Best Management Practices (BMP’s) include minimizing disturbance to existing trees and shrubs, construction of a grass swale and stormwater basin to control stormwater runoff; provide water quality and promote groundwater recharge. 2.0 COMPLIANCE WITH DEP STORMWATER MANAGEMENT STANDARDS: The proposed Project is considered a combination of redevelopment (Main Street Intersection Improvements) and new development area (Shootflying Hill Road Pump Station No.1). Stormwater runoff associated with the new development area will meet current stormwater standards. Stormwater runoff from the Main Street Intersection Improvements qualify as redevelopment and will meet the stormwater standards to the maximum extent practicable while improving upon existing conditions. The DEP Stormwater Standards state that redevelopment projects are defined to include “maintenance and improvement of existing roadways, including widening less than a single lane, adding shoulders, correcting substandard intersections, improving existing drainage systems, and repaving.” As such the Main Street Intersection Improvements are in accord with this definition. Under the criteria outlined in the DEP Stormwater Standards “a redevelopment project is required to meet the following Stormwater Management Standards only to the maximum extent practicable: Standard 2, Standard 3, and the pretreatment and structural best management practice (BMP) requirements of Standards 4, 5, and 6.” In contrast, the project must meet Standards 1, 8, 9 and 10 in full. Conformance with the stormwater standards will be achieved in accordance with the Massachusetts DEP Stormwater Handbook (Jan 2008). As such, selected Best Management Practices (BMPs) have been incorporated into each project site to improve existing conditions associated with stormwater runoff. For reference see attached Stormwater Report Checklist (Appendix A). The following summarizes the extent to which each proposed project site complies with the Stormwater Management Standards. Centerville Village Sewer February 2024 Expansion Project – North Phase Stormwater Management Report Barnstable, Massachusetts - 3 - Standard No. 1 – No New Untreated Discharges: Main Street Intersection Improvements No new outfalls that discharge directly into the adjacent wetland resource areas will be created as part of the project. Stormwater improvements will include the construction of new deep sump/hooded catch basins, piping, manholes, subsurface infiltration chamber system and extension of the existing 8-inch culvert located at Main Street Pump Station No.1 No new outfalls that discharge directly into the adjacent wetland resource area will be created as part of the project. Stormwater improvements will include the construction of a grass swale and stormwater basin to provide water quality and promote groundwater recharge. Standard No. 2 – Peak Rate Attenuation: Main Street Intersection Improvements Proposed improvements will result in an overall decrease of pavement and impervious surface area within the project limits. Areas of pavement removal associated with Mothers Park Road and realignment Main Street intersection with Phinney’s Lane of the will be replaced with planting soils and vegetation to promote infiltration and groundwater recharge. The net 2,125 square foot reduction of pavement and impervious surface area will result in the post-development peak rate less than the pre-development peak rate. Pump Station No.1 The proposed pump station site development will result in an additional 1,125 square feet of impervious area. Existing drainage patterns will be maintained as part of the proposed stormwater management system. The hydraulic computations, tributary areas, pre- and post-development peak runoff rates and supporting documentation are included within Appendix C. A summary of the hydrologic calculations for the 2, 10 and 100-yr storm events for pre- and post- development conditions, within the project limits, are presented below. Centerville Village Sewer February 2024 Expansion Project – North Phase Stormwater Management Report Barnstable, Massachusetts - 4 - SUBCATCHMENT NAME POINT OF INTEREST PRE-DEVELOPMENT STORM EVENT POST-DEVELOPMENT STORM EVENT EXISTING CONDITION PROPOSED CONDITION 2-yr, cfs 10-yr, cfs 100-yr, cfs 2-yr, cfs 10-yr, cfs 100-yr, cfs POI 1 POI 2 Wetland Resource 0.02 0.03 0.11 0.00 0.00 0.00 Standard No. 3 – Recharge: The intent of Standard 3 is to ensure that the infiltration volume of precipitation into the ground under post-development conditions is at least as much as the infiltration volume under pre- development conditions. Main Street Intersection Improvements The project improvements will result in an overall decrease in pavement and impervious surface area of 2,125 square feet: thereby, resulting in an increase in the volume of rainfall recharging to the groundwater and improvement to existing conditions. Areas of pavement removal will be replaced with planting soils and vegetation to promote infiltration and groundwater recharge. Proposed subsurface infiltration chamber system will provide additional infiltration and groundwater recharge. Pump Station No.1 The proposed pump station site development will result in an increase impervious surface area of 1,125 square feet associated with the new pump station and access/maintenance drive. A review of the NRCS Soil Survey map classified soils within the project areas as Carver Loamy Coarse Sand (Hydrologic Group A). As part of the drainage analysis, Stantec utilized the Hydrologic Soil Groups as identified on the Soil Survey Map within the project limit. A copy of the NRCS Soil Map is included in Appendix B. The standard states that the amount of groundwater recharge shall be based upon existing soil condition recharge rates as follows: Hydrologic Group Volume to Recharge x Impervious Area A 0.60 inches of runoff B 0.35 inches of runoff C 0.25 inches of runoff D 0.10 inches of runoff Centerville Village Sewer February 2024 Expansion Project – North Phase Stormwater Management Report Barnstable, Massachusetts - 5 - Based on the above-referenced soil conditions (i.e., Hydrologic Soil Group A) times the increase in impervious area results in a required recharge volume of approximately 57 cubic feet for the proposed entire project site. As such, the proposed stormwater basin located northerly from the pump station and access drive will provide a recharge of approximately 232 cubic feet. The project complies with Standard 3. Standard No. 4 – Water Quality: Main Street Intersection Improvements The proposed project meets the definition of redevelopment, thereby requiring the 80% TSS removal standard to be met only to the maximum extent practicable. Proposed BMPs selected for the project site include deep sump hooded catch basins and subsurface infiltration chamber system. The proposed BMP’s will provide an improvement to existing conditions. TSS removal calculation worksheet for proposed treatment methods is located within the project area limits are provided within Appendix D. The Massachusetts Stormwater Handbook requires the computation of the water quality treatment volume for stormwater runoff. The required water quality treatment volume is based upon 0.5-inch times the new impervious area of the post development project site. The project improvements will result in an overall decrease in impervious surface area of 2,125 square feet associated with the intersection improvements thereby meeting the required water quality volume. We note selected Best Management Practices (BMPs) have been incorporated into the proposed intersection improvements to provide additional water quality treatment. The proposed subsurface infiltration chamber system will treat stormwater flows and provide an additional water quality volume of 1060 cubic feet. (See Appendix E for calculations.) Pump Station No.1 The proposed project meets the definition of new development, thereby requiring the 80% TSS removal standard to be met. Proposed BMP devices selected for the project site include deep grass channel and stormwater basin. The proposed BMP’s will provide an improvement to existing conditions. TSS removal calculation worksheets for proposed treatment methods are located within the project area limits are provided within Appendix D. The Massachusetts Stormwater Handbook requires the computation of the water quality treatment volume for stormwater runoff. The required water quality treatment volume is based upon 0.5-inch times the new impervious area of the post development project site. The project improvements will result in an overall increase in impervious area of 1,125 square feet. The increase in impervious Centerville Village Sewer February 2024 Expansion Project – North Phase Stormwater Management Report Barnstable, Massachusetts - 6 - area results in a required water quality volume of 47 cubic feet. The proposed stormwater basin is sized to treat stormwater flows from the new impervious area and provide a water quality volume of 232 cubic feet. (See Appendix E for calculations.) Standard No. 5 – Land Uses With Higher Potential Pollutant Loads (LUHPPLs): This standard is not applicable because the proposed use is not associated with higher potential pollutant loads. Standard No. 6 - Critical Areas: This standard is not applicable. The stormwater discharges are not located within/or near a critical area. Standard No. 7 – Redevelopments and Other Projects Subject to the Standards only to the maximum extent practicable: The Main Street Intersection Improvements is considered a redevelopment project. Stormwater runoff will meet the stormwater standards to the maximum extent practicable, while improving upon existing conditions for Standards 4. The project meets Standards 1, 2, 3, 8, 9 and 10 in full. Standards 5 and 6 are not applicable. Standard No. 8 – Construction Period Pollution Prevention and Erosion and Sedimentation Control: A Construction Period Pollution Prevention/Soil Erosion and Sediment Control Plan will be developed to address activities associated with proposed Main Street Intersection Improvements and Pump Station No.1 in a manner that minimizes erosion, sediment, debris, and other pollutants from contaminating the resource areas and receiving waters. The installation of soil erosion and sediment controls will comply with the Massachusetts Erosion and Sediment Control Guidelines for Urban and Suburban Areas (Massachusetts Executive Office of Environmental Affairs et. al.; 2003), and all aspects of Standard No. 8. As the proposed projects will involve more than one (1) acre of earth disturbance, a National Pollutant Discharge Elimination System (NPDES) Stormwater General Permit for construction will be required. In conjunction with this permit, a project specific Stormwater Pollution Prevention Plan (SWPPP) will be generated for construction-related activities. The SWPPP, to be prepared by the contractor prior to construction, will incorporate the soil erosion and sediment controls indicated on the project plans provided under separate cover, and any other structural and non-structural controls that will or may be used, as appropriate, to control erosion/sedimentation within the construction zone. Centerville Village Sewer February 2024 Expansion Project – North Phase Stormwater Management Report Barnstable, Massachusetts - 7 - These measures are anticipated to consist of compost filter tubes, silt fencing, check dams, catch basin/storm drain inlet protection, and seeding/mulching, although not all these BMPs necessarily will be implemented. The SWPPP also will document procedures associated with the inspection of erosion/sedimentation controls to ensure that all such controls are functioning properly. To apply for coverage under the EPA General Permit, a ‘Notice of Intent for Stormwater Discharges Associated with Construction Activity under an NPDES General Permit’ will be filed with the U.S. Environmental Protection Agency (EPA) prior to the commencement of construction. As required, the SWPPP also will be kept at the construction site for review by regulatory agency staff. Standard No. 9 - Operation and Maintenance Plan: The Town of Barnstable is responsible for the operation and maintenance associated with the Project. The schedule for inspection and maintenance will be according to Town of Barnstable Department of Public Works MS4 Permit Annual Maintenance Program. See provided link below for further details on Town of Barnstable MS4 Permit. https://town.barnstable.ma.us/Departments/PublicWorks/Projects_and_Updates/MS4-Program.asp Standard No. 10 – Prohibition of Illicit Discharges: The design plans submitted with this report have been designed in full compliance with Standard 10. The project area does not have any known illicit connections. LOCATION PLAN CENTER VILLAGE PHASE 1 PART A-SEWER EXPANSION PROJECT !H !H !H 2-1 2-22-32-42-5 2-6 2-7 2-8 2-9 2-10 2-11 2-12 2-13 3-1-open 3-2 3-3 3-4-open 3-5-open 3-63-73-8-open Main StreetMothers Park RoadJ o y c e A n n e R o a d Phinneys LaneG:\Projects2\MA\Barnstable\6856\MXD\Fig4-1_Delineated_Wetlands_Main_St.mxd Figure 2 Wetland Boundaries at Mother's Park Barnstable PCW Sewer Main Barnstable, Massachusetts Data Source: Bureau of Geographic Information (MassGIS), Commonwealth of Massachusetts, Executive Office of Technology and Security Services LEGEND Basemap: Nearmap Aerial, April 2022 Wetland Flag Delineated Wetland Boundary Delineated Wetland Area 100-foot Buffer Zone 50-foot Buffer Zone !H Culvert °0 30 60 Feet1 inch = 60 feetScale1:720 !H !H !HHillside DriveShootflying Hi l l R o a d 1-1 open 1-2 open 1-3 open1-4 open 1-5 open 1-61-7 1-8 1-9 1-10 1-11 1-12 1-13-open G:\Projects2\MA\Barnstable\6856\MXD\Fig4-2_Delineated_Wetlands_Shootflying_Hill_Rd.mxd Figure 3 Wetland Boundaries at Shootflying Hill Road Barnstable PCW Sewer Main Barnstable, Massachusetts Data Source: Bureau of Geographic Information (MassGIS), Commonwealth of Massachusetts, Executive Office of Technology and Security Services LEGEND Basemap: Nearmap Aerial, April 2022 Wetland Flag Delineated Wetland Boundary 100-foot Buffer Zone 50-foot Buffer Zone !H Culvert °0 30 60 Feet1 inch = 60 feetScale1:720 APPENDIX A CENTER VILLAGE PHASE 1 PART A-SEWER EXPANSION PROJECT STORMWATER REPORT CHECKLIST Barnstable_SW Checklist_01262024.