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HomeMy WebLinkAboutNOI 6.18.2025 June 17, 2025 Job No. 24-0162-01 Mass. Division of Marine Fisheries Southeast Marine Fisheries Station Attn: Environmental Reviewer 836 South Rodney French Blvd. New Bedford, MA 02744 Sent via email: DMF.EnvReview-South@state.ma.us Re: Notice of Intent Packet Landing Marina Resiliency Improvements Town of Yarmouth Packet Landing Marina 6 Pleasant Street & 1377 Route 28 Yarmouth, MA 02664 Map/Parcel: 61-77.1 & 61-78.1 Dear Sir/Madam: Attached please find a copy of the Notice of Intent our office have filed with the Town of Yarmouth Conservation Commission for the above referenced project. If you have any questions or require additional information, you can reach me at 508-495-6227 or by email at bhoffnagle@woodsholegroup.com. Thank you. Sincerely, Brittany Hoffnagle Environmental Scientist & Project Manager BH/bgb Enclosures: as stated cc: David Condon, Director of Natural Resources Brittany DiRienzo, Conservation Administrator Packet Landing Marina Resilience Improvements for the Town of Yarmouth June 2025 PREPARED FOR: Town of Yarmouth Conservation Commission 1146 Route 28 West Yarmouth, MA 02664 PREPARED BY: Woods Hole Group, Inc. A CLS Company 107 Waterhouse Rd Bourne, MA 02532 USA 107 Waterhouse Road Bourne, MA 02532 Phone: 508-540-8080 Fax: 508-540-1001 e-mail: WHGroup@whgrp.com www.whgrp.com Notice of Intent Contents: Section A – Notice of Intent Application • WPA Form 3 • Addendum A • Town of Yarmouth NOI Administrative Checklist Section B – Project Narrative Section C – Compliance with Performance Standards Section D – Stormwater Engineering Reports & Plans, by Tighe & Bond • Stormwater Report & Checklist, dated May 2025 Section E – Accompanying Documents • Town of Yarmouth Site Access Authorization Form • Town of Yarmouth 21-Day Waiver • Consent to File and Perform Work, 12 Pleasant Street – pending signature • Town of Yarmouth Waterways/Shellfish Committee Submittal Letter • Mass. Division of Marine Fisheries Submittal Letter & Proof of Submission Section F – Current and Historical Permits • DPW License No. 3741, dated 05/16/1955 • DEQE License No. 75, dated 01/23/1976 • DEQE License No. 938, dated 12/15/1982 • MassDEP Waterways License No. 1384, dated 02/28/1986 Section G – Abutter Notifications • Affidavit of Service • Certified Abutters List • Abutter Notification Letter & Proof of Mailings Section H – Project Maps & Plans • USGS Map, Identifying Locus • Packet Landing Parcel ID Map, Identifying Locus • Plans entitled “Packet Landing Marina Resilience Improvements, Town of Yarmouth, MA” by Tighe & Bond, Sheets 1-19, dated 06/13/2025 Section A Notice of Intent Application wpaform3.doc • rev. 12/4/2023 Page 1 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number 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): 6 Pleasant St & 1377 Route 28 a. Street Address Yarmouth b. City/Town 02664 c. Zip Code Latitude and Longitude: 41.665826 d. Latitude -70.183152 e. Longitude 61-77.1 & 61-78.1 f. Assessors Map/Plat Number g. Parcel /Lot Number 2. Applicant: David a. First Name Condon b. Last Name Town of Yarmouth, Division of Natural Resources c. Organization 424 Route 28 d. Street Address West Yarmouth e. City/Town MA f. State 02673 g. Zip Code 508-760-4800 h. Phone Number i. Fax Number dcondon@yarmouth.ma.us j. Email Address 3. Property owner (required if different from applicant): Check if more than one owner Town of Yarmouth a. First Name b. Last Name c. Organization 1146 Route 28 d. Street Address South Yarmouth e. City/Town MA f. State 02664 g. Zip Code 508-760-4800 h. Phone Number i. Fax Number dcondon@yarmouth.ma.us j. Email address 4. Representative (if any): Brittany a. First Name Hoffnagle b. Last Name Woods Hole Group, Inc. c. Company 107 Waterhouse Road d. Street Address Bourne e. City/Town MA ` f. State 02352 g. Zip Code 508-495-6227 h. Phone Number i. Fax Number bhoffnagle@woodsholegroup.com j. Email address 5. Total WPA Fee Paid (from NOI Wetland Fee Transmittal Form): N/A a. Total Fee Paid N/A b. State Fee Paid N/A c. City/Town Fee Paid wpaform3.doc • rev. 12/4/2023 Page 2 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number City/Town A. General Information (continued) 6. General Project Description: Marina resilience improvements including elevation of timber wharf and paved parking lot. 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) Book 0493, Page 0297 & Book 15237, Page 0349 c. Book d. Page Number B. Buffer Zone & Resource Area Impacts (temporary & permanent) 1. Buffer Zone Only – Check if the project is located only in the Buffer Zone of a Bordering Vegetated Wetland, Inland Bank, or Coastal Resource Area. 2. Inland Resource Areas (see 310 CMR 10.54-10.58; if not applicable, go to Section B.3, Coastal Resource Areas). Check all that apply below. Attach narrative and any supporting documentation describing how the project will meet all performance standards for each of the resource areas altered, including standards requiring consideration of alternative project design or location. wpaform3.doc • rev. 12/4/2023 Page 3 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number City/Town B. Buffer Zone & Resource Area Impacts (temporary & permanent) (cont’d) For all projects affecting other Resource Areas, please attach a narrative explaining how the resource area was delineated. Resource Area Size of Proposed Alteration Proposed Replacement (if any) a. Bank 1. linear feet 2. linear feet b. Bordering Vegetated Wetland 1. square feet 2. square feet c. Land Under Waterbodies and Waterways 1. square feet 2. square feet 3. cubic yards dredged Resource Area Size of Proposed Alteration Proposed Replacement (if any) d. Bordering Land Subject to Flooding 1. square feet 2. square feet 3. cubic feet of flood storage lost 4. cubic feet replaced e. Isolated Land Subject to Flooding 1. square feet 2. cubic feet of flood storage lost 3. cubic feet replaced f. Riverfront Area Bass River 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: 16,299 square feet 4. Proposed alteration of the Riverfront Area: 1,039sf (Temp), 16,299sf (Perm) a. total square feet b. square feet within 100 ft. c. square feet between 100 ft. and 200 ft. 5. Has an alternatives analysis been done and is it attached to this NOI? Yes No 6. Was the lot where the activity is proposed created prior to August 1, 1996? Yes No 3. Coastal Resource Areas: (See 310 CMR 10.25-10.35) Note: for coastal riverfront areas, please complete Section B.2.f. above. wpaform3.doc • rev. 12/4/2023 Page 4 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number 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 708sf (Temp), 1sf (Perm) 1. square