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. Barnstable_SW Checklist_01262024.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): Proposed deep sump catch basins, subsurface infiltration chambers and Infiltration basin 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. Barnstable_SW Checklist_01262024.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. Barnstable_SW Checklist_01262024.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. Barnstable_SW Checklist_01262024.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. Barnstable_SW Checklist_01262024.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. Barnstable_SW Checklist_01262024.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. APPENDIX B CENTER VILLAGE PHASE 1 PART A-SEWER EXPANSION PROJECT NRCS SOIL SURVEY MAP United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Barnstable County, MassachusettsNatural Resources Conservation Service November 28, 2023 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 Soil Map..................................................................................................................8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................11 Map Unit Descriptions.........................................................................................11 Barnstable County, Massachusetts.................................................................13 55A—Freetown coarse sand, 0 to 3 percent slopes, sanded surface.........13 252B—Carver coarse sand, 3 to 8 percent slopes......................................14 252C—Carver coarse sand, 8 to 15 percent slopes...................................16 259B—Carver loamy coarse sand, 3 to 8 percent slopes...........................18 264A—Eastchop loamy fine sand, 0 to 3 percent slopes............................19 References............................................................................................................22 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and Custom Soil Resource Report 6 identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Custom Soil Resource Report 7 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 9 Custom Soil Resource Report Soil Map 46120204612070461212046121704612220461227046123204612370461242046124704612020461207046121204612170461222046122704612320461237046124204612470387990 388040 388090 388140 388190 388240 388290 387940 387990 388040 388090 388140 388190 388240 388290 41° 39' 22'' N 70° 20' 44'' W41° 39' 22'' N70° 20' 29'' W41° 39' 7'' N 70° 20' 44'' W41° 39' 7'' N 70° 20' 29'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 19N WGS84 0 100 200 400 600 Feet 0 30 60 120 180 Meters Map Scale: 1:2,300 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features 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 20, Sep 12, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 10, 2022—Jun 30, 2022 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. Custom Soil Resource Report 10 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 55A Freetown coarse sand, 0 to 3 percent slopes, sanded surface 1.1 4.1% 252B Carver coarse sand, 3 to 8 percent slopes 8.4 30.8% 252C Carver coarse sand, 8 to 15 percent slopes 3.0 11.0% 259B Carver loamy coarse sand, 3 to 8 percent slopes 12.1 44.3% 264A Eastchop loamy fine sand, 0 to 3 percent slopes 2.7 9.8% Totals for Area of Interest 27.3 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it Custom Soil Resource Report 11 was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 12 Barnstable County, Massachusetts 55A—Freetown coarse sand, 0 to 3 percent slopes, sanded surface Map Unit Setting National map unit symbol: 2t2qj Elevation: 0 to 180 feet Mean annual precipitation: 40 to 52 inches Mean annual air temperature: 48 to 55 degrees F Frost-free period: 190 to 250 days Farmland classification: Farmland of unique importance Map Unit Composition Freetown, sanded surface, and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Freetown, Sanded Surface Setting Landform:Kettles, bogs, depressions Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Talf Down-slope shape:Concave Across-slope shape:Concave Parent material:Sandy human-transported material over highly decomposed organic material Typical profile ^Ap - 0 to 15 inches: coarse sand 2Oa - 15 to 79 inches: muck Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Very poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat):Moderately low to high (0.14 to 14.17 in/hr) Depth to water table:About 0 to 6 inches Frequency of flooding:Frequent Frequency of ponding:None Available water supply, 0 to 60 inches: Very high (about 20.9 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 5w Hydrologic Soil Group: B/D Ecological site: F144AY043MA - Acidic Organic Wetlands Hydric soil rating: Yes Minor Components Swansea, sanded surface, inactive Percent of map unit:5 percent Landform:Kettles, bogs, depressions Custom Soil Resource Report 13 Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Talf Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Rainberry, sanded surface Percent of map unit:4 percent Landform:Kettles, depressions Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Linear Hydric soil rating: Yes Udipsamments, wet substratum Percent of map unit:3 percent Landform:Dikes on bogs Landform position (two-dimensional):Footslope Landform position (three-dimensional):Tread Down-slope shape:Concave, convex Across-slope shape:Concave, linear Hydric soil rating: No Tihonet Percent of map unit:3 percent Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: Yes 252B—Carver coarse sand, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 2y07x Elevation: 0 to 240 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Not prime farmland Map Unit Composition Carver, coarse sand, and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Carver, Coarse Sand Setting Landform:Moraines, outwash plains Custom Soil Resource Report 14 Landform position (two-dimensional):Summit, shoulder, backslope, footslope, toeslope Landform position (three-dimensional):Head slope, nose slope, side slope, crest, tread Down-slope shape:Convex, linear Across-slope shape:Linear Parent material:Sandy glaciofluvial deposits Typical profile Oi - 0 to 2 inches: slightly decomposed plant material Oe - 2 to 3 inches: moderately decomposed plant material A - 3 to 7 inches: coarse sand E - 7 to 10 inches: coarse sand Bw1 - 10 to 15 inches: coarse sand Bw2 - 15 to 28 inches: coarse sand BC - 28 to 32 inches: coarse sand C - 32 to 67 inches: coarse sand Properties and qualities Slope:3 to 8 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (1.42 to 14.17 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 4.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3s Hydrologic Soil Group: A Ecological site: F149BY005MA - Dry Outwash Hydric soil rating: No Minor Components Deerfield Percent of map unit:10 percent Landform:Outwash terraces, outwash plains, kame terraces, outwash deltas Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Concave Hydric soil rating: No Hinckley Percent of map unit:5 percent Landform:Moraines, eskers, kames, outwash deltas, outwash terraces, outwash plains, kame terraces Landform position (two-dimensional):Summit, shoulder, backslope, footslope, toeslope Landform position (three-dimensional):Head slope, nose slope, side slope, crest, riser, tread Down-slope shape:Convex Custom Soil Resource Report 15 Across-slope shape:Convex Hydric soil rating: No Merrimac Percent of map unit:3 percent Landform:Kame terraces, outwash deltas, outwash terraces Landform position (three-dimensional):Riser, tread Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Mashpee Percent of map unit:2 percent Landform:Depressions, drainageways, terraces Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes 252C—Carver coarse sand, 8 to 15 percent slopes Map Unit Setting National map unit symbol: 2y07z Elevation: 0 to 250 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Not prime farmland Map Unit Composition Carver, coarse sand, and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Carver, Coarse Sand Setting Landform:Moraines, outwash plains Landform position (two-dimensional):Shoulder, backslope, footslope Landform position (three-dimensional):Head slope, nose slope, side slope, crest, riser Down-slope shape:Convex, linear Across-slope shape:Linear Parent material:Sandy glaciofluvial deposits Typical profile Oi - 0 to 2 inches: slightly decomposed plant material Oe - 2 to 3 inches: moderately decomposed plant material A - 3 to 7 inches: coarse sand E - 7 to 10 inches: coarse sand Bw1 - 10 to 15 inches: coarse sand Custom Soil Resource Report 16 Bw2 - 15 to 28 inches: coarse sand BC - 28 to 32 inches: coarse sand C - 32 to 67 inches: coarse sand Properties and qualities Slope:8 to 15 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (1.42 to 14.17 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 4.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: A Ecological site: F149BY005MA - Dry Outwash Hydric soil rating: No Minor Components Deerfield Percent of map unit:10 percent Landform:Kame terraces, outwash deltas, outwash terraces, outwash plains Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Concave Hydric soil rating: No Hinckley Percent of map unit:5 percent Landform:Eskers, kames, outwash deltas, outwash terraces, moraines, outwash plains, kame terraces Landform position (two-dimensional):Summit, shoulder, backslope, footslope, toeslope Landform position (three-dimensional):Head slope, nose slope, side slope, crest, riser, tread Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No Merrimac Percent of map unit:5 percent Landform:Kame terraces, outwash deltas, outwash terraces Landform position (three-dimensional):Riser, tread Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Custom Soil Resource Report 17 259B—Carver loamy coarse sand, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 2y07t Elevation: 0 to 240 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Not prime farmland Map Unit Composition Carver, loamy coarse sand, and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Carver, Loamy Coarse Sand Setting Landform:Moraines, outwash plains Landform position (two-dimensional):Summit, shoulder, backslope, footslope, toeslope Landform position (three-dimensional):Head slope, nose slope, side slope, crest, tread Down-slope shape:Convex, linear Across-slope shape:Linear Parent material:Sandy glaciofluvial deposits Typical profile Oi - 0 to 2 inches: slightly decomposed plant material Oe - 2 to 3 inches: moderately decomposed plant material A - 3 to 7 inches: loamy coarse sand E - 7 to 10 inches: coarse sand Bw1 - 10 to 15 inches: coarse sand Bw2 - 15 to 28 inches: coarse sand BC - 28 to 32 inches: coarse sand C - 32 to 67 inches: coarse sand Properties and qualities Slope:3 to 8 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (1.42 to 14.17 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 4.5 inches) Custom Soil Resource Report 18 Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3s Hydrologic Soil Group: A Ecological site: F149BY005MA - Dry Outwash Hydric soil rating: No Minor Components Deerfield Percent of map unit:10 percent Landform:Outwash terraces, outwash plains, kame terraces, outwash deltas Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Concave Hydric soil rating: No Hinckley Percent of map unit:5 percent Landform:Moraines, eskers, kames, outwash deltas, outwash terraces, outwash plains, kame terraces Landform position (two-dimensional):Summit, shoulder, backslope, footslope, toeslope Landform position (three-dimensional):Head slope, nose slope, side slope, crest, riser, tread Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No Merrimac Percent of map unit:3 percent Landform:Kame terraces, outwash deltas, outwash terraces Landform position (three-dimensional):Riser, tread Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Mashpee Percent of map unit:2 percent Landform:Depressions, drainageways, terraces Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes 264A—Eastchop loamy fine sand, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 98qp Elevation: 0 to 1,000 feet Custom Soil Resource Report 19 Mean annual precipitation: 40 to 50 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Farmland of statewide importance Map Unit Composition Eastchop and similar soils:75 percent Minor components:25 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Eastchop Setting Landform:Outwash plains Landform position (two-dimensional):Summit Landform position (three-dimensional):Tread Down-slope shape:Convex Across-slope shape:Convex Parent material:Loose sandy glaciofluvial deposits; sandy glaciofluvial deposits Typical profile H1 - 0 to 6 inches: loamy fine sand H2 - 6 to 10 inches: loamy fine sand H3 - 10 to 25 inches: very fine sand H4 - 25 to 64 inches: very fine sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat):High to very high (6.00 to 20.00 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Low (about 4.