feet 2. cubic yards dredged c. Barrier Beach Indicate size under Coastal Beaches and/or Coastal Dunes below d. Coastal Beaches 0 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 165 (Perm) 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 16,299 (Perm) 1. square feet 4. Restoration/Enhancement If the project is for the purpose of restoring or enhancing a wetland resource area in addition to the square footage that has been entered in Section B.2.b or B.3.h above, please enter the additional amount here. a. square feet of BVW b. square feet of Salt Marsh 5. Project Involves Stream Crossings a. number of new stream crossings b. number of replacement stream crossings wpaform3.doc • rev. 12/4/2023 Page 5 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number City/Town C. Other Applicable Standards and Requirements This is a proposal for an Ecological Restoration Limited Project. Skip Section C and complete Appendix A: Ecological Restoration Limited Project Checklists – Required Actions (310 CMR 10.11). Streamlined Massachusetts Endangered Species Act/Wetlands Protection Act Review 1. Is any portion of the proposed project located in Estimated Habitat of Rare Wildlife as indicated on the most recent Estimated Habitat Map of State-Listed Rare Wetland Wildlife published by the Natural Heritage and Endangered Species Program (NHESP)? To view habitat maps, see the Massachusetts Natural Heritage Atlas or go to http://maps.massgis.state.ma.us/PRI_EST_HAB/viewer.htm. a. Yes No If yes, include proof of mailing or hand delivery of NOI to: Natural Heritage and Endangered Species Program Division of Fisheries and Wildlife 1 Rabbit Hill Road Westborough, MA 01581 Phone: (508) 389-6360 b. Date of map If yes, the project is also subject to Massachusetts Endangered Species Act (MESA) review (321 CMR 10.18). To qualify for a streamlined, 30-day, MESA/Wetlands Protection Act review, please complete Section C.1.c, and include requested materials with this Notice of Intent (NOI); OR complete Section C.2.f, if applicable. If MESA supplemental information is not included with the NOI, by completing Section 1 of this form, the NHESP will require a separate MESA filing which may take up to 90 days to review (unless noted exceptions in Section 2 apply, see below). c. Submit Supplemental Information for Endangered Species Review 1. Percentage/acreage of property to be altered: (a) within wetland Resource Area percentage/acreage (b) outside Resource Area percentage/acreage 2. Assessor’s Map or right-of-way plan of site 2. Project plans for entire project site, including wetland resource areas and areas outside of wetlands jurisdiction, showing existing and proposed conditions, existing and proposed tree/vegetation clearing line, and clearly demarcated limits of work  (a) Project description (including description of impacts outside of wetland resource area & buffer zone) (b) Photographs representative of the site  Some projects not in Estimated Habitat may be located in Priority Habitat, and require NHESP review (see https://www.mass.gov/ma- endangered-species-act-mesa-regulatory-review). Priority Habitat includes habitat for state-listed plants and strictly upland species not protected by the Wetlands Protection Act.  MESA projects may not be segmented (321 CMR 10.16). The applicant must disclose full development plans even if such plans are not required as part of the Notice of Intent process. wpaform3.doc • rev. 12/4/2023 Page 6 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number City/Town C. Other Applicable Standards and Requirements (cont’d) (c) MESA filing fee (fee information available at https://www.mass.gov/how-to/how-to-file-for- a-mesa-project-review). Make check payable to “Commonwealth of Massachusetts - NHESP” and mail to NHESP at above address Projects altering 10 or more acres of land, also submit: (d) Vegetation cover type map of site (e) Project plans showing Priority & Estimated Habitat boundaries (f) OR Check One of the Following 1. Project is exempt from MESA review. Attach applicant letter indicating which MESA exemption applies. (See 321 CMR 10.14, https://www.mass.gov/service-details/exemptions-from-review-for-projectsactivities-in- priority-habitat; the NOI must still be sent to NHESP if the project is within estimated habitat pursuant to 310 CMR 10.37 and 10.59.) 2. Separate MESA review ongoing. a. NHESP Tracking # b. Date submitted to NHESP 3. Separate MESA review completed. Include copy of NHESP “no Take” determination or valid Conservation & Management Permit with approved plan. 3. For coastal projects only, is any portion of the proposed project located below the mean high water line or in a fish run? a. Not applicable – project is in inland resource area only b. Yes No If yes, include proof of mailing, hand delivery, or electronic delivery of NOI to either: South Shore - Bourne to Rhode Island border, and the Cape & Islands: Division of Marine Fisheries - Southeast Marine Fisheries Station Attn: Environmental Reviewer 836 South Rodney French Blvd. New Bedford, MA 02744 Email: dmf.envreview-south@mass.gov North Shore - Plymouth to New Hampshire border: Division of Marine Fisheries - North Shore Office Attn: Environmental Reviewer 30 Emerson Avenue Gloucester, MA 01930 Email: dmf.envreview-north@mass.gov Also if yes, the project may require a Chapter 91 license. For coastal towns in the Northeast Region, please contact MassDEP’s Boston Office. For coastal towns in the Southeast Region, please contact MassDEP’s Southeast Regional Office. c. Is this an aquaculture project? d. Yes No If yes, include a copy of the Division of Marine Fisheries Certification Letter (M.G.L. c. 130, § 57). wpaform3.doc • rev. 12/4/2023 Page 7 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number City/Town C. Other Applicable Standards and Requirements (cont’d) Online Users: Include your document transaction number (provided on your receipt page) with all supplementary information you submit to the Department. 4. Is any portion of the proposed project within an Area of Critical Environmental Concern (ACEC)? a. Yes No If yes, provide name of ACEC (see instructions to WPA Form 3 or MassDEP Website for ACEC locations). Note: electronic filers click on Website. b. ACEC 5. Is any portion of the proposed project within an area designated as an Outstanding Resource Water (ORW) as designated in the Massachusetts Surface Water Quality Standards, 314 CMR 4.00? a. Yes No 6. Is any portion of the site subject to a Wetlands Restriction Order under the Inland Wetlands Restriction Act (M.G.L. c. 131, § 40A) or the Coastal Wetlands Restriction Act (M.G.L. c. 130, § 105)? a. Yes No 7. Is this project subject to provisions of the MassDEP Stormwater Management Standards? a. Yes. Attach a copy of the Stormwater Report as required by the Stormwater Management Standards per 310 CMR 10.05(6)(k)-(q) and check if: 1. Applying for Low Impact Development (LID) site design credits (as described in Stormwater Management Handbook Vol. 2, Chapter 3) 2. A portion of the site constitutes redevelopment 3. Proprietary BMPs are included in the Stormwater Management System. b. No. Check why the project is exempt: 1. Single-family house 2. Emergency road repair 3. Small Residential Subdivision (less than or equal to 4 single-family houses or less than or equal to 4 units in multi-family housing project) with no discharge to Critical Areas. D. Additional Information This is a proposal for an Ecological Restoration Limited Project. Skip Section D and complete Appendix A: Ecological Restoration Notice of Intent – Minimum Required Documents (310 CMR 10.12). Applicants must include the following with this Notice of Intent (NOI). See instructions for details. Online Users: Attach the document transaction number (provided on your receipt page) for any of the following information you submit to the Department. 1. USGS or other map of the area (along with a narrative description, if necessary) containing sufficient information for the Conservation Commission and the Department to locate the site. (Electronic filers may omit this item.) 2. Plans identifying the location of proposed activities (including activities proposed to serve as a Bordering Vegetated Wetland [BVW] replication area or other mitigating measure) relative to the boundaries of each affected resource area. wpaform3.doc • rev. 12/4/2023 Page 8 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number 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. Packet Landing Marina Resiliency a. Plan Title Tighe & Bond b. Prepared By John A. Bologna & Jean Christy c. Signed and Stamped by 6/13/2025 d. Final Revision Date 1 inch = 10 feet e. Scale f. Additional Plan or Document Title g. Date 5. If there is more than one property owner, please attach a list of these property owners not listed on this form. 6. Attach proof of mailing for Natural Heritage and Endangered Species Program, if needed. 7. Attach proof of mailing for Massachusetts Division of Marine Fisheries, if needed. 8. Attach NOI Wetland Fee Transmittal Form 9. Attach Stormwater Report, if needed. E. Fees 1. Fee Exempt: No filing fee shall be assessed for projects of any city, town, county, or district of the Commonwealth, federally recognized Indian tribe housing authority, municipal housing authority, or the Massachusetts Bay Transportation Authority. Applicants must submit the following information (in addition to pages 1 and 2 of the NOI Wetland Fee Transmittal Form) to confirm fee payment: N/A 2. Municipal Check Number 3. Check date N/A 4. State Check Number 5. Check date N/A 6. Payor name on check: First Name 7. Payor name on check: Last Name wpaform3.doc • rev. 12/4/2023 Page 9 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 City/Town F. Signatures and Submittal Requirements I hereby certify under the penalties of perjury that the foregoing Notice of Intent and accompanying plans, documents, and supporting data are true and complete to the best of my knowledge. I understand that the Conservation Commission will place notification of this Notice in a local newspaper at the expense of the applicant in accordance with the wetlands regulations, 310 CMR 10.05(5)(a). I further certify under penalties of perjury that all abutters were notified of this application, pursuant to the requirements of M.G.L. c. 131, § 40. Notice must be made by Certificate of Mailing or in writing by hand delivery or certified mail (return receipt requested) to all abutters within 100 feet of the property line of the project location. 1. Signature of Applicant 2. Date 3. Signature of Property Owner (if different) 4. Date 5. Signature of Representative (if any) 6. Date For Conservation Commission: Two copies of the completed Notice of Intent (Form 3), including supporting plans and documents, two copies of the NOI Wetland Fee Transmittal Form, and the city/town fee payment, to the Conservation Commission by certified mail or hand delivery. For MassDEP: One copy of the completed Notice of Intent (Form 3), including supporting plans and documents, one copy of the NOI Wetland Fee Transmittal Form, and a copy of the state fee payment to the MassDEP Regional Office (see Instructions) by certified mail or hand delivery. Other: If the applicant has checked the “yes” box in any part of Section C, Item 3, above, refer to that section and the Instructions for additional submittal requirements. The original and copies must be sent simultaneously. Failure by the applicant to send copies in a timely manner may result in dismissal of the Notice of Intent. Addendum A List of Properties Address Parcel ID Owner Information 6 Pleasant Street 61-77.1 Town of Yarmouth Park Dept. 1146 Route 28 South Yarmouth, MA 02664 1377 Route 28 61-78.1 Town of Yarmouth 1146 Route 28 South Yarmouth, MA 02664 Yarmouth Conservation Commission • 1146 Route 28 South Yarmouth, MA 02664-4492 Tel. (508)-398-2231 Ext. 1288 Rev 2/2025 Page 1 of 2 Administrative Checklist Notice of Intent General Information: All filings must be made on Town of Yarmouth forms. The filing deadline is two weeks prior to the next scheduled Conservation Commission meeting for new applications. Failure to follow this Checklist shall result in an Administratively Incomplete Application and will not be advertised for a Public Hearing. Refer to the meeting schedule. Contact the Conservation Office if you need assistance. Submitting an Application: Does the property have any outstanding/expired Orders of Conditions? If so, please file a Request for Certificate of Compliance for each outstanding/expired Order, as the Commission may not issue a new Order until any outstanding/expired Orders have been closed and recorded. (*see page 2) Hardcopy filing dropped off or mailed to the Conservation Office including: 1 Administrative Checklist 1 complete NOI application WPA form 3 with original signatures. Typed signatures will not be accepted. Detailed narrative of the project including existing & proposed conditions, construction sequence, type of equipment, staging locations, drainage and stormwater, erosion controls, invasive species management and alternative analysis. The narrative shall include how the project meets performance standards per 310 CMR 10.0 & TOY Wetland Regulations, delineation sheets (if BVW or vegetated wetlands are present) or other resource area calculations, and supporting information. 