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3s Hydrologic Soil Group: A Ecological site: F149BY005MA - Dry Outwash Hydric soil rating: No Minor Components Hinckley Percent of map unit:8 percent Hydric soil rating: No Merrimac Percent of map unit:7 percent Hydric soil rating: No Enfield Percent of map unit:5 percent Hydric soil rating: No Custom Soil Resource Report 20 Carver Percent of map unit:5 percent Hydric soil rating: No Custom Soil Resource Report 21 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 22 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report 23 United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Barnstable County, MassachusettsNatural Resources Conservation Service January 25, 2024 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 Soil Map..................................................................................................................8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................11 Map Unit Descriptions.........................................................................................11 Barnstable County, Massachusetts.................................................................13 1—Water.....................................................................................................13 55A—Freetown coarse sand, 0 to 3 percent slopes, sanded surface.........13 252C—Carver coarse sand, 8 to 15 percent slopes...................................15 259B—Carver loamy coarse sand, 3 to 8 percent slopes...........................16 435D—Plymouth loamy coarse sand, 15 to 35 percent slopes...................18 References............................................................................................................20 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and Custom Soil Resource Report 6 identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Custom Soil Resource Report 7 9 Custom Soil Resource Report Soil Map 4614790461483046148704614910461495046149904615030461479046148304614870461491046149504614990387320 387360 387400 387440 387480 387520 387560 387600 387640 387680 387320 387360 387400 387440 387480 387520 387560 387600 387640 387680 41° 40' 44'' N 70° 21' 13'' W41° 40' 44'' N70° 20' 57'' W41° 40' 36'' N 70° 21' 13'' W41° 40' 36'' N 70° 20' 57'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 19N WGS84 0 50 100 200 300 Feet 0 25 50 100 150 Meters Map Scale: 1:1,730 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 Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features 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 20, Sep 12, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 10, 2022—Jun 30, 2022 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. Custom Soil Resource Report 10 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 1 Water 4.2 29.4% 55A Freetown coarse sand, 0 to 3 percent slopes, sanded surface 0.6 4.0% 252C Carver coarse sand, 8 to 15 percent slopes 3.5 24.4% 259B Carver loamy coarse sand, 3 to 8 percent slopes 5.6 38.6% 435D Plymouth loamy coarse sand, 15 to 35 percent slopes 0.5 3.6% Totals for Area of Interest 14.4 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. Custom Soil Resource Report 11 The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 12 Barnstable County, Massachusetts 1—Water Map Unit Setting National map unit symbol: 98s8 Frost-free period: 120 to 220 days Farmland classification: Not prime farmland Map Unit Composition Water:100 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Water Typical profile - 0 to 0 inches: water 55A—Freetown coarse sand, 0 to 3 percent slopes, sanded surface Map Unit Setting National map unit symbol: 2t2qj Elevation: 0 to 180 feet Mean annual precipitation: 40 to 52 inches Mean annual air temperature: 48 to 55 degrees F Frost-free period: 190 to 250 days Farmland classification: Farmland of unique importance Map Unit Composition Freetown, sanded surface, and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Freetown, Sanded Surface Setting Landform:Kettles, bogs, depressions Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Talf Down-slope shape:Concave Across-slope shape:Concave Parent material:Sandy human-transported material over highly decomposed organic material Typical profile ^Ap - 0 to 15 inches: coarse sand 2Oa - 15 to 79 inches: muck Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Custom Soil Resource Report 13 Drainage class:Very poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat):Moderately low to high (0.14 to 14.17 in/hr) Depth to water table:About 0 to 6 inches Frequency of flooding:Frequent Frequency of ponding:None Available water supply, 0 to 60 inches: Very high (about 20.9 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 5w Hydrologic Soil Group: B/D Ecological site: F144AY043MA - Acidic Organic Wetlands Hydric soil rating: Yes Minor Components Swansea, sanded surface, inactive Percent of map unit:5 percent Landform:Kettles, bogs, depressions Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Talf Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Rainberry, sanded surface Percent of map unit:4 percent Landform:Kettles, depressions Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Linear Hydric soil rating: Yes Udipsamments, wet substratum Percent of map unit:3 percent Landform:Dikes on bogs Landform position (two-dimensional):Footslope Landform position (three-dimensional):Tread Down-slope shape:Concave, convex Across-slope shape:Concave, linear Hydric soil rating: No Tihonet Percent of map unit:3 percent Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: Yes Custom Soil Resource Report 14 252C—Carver coarse sand, 8 to 15 percent slopes Map Unit Setting National map unit symbol: 2y07z Elevation: 0 to 250 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Not prime farmland Map Unit Composition Carver, coarse sand, and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Carver, Coarse Sand Setting Landform:Moraines, outwash plains Landform position (two-dimensional):Shoulder, backslope, footslope Landform position (three-dimensional):Head slope, nose slope, side slope, crest, riser Down-slope shape:Convex, linear Across-slope shape:Linear Parent material:Sandy glaciofluvial deposits Typical profile Oi - 0 to 2 inches: slightly decomposed plant material Oe - 2 to 3 inches: moderately decomposed plant material A - 3 to 7 inches: coarse sand E - 7 to 10 inches: coarse sand Bw1 - 10 to 15 inches: coarse sand Bw2 - 15 to 28 inches: coarse sand BC - 28 to 32 inches: coarse sand C - 32 to 67 inches: coarse sand Properties and qualities Slope:8 to 15 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (1.42 to 14.17 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 4.3 inches) Custom Soil Resource Report 15 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: A Ecological site: F149BY005MA - Dry Outwash Hydric soil rating: No Minor Components Deerfield Percent of map unit:10 percent Landform:Kame terraces, outwash deltas, outwash terraces, outwash plains Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Concave Hydric soil rating: No Hinckley Percent of map unit:5 percent Landform:Eskers, kames, outwash deltas, outwash terraces, moraines, outwash plains, kame terraces Landform position (two-dimensional):Summit, shoulder, backslope, footslope, toeslope Landform position (three-dimensional):Head slope, nose slope, side slope, crest, riser, tread Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No Merrimac Percent of map unit:5 percent Landform:Kame terraces, outwash deltas, outwash terraces Landform position (three-dimensional):Riser, tread Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No 259B—Carver loamy coarse sand, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 2y07t Elevation: 0 to 240 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Not prime farmland Map Unit Composition Carver, loamy coarse sand, and similar soils:80 percent Minor components:20 percent Custom Soil Resource Report 16 Estimates are based on observations, descriptions, and transects of the mapunit. Description of Carver, Loamy Coarse Sand Setting Landform:Moraines, outwash plains Landform position (two-dimensional):Summit, shoulder, backslope, footslope, toeslope Landform position (three-dimensional):Head slope, nose slope, side slope, crest, tread Down-slope shape:Convex, linear Across-slope shape:Linear Parent material:Sandy glaciofluvial deposits Typical profile Oi - 0 to 2 inches: slightly decomposed plant material Oe - 2 to 3 inches: moderately decomposed plant material A - 3 to 7 inches: loamy coarse sand E - 7 to 10 inches: coarse sand Bw1 - 10 to 15 inches: coarse sand Bw2 - 15 to 28 inches: coarse sand BC - 28 to 32 inches: coarse sand C - 32 to 67 inches: coarse sand Properties and qualities Slope:3 to 8 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (1.42 to 14.17 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 4.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3s Hydrologic Soil Group: A Ecological site: F149BY005MA - Dry Outwash Hydric soil rating: No Minor Components Deerfield Percent of map unit:10 percent Landform:Outwash terraces, outwash plains, kame terraces, outwash deltas Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Concave Hydric soil rating: No Hinckley Percent of map unit:5 percent Custom Soil Resource Report 17 Landform:Moraines, eskers, kames, outwash deltas, outwash terraces, outwash plains, kame terraces Landform position (two-dimensional):Summit, shoulder, backslope, footslope, toeslope Landform position (three-dimensional):Head slope, nose slope, side slope, crest, riser, tread Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No Merrimac Percent of map unit:3 percent Landform:Kame terraces, outwash deltas, outwash terraces Landform position (three-dimensional):Riser, tread Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Mashpee Percent of map unit:2 percent Landform:Depressions, drainageways, terraces Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes 435D—Plymouth loamy coarse sand, 15 to 35 percent slopes Map Unit Setting National map unit symbol: 98rv Elevation: 0 to 1,000 feet Mean annual precipitation: 35 to 50 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Not prime farmland Map Unit Composition Plymouth and similar soils:65 percent Minor components:35 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Plymouth Setting Landform:Ice-contact slopes Landform position (two-dimensional):Backslope Landform position (three-dimensional):Riser Down-slope shape:Linear Across-slope shape:Convex Custom Soil Resource Report 18 Parent material:Loose sandy glaciofluvial deposits and/or loose sandy ablation till; loose sandy glaciofluvial deposits and/or loose sandy ablation till Typical profile H1 - 0 to 3 inches: loamy coarse sand H2 - 3 to 29 inches: gravelly loamy coarse sand H3 - 29 to 64 inches: gravelly coarse sand Properties and qualities Slope:15 to 35 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat):High to very high (6.00 to 20.00 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Very low (about 2.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7s Hydrologic Soil Group: A Ecological site: F149BY005MA - Dry Outwash Hydric soil rating: No Minor Components Carver Percent of map unit:15 percent Hydric soil rating: No Hinckley Percent of map unit:10 percent Hydric soil rating: No Barnstable Percent of map unit:5 percent Hydric soil rating: No Nantucket Percent of map unit:5 percent Hydric soil rating: No Custom Soil Resource Report 19 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 20 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report 21 APPENDIX C CENTER VILLAGE PHASE 1 PART A-SEWER EXPANSION PROJECT HYDROCAD ANALYSIS AND TRIBUTARY MAPS 31'37'18'16' R=15' 516 + 00 517 +0 0 518 + 00 519 +0 0 520+00521+00522+00PC: 519+08.40 D DSDRSDRD P1 PROPOSED TRIBUTARY AREA 7,332 SF P2 PROPOSED TRIBUTARY AREA 30,237 SF 10 + 0 0 11+ 0 0 12+00 13+0 0 1 4 + 0 0 1 4 + 1 6 PC: 10+08.99 PT: 11+03.04 PC: 11+22.43 PT: 12+12.26PC: 12+73.07 PROP 4' X 8' X 1.5' LEACHING CHAMBER PROP GRANITE CURB - TYPE VA4 PROP 1' WIDE HMA BERM PROP HMA SIDEWALK PROPOSED CONC. PEDESTRIAN RAMP PROP CONC. PEDESTRIAN RAMP PROPOSED DETECTABLE WARNING PANEL PROP DETECTABLE WARNING PANEL PROP HMA PARKING AREA MAIN STREET CONSTRUCTION BASELINE PROP HMA SIDEWALK PROP GRANITE CURB - TYPE VA4 (3" REVEAL) PROP HMA DRIVEWAY PROP HMA BERM TO GRANITE CURB TRANSITION PROP GRANITE CURB - TYPE VA4 (6" REVEAL) PUMP STATION NO. 3 REM EXISTING PAVEMENT PROP LOAM AND SEED PROP 4' X 8' X 1.5' LEACHING CHAMBER N PLAN SCALE: 1" = 30' KEY PLAN NO SCALE N GRE A T M A R S H R D SHO O T F L YI N G HI L L R D MAIN STCRAIGVILLE BEACH RDS MAIN ST FALMOUTH RD (MA RTE 28 )PHINNEY'S LNSHOOTFLYING HILL RDPHI N N E Y' S L A N E MAIN S T R E E T M A I N S T R E E TMOTHERS PARK ROADMOTHERS PARK DRAINAGE ANALYSIS PROPOSED CONDITIONS 30 SCALE: 1" = 30' 0 60 100 PROPOSED AREA (SF) P1 PROPOSED AREA (SF) P2 IMPERVIOUS ROOF 1,834 PAVEMENT 5,901 7,078 SIDEWALK 1,431 1,330 PERVIOUS GRASS 4,849 WOODS 15,146 TOTAL 7,332 30,237 2024-02-050 ISSUED FOR NOI APPLICATION VT DPG FAM REV.DATE REVISION DESCRIPTION DRAWN CHKD APPRVD P1 MAIN STREET - LT P2 MAIN STREET - RT 79P LG #1 POI 1 PROPOSED Routing Diagram for POST - Mother's Park Prepared by Stantec Consulting Services, Inc, Printed 2/5/2024 HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link POST - Mother's Park Printed 2/5/2024Prepared by Stantec Consulting Services, Inc Page 2HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2-yr Type III 24-hr Default 24.00 1 3.32 2 2 10-yr Type III 24-hr Default 24.00 1 4.89 2 3 25-yr Type III 24-hr Default 24.00 1 6.10 2 4 100-yr Type III 24-hr Default 24.00 1 8.55 2 POST - Mother's Park Printed 2/5/2024Prepared by Stantec Consulting Services, Inc Page 3HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.111 