1 100’ radius map, current abutters list identifying the property owners who are to be notified per 310 CMR 10.00 and abutter notification form. Abutters list must be certified by the Town Assessor’s office. The Assessor’s office requires 7 days advance notice. All abutters must be notified via certified mail. Certified Mail Receipts (PS Form 3800) for all abutters. Green cards to be submitted at the hearing. 1 original and 7 copies of the plan, folded separately, right side out with title and project address visible. All plans shall reference NAVD1988 unless otherwise noted. See plan requirements Yarmouth’s share of State filing fee: Separate check made payable to “Town of Yarmouth” (refer to NOI Wetland Fee Transmittal Form) By-law filing fee: Separate check made payable to “Town of Yarmouth” Legal ad fee: Separate check made payable to “Town of Yarmouth” Please list project property’s street address on checks. Refer to Fee Schedule DEP share of the fee (refer to NOI form) shall be sent to: Dept. of Environmental Protection Box 4062 Boston, MA 02211 CONSERVATION OFFICE N/A X X X X X X N/A N/A N/A N/A Yarmouth Conservation Commission • 1146 Route 28 South Yarmouth, MA 02664-4492 Tel. (508)-398-2231 Ext. 1288 Rev 2/2025 Page 2 of 2 DEP Submittal and Digital filing If you are filing with MassDEP using eDEP, please include a copy of the submittal confirmation with your application. If not filing via eDEP, a PDF of your application, plan, and all other supporting information must be sent VIA EMAIL the same day to DEP, Southeast Region at SERO_NOI@mass.gov with the subject line in the email per DEP’s request listed as “YARMOUTH - NOI - Street Address - Applicant Name” and copied bdirienzo@yarmouth.ma.us and jjerolimo@yarmouth.ma.us. We must receive a copy of this email with the application as proof that it has been submitted to DEP. Certified Mail Receipt for Massachusetts Division of Marine Fisheries. If filing via email, CC Other Requirements o Does the proposed project meet the applicable regulations of the Town of Yarmouth Zoning bylaws? Do you need to file with the Yarmouth Board of Appeals? If so, you must file with ZBA after conservation permitting is completed. o If a vacant lot, have you completed and received a determination for the Building Department for a lot inquiry form? *To view all Conservation files/permits for the property address online, go to www.yarmouth.ma.us/LF N/A X X conservation commission If Applicable N/A Certified Mail Receipt for Massachusetts Natural Heritage and Endangered Species Program Initial below I CERTIFY that all on-site requirements will be completed by noon on the Friday prior to the hearing date. All proposed structures must be staked, and all relevant resource areas and buffer zones must be staked or flagged. Please consult the Yarmouth Wetland Regulations, page 17. Without proper staking your project may be deemed incomplete and be continued to the next hearing date. I understand that in person representation is required at the scheduled hearing to present to the b dirienzo@yarmouth.ma.us and jjerolimo@yarmouth.ma.us X Waterway’s jurisdiction – Any coastal projects such as, but not limited to, docks, piers, bulkheads, revetments, dredging and boardwalks shall require submittal of all Notice of Intent, plans and supplemental information to the Town of Yarmouth Waterways/Shellfish Committee via the Natural Resources office by certified mail or hand delivery. The applicant or his/her representative must provide the Conservation office with proof that this has been done or the filing will not be accepted. X X Section B Project Narrative Woods Hole Group, Inc. • A CLS Company Town of Yarmouth - Notice of Intent Page B1 of B9 Packet Landing Marina, Yarmouth, MA B. PROJECT NARRATIVE Introduction Packet Landing Marina is an active park and marina in the Town of Yarmouth (The Town) which serves as a crucial recreational and commercial hub for residents and visitors. Access to Bass River via Packet Landing is important to residents and visitors alike. The use of Packet Landing Marina contributes to the town's overall economic success. For generations, Packet Landing Marina has served as an important vessel storage and catch offloading area for commercial fishing operations and recreational boating (Figure 1). Figure 1. Packet Landing Marina Parking Lot, looking east toward Bass River The marina contains 24 slips total with 8 commercial slips, 15 recreational slips , and 1 slip available for short-term rentals. Additionally, commercial off-loading permits are available for vessels with the purpose of loading fuel, fishing gear, ice, bait, fish, shellfish and charter passengers at the wharf. In 2021, the marina was utilized by 91 commercial seafood harvesters to offload and sell their catches in Yarmouth. Additionally, the floating docks located at Packet Landing Marina contain one (1) of the Town’s three (3) aquaculture upwellers used to supplement the Town’s shellfishing industry. Packet Landing Marina is also a vital docking and launch point for town-operated emergency response vessels, including those from the Department of Natural Resources and Fire Department. Packet Landing Marina has a history of flood inundation from southeast-oriented storm activity and precipitation events. During these events parts of the marina are frequently submerged, making it inaccessible to both members of the public as well as municipal first responders who rely on access in the event of marine emergencies. The current infrastructure, when faced with the realities of a changing environment, cannot serve the needs of the town. This Notice of Intent proposes infrastructure upgrades to Packet Landing Marina that will increase its resilience in response to sea-level rise and storm surge. The proposed improvements include: Woods Hole Group, Inc. • A CLS Company Town of Yarmouth - Notice of Intent Page B2 of B9 Packet Landing Marina, Yarmouth, MA • Raise timber wharf to El 4.7 ft (NAVD88) • Raise parking lot to El 7.0 ft (NAVD88) • Lay conduit for future connection of pumpout tank to sewer • Construct sheet-pile bulkhead wall with concrete cap to El 7.0 ft (NAVD88) along Bass River side and 4.7 ft to 7.1 ft (NAVD88) along south side of property • Infill voids in existing rock revetment with placement of angular rip rap • Install new stormwater infiltration system underneath parking lot • Install native plantings along south and east edges of site and immediately seaward of the marina building Through a Coastal Zone Management resilience grant, the Town of Yarmouth has explored different options to address these issues. In June 2024, a resilience report was submitted for town consideration that outlined several alternatives for improving conditions at Packet Landing. The proposed improvements, mentioned above, are the culmination of the study. Existing Conditions Flood Impacts Packet Landing Marina already experiences flooding from extreme water levels. During astronomically high tides and storms, the existing timber wharf and portions of the lower parking lot are prone to flooding. Additionally, the hinged gangway attached to the timber wharf ramp becomes inverted during high water levels, risking damage to the timber structure and disrupting access to the floating docks. Existing coastal flood risk for Packet Landing can be assessed by reviewing the FEMA Flood Insurance Rate Map (FIRM). The FEMA flood hazard data shows the extent of inundation during the 1% annual chance, or 100-year return period storm event. The data shows that Packet Landing is located in an AE flood zone with a Base Flood Elevation (BFE) of 12 ft (NAVD88). AE zones are subject to flooding with wave heights of less than 3-ft during the 1% annual chance storm. While the magnitude of storm waves is reduced in the AE zone as compared to the higher risk Velocity (VE) zone, the FEMA Flood Hazard data indicates that the lower parking lot and pavilion structure will be subjected to potentially damaging flooding and waves during the 1% storm. This highlights the existing vulnerability of Packet Landing to extreme, low frequency storm events in present day conditions, but does not account for future sea level rise or increases in storm frequency and intensity due to climate change. Infrastructure The commercial boating facility consists of a public asphalt parking area with nineteen (19) parking spaces, one of which is ADA van accessible; a timber wharf with a winch; a timber bulkhead; a stone revetment; and a marina with floating docks. The facility is used by commercial fisherman as a berth and to unload catch. It is also used by private slip holders, private fishing charter operators, and to berth emergency response vessels. Based on available research, there are existing and historic Massachusetts Department of Environmental Protection – Waterways Division (MassDEP Waterways) Chapter 91 licenses issued for the project site including: Woods Hole Group, Inc. • A CLS Company Town of Yarmouth - Notice of Intent Page B3 of B9 Packet Landing Marina, Yarmouth, MA • DPW License No. 3741 dated 5/16/1955 – To build a timber bulkhead, backfill, and dredge • DEQE License No. 75 dated 1/23/1976 – To build and maintain a pier, to place fixed piles, to place a floating pier, and to maintain an existing timber bulkhead • DEQE License No. 938 dated 12/15/1982 to construct a stone revetment quay wharf, timber bulkhead, and piles • MassDEP Waterways License No. 1384 dated 2/28/1986 – To remove existing timber piles and to place and maintain new timber piles, ramps, and pile-held timber floats Coastal and Wetland Resource Areas On November 30th, 2023, a Woods Hole Group Professional Wetland Scientist and Coastal Scientist conducted a coastal resource area delineation along the shoreline of the Packet Landing Marina. The study area extended approximately 285 linear feet from the Bass River Bridge abutment south along the seaward edge of the Packet Landing parking lot, terminating at the southern boundary of the adjacent property. Resource areas delineated as a part of this study included land under the ocean, coastal beach, and a non-sediment source coastal bank. The entire project area is also mapped as a Riverfront Area and falls within land subject to coastal storm flowage. Alternatives Analysis In June 2024, the Town of Yarmouth considered a suite of four (4) resilience alternatives that included: • Base Alt. Maintain the existing site components as a status quo option but replace/repair in-kind the existing timber wharf. • Alt. 1 Protect the existing site components by (i) installing sheet pile bulkhead with concrete cap behind existing revetment and along south side of site, (ii) raise the wharf, (iii) maintain deployable flood barrier behind wharf to protect parking lot from flooding, (iv) add alternate access to floats at north end of the site, (v) improve existing stormwater system, (vi) add 2 new parking spaces, and (vii) maintain existing revetment by chinking voids. • Alt. 2 Elevate and protect the existing site components by (i) installing sheet pile bulkhead with concrete cap behind existing revetment and along south side of site, (ii) raise parking lot and add ramp to wharf, (iii) raise the wharf, (iv) add alternate access to floats at north end of the site, (v) improve existing stormwater system, and (vi) maintain existing revetment by chinking voids. This is the preferred alternative. • Alt. 3 Elevate, protect, and accommodate the wetland resources by (i) installing sheet pile bulkhead with concrete cap behind existing revetment and along south side of site, (ii) raise parking lot, add ramp to wharf, and convert seaward 20 ft of lot to vegetated meadow, (iii) raise the wharf, (iv) add alternate access to floats at north end of the site, (v) improve existing stormwater system, and (vi) maintain existing revetment by chinking voids. Woods Hole Group, Inc. • A CLS Company Town of Yarmouth - Notice of Intent Page B4 of B9 Packet Landing Marina, Yarmouth, MA The Town provided the following reasoning for not selecting the other three alternatives: The Base Alternative does not reduce impacts from flooding or achieve any of the project goals. This represents a status quo option and is not a preferred option for protecting the use and function of the site in the future. Alternative 1 is a reasonable option but was considered to be an intermediate approach to Alternative 2, and one that requires Town Staff or other qualified operators to be available to deploy the flood barrier across the timber wharf. While deploying a flood barrier is achievable ahead of a storm, a resiliency option that is dependent on a manual installation to reduce flooding is deemed to be a challenge. Alternative 3 does not achieve one of the main project goals: maintaining or increasing parking spaces. This alternative calls for the removal of the waterfront row of parking and relocating five of those spaces in front of the Gazebo. Even with the added parking spaces, in total there is a net loss of parking. Parking is already a challenge in the current layout and the Town is not willing to lose parking spaces. Additionally, the environmental benefits of a salt tolerant vegetated meadow at a site the size of Packet Landing will likely not provide any substantial increase in habitat or other ecosystem benefits. While this alternative exhibits the Town’s dedication in developing a more Nature Based Approach, Alternative 