39 >75% Grass cover, Good, HSG A (P2) 0.017 98 Bit. Conc. Sidewalk, HSG A (P1) 0.031 98 Bit. Conc/Sidewalk, HSG A (P2) 0.016 98 HMA Sidewalk, HSG A (P1) 0.298 98 Paved roads w/curbs & sewers, HSG A (P1, P2) 0.042 96 Roof, HSG A (P2) 0.348 30 Woods, Good, HSG A (P2) 0.862 63 TOTAL AREA POST - Mother's Park Printed 2/5/2024Prepared by Stantec Consulting Services, Inc Page 4HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.862 HSG A P1, P2 0.000 HSG B 0.000 HSG C 0.000 HSG D 0.000 Other 0.862 TOTAL AREA POST - Mother's Park Printed 2/5/2024Prepared by Stantec Consulting Services, Inc Page 5HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchmen Numbers 0.111 0.000 0.000 0.000 0.000 0.111 >75% Grass cover, Good 0.017 0.000 0.000 0.000 0.000 0.017 Bit. Conc. Sidewalk 0.031 0.000 0.000 0.000 0.000 0.031 Bit. Conc/Sidewalk 0.016 0.000 0.000 0.000 0.000 0.016 HMA Sidewalk 0.298 0.000 0.000 0.000 0.000 0.298 Paved roads w/curbs & sewers 0.042 0.000 0.000 0.000 0.000 0.042 Roof 0.348 0.000 0.000 0.000 0.000 0.348 Woods, Good 0.862 0.000 0.000 0.000 0.000 0.862 TOTAL AREA Type III 24-hr 2-yr Rainfall=3.32"POST - Mother's Park Printed 2/5/2024Prepared by Stantec Consulting Services, Inc Page 6HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Time span=1.00-36.00 hrs, dt=0.05 hrs, 701 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=7,332 sf 100.00% Impervious Runoff Depth=3.09"Subcatchment P1: MAIN STREET - LT Tc=6.0 min CN=98 Runoff=0.53 cfs 0.043 af Runoff Area=30,237 sf 27.81% Impervious Runoff Depth=0.26"Subcatchment P2: MAIN STREET - RT Tc=8.0 min CN=54 Runoff=0.07 cfs 0.015 af Peak Elev=24.73' Storage=146 cf Inflow=0.54 cfs 0.058 afPond 79P: LG #1 Discarded=0.30 cfs 0.058 af Primary=0.00 cfs 0.000 af Outflow=0.30 cfs 0.058 af Inflow=0.00 cfs 0.000 afLink POI 1: PROPOSED Primary=0.00 cfs 0.000 af Total Runoff Area = 0.862 ac Runoff Volume = 0.058 af Average Runoff Depth = 0.81" 58.10% Pervious = 0.501 ac 41.90% Impervious = 0.361 ac Type III 24-hr 2-yr Rainfall=3.32"POST - Mother's Park Printed 2/5/2024Prepared by Stantec Consulting Services, Inc Page 7HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1: MAIN STREET - LT Runoff = 0.53 cfs @ 12.09 hrs, Volume= 0.043 af, Depth= 3.09" Routed to Pond 79P : LG #1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=3.32" Area (sf) CN Description 5,901 98 Paved roads w/curbs & sewers, HSG A * 696 98 HMA Sidewalk, HSG A * 735 98 Bit. Conc. Sidewalk, HSG A 7,332 98 Weighted Average 7,332 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P1: MAIN STREET - LT Runoff Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (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 2-yr Rainfall=3.32" Runoff Area=7,332 sf Runoff Volume=0.043 af Runoff Depth=3.09" Tc=6.0 min CN=98 0.53 cfs Type III 24-hr 2-yr Rainfall=3.32"POST - Mother's Park Printed 2/5/2024Prepared by Stantec Consulting Services, Inc Page 8HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P2: MAIN STREET - RT Runoff = 0.07 cfs @ 12.37 hrs, Volume= 0.015 af, Depth= 0.26" Routed to Pond 79P : LG #1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=3.32" Area (sf) CN Description * 1,834 96 Roof, HSG A 7,078 98 Paved roads w/curbs & sewers, HSG A * 1,330 98 Bit. Conc/Sidewalk, HSG A 4,849 39 >75% Grass cover, Good, HSG A 15,146 30 Woods, Good, HSG A 30,237 54 Weighted Average 21,829 72.19% Pervious Area 8,408 27.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment P2: MAIN STREET - RT Runoff Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)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 2-yr Rainfall=3.32" Runoff Area=30,237 sf Runoff Volume=0.015 af Runoff Depth=0.26" Tc=8.0 min CN=54 0.07 cfs Type III 24-hr 2-yr Rainfall=3.32"POST - Mother's Park Printed 2/5/2024Prepared by Stantec Consulting Services, Inc Page 9HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Pond 79P: LG #1 Inflow Area = 0.862 ac, 41.90% Impervious, Inflow Depth = 0.81" for 2-yr event Inflow = 0.54 cfs @ 12.09 hrs, Volume= 0.058 af Outflow = 0.30 cfs @ 12.00 hrs, Volume= 0.058 af, Atten= 45%, Lag= 0.0 min Discarded = 0.30 cfs @ 12.00 hrs, Volume= 0.058 af Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Routed to Link POI 1 : PROPOSED Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 24.73' @ 12.27 hrs Surf.Area= 1,560 sf Storage= 146 cf Plug-Flow detention time= 2.5 min calculated for 0.058 af (100% of inflow) Center-of-Mass det. time= 2.5 min ( 810.0 - 807.5 ) Volume Invert Avail.Storage Storage Description #1A 24.50' 1,334 cf 26.00'W x 60.00'L x 3.00'H Field A 4,680 cf Overall - 1,344 cf Embedded = 3,336 cf x 40.0% Voids #2A 25.00' 901 cf Shea Leaching Chamber 4x8x1.5 x 28 Inside #1 Inside= 42.0"W x 15.0"H => 4.29 sf x 7.50'L = 32.2 cf Outside= 48.0"W x 18.0"H => 6.00 sf x 8.00'L = 48.0 cf 28 Chambers in 4 Rows 2,235 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 24.50'8.270 in/hr Exfiltration over Surface area #2 Primary 28.50'2.0" x 2.0" Horiz. Orifice/Grate X 100.00 C= 0.600 in 24.0" x 24.0" Grate (69% open area) Limited to weir flow at low heads Discarded OutFlow Max=0.30 cfs @ 12.00 hrs HW=24.54' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.30 cfs) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=24.50' (Free Discharge) 2=Orifice/Grate ( Controls 0.00 cfs) Type III 24-hr 2-yr Rainfall=3.32"POST - Mother's Park Printed 2/5/2024Prepared by Stantec Consulting Services, Inc Page 10HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Pond 79P: LG #1 - Chamber Wizard Field A Chamber Model = Shea Leaching Chamber 4x8x1.5 (Shea Leaching Chamber) Inside= 42.0"W x 15.0"H => 4.29 sf x 7.50'L = 32.2 cf Outside= 48.0"W x 18.0"H => 6.00 sf x 8.00'L = 48.0 cf 48.0" Wide + 24.0" Spacing = 72.0" C-C Row Spacing 7 Chambers/Row x 8.00' Long = 56.00' Row Length +24.0" End Stone x 2 = 60.00' Base Length 4 Rows x 48.0" Wide + 24.0" Spacing x 3 + 24.0" Side Stone x 2 = 26.00' Base Width 6.0" Stone Base + 18.0" Chamber Height + 12.0" Stone Cover = 3.00' Field Height 28 Chambers x 32.2 cf = 900.9 cf Chamber Storage 28 Chambers x 48.0 cf = 1,344.0 cf Displacement 4,680.0 cf Field - 1,344.0 cf Chambers = 3,336.0 cf Stone x 40.0% Voids = 1,334.4 cf Stone Storage Chamber Storage + Stone Storage = 2,235.3 cf = 0.051 af Overall Storage Efficiency = 47.8% Overall System Size = 60.00' x 26.00' x 3.00' 28 Chambers 173.3 cy Field 123.6 cy Stone Type III 24-hr 2-yr Rainfall=3.32"POST - Mother's Park Printed 2/5/2024Prepared by Stantec Consulting Services, Inc Page 11HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Pond 79P: LG #1 Inflow Outflow Discarded Primary Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)0.6 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=0.862 ac Peak Elev=24.73' Storage=146 cf 0.54 cfs 0.30 cfs0.30 cfs 0.00 cfs Type III 24-hr 2-yr Rainfall=3.32"POST - Mother's Park Printed 2/5/2024Prepared by Stantec Consulting Services, Inc Page 12HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Link POI 1: PROPOSED Inflow Area = 0.862 ac, 41.90% Impervious, Inflow Depth = 0.00" for 2-yr event Inflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Link POI 1: PROPOSED Inflow Primary Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)1 0 Inflow Area=0.862 ac 0.00 cfs0.00 cfs Type III 24-hr 10-yr Rainfall=4.89"POST - Mother's Park Printed 2/5/2024Prepared by Stantec Consulting Services, Inc Page 13HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Time span=1.00-36.00 hrs, dt=0.05 hrs, 701 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=7,332 sf 100.00% Impervious Runoff Depth>4.65"Subcatchment P1: MAIN STREET - LT Tc=6.0 min CN=98 Runoff=0.79 cfs 0.065 af Runoff Area=30,237 sf 27.81% Impervious Runoff Depth=0.87"Subcatchment P2: MAIN STREET - RT Tc=8.0 min CN=54 Runoff=0.49 cfs 0.050 af Peak Elev=25.65' Storage=958 cf Inflow=1.22 cfs 0.115 afPond 79P: LG #1 Discarded=0.30 cfs 0.115 af Primary=0.00 cfs 0.000 af Outflow=0.30 cfs 0.115 af Inflow=0.00 cfs 0.000 afLink POI 1: PROPOSED Primary=0.00 cfs 0.000 af Total Runoff Area = 0.862 ac Runoff Volume = 0.115 af Average Runoff Depth = 1.61" 58.10% Pervious = 0.501 ac 41.90% Impervious = 0.361 ac Type III 24-hr 10-yr Rainfall=4.89"POST - Mother's Park Printed 2/5/2024Prepared by Stantec Consulting Services, Inc Page 14HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1: MAIN STREET - LT Runoff = 0.79 cfs @ 12.09 hrs, Volume= 0.065 af, Depth> 4.65" Routed to Pond 79P : LG #1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=4.89" Area (sf) CN Description 5,901 98 Paved roads w/curbs & sewers, HSG A * 696 98 HMA Sidewalk, HSG A * 735 98 Bit. Conc. Sidewalk, HSG A 7,332 98 Weighted Average 7,332 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P1: MAIN STREET - LT Runoff Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)0.85 0.8 0.75 0.7 0.65 0.6 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 10-yr Rainfall=4.89" Runoff Area=7,332 sf Runoff Volume=0.065 af Runoff Depth>4.65" Tc=6.0 min CN=98 0.79 cfs Type III 24-hr 10-yr Rainfall=4.89"POST - Mother's Park Printed 2/5/2024Prepared by Stantec Consulting Services, Inc Page 15HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P2: MAIN STREET - RT Runoff = 0.49 cfs @ 12.15 hrs, Volume= 0.050 af, Depth= 0.87" Routed to Pond 79P : LG #1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=4.89" Area (sf) CN Description * 1,834 96 Roof, HSG A 7,078 98 Paved roads w/curbs & sewers, HSG A * 1,330 98 Bit. Conc/Sidewalk, HSG A 4,849 39 >75% Grass cover, Good, HSG A 15,146 30 Woods, Good, HSG A 30,237 54 Weighted Average 21,829 72.19% Pervious Area 8,408 27.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment P2: MAIN STREET - RT Runoff Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)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 10-yr Rainfall=4.89" Runoff Area=30,237 sf Runoff Volume=0.050 af Runoff Depth=0.87" Tc=8.0 min CN=54 0.49 cfs Type III 24-hr 10-yr Rainfall=4.89"POST - Mother's Park Printed 2/5/2024Prepared by Stantec Consulting Services, Inc Page 16HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Pond 79P: LG #1 Inflow Area = 0.862 ac, 41.90% Impervious, Inflow Depth > 1.61" for 10-yr event Inflow = 1.22 cfs @ 12.11 hrs, Volume= 0.115 af Outflow = 0.30 cfs @ 11.90 hrs, Volume= 0.115 af, Atten= 76%, Lag= 0.0 min Discarded = 0.30 cfs @ 11.90 hrs, Volume= 0.115 af Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Routed to Link POI 1 : PROPOSED Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 25.65' @ 12.57 hrs Surf.Area= 1,560 sf Storage= 958 cf Plug-Flow detention time= 16.5 min calculated for 0.115 af (100% of inflow) Center-of-Mass det. time= 16.5 min ( 831.1 - 814.6 ) Volume Invert Avail.Storage Storage Description #1A 24.50' 1,334 cf 26.00'W x 60.00'L x 3.00'H Field A 4,680 cf Overall - 1,344 cf Embedded = 3,336 cf x 40.0% Voids #2A 25.00' 901 cf Shea Leaching Chamber 4x8x1.5 x 28 Inside #1 Inside= 42.0"W x 15.0"H => 4.29 sf x 7.50'L = 32.2 cf Outside= 48.0"W x 18.0"H => 6.00 sf x 8.00'L = 48.0 cf 28 Chambers in 4 Rows 2,235 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 24.50'8.270 in/hr Exfiltration over Surface area #2 Primary 28.50'2.0" x 2.0" Horiz. Orifice/Grate X 100.00 C= 0.600 in 24.0" x 24.0" Grate (69% open area) Limited to weir flow at low heads Discarded OutFlow Max=0.30 cfs @ 11.90 hrs HW=24.55' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.30 cfs) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=24.50' (Free Discharge) 2=Orifice/Grate ( Controls 0.00 cfs) Type III 24-hr 10-yr Rainfall=4.89"POST - Mother's Park Printed 2/5/2024Prepared by Stantec Consulting Services, Inc Page 17HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Pond 79P: LG #1 - Chamber Wizard Field A Chamber Model = Shea Leaching Chamber 4x8x1.5 (Shea Leaching Chamber) Inside= 42.0"W x 15.0"H => 4.29 sf x 7.50'L = 32.2 cf Outside= 48.0"W x 18.0"H => 6.00 sf x 8.00'L = 48.0 cf 48.0" Wide + 24.0" Spacing = 72.0" C-C Row Spacing 7 Chambers/Row x 8.00' Long = 56.00' Row Length +24.0" End Stone x 2 = 60.00' Base Length 4 Rows x 48.0" Wide + 24.0" Spacing x 3 + 24.0" Side Stone x 2 = 26.00' Base Width 6.0" Stone Base + 18.0" Chamber Height + 12.0" Stone Cover = 3.00' Field Height 28 Chambers x 32.2 cf = 900.9 cf Chamber Storage 28 Chambers x 48.0 cf = 1,344.0 cf Displacement 4,680.0 cf Field - 1,344.0 cf Chambers = 3,336.0 cf Stone x 40.0% Voids = 1,334.4 cf Stone Storage Chamber Storage + Stone Storage = 2,235.3 cf = 0.051 af Overall Storage Efficiency = 47.8% Overall System Size = 60.00' x 26.00' x 3.00' 28 Chambers 173.3 cy Field 123.6 cy Stone Type III 24-hr 10-yr Rainfall=4.89"POST - Mother's Park Printed 2/5/2024Prepared by Stantec Consulting Services, Inc Page 18HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Pond 79P: LG #1 Inflow Outflow Discarded Primary Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)1 0 Inflow Area=0.862 ac Peak Elev=25.65' Storage=958 cf 1.22 cfs 0.30 cfs0.30 cfs 0.00 cfs Type III 24-hr 10-yr Rainfall=4.89"POST - Mother's Park Printed 2/5/2024Prepared by Stantec Consulting Services, Inc Page 19HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Link POI 1: PROPOSED Inflow Area = 0.862 ac, 41.90% Impervious, Inflow Depth = 0.00" for 10-yr event Inflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Link POI 1: PROPOSED Inflow Primary Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)1 0 Inflow Area=0.862 ac 0.00 cfs0.00 cfs Type III 24-hr 25-yr Rainfall=6.10"POST - Mother's Park Printed 2/5/2024Prepared by Stantec Consulting Services, Inc Page 20HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Time span=1.00-36.00 hrs, dt=0.05 hrs, 701 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=7,332 sf 100.00% Impervious Runoff Depth>5.86"Subcatchment P1: MAIN STREET - LT Tc=6.0 min CN=98 Runoff=0.98 cfs 0.082 af Runoff Area=30,237 sf 27.81% Impervious Runoff Depth=1.50"Subcatchment P2: MAIN STREET - RT Tc=8.0 min CN=54 Runoff=0.97 cfs 0.087 af Peak Elev=27.09' Storage=1,979 cf Inflow=1.91 cfs 0.169 afPond 79P: LG #1 Discarded=0.30 cfs 0.169 af Primary=0.00 cfs 0.000 af Outflow=0.30 cfs 0.169 af Inflow=0.00 cfs 0.000 afLink POI 1: PROPOSED Primary=0.00 cfs 0.000 af Total Runoff Area = 0.862 ac Runoff Volume = 0.169 af Average Runoff Depth = 2.35" 58.10% Pervious = 0.501 ac 41.90% Impervious = 0.361 ac Type III 24-hr 25-yr Rainfall=6.10"POST - Mother's Park Printed 2/5/2024Prepared by Stantec Consulting Services, Inc Page 21HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1: MAIN STREET - LT Runoff = 0.98 cfs @ 12.09 hrs, Volume= 0.082 af, Depth> 5.86" Routed to Pond 79P : LG #1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 25-yr Rainfall=6.10" Area (sf) CN Description 5,901 98 Paved roads w/curbs & sewers, HSG A * 696 98 HMA Sidewalk, HSG A * 735 98 Bit. Conc. Sidewalk, HSG A 7,332 98 Weighted Average 7,332 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P1: MAIN STREET - LT Runoff Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)1 0 Type III 24-hr 25-yr Rainfall=6.10" Runoff Area=7,332 sf Runoff Volume=0.082 af Runoff Depth>5.86" Tc=6.0 min CN=98 0.98 cfs Type III 24-hr 25-yr Rainfall=6.10"POST - Mother's Park Printed 2/5/2024Prepared by Stantec Consulting Services, Inc Page 22HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P2: MAIN STREET - RT Runoff = 0.97 cfs @ 12.13 hrs, Volume= 0.087 af, Depth= 1.50" Routed to Pond 79P : LG #1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 25-yr Rainfall=6.10" Area (sf) CN Description * 1,834 96 Roof, HSG A 7,078 98 Paved roads w/curbs & sewers, HSG A * 1,330 98 Bit. Conc/Sidewalk, HSG A 4,849 39 >75% Grass cover, Good, HSG A 15,146 30 Woods, Good, HSG A 30,237 54 Weighted Average 21,829 72.19% Pervious Area 8,408 27.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment P2: MAIN STREET - RT Runoff Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)1 0 Type III 24-hr 25-yr Rainfall=6.10" Runoff Area=30,237 sf Runoff Volume=0.087 af Runoff Depth=1.50" Tc=8.0 min CN=54 0.97 cfs Type III 24-hr 25-yr Rainfall=6.10"POST - Mother's Park Printed 2/5/2024Prepared by Stantec Consulting Services, Inc Page 23HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Pond 79P: LG #1 Inflow Area = 0.862 ac, 41.90% Impervious, Inflow Depth > 2.35" for 25-yr event Inflow = 1.91 cfs @ 12.11 hrs, Volume= 0.169 af Outflow = 0.30 cfs @ 11.80 hrs, Volume= 0.169 af, Atten= 84%, Lag= 0.0 min Discarded = 0.30 cfs @ 11.80 hrs, Volume= 0.169 af Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Routed to Link POI 1 : PROPOSED Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 27.09' @ 12.77 hrs Surf.Area= 1,560 sf Storage= 1,979 cf Plug-Flow detention time= 44.6 min calculated for 0.169 af (100% of inflow) Center-of-Mass det. time= 44.6 min ( 859.3 - 814.7 ) Volume Invert Avail.Storage Storage Description #1A 24.50' 1,334 cf 26.00'W x 60.00'L x 3.00'H Field A 4,680 cf Overall - 1,344 cf Embedded = 3,336 cf x 40.0% Voids #2A 25.00' 901 cf Shea Leaching Chamber 4x8x1.5 x 28 Inside #1 Inside= 42.0"W x 15.0"H => 4.29 sf x 7.50'L = 32.2 cf Outside= 48.0"W x 18.0"H => 6.00 sf x 8.00'L = 48.0 cf 28 Chambers in 4 Rows 2,235 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 24.50'8.270 in/hr Exfiltration over Surface area #2 Primary 28.50'2.0" x 2.0" Horiz. Orifice/Grate X 100.00 C= 0.600 in 24.0" x 24.0" Grate (69% open area) Limited to weir flow at low heads Discarded OutFlow Max=0.30 cfs @ 11.80 hrs HW=24.56' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.30 cfs) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=24.50' (Free Discharge) 2=Orifice/Grate ( Controls 0.00 cfs) Type III 24-hr 25-yr Rainfall=6.10"POST - Mother's Park Printed 2/5/2024Prepared by Stantec Consulting Services, Inc Page 24HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Pond 79P: LG #1 - Chamber Wizard Field A Chamber Model = Shea Leaching Chamber 4x8x1.5 (Shea Leaching Chamber) Inside= 42.0"W x 15.0"H => 4.29 sf x 7.50'L = 32.2 cf Outside= 48.0"W x 18.0"H => 6.00 sf x 8.00'L = 48.0 cf 48.0" Wide + 24.0" Spacing = 72.0" C-C Row Spacing 7 Chambers/Row x 8.00' Long = 56.00' Row Length +24.0" End Stone x 2 = 60.00' Base Length 4 Rows x 48.0" Wide + 24.0" Spacing x 3 + 24.0" Side Stone x 2 = 26.00' Base Width 6.0" Stone Base + 18.0" Chamber Height + 12.0" Stone Cover = 3.00' Field Height 28 Chambers x 32.2 cf = 900.9 cf Chamber Storage 28 Chambers x 48.0 cf = 1,344.0 cf Displacement 4,680.0 cf Field - 1,344.0 cf Chambers = 3,336.0 cf Stone x 40.0% Voids = 1,334.4 cf Stone Storage Chamber Storage + Stone Storage = 2,235.3 cf = 0.051 af Overall Storage Efficiency = 47.8% Overall System Size = 60.00' x 26.00' x 3.00' 28 Chambers 173.3 cy Field 123.6 cy Stone Type III 24-hr 25-yr Rainfall=6.10"POST - Mother's Park Printed 2/5/2024Prepared by Stantec Consulting Services, Inc Page 25HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Pond 79P: LG #1 Inflow Outflow Discarded Primary Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)2 1 0 Inflow Area=0.862 ac Peak Elev=27.09' Storage=1,979 cf 1.91 cfs 0.30 cfs0.30 cfs 0.00 cfs Type III 24-hr 25-yr Rainfall=6.10"POST - Mother's Park Printed 2/5/2024Prepared by Stantec Consulting Services, Inc Page 26HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Link POI 1: PROPOSED Inflow Area = 0.862 ac, 41.90% Impervious, Inflow Depth = 0.00" for 25-yr event Inflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Link POI 1: PROPOSED Inflow Primary Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)1 0 Inflow Area=0.862 ac 0.00 cfs0.00 cfs Type III 24-hr 100-yr Rainfall=8.55"POST - Mother's Park Printed 2/5/2024Prepared by Stantec Consulting Services, Inc Page 27HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Time span=1.00-36.00 hrs, dt=0.05 hrs, 701 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=7,332 sf 100.00% Impervious Runoff Depth>8.30"Subcatchment P1: MAIN STREET - LT Tc=6.0 min CN=98 Runoff=1.38 cfs 0.116 af Runoff Area=30,237 sf 27.81% Impervious Runoff Depth=3.05"Subcatchment P2: MAIN STREET - RT Tc=8.0 min CN=54 Runoff=2.20 cfs 0.176 af Peak Elev=28.80' Storage=2,235 cf Inflow=3.52 cfs 0.293 afPond 79P: LG #1 Discarded=0.30 cfs 0.233 af Primary=4.28 cfs 0.060 af Outflow=4.57 cfs 0.293 af Inflow=4.28 cfs 0.060 afLink POI 1: PROPOSED Primary=4.28 cfs 0.060 af Total Runoff Area = 0.862 ac Runoff Volume = 0.293 af Average Runoff Depth = 4.08" 58.10% Pervious = 0.501 ac 41.90% Impervious = 0.361 ac Type III 24-hr 100-yr Rainfall=8.55"POST - Mother's Park Printed 2/5/2024Prepared by Stantec Consulting Services, Inc Page 28HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1: MAIN STREET - LT Runoff = 1.38 cfs @ 12.09 hrs, Volume= 0.116 af, Depth> 8.30" Routed to Pond 79P : LG #1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 100-yr Rainfall=8.55" Area (sf) CN Description 5,901 98 Paved roads w/curbs & sewers, HSG A * 696 98 HMA Sidewalk, HSG A * 735 98 Bit. Conc. Sidewalk, HSG A 7,332 98 Weighted Average 7,332 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P1: MAIN STREET - LT Runoff Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)1 0 Type III 24-hr 100-yr Rainfall=8.55" Runoff Area=7,332 sf Runoff Volume=0.116 af Runoff Depth>8.30" Tc=6.0 min CN=98 1.38 cfs Type III 24-hr 100-yr Rainfall=8.55"POST - Mother's Park Printed 2/5/2024Prepared by Stantec Consulting Services, Inc Page 29HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P2: MAIN STREET - RT Runoff = 2.20 cfs @ 12.12 hrs, Volume= 0.176 af, Depth= 3.05" Routed to Pond 79P : LG #1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 100-yr Rainfall=8.55" Area (sf) CN Description * 1,834 96 Roof, HSG A 7,078 98 Paved roads w/curbs & sewers, HSG A * 1,330 98 Bit. Conc/Sidewalk, HSG A 4,849 39 >75% Grass cover, Good, HSG A 15,146 30 Woods, Good, HSG A 30,237 54 Weighted Average 21,829 72.19% Pervious Area 8,408 27.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment P2: MAIN STREET - RT Runoff Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)2 1 0 Type III 24-hr 100-yr Rainfall=8.55" Runoff Area=30,237 sf Runoff Volume=0.176 af Runoff Depth=3.05" Tc=8.0 min CN=54 2.20 cfs Type III 24-hr 100-yr Rainfall=8.55"POST - Mother's Park Printed 2/5/2024Prepared by Stantec Consulting Services, Inc Page 30HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Pond 79P: LG #1 Inflow Area = 0.862 ac, 41.90% Impervious, Inflow Depth > 4.08" for 100-yr event Inflow = 3.52 cfs @ 12.11 hrs, Volume= 0.293 af Outflow = 4.57 cfs @ 12.20 hrs, Volume= 0.293 af, Atten= 0%, Lag= 5.4 min Discarded = 0.30 cfs @ 11.60 hrs, Volume= 0.233 af Primary = 4.28 cfs @ 12.20 hrs, Volume= 0.060 af Routed to Link POI 1 : PROPOSED Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 28.80' @ 12.20 hrs Surf.Area= 1,560 sf Storage= 2,235 cf Plug-Flow detention time= 48.3 min calculated for 0.293 af (100% of inflow) Center-of-Mass det. time= 48.3 min ( 859.7 - 811.4 ) Volume Invert Avail.Storage Storage Description #1A 24.50' 1,334 cf 26.00'W x 60.00'L x 3.00'H Field A 4,680 cf Overall - 1,344 cf Embedded = 3,336 cf x 40.0% Voids #2A 25.00' 901 cf Shea Leaching Chamber 4x8x1.5 x 28 Inside #1 Inside= 42.0"W x 15.0"H => 4.29 sf x 7.50'L = 32.2 cf Outside= 48.0"W x 18.0"H => 6.00 sf x 8.00'L = 48.0 cf 28 Chambers in 4 Rows 2,235 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 24.50'8.270 in/hr Exfiltration over Surface area #2 Primary 28.50'2.0" x 2.0" Horiz. Orifice/Grate X 100.00 C= 0.600 in 24.0" x 24.0" Grate (69% open area) Limited to weir flow at low heads Discarded OutFlow Max=0.30 cfs @ 11.60 hrs HW=24.54' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.30 cfs) Primary OutFlow Max=4.02 cfs @ 12.20 hrs HW=28.79' (Free Discharge) 2=Orifice/Grate (Weir Controls 4.02 cfs @ 1.75 fps) Type III 24-hr 100-yr Rainfall=8.55"POST - Mother's Park Printed 2/5/2024Prepared by Stantec Consulting Services, Inc Page 31HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Pond 79P: LG #1 - Chamber Wizard Field A Chamber Model = Shea Leaching Chamber 4x8x1.5 (Shea Leaching Chamber) Inside= 42.0"W x 15.0"H => 4.29 sf x 7.50'L = 32.2 cf Outside= 48.0"W x 18.0"H => 6.00 sf x 8.00'L = 48.0 cf 48.0" Wide + 24.0" Spacing = 72.0" C-C Row Spacing 7 Chambers/Row x 8.00' Long = 56.00' Row Length +24.0" End Stone x 2 = 60.00' Base Length 4 Rows x 48.0" Wide + 24.0" Spacing x 3 + 24.0" Side Stone x 2 = 26.00' Base Width 6.0" Stone Base + 18.0" Chamber Height + 12.0" Stone Cover = 3.00' Field Height 28 Chambers x 32.2 cf = 900.9 cf Chamber Storage 28 Chambers x 48.0 cf = 1,344.0 cf Displacement 4,680.0 cf Field - 1,344.0 cf Chambers = 3,336.0 cf Stone x 40.0% Voids = 1,334.4 cf Stone Storage Chamber Storage + Stone Storage = 2,235.3 cf = 0.051 af Overall Storage Efficiency = 47.8% Overall System Size = 60.00' x 26.00' x 3.00' 28 Chambers 173.3 cy Field 123.6 cy Stone Type III 24-hr 100-yr Rainfall=8.55"POST - Mother's Park Printed 2/5/2024Prepared by Stantec Consulting Services, Inc Page 32HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Pond 79P: LG #1 Inflow Outflow Discarded Primary Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)5 4 3 2 1 0 Inflow Area=0.862 ac Peak Elev=28.80' Storage=2,235 cf 3.52 cfs 4.57 cfs 0.30 cfs 4.28 cfs Type III 24-hr 100-yr Rainfall=8.55"POST - Mother's Park Printed 2/5/2024Prepared by Stantec Consulting Services, Inc Page 33HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Link POI 1: PROPOSED Inflow Area = 0.862 ac, 41.90% Impervious, Inflow Depth = 0.84" for 100-yr event Inflow = 4.28 cfs @ 12.20 hrs, Volume= 0.060 af Primary = 4.28 cfs @ 12.20 hrs, Volume= 0.060 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Link POI 1: PROPOSED Inflow Primary Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)4 3 2 1 0 Inflow Area=0.862 ac 4.28 cfs4.28 cfs 36 37 38 3940414243444546474445 47 44 43 42 4144 368 + 50 369+ 0 0 369+ 5 0 370+0 0 370+50 POINT OF INTEREST E2 EXISTING TRIBUTARY AREA 217 SF E1 EXISTING TRIBUTARY AREA 6,767 SF TIME OF CONCENTRATION 35 36 37 38 39 40 41 42 43 43 42 41 40 39 38 37 36 EXISTING AREA (SF) (E1 + E2) PERVIOUS GRASS 842 WOODS 5,925 IMPERVIOUS PAVEMENT 217 TOTAL 6,984 N PLAN SCALE: 1" = 10'0 10 20 SCALE IN FEET GENERAL SHEET NOTES KEY PLAN SHO O T F L YI N G HI L L R O A D 1.AREA FOR PUMP STATION #6 IS OUTSIDE THE 500 YEAR FLOOD ZONE NO SCALE N GRE A T M A R S H R D SHO O T F L YI N G HI L L R D MAIN STCRAIGVILLE BEACH RDS MAIN ST FALMOUTH RD (MA RTE 28 )PHINNEY'S LNSHOOTFLYING HILL RDPUMP STATION 1 EXISTING TRIBUTARY AREA REV.DATE REVISION DESCRIPTION DRAWN CHKD APPRVD FAMDPGVTISSUED FOR NOI APPLICATION 2023-02-050 EDGE OF EXISTING WETLANDS, DELINEATED BY EPSILON ASSOCIATES ON 11-28-2022 BORDERING VEGETATED WETLAND E1 EXIST E2 EXIST POI 1 Wetland Routing Diagram for PRE-POST - Pump 1 Prepared by Stantec Consulting Services, Inc, Printed 1/26/2024 HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 2HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2-Year Type II 24-hr Default 24.00 1 3.32 2 2 10-Year Type II 24-hr Default 24.00 1 4.89 2 3 25-Year Type II 24-hr Default 24.00 1 6.10 2 4 100-Year Type II 24-hr Default 24.00 1 8.55 2 PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 3HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 0.019 39 >75% Grass cover, Good, HSG A (E1) 0.005 98 Paved roads w/curbs & sewers, HSG A (E2) 0.136 30 Woods, Good, HSG A (E1) 0.160 33 TOTAL AREA PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 4HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.160 HSG A E1, E2 0.000 HSG B 0.000 HSG C 0.000 HSG D 0.000 Other 0.160 TOTAL AREA PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 5HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Ground Covers (selected nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchmen Numbers 0.019 0.000 0.000 0.000 0.000 0.019 >75% Grass cover, Good 0.005 0.000 0.000 0.000 0.000 0.005 Paved roads w/curbs & sewers 0.136 0.000 0.000 0.000 0.000 0.136 Woods, Good 0.160 0.000 0.000 0.000 0.000 0.160 TOTAL AREA Type II 24-hr 2-Year Rainfall=3.32"PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 6HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=6,767 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment E1: EXIST Flow Length=97' Tc=8.0 min CN=31 Runoff=0.00 cfs 0.000 af Runoff Area=217 sf 100.00% Impervious Runoff Depth>2.85"Subcatchment E2: EXIST Tc=6.0 min CN=98 Runoff=0.02 cfs 0.001 af Inflow=0.02 cfs 0.001 afLink POI 1: Wetland Primary=0.02 cfs 0.001 af Total Runoff Area = 0.160 ac Runoff Volume = 0.001 af Average Runoff Depth = 0.09" 96.89% Pervious = 0.155 ac 3.11% Impervious = 0.005 ac Type II 24-hr 2-Year Rainfall=3.32"PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 7HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1: EXIST [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Link POI 1 : Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Rainfall=3.32" Area (sf) CN Description 842 39 >75% Grass cover, Good, HSG A 5,925 30 Woods, Good, HSG A 6,767 31 Weighted Average 6,767 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 50 0.0632 0.11 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.32" 0.4 47 0.1860 2.16 Shallow Concentrated Flow, Shallow Woodland Kv= 5.0 fps 8.0 97 Total Subcatchment E1: EXIST Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Type II 24-hr 2-Year Rainfall=3.32" Runoff Area=6,767 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=97' Tc=8.0 min CN=31 0.00 cfs Type II 24-hr 2-Year Rainfall=3.32"PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 8HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E2: EXIST Runoff = 0.02 cfs @ 11.96 hrs, Volume= 0.001 af, Depth> 2.85" Routed to Link POI 1 : Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Rainfall=3.32" Area (sf) CN Description 217 98 Paved roads w/curbs & sewers, HSG A 217 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment E2: EXIST Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)0.025 0.024 0.023 0.022 0.021 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 II 24-hr 2-Year Rainfall=3.32" Runoff Area=217 sf Runoff Volume=0.001 af Runoff Depth>2.85" Tc=6.0 min CN=98 0.02 cfs Type II 24-hr 2-Year Rainfall=3.32"PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 9HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Link POI 1: Wetland Inflow Area = 0.160 ac, 3.11% Impervious, Inflow Depth > 0.09" for 2-Year event Inflow = 0.02 cfs @ 11.96 hrs, Volume= 0.001 af Primary = 0.02 cfs @ 11.96 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link POI 1: Wetland Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)0.025 0.024 0.023 0.022 0.021 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=0.160 ac 0.02 cfs0.02 cfs Type II 24-hr 10-Year Rainfall=4.89"PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 10HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=6,767 sf 0.00% Impervious Runoff Depth>0.00"Subcatchment E1: EXIST Flow Length=97' Tc=8.0 min CN=31 Runoff=0.00 cfs 0.000 af Runoff Area=217 sf 100.00% Impervious Runoff Depth>4.27"Subcatchment E2: EXIST Tc=6.0 min CN=98 Runoff=0.03 cfs 0.002 af Inflow=0.03 cfs 0.002 afLink POI 1: Wetland Primary=0.03 cfs 0.002 af Total Runoff Area = 0.160 ac Runoff Volume = 0.002 af Average Runoff Depth = 0.13" 96.89% Pervious = 0.155 ac 3.11% Impervious = 0.005 ac Type II 24-hr 10-Year Rainfall=4.89"PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 11HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1: EXIST [73] Warning: Peak may fall outside time span Runoff = 0.00 cfs @ 20.00 hrs, Volume= 0.000 af, Depth> 0.00" Routed to Link POI 1 : Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=4.89" Area (sf) CN Description 842 39 >75% Grass cover, Good, HSG A 5,925 30 Woods, Good, HSG A 6,767 31 Weighted Average 6,767 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 50 0.0632 0.11 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.32" 0.4 47 0.1860 2.16 Shallow Concentrated Flow, Shallow Woodland Kv= 5.0 fps 8.0 97 Total Subcatchment E1: EXIST Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 0 0 0 0 0 0 0 Type II 24-hr 10-Year Rainfall=4.89" Runoff Area=6,767 sf Runoff Volume=0.000 af Runoff Depth>0.00" Flow Length=97' Tc=8.0 min CN=31 0.00 cfs Type II 24-hr 10-Year Rainfall=4.89"PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 12HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E2: EXIST Runoff = 0.03 cfs @ 11.96 hrs, Volume= 0.002 af, Depth> 4.27" Routed to Link POI 1 : Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=4.89" Area (sf) CN Description 217 98 Paved roads w/curbs & sewers, HSG A 217 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment E2: EXIST Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type II 24-hr 10-Year Rainfall=4.89" Runoff Area=217 sf Runoff Volume=0.002 af Runoff Depth>4.27" Tc=6.0 min CN=98 0.03 cfs Type II 24-hr 10-Year Rainfall=4.89"PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 13HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Link POI 1: Wetland Inflow Area = 0.160 ac, 3.11% Impervious, Inflow Depth > 0.13" for 10-Year event Inflow = 0.03 cfs @ 11.96 hrs, Volume= 0.002 af Primary = 0.03 cfs @ 11.96 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link POI 1: Wetland Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=0.160 ac 0.03 cfs0.03 cfs Type II 24-hr 25-Year Rainfall=6.10"PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 14HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=6,767 sf 0.00% Impervious Runoff Depth>0.08"Subcatchment E1: EXIST Flow Length=97' Tc=8.0 min CN=31 Runoff=0.00 cfs 0.001 af Runoff Area=217 sf 100.00% Impervious Runoff Depth>5.36"Subcatchment E2: EXIST Tc=6.0 min CN=98 Runoff=0.04 cfs 0.002 af Inflow=0.04 cfs 0.003 afLink POI 1: Wetland Primary=0.04 cfs 0.003 af Total Runoff Area = 0.160 ac Runoff Volume = 0.003 af Average Runoff Depth = 0.24" 96.89% Pervious = 0.155 ac 3.11% Impervious = 0.005 ac Type II 24-hr 25-Year Rainfall=6.10"PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 15HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1: EXIST Runoff = 0.00 cfs @ 15.10 hrs, Volume= 0.001 af, Depth> 0.08" Routed to Link POI 1 : Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 25-Year Rainfall=6.10" Area (sf) CN Description 842 39 >75% Grass cover, Good, HSG A 5,925 30 Woods, Good, HSG A 6,767 31 Weighted Average 6,767 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 50 0.0632 0.11 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.32" 0.4 47 0.1860 2.16 Shallow Concentrated Flow, Shallow Woodland Kv= 5.0 fps 8.0 97 Total Subcatchment E1: EXIST Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0 0 Type II 24-hr 25-Year Rainfall=6.10" Runoff Area=6,767 sf Runoff Volume=0.001 af Runoff Depth>0.08" Flow Length=97' Tc=8.0 min CN=31 0.00 cfs Type II 24-hr 25-Year Rainfall=6.10"PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 16HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E2: EXIST Runoff = 0.04 cfs @ 11.96 hrs, Volume= 0.002 af, Depth> 5.36" Routed to Link POI 1 : Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 25-Year Rainfall=6.10" Area (sf) CN Description 217 98 Paved roads w/curbs & sewers, HSG A 217 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment E2: EXIST Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)0.046 0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type II 24-hr 25-Year Rainfall=6.10" Runoff Area=217 sf Runoff Volume=0.002 af Runoff Depth>5.36" Tc=6.0 min CN=98 0.04 cfs Type II 24-hr 25-Year Rainfall=6.10"PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 17HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Link POI 1: Wetland Inflow Area = 0.160 ac, 3.11% Impervious, Inflow Depth > 0.24" for 25-Year event Inflow = 0.04 cfs @ 11.96 hrs, Volume= 0.003 af Primary = 0.04 cfs @ 11.96 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link POI 1: Wetland Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)0.046 0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=0.160 ac 0.04 cfs0.04 cfs Type II 24-hr 100-Year Rainfall=8.55"PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 18HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=6,767 sf 0.00% Impervious Runoff Depth>0.52"Subcatchment E1: EXIST Flow Length=97' Tc=8.0 min CN=31 Runoff=0.07 cfs 0.007 af Runoff Area=217 sf 100.00% Impervious Runoff Depth>7.55"Subcatchment E2: EXIST Tc=6.0 min CN=98 Runoff=0.06 cfs 0.003 af Inflow=0.11 cfs 0.010 afLink POI 1: Wetland Primary=0.11 cfs 0.010 af Total Runoff Area = 0.160 ac Runoff Volume = 0.010 af Average Runoff Depth = 0.74" 96.89% Pervious = 0.155 ac 3.11% Impervious = 0.005 ac Type II 24-hr 100-Year Rainfall=8.55"PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 19HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1: EXIST Runoff = 0.07 cfs @ 12.05 hrs, Volume= 0.007 af, Depth> 0.52" Routed to Link POI 1 : Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Rainfall=8.55" Area (sf) CN Description 842 39 >75% Grass cover, Good, HSG A 5,925 30 Woods, Good, HSG A 6,767 31 Weighted Average 6,767 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 50 0.0632 0.11 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.32" 0.4 47 0.1860 2.16 Shallow Concentrated Flow, Shallow Woodland Kv= 5.0 fps 8.0 97 Total Subcatchment E1: EXIST Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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 II 24-hr 100-Year Rainfall=8.55" Runoff Area=6,767 sf Runoff Volume=0.007 af Runoff Depth>0.52" Flow Length=97' Tc=8.0 min CN=31 0.07 cfs Type II 24-hr 100-Year Rainfall=8.55"PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 20HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E2: EXIST Runoff = 0.06 cfs @ 11.96 hrs, Volume= 0.003 af, Depth> 7.55" Routed to Link POI 1 : Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Rainfall=8.55" Area (sf) CN Description 217 98 Paved roads w/curbs & sewers, HSG A 217 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment E2: EXIST Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (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 Type II 24-hr 100-Year Rainfall=8.55" Runoff Area=217 sf Runoff Volume=0.003 af Runoff Depth>7.55" Tc=6.0 min CN=98 0.06 cfs Type II 24-hr 100-Year Rainfall=8.55"PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 21HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Link POI 1: Wetland Inflow Area = 0.160 ac, 3.11% Impervious, Inflow Depth > 0.74" for 100-Year event Inflow = 0.11 cfs @ 12.02 hrs, Volume= 0.010 af Primary = 0.11 cfs @ 12.02 hrs, Volume= 0.010 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link POI 1: Wetland Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)0.115 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=0.160 ac 0.11 cfs0.11 cfs D D S S R=15'R=1 5 ' 18'50' 36 37 38 3940414243444546474446 4545 47 4847 44 43 42 41 42 4044 368 +5 0 369+ 0 0 369+ 5 0 370+0 0 370+50 4747 S 2.0% 1.0%0.50%3:13:1 35 36 37 38 39 40 41 42 43 43 42 41 40 39 38 37 36 4344 44PROPOSED AREA (SF) (P1 + P2) PERVIOUS GRASS 3,078 WOODS 2,564 IMPERVIOUS PAVEMENT 1,060 STRUCTURE 282 TOTAL 6,984 N PLAN SCALE: 1" = 10'0 10 20 SCALE IN FEET GENERAL SHEET NOTES KEY PLAN SHOOT F L Y I N G H I L L R O A D 1.AREA FOR PUMP STATION #1 IS OUTSIDE THE 500 YEAR FLOOD ZONE NO SCALE N GRE A T M A R S H R D SHO O T F L YI N G HI L L R D MAIN STCRAIGVILLE BEACH RDS MAIN ST FALMOUTH RD (MA RTE 28 )PHINNEY'S LNSHOOTFLYING HILL RDPUMP STATION 1 PROPOSED TRIBUTARY AREA P1 PROPOSED TRIBUTARY AREA 2,564 SF P2 PROPOSED TRIBUTARY AREA 4,420 SF POINT OF INTEREST F&I PAVED DRIVEWAY (TYP) PROPOSED LIMIT OF CLEARING (TYP) 50' WETLAND SETBACK (TYP) EDGE OF EXISTING WETLANDS, DELINEATED BY EPSILON ASSOCIATES ON 11-28-2022 PUMP STATION #1 PROPOSED 4' WIDE SWALE LONGITUDINAL SLOPE 0.50% SIDE SLOPES 3:1 PROPOSED STORMWATER BASIN TOP ELEVATION 44.0' BOTTOM ELEVATION 42.0' SIDE SLOPES 3:1 PROPOSED 10' WIDE SPILLWAY ELEVATION 43.6' PROPOSED PRECAST CONC ELECTRICAL CABINETS PAD (TYP) PROPOSED ELECTRICAL CABINETS (TYP) F&I BACKUP GENERATOR (TYP) STANCION MOUNTED MANUAL TRANSFER SWITCH, BREAKER AND GENERATOR RECEPTACLE (TYP) VACUUM TRUCK OUTLINE EDGE OF POND ELEVATION 35.5' BORDERING VEGETATED WETLAND REV.DATE REVISION DESCRIPTION DRAWN CHKD APPRVD FAMDPGVTISSUED FOR NOI APPLICATION 2023-02-050 P1 WOODS P2 PROPOSED 1P POND POI 2 Wetland Routing Diagram for PRE-POST - Pump 1 Prepared by Stantec Consulting Services, Inc, Printed 1/26/2024 HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 2HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2-Year Type II 24-hr Default 24.00 1 3.32 2 2 10-Year Type II 24-hr Default 24.00 1 4.89 2 3 25-Year Type II 24-hr Default 24.00 1 6.10 2 4 100-Year Type II 24-hr Default 24.00 1 8.55 2 PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 3HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 0.071 39 >75% Grass cover, Good, HSG A (P2) 0.024 98 Paved parking, HSG A (P2) 0.006 98 Unconnected pavement, HSG A (P2) 0.059 32 Woods/grass comb., Good, HSG A (P1) 0.160 48 TOTAL AREA PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 4HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.160 HSG A P1, P2 0.000 HSG B 0.000 HSG C 0.000 HSG D 0.000 Other 0.160 TOTAL AREA PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 5HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Ground Covers (selected nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.071 0.000 0.000 0.000 0.000 0.071 >75% Grass cover, Good P2 0.024 0.000 0.000 0.000 0.000 0.024 Paved parking P2 0.006 0.000 0.000 0.000 0.000 0.006 Unconnected pavement P2 0.059 0.000 0.000 0.000 0.000 0.059 Woods/grass comb., Good P1 0.160 0.000 0.000 0.000 0.000 0.160 TOTAL AREA Type II 24-hr 2-Year Rainfall=3.32"PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 6HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=2,564 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment P1: WOODS Flow Length=80' Tc=11.0 min CN=32 Runoff=0.00 cfs 0.000 af Runoff Area=4,420 sf 30.36% Impervious Runoff Depth>0.30"Subcatchment P2: PROPOSED Tc=6.0 min CN=57 Runoff=0.04 cfs 0.003 af Peak Elev=42.00' Storage=0 cf Inflow=0.04 cfs 0.003 afPond 1P: POND Discarded=0.04 cfs 0.003 af Primary=0.00 cfs 0.000 af Outflow=0.04 cfs 0.003 af Inflow=0.00 cfs 0.000 afLink POI 2: Wetland Primary=0.00 cfs 0.000 af Total Runoff Area = 0.160 ac Runoff Volume = 0.003 af Average Runoff Depth = 0.19" 80.78% Pervious = 0.130 ac 19.22% Impervious = 0.031 ac Type II 24-hr 2-Year Rainfall=3.32"PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 7HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1: WOODS [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Link POI 2 : Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Rainfall=3.32" Area (sf) CN Description 2,564 32 Woods/grass comb., Good, HSG A 2,564 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.8 50 0.0268 0.08 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.32" 0.2 30 0.2600 2.55 Shallow Concentrated Flow, Shallow Woodland Kv= 5.0 fps 11.0 80 Total Subcatchment P1: WOODS Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Type II 24-hr 2-Year Rainfall=3.32" Runoff Area=2,564 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=80' Tc=11.0 min CN=32 0.00 cfs Type II 24-hr 2-Year Rainfall=3.32"PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 8HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P2: PROPOSED Runoff = 0.04 cfs @ 12.01 hrs, Volume= 0.003 af, Depth> 0.30" Routed to Pond 1P : POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Rainfall=3.32" Area (sf) CN Description 3,078 39 >75% Grass cover, Good, HSG A 1,060 98 Paved parking, HSG A 282 98 Unconnected pavement, HSG A 4,420 57 Weighted Average 3,078 69.64% Pervious Area 1,342 30.36% Impervious Area 282 21.01% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P2: PROPOSED Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type II 24-hr 2-Year Rainfall=3.32" Runoff Area=4,420 sf Runoff Volume=0.003 af Runoff Depth>0.30" Tc=6.0 min CN=57 0.04 cfs Type II 24-hr 2-Year Rainfall=3.32"PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 9HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1P: POND Inflow Area = 0.101 ac, 30.36% Impervious, Inflow Depth > 0.30" for 2-Year event Inflow = 0.04 cfs @ 12.01 hrs, Volume= 0.003 af Outflow = 0.04 cfs @ 12.01 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.0 min Discarded = 0.04 cfs @ 12.01 hrs, Volume= 0.003 af Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Link POI 2 : Wetland Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 42.00' @ 12.01 hrs Surf.Area= 10 sf Storage= 0 cf Plug-Flow detention time= 0.0 min calculated for 0.003 af (100% of inflow) Center-of-Mass det. time= 0.0 min ( 861.1 - 861.1 ) Volume Invert Avail.Storage Storage Description #1 42.00' 232 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 42.00 10 0 0 43.00 102 56 56 44.00 250 176 232 Device Routing Invert Outlet Devices #1 Primary 43.60'10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #2 Discarded 42.00'8.27 cfs Exfiltration at all elevations Discarded OutFlow Max=8.27 cfs @ 12.01 hrs HW=42.00' (Free Discharge) 2=Exfiltration (Exfiltration Controls 8.27 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=42.00' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 2-Year Rainfall=3.32"PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 10HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Pond 1P: POND Inflow Outflow Discarded Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=0.101 ac Peak Elev=42.00' Storage=0 cf 0.04 cfs0.04 cfs0.04 cfs 0.00 cfs Type II 24-hr 2-Year Rainfall=3.32"PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 11HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Link POI 2: Wetland Inflow Area = 0.160 ac, 19.22% Impervious, Inflow Depth = 0.00" for 2-Year event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link POI 2: Wetland Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=0.160 ac 0.00 cfs0.00 cfs Type II 24-hr 10-Year Rainfall=4.89"PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 12HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=2,564 sf 0.00% Impervious Runoff Depth>0.01"Subcatchment P1: WOODS Flow Length=80' Tc=11.0 min CN=32 Runoff=0.00 cfs 0.000 af Runoff Area=4,420 sf 30.36% Impervious Runoff Depth>0.92"Subcatchment P2: PROPOSED Tc=6.0 min CN=57 Runoff=0.17 cfs 0.008 af Peak Elev=42.00' Storage=0 cf Inflow=0.17 cfs 0.008 afPond 1P: POND Discarded=0.17 cfs 0.008 af Primary=0.00 cfs 0.000 af Outflow=0.17 cfs 0.008 af Inflow=0.00 cfs 0.000 afLink POI 2: Wetland Primary=0.00 cfs 0.000 af Total Runoff Area = 0.160 ac Runoff Volume = 0.008 af Average Runoff Depth = 0.59" 80.78% Pervious = 0.130 ac 19.22% Impervious = 0.031 ac Type II 24-hr 10-Year Rainfall=4.89"PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 13HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1: WOODS [73] Warning: Peak may fall outside time span Runoff = 0.00 cfs @ 19.74 hrs, Volume= 0.000 af, Depth> 0.01" Routed to Link POI 2 : Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=4.89" Area (sf) CN Description 2,564 32 Woods/grass comb., Good, HSG A 2,564 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.8 50 0.0268 0.08 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.32" 0.2 30 0.2600 2.55 Shallow Concentrated Flow, Shallow Woodland Kv= 5.0 fps 11.0 80 Total Subcatchment P1: WOODS Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 0 0 0 0 0 0 0 Type II 24-hr 10-Year Rainfall=4.89" Runoff Area=2,564 sf Runoff Volume=0.000 af Runoff Depth>0.01" Flow Length=80' Tc=11.0 min CN=32 0.00 cfs Type II 24-hr 10-Year Rainfall=4.89"PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 14HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P2: PROPOSED Runoff = 0.17 cfs @ 11.99 hrs, Volume= 0.008 af, Depth> 0.92" Routed to Pond 1P : POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=4.89" Area (sf) CN Description 3,078 39 >75% Grass cover, Good, HSG A 1,060 98 Paved parking, HSG A 282 98 Unconnected pavement, HSG A 4,420 57 Weighted Average 3,078 69.64% Pervious Area 1,342 30.36% Impervious Area 282 21.01% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P2: PROPOSED Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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 Type II 24-hr 10-Year Rainfall=4.89" Runoff Area=4,420 sf Runoff Volume=0.008 af Runoff Depth>0.92" Tc=6.0 min CN=57 0.17 cfs Type II 24-hr 10-Year Rainfall=4.89"PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 15HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1P: POND Inflow Area = 0.101 ac, 30.36% Impervious, Inflow Depth > 0.92" for 10-Year event Inflow = 0.17 cfs @ 11.99 hrs, Volume= 0.008 af Outflow = 0.17 cfs @ 11.99 hrs, Volume= 0.008 af, Atten= 0%, Lag= 0.0 min Discarded = 0.17 cfs @ 11.99 hrs, Volume= 0.008 af Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Link POI 2 : Wetland Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 42.00' @ 11.99 hrs Surf.Area= 10 sf Storage= 0 cf Plug-Flow detention time= 0.0 min calculated for 0.008 af (100% of inflow) Center-of-Mass det. time= 0.0 min ( 826.6 - 826.6 ) Volume Invert Avail.Storage Storage Description #1 42.00' 232 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 42.00 10 0 0 43.00 102 56 56 44.00 250 176 232 Device Routing Invert Outlet Devices #1 Primary 43.60'10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #2 Discarded 42.00'8.27 cfs Exfiltration at all elevations Discarded OutFlow Max=8.27 cfs @ 11.99 hrs HW=42.00' (Free Discharge) 2=Exfiltration (Exfiltration Controls 8.27 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=42.00' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 10-Year Rainfall=4.89"PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 16HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Pond 1P: POND Inflow Outflow Discarded Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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=0.101 ac Peak Elev=42.00' Storage=0 cf 0.17 cfs0.17 cfs0.17 cfs 0.00 cfs Type II 24-hr 10-Year Rainfall=4.89"PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 17HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Link POI 2: Wetland Inflow Area = 0.160 ac, 19.22% Impervious, Inflow Depth > 0.00" for 10-Year event Inflow = 0.00 cfs @ 19.74 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 19.74 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link POI 2: Wetland Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 0 0 0 0 0 0 0 Inflow Area=0.160 ac 0.00 cfs0.00 cfs Type II 24-hr 25-Year Rainfall=6.10"PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 18HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=2,564 sf 0.00% Impervious Runoff Depth>0.10"Subcatchment P1: WOODS Flow Length=80' Tc=11.0 min CN=32 Runoff=0.00 cfs 0.001 af Runoff Area=4,420 sf 30.36% Impervious Runoff Depth>1.56"Subcatchment P2: PROPOSED Tc=6.0 min CN=57 Runoff=0.30 cfs 0.013 af Peak Elev=42.00' Storage=0 cf Inflow=0.30 cfs 0.013 afPond 1P: POND Discarded=0.30 cfs 0.013 af Primary=0.00 cfs 0.000 af Outflow=0.30 cfs 0.013 af Inflow=0.00 cfs 0.001 afLink POI 2: Wetland Primary=0.00 cfs 0.001 af Total Runoff Area = 0.160 ac Runoff Volume = 0.014 af Average Runoff Depth = 1.02" 80.78% Pervious = 0.130 ac 19.22% Impervious = 0.031 ac Type II 24-hr 25-Year Rainfall=6.10"PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 19HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1: WOODS Runoff = 0.00 cfs @ 13.49 hrs, Volume= 0.001 af, Depth> 0.10" Routed to Link POI 2 : Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 25-Year Rainfall=6.10" Area (sf) CN Description 2,564 32 Woods/grass comb., Good, HSG A 2,564 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.8 50 0.0268 0.08 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.32" 0.2 30 0.2600 2.55 Shallow Concentrated Flow, Shallow Woodland Kv= 5.0 fps 11.0 80 Total Subcatchment P1: WOODS Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 Type II 24-hr 25-Year Rainfall=6.10" Runoff Area=2,564 sf Runoff Volume=0.001 af Runoff Depth>0.10" Flow Length=80' Tc=11.0 min CN=32 0.00 cfs Type II 24-hr 25-Year Rainfall=6.10"PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 20HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P2: PROPOSED Runoff = 0.30 cfs @ 11.98 hrs, Volume= 0.013 af, Depth> 1.56" Routed to Pond 1P : POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 25-Year Rainfall=6.10" Area (sf) CN Description 3,078 39 >75% Grass cover, Good, HSG A 1,060 98 Paved parking, HSG A 282 98 Unconnected pavement, HSG A 4,420 57 Weighted Average 3,078 69.64% Pervious Area 1,342 30.36% Impervious Area 282 21.01% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P2: PROPOSED Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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 II 24-hr 25-Year Rainfall=6.10" Runoff Area=4,420 sf Runoff Volume=0.013 af Runoff Depth>1.56" Tc=6.0 min CN=57 0.30 cfs Type II 24-hr 25-Year Rainfall=6.10"PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 21HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1P: POND Inflow Area = 0.101 ac, 30.36% Impervious, Inflow Depth > 1.56" for 25-Year event Inflow = 0.30 cfs @ 11.98 hrs, Volume= 0.013 af Outflow = 0.30 cfs @ 11.98 hrs, Volume= 0.013 af, Atten= 0%, Lag= 0.0 min Discarded = 0.30 cfs @ 11.98 hrs, Volume= 0.013 af Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Link POI 2 : Wetland Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 42.00' @ 11.98 hrs Surf.Area= 10 sf Storage= 0 cf Plug-Flow detention time= 0.0 min calculated for 0.013 af (100% of inflow) Center-of-Mass det. time= 0.0 min ( 814.2 - 814.2 ) Volume Invert Avail.Storage Storage Description #1 42.00' 232 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 42.00 10 0 0 43.00 102 56 56 44.00 250 176 232 Device Routing Invert Outlet Devices #1 Primary 43.60'10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #2 Discarded 42.00'8.27 cfs Exfiltration at all elevations Discarded OutFlow Max=8.27 cfs @ 11.98 hrs HW=42.00' (Free Discharge) 2=Exfiltration (Exfiltration Controls 8.27 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=42.00' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 25-Year Rainfall=6.10"PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 22HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Pond 1P: POND Inflow Outflow Discarded Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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=0.101 ac Peak Elev=42.00' Storage=0 cf 0.30 cfs0.30 cfs0.30 cfs 0.00 cfs Type II 24-hr 25-Year Rainfall=6.10"PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 23HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Link POI 2: Wetland Inflow Area = 0.160 ac, 19.22% Impervious, Inflow Depth > 0.04" for 25-Year event Inflow = 0.00 cfs @ 13.49 hrs, Volume= 0.001 af Primary = 0.00 cfs @ 13.49 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link POI 2: Wetland Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 Inflow Area=0.160 ac 0.00 cfs0.00 cfs Type II 24-hr 100-Year Rainfall=8.55"PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 24HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=2,564 sf 0.00% Impervious Runoff Depth>0.60"Subcatchment P1: WOODS Flow Length=80' Tc=11.0 min CN=32 Runoff=0.03 cfs 0.003 af Runoff Area=4,420 sf 30.36% Impervious Runoff Depth>3.10"Subcatchment P2: PROPOSED Tc=6.0 min CN=57 Runoff=0.60 cfs 0.026 af Peak Elev=42.00' Storage=0 cf Inflow=0.60 cfs 0.026 afPond 1P: POND Discarded=0.60 cfs 0.026 af Primary=0.00 cfs 0.000 af Outflow=0.60 cfs 0.026 af Inflow=0.03 cfs 0.003 afLink POI 2: Wetland Primary=0.03 cfs 0.003 af Total Runoff Area = 0.160 ac Runoff Volume = 0.029 af Average Runoff Depth = 2.18" 80.78% Pervious = 0.130 ac 19.22% Impervious = 0.031 ac Type II 24-hr 100-Year Rainfall=8.55"PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 25HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1: WOODS Runoff = 0.03 cfs @ 12.09 hrs, Volume= 0.003 af, Depth> 0.60" Routed to Link POI 2 : Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Rainfall=8.55" Area (sf) CN Description 2,564 32 Woods/grass comb., Good, HSG A 2,564 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.8 50 0.0268 0.08 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.32" 0.2 30 0.2600 2.55 Shallow Concentrated Flow, Shallow Woodland Kv= 5.0 fps 11.0 80 Total Subcatchment P1: WOODS Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type II 24-hr 100-Year Rainfall=8.55" Runoff Area=2,564 sf Runoff Volume=0.003 af Runoff Depth>0.60" Flow Length=80' Tc=11.0 min CN=32 0.03 cfs Type II 24-hr 100-Year Rainfall=8.55"PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 26HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P2: PROPOSED Runoff = 0.60 cfs @ 11.98 hrs, Volume= 0.026 af, Depth> 3.10" Routed to Pond 1P : POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Rainfall=8.55" Area (sf) CN Description 3,078 39 >75% Grass cover, Good, HSG A 1,060 98 Paved parking, HSG A 282 98 Unconnected pavement, HSG A 4,420 57 Weighted Average 3,078 69.64% Pervious Area 1,342 30.36% Impervious Area 282 21.01% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P2: PROPOSED Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 100-Year Rainfall=8.55" Runoff Area=4,420 sf Runoff Volume=0.026 af Runoff Depth>3.10" Tc=6.0 min CN=57 0.60 cfs Type II 24-hr 100-Year Rainfall=8.55"PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 27HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1P: POND Inflow Area = 0.101 ac, 30.36% Impervious, Inflow Depth > 3.10" for 100-Year event Inflow = 0.60 cfs @ 11.98 hrs, Volume= 0.026 af Outflow = 0.60 cfs @ 11.98 hrs, Volume= 0.026 af, Atten= 0%, Lag= 0.0 min Discarded = 0.60 cfs @ 11.98 hrs, Volume= 0.026 af Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Link POI 2 : Wetland Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 42.00' @ 11.98 hrs Surf.Area= 10 sf Storage= 0 cf Plug-Flow detention time= 0.0 min calculated for 0.026 af (100% of inflow) Center-of-Mass det. time= 0.0 min ( 799.5 - 799.5 ) Volume Invert Avail.Storage Storage Description #1 42.00' 232 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 42.00 10 0 0 43.00 102 56 56 44.00 250 176 232 Device Routing Invert Outlet Devices #1 Primary 43.60'10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #2 Discarded 42.00'8.27 cfs Exfiltration at all elevations Discarded OutFlow Max=8.27 cfs @ 11.98 hrs HW=42.00' (Free Discharge) 2=Exfiltration (Exfiltration Controls 8.27 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=42.00' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 100-Year Rainfall=8.55"PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 28HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Pond 1P: POND Inflow Outflow Discarded Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)0.65 0.6 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=0.101 ac Peak Elev=42.00' Storage=0 cf 0.60 cfs0.60 cfs0.60 cfs 0.00 cfs Type II 24-hr 100-Year Rainfall=8.55"PRE-POST - Pump 1 Printed 1/26/2024Prepared by Stantec Consulting Services, Inc Page 29HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Link POI 2: Wetland Inflow Area = 0.160 ac, 19.22% Impervious, Inflow Depth > 0.22" for 100-Year event Inflow = 0.03 cfs @ 12.09 hrs, Volume= 0.003 af Primary = 0.03 cfs @ 12.09 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link POI 2: Wetland Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=0.160 ac 0.03 cfs0.03 cfs APPENDIX D CENTER VILLAGE PHASE 1 PART A-SEWER EXPANSION PROJECT TSS REMOVAL WORKSHEETS V INSTRUCTIONS:Version 1, Automated: Mar. 4, 20081.In BMP Column, click on Blue Cell to Activate Drop Down Menu2.Select BMP from Drop Down Menu3.After BMP is selected, TSS Removal and other Columns are automatically completed. Location: B C D E FTSS Removal Starting TSS Amount RemainingBMP1Rate1Load*Removed (C*D)Load (D-E) Deep Sump and Hooded Catch Basin 0.25 1.00 0.25 0.75 Deep Sump Drain Manhole 0.25 0.75 0.19 0.56 Subsurface Infiltration Structure 0.80 0.56 0.45 0.11 0.00 0.11 0.00 0.11 0.00 0.11 0.00 0.11 Total TSS Removal =89% Separate Form Needs to be Completed for Each Outlet or BMP Train Project:MAIN STREET INTERSECTION IMPROVEMENTS Prepared By:STANTEC *Equals remaining load from previous BMP (E)Date:2/2/2024 which enters the BMPTSS Removal Calculation WorksheetMothers Park Non-automated TSS Calculation Sheetmust be used if Proprietary BMP Proposed1.From MassDEP Stormwater Handbook Vol. 1 Mass. Dept. of Environmental Protection V INSTRUCTIONS:Version 1, Automated: Mar. 4, 20081. In BMP Column, click on Blue Cell to Activate Drop Down Menu2. Select BMP from Drop Down Menu3. After BMP is selected, TSS Removal and other Columns are automatically completed. Location: B C D E FTSS Removal Starting TSS Amount RemainingBMP1Rate1Load*Removed (C*D)Load (D-E) Grass Channel 0.50 1.00 0.50 0.50 Infiltration Basin 0.80 0.50 0.40 0.10 0.00 0.10 0.00 0.10 0.00 0.10 0.00 0.10 0.00 0.10 0.00 0.10 Total TSS Removal =90% Separate Form Needs to be Completed for Each Outlet or BMP Train Project:MAIN STREET INTERSECTION IMPROVEMENTS Prepared By:STANTEC *Equals remaining load from previous BMP (E)Date:1/26/2024 which enters the BMPTSS Removal Calculation WorksheetPump Station No.1 Non-automated TSS Calculation Sheetmust be used if Proprietary BMP Proposed1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept. of Environmental Protection APPENDIX E CENTER VILLAGE PHASE 1 PART A-SEWER EXPANSION PROJECT RECHARGE/WATER QUALITY/DRAWNDOWN CALCULATIONS Calc. By: VT Date: 1/26/24 Chk. By: DPG Date: 1/26/24 Recharge Volume Calculations Tributary Area(s) AIMP (acres) HSG F (inches) Rv1 (ft3) Rv1 Total (ft3) Point of Interest (POI) BMP Provided Volume (ft3) 0.16 acres 0.026 A 0.60 57 57 Pump Station NO.1 Infiltration Basin 232 RV = (F / 12 inches/foot) * (AIMP * 43,560 square feet/acre) Where: F = Target Depth Factor associated with each Hydrologic Soil Group (in inches) AIMP = Impervious Area, increase (in acres) NRCS HYDROLOGIC SOIL TYPE APPROX. SOIL TEXTURE TARGET DEPTH FACTOR (F) A sand 0.6-inch B loam 0.35-inch C silty loam 0.25-inch D clay 0.1-inch Notes: 1. Refer to Massachusetts Stormwater Handbook Volume 3, Chapter 1, page 5 dated February 2008. 2. Provided recharge volume from infiltration basin Calc. By: VT Date: 1/26/24 Chk. By: DPG Date: 1/26/24 Water Quality Volume Calculations POI Tributary Area(s) BMP AIMP (acres) DWQ (inches) Required VWQ1 (ft3) Provided Volume2 (ft3) Pump Station No.1 0.16 Acres Infiltration Basin 0.026 0.5 47 232 VWQ = (DWQ / 12 inches/foot) * (AIMP * 43,560 square feet/acre) Where: VWQ = Required Water Quality Volume (in cubic feet) DWQ = Water Quality Depth (in inches) DWQ = 1 inch for discharges within a Zone II or Interim Wellhead Protection Area to or near another critical area, runoff from a LUHPPL, or exfiltration to soils with infiltration rate greater than 2.4 inches/hour. DWQ = ½ inch for discharges near or to other areas AIMP = Impervious Area, increase (in acres) Notes: 1. Refer to Massachusetts Stormwater Handbook Volume 3, Chapter 1, page 32 dated February 2008. 2. Provided water quality volume from infiltration basin. Calc. By: VT Date: 1/26/24 Chk. By: DPG Date: 1/26/24 Drawdown Calculations Drawdown Time Time drawdown = RV (K)(Bottom Area) Where: Time drawdown = time it takes the basin to drain completely (hours) RV = storage volume (cubic feet) K = saturated hydraulic conductivity (feet/hour) Bottom Area = bottom area of recharge structure (square feet) BMP RV (cf) K (in/hr) Bottom Area (sf) Drawdown Time (hr) Infiltration Basin 232 8.27 102 0.28 Notes: 1. Refer to Massachusetts Stormwater Handbook Volume 3, Chapter 1, page 25 dated February 2008. Attachment G Abutter Information NOTICE OF INTENT ABUTTER NOTIFICATION LETTER DATE: February 6, 2024 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: Barnstable Department of Public Works PROJECT ADDRESS OR LOCATION: 567 Shootflying Hill Road and 20 Phinney’s Lane ASSESSOR’S MAP & PARCEL: MAP 193 PARCEL 27 MAP 209 PARCEL 47 PROJECT DESCRIPTION: Centerville Village Sewer Expansion – North Phase The Project consists of three main components: 1) the installation of gravity and force sewer mains beneath public roadways, 2) the construction of three sewer pump stations, and 3) roadway intersection improvements. Sewer main installation will take place beneath approximately 2.7 miles of public roadways including Main Street, Old Stage Road, Shootflying Hill Road and Phinney’s Lane in Centervile. The Barnstable Conservation Commission will hold a public hearing to review those components of the project that are subject to their jurisdiction under the Massachusetts Wetland Protection Act and Barnstable Wetland Protection Bylaw. APPLICANT’S AGENT: Epsilon Associates, Inc 3 Mill and Main Place, Suite 250 Maynard, MA 01754 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: 2 / 20 / 24 TIME: 6:30 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) 2,100.00 Conservation Notice of Intent (NOI) Abutter Map for Subject Parcel 209047 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. 88 Town of Barnstable GIS Unit 175 12/7/2023 gis@town.barnstable.ma.us Printed on: 0 ft.175 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 Parcel 209047 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 208101 PERRY, ROBERT BRUCE P O BOX 430 EAST GRANBY 06026CT 208102 ALLEN, WILLIAM H IV & CORLEY, JACQUELINE 251 MAIN STREET CENTERVILLE 02632MA 209002 DAVIS, STEPHEN JAMES 197 MAIN ST CENTERVILLE 02632MA 209031 BODUCH, THOMAS L & KAREN J 43 LONG POND CIRCLE CENTERVILLE 02632MA 209042 CASEY, ROBERT L & SEAN C TRS CASEY REALTY TRUST 9507 E 4TH AVE DENVER 80230CO 209043 NEFF, JOAN A TR JOAN A NEFF REV TR 3300 BINNACLE DRIVE #103 NAPLES 34103FL 209047 BARNSTABLE, TOWN OF (REC)367 MAIN STREET HYANNIS 02601MA 209048 WALSH, JAMES F 11 PHINNEY'S LANE CENTERVILLE 02632MA 209049 MINK, CLIFFORD & LOIS & JONATHAN TRS CLIFFORD AND LOIS MINK REV TR 260 CAGNEY LANE #210 NEWPORT BEACH 92663CA 209050 MARIANO, THERESA TR 4EVERDOBERMANS TRUST 43 PHINNEYS LANE CENTERVILLE 02632MA 209092 COHEN, RICHARD J & SHELLY S TRS COHEN REVOCABLE TRUST 25 LONG POND CIRCLE CENTERVILLE 02632MA 209093 MACBRIDE, BARBARA F & ARTHUR J III TRS BARBARA F MACBRIDE REV TRUST 15 LONG POND CIRCLE CENTERVILLE 02632MA 209110 EDWARDS, MARK TR BONITA MARIE LESLIE TRUST 226 MAIN STREET CENTERVILLE 02632MA 12/7/2023 6:00 PMReport Generated On:Page 1 of 1 13Total 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. 1,800.00 Conservation Notice of Intent (NOI) Abutter Map for Subject Parcel 193027 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. 75 Town of Barnstable GIS Unit 150 12/7/2023 gis@town.barnstable.ma.us Printed on: 0 ft.150 Subject Parcel Abutters 100 ft. Buffer ft. 1 inch = approx. Parcels Town Boundary Railroad Tracks Buildings Approx. Building Buildings Painted Lines Parking Lots Paved Unpaved Driveways Paved Unpaved Roads Paved Road Unpaved Road Bridge Paved Median Streams Marsh Water Bodies Conservation Notice of Intent (NOI) Abutter List for Subject Parcel 193027 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 193017 HODNIK, CHRISTOPHER & CROSBY, SANDRA L 167 WICKS LANE MALVERNE 11565NY 193018 DASILVA, MARCOS 65 CAMDEN LANE MASHPEE 02649MA 193021 OBRIEN, JOHN F & MARGARET 577 SHOOTFLYING HILL RD CENTERVILLE 02632MA 193023 COURSEY-CALLAHAN, DEBORAH J PO BOX 572 CENTERVILLE 02632MA 193024 SMITH, JAMES K & LARGAY, JOHN A JR TRS HIGH VIEW HILLS REALTY TRUST C/O IYANOUGH HILLS REALTY ROUTE 132 HYANNIS 02601MA 193025 TLAPA, GUY M & ALLISON A TRS TLAPA 2023 TRUST 36 ALBEMARLE ROAD NORWOOD 02062MA 193027 BARNSTABLE, TOWN OF (MUN)367 MAIN STREET HYANNIS 02601MA 193031 VELLONE, JOHN A JR & JUDITH TRS JOHN VELLONE JR REV TR & JUDITH VELLONE TR 552 SHOOTFLYING HILL ROAD CENTERVILLE 02632MA 193032 HARRINGTON, JAMES C & CYNTHIA L, TRS THE CLH REVOCABLE LIVING TRUST 196 DOW ROAD HOLLIS 03049NH 193033 WILLIAMS, BETTY L 27 HAVILAND WAY CENTERVILLE 02632MA 193034 WEST, LUCY W & WEST, LUCY W TR MARITAL TRUST - THOMAS W WHELTON 2000 TR 582 SHOOTFLYING HILL ROAD CENTERVILLE 02632MA 193057 PERRY, MARCEL R & PEARL L HILLSIDE DR CENTERVILLE 02632MA 193235 STRYZHKO, ANDREI 88 HELMSMAN DRIVE CENTERVILLE 02632MA 12/7/2023 6:03 PMReport Generated On:Page 1 of 1 13Total 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. Attachment H Wetland Fee Transmittal Form 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: 20 Phinney's Lane and 567 Shootflying Hill Road a. Street Address Town of Barnstable b. City/Town c.Check number d.Fee amount 2.Applicant Mailing Address: a. First Name b. Last Name 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 griffin.beaudoin@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. Exempt (Municipal Project) 367 Main Street, Town Hall Hyannis MA 02601 (508) 862-4610 Barnstable 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: $ 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: $0.00 (Fee Exempt) 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.)