3 ultimately does not satisfy the project goals. Alternative 2 is the preferred alternative. It was selected because it holistically achieves the project goals: increases parking spaces, builds resiliency, and has minimal impacts to coastal resources and storm water. Additionally, this option would be a one-time intervention, since installation of the bulkhead and elevation of the parking lot will occur during the same construction project. If the Town had selected Alternative 1 and then phased into Alternative 2, construction would have occurred on two separate occasions, increasing construction costs and duplicating environmental impacts and use interruptions. Project Description Packet Landing Marina resilience improvements project will include the reconstruction of an existing timber bulkhead with sheet pile panels, concrete cap and duckbill drains, as well as the addition of fill and base material to the existing parking lot and northern brick walkway. The proposed project will result in an additional 1,466 sq ft of impervious cover. The raised parking lot will have a finished elevation of El 7.0-8.0 ft (NAVD88) and the bulkhead along the Bass River side of the site will be built to El 7.1 ft (NAVD88). The bulkhead on the south side of the site will transition from El 4.7 to 7.1 ft (NAVD88). The existing footprint of the parking lot will be expanded by 334 SF of impervious bituminous concrete and the new bulkhead with concrete cap will encompass 725 sq ft of the project area . Upon completion of the project, the lot’s vehicle capacity will increase by one space. The landward (western) side of the parking lot will be bound with 6-inch concrete curbing. To accommodate existing stormwater infrastructure, the west end of the parking lot will be raised to El 8 ft (NAVD88) and Woods Hole Group, Inc. • A CLS Company Town of Yarmouth - Notice of Intent Page B5 of B9 Packet Landing Marina, Yarmouth, MA will slope down seaward to the perimeter bulkhead/flood barrier. Adjacent to the wharf structure, a 968 sq ft paved ramp, pitched at 5.6%, will provide access to the wharf. An 8 in trench drain will be installed at the start of the ramp to capture stormwater runoff. Where the ramp terminates at its seaward edge, a concrete step-down wall will transition to the new wharf elevation at El 4.7 (NAVD88). A target elevation of 4.7 ft (NAVD88), matching Mean High - Water levels projected for 2050, is proposed for the timber wharf. This represents an increase of approximately 1.2 feet from the current elevation. Descending from the timber wharf, installation of a new 40 ft metal gangway will provide improved access to the floating docks. The lower parking lot and floating dock gangways provide access to emergency vehicles and vessels. These must remain usable during minor storm conditions. A target elevation of 7.0 ft (NAVD88) was chosen for the parking lot to allow access to the lower parking lot and floating docks during the 2030 2% AEP water level. The 7.0 ft (NAVD88) target elevation also provides long-term resilience to projected MHW levels. This target elevation was chosen to balance appropriate risk reduction with avoiding dramatic changes to the character of the site. In the most extreme storms, emergency vessels will be removed from the water to prevent damage, and Packet Landing will be able to flood without cutting off access to emergency services. A raised 4x8 ft platform will be installed on the ramp adjacent to the wharf to accommodate electrical hookups and future sewage components. In addition, a new parking guard will be installed along 140 linear ft of the constructed sheet pile bulkhead. The rock revetment downslope of the proposed bulkhead will also be patched with angular rip rap to fill voids. On the north side of the parking lot, the existing brick walkway area will be expanded by 407 sq ft to provide access to the new 24-ft-long aluminum gangway leading to the floats. Two leaching catch basins beneath the parking lot as well as an existing stormwater infiltration structure will be replaced and upgraded to accommodate increased storm water drainage capacity. The pumpout holding tank will be installed with connections to the future main sewer line. Native plantings will be installed at three (3) locations throughout the site to mitigate for the 1,466 sq ft increase in site coverage resulting from the bituminous concrete parking lot, concrete bulkhead cap, and the brick walkway along the north edge of the site. • A 5 ft wide strip of eastern red cedar will be planted along the south side of the site. • A 2.7 ft wide strip of seaside goldenrod, little bluestem and Indian grass will be planted along the eastern side of the site facing the Bass River • A 6 ft wide strip of beach plumb and bayberry will be planted between the western edge of the parking lot and the marina building. The mitigation plantings will cover 1,352 sq ft, representing a 0.92:1 mitigation ratio. Because the project cannot meet the required 2:1 and 3:1 mitigation ratios for an increase in impervious surface, a variance from the Town of Yarmouth Wetland Protection Regulations is being requested (see below). Woods Hole Group, Inc. • A CLS Company Town of Yarmouth - Notice of Intent Page B6 of B9 Packet Landing Marina, Yarmouth, MA Table 1: Areas of Temporary and Permanent Impacts to Wetland Resources RESOURCE AREA TEMPORARY IMPACTS (Sq ft) PERMANENT IMPACTS (Sq ft) Land Under the Ocean 708 1 Coastal Bank 0 165 Coastal Beach 0 0 Land Subject to Coastal Storm Flowage 0 16,299 Riverfront Area 1,039 16,299 Variance Request A variance from the Town of Yarmouth Wetland Protection Regulations, Part 6.02(1), 6.02(3)(a), and 6.02(3)(b), is requested to allow for reduced mitigation planting. Due to the existing features of the site, there is no 35-foot undisturbed buffer zone landward of the wetland resource areas. The current and intended uses for this site do not allow for this undisturbed buffer zone. Likewise, due to space restrictions on the project parcel, 2:1 and 3:1 mitigation ratios cannot be met. Approximately 1,352 square feet of mitigation planting is proposed for this project, a 0.92:1 ratio to the permanent impacts listed above. While the proposed mitigation planting does not meet the performance standards outlined in the Yarmouth Wetlands Regulations, there is an immense public benefit from the proposed site improvements, and mitigation has been provided as much as possible, within the space available. Construction Methodology The proposed project will be constructed in the following three (3) stages: Stage 1 • Notification of regulatory agencies and abutters of construction schedule • Installation of erosion controls and turbidity curtain • Pre-construction inspection of Best Management Practices (BMPs) by Conservation Commission or agent • Site mobilization and staging of materials and equipment • Demolition of existing wharf, pier, utilities, and pavement areas Stage 2 • Installation of the sheet pile bulkhead and anchors • Reconstruction of timber wharf and installation of timber pier • Repointing of existing revetment with angular riprap Stage 3 • Reconstruction of parking lot and installation of utilities • Final Grading • Site Restoration • Removal of erosion controls upon stabilization and approval by regulatory authorities Woods Hole Group, Inc. • A CLS Company Town of Yarmouth - Notice of Intent Page B7 of B9 Packet Landing Marina, Yarmouth, MA Construction methods for project elements involving in-water work will be as follows: FRP Sheet Pile Bulkhead (River Side) The Project proposes the installation of a FRP sheet pile bulkhead and embedded tieback system directly behind the existing stone revetment along the Bass River shoreline. The bulkhead will have a length of approximately 180 feet along the river. The bulkhead will have a concrete cap with a top of wall elevation of 7.1 feet which is an approximately 3-foot increase over the top of the existing revetment, with the exception at the southeast corner where the wall drops to elevation 4.7 at the timber wharf. Helical piles will be spaced at 5 feet on center and will anchor to the wall. The installation of the FRP pile will be completed by using vibratory methods with an excavator from the parking lot. Once the sheet pile is installed, the concrete cap will be poured using specialized forms for concrete work over the water. The equipment used for the installation of this item will be completely within the dry. At the southeastern corner of the project site, the FRP sheet pile bulkhead will replace a deteriorated timber bulkhead. Approximately 70 feet of the replacement FRP sheets will be installed beyond mean high water. Revetment Repointing Subsequent to the sheet pile installation, voids within the existing revetment will be infilled using angular riprap to improve the functionality of the protected shoreline. The riprap will be placed via an excavator from the parking lot. Work will be conducted in the dry with stone placement scheduled around MLW to prevent any disturbances below the waterline. An in - water turbidity curtain will encapsulate the work area. Wharf Reconstruction The existing 14 feet wide by 34 feet long timber wharf will be removed and reconstructed using timber piles and decking. The reconstructed wharf will match the existing footprint but is designed to increase the deck elevation to 4.7 feet, an approximately 1.2 -foot increase over the existing wharf. The wharf will be supported on 12-inch diameter pressure treated timber piles driven approximately 16 feet below the mudline. 12x12 pressure treated pile caps will support 3x12 pressure treated stringers on which 3x8 pressure treated decking will be installed. Timber piles will be vibrated down in the wet from the parking lot via an excavator with vibratory hammer. Removal of existing piles shall be limited to direct pull to minimize disruption of the substrate. An in-water turbidity curtain will encapsulate the work area. Timber Pier Installation A 4 feet wide by 14 feet long timber pier will be installed above the wharf to allow access to the floating docks. The timber pier will have the same wooden structural members as the wharf with the addition of a pedestrian guardrail. The guardrail will include 2x2 pressure treated balusters spaced at 5.5 inches on center, 4x6 pressure treated vertical posts spaced at 6 feet on center, and pressure treated handrails. Timber piles will be vibrated down in the wet from the parking lot via an excavator with vibratory hammer. Removal of existing piles shall be limited to direct pull to minimize disruption of the substrate. An in -water turbidity curtain will encapsulate the work area. Woods Hole Group, Inc. • A CLS Company Town of Yarmouth - Notice of Intent Page B8 of B9 Packet Landing Marina, Yarmouth, MA Fender Piles On the waterside of the proposed pier and wharf, a row of six (6) 12-inch diameter pressure treated timber fender piles will be installed outward of the new pier and wharf. A single additional fender pile will be installed on the southern end of the wharf to match original conditions. The piles will be vibrated to a minimum depth of 16 feet below the mudline and will have a cutoff elevation of 8.7 feet, which is four (4) feet above the wharf deck. Timber piles will be vibrated down in the wet from the parking lot via an excavator with vibratory hammer. Removal of existing piles shall be limited to direct pull to minimize disruption of the substrate. An in-water turbidity curtain will encapsulate the work area. Gangways Proposed work will also include the replacement of a 30-foot gangway located at the end of the timber pier. Additionally, a new 24-foot gangway will be installed spanning over the north end of revetment which will connect to the existing floats. All work related to this item will be completed in the dry. Construction methods for project elements involving work in the upland will be as follows: FRP Sheet Pile Bulkhead Return Walls The proposed bulkhead will have three separate return walls, one at the southern project limit, one adjacent to the new timber pier, and one at the northern project limit. • The southern return wall will be approximately 95 feet long with a top of wall elevation of 7.1 feet at the concrete cap. The wall will be anchored with helical piles spaced at 10 feet. • The middle return wall adjacent to the timber pier is proposed to be 45 feet long with a top of wall elevation of 7.1 feet at the concrete cap. It will have steel tiebacks connecting to the southern return wall spaced at 5 feet. • The northern return wall is 40 feet long with a top of concrete cap elevation sloping from elevation 7.6 to 7.1. The wall will be anchored with helical piles spaced at 10 feet. For all return walls, the installation will be completed using vibratory methods with an excavator in the parking lot. Parking Lot Elevation Increase and Drainage Improvements The lower parking lot surface will be demolished and replaced with a new elevated asphalt surface to reduce the risk of tidal and storm-related flooding. The finished grade of the parking lot will be increased by approximately two to three feet above the existing grade. The site will be restored with new bituminous concrete pavement, striping, and curbing. Drainage improvements will include upgraded stormwater infrastructure including drain lines, catch basins, and hydrodynamic separators. Existing outfall pipes will be crushed. As a result, Woods Hole Group, Inc. • A CLS Company Town of Yarmouth - Notice of Intent Page B9 of B9 Packet Landing Marina, Yarmouth, MA stormwater will be directed away from the Bass River and processed prior to discharge to reduce impacts on water quality. Other Upland Utility Improvements Additional upland utility improvements will include the relocation of existing fire hydrants, electrical panels and lines, and sanitary sewer drains and storage. All utility lines will be buried below grade. The following BMPs will be implemented during construction to mitigate potential impacts to public health and the environment. Erosion and Sedimentation Controls All work areas will be protected with appropriate erosion and sedimentation controls including silt fence, compost filter tubes, and turbidity curtains where necessary. Controls will be installed prior to construction and inspected after precipitation events. Non -biodegradable mesh materials will not be used. Debris booms and turbidity curtains will be utilized during pile driving and demolition over water areas. All disturbed areas will be stabilized daily and restored at project closeout. Spill Prevention and Control The contractor will be required to follow all applicable federal and state regulations for the storage, handling, and disposal of fuels and hazardous materials. Refueling will occur in designated upland areas only, with spill kits maintained on-site. Site Access and Staging Primary access for construction activities will be from pleasant street and along Allen Street down to the marina. The contractor staging and equipment storage area will be in the upland parking lot to the east of pleasant street in the parcel at 1377 MA-28. All upland staging and access routes will be protected with temporary ground protection as needed. Site Stabilization and Restoration Upon completion of construction activities, all temporarily disturbed areas will be restored to pre-existing conditions. Pavement areas will be reconstructed to proposed grades as shown on the final design plans. Where ground disturbance occurs adjacent to resource areas, native vegetation will be used for restoration in accordance with project specifications. Erosion and sediment controls will remain in place until final stabilization and will be removed upon authorization from the Conservation Commission. Section C Compliance with Performance Standards Woods Hole Group, Inc. • A CLS Company _____________________________________________________________________________________________ Town of Yarmouth – Notice of Intent Application Page C1 of C14 Packet Landing Marina, Yarmouth, MA C. PERFORMANCE STANDARDS COMPLIANCE NARRATIVE The proposed project is located within the jurisdiction of the Wetlands Protection Act, M.G.L. c. 131, s. 40 and the Yarmouth Wetlands Protection Bylaw. As such, all work for the proposed project was designed to comply with the requirements of the State (310 CMR 10.00) and local wetland regulations. All attempts have been made to design a construction plan that will have the least impact, both temporary and permanent, on the site’s resources. The project will have impacts on the following Wetland Resources: • Land Under the Ocean • Coastal Beach • Coastal Bank • Riverfront Area • Land Subject to Coastal Storm Flowage (Bylaw only) The following narrative describes the existing wetland resource areas listed above and demonstrates how this project meets the performance standards for work in each resource area. Excerpts from 310 CMR 10.25 - Land Under the Ocean (2) Definitions. Land Under the Ocean means land extending from the mean low water line seaward to the boundary of the municipality’s jurisdiction and includes land under estuaries. Nearshore Areas of land under the ocean means that land extending from the mean low water line to the seaward limit of a municipality’s jurisdiction, but in no case beyond the point where the land is 80 feet below the level of the ocean at mean low water. However, the nearshore area shall extend seaward only to that point where the land is 30 feet below the level of the ocean at mean low water for municipalities bordering Buzzard’s Bay and Vineyard Sound (west of a line between West Chop, Martha’s Vineyard and Nobska Point, Falmouth), 40 feet below the level of the ocean at mean low water for Provincetown’s land in Cape Cod Bay, and 50 feet below the level of the ocean at mean low water for Truro’s and Wellfleet’s land in Cape Cod Bay. WHEN LAND UNDER THE OCEAN OR NEARSHORE AREAS OF LAND UNDER THE OCEAN ARE FOUND TO BE SIGNIFICANT TO THE PROTECTION OF MARINE FISHERIES, PROTECTION OF WILDLIFE HABITAT, STORM DAMAGE PREVENTION OR FLOOD CONTROL, 310 CMR 10.25 (3) through (7) SHALL APPLY: Woods Hole Group, Inc. • A CLS Company _____________________________________________________________________________________________ Town of Yarmouth – Notice of Intent Application Page C2 of C14 Packet Landing Marina, Yarmouth, MA (3) Improvement dredging for navigational purposes affecting land under the ocean shall be designed and carried out using the best available measures so as to minimize adverse effects on such interests caused by change in: (a) bottom topography which will result in increased flooding or erosion caused by an increase in the height or velocity of waves impacting the shore; (b) sediment transport processes which will increase flood or erosion hazards by affecting the natural replenishment of beaches; (c) water circulation which will result in an adverse change in flushing rate, temperature, or turbidity levels; or (d) marine productivity which will result from the suspension or transport of pollutants, the smothering of bottom organisms, the accumulation of pollutants by organisms, or the destruction of marine fisheries habitat or wildlife habitat. The project as proposed will result in minimal impacts to Land Under the Ocean. In regard to the reconstruction of the timber wharf and repair of the rock revetment, no activities will take place that affect the bottom topography, sediment transport, water circulation, or marine productivity. The applicant will maintain strict protocols, per the Order of Conditions, for the maintenance of erosion controls in order to prevent upland runoff from affecting water quality at the project site. (4) Maintenance dredging for navigational purposes affecting land under the ocean shall be designed and carried out using the best available measures so as to minimize adverse effects on such interests caused by changes in marine productivity which will r esult from the suspension or transport of pollutants, increases in turbidity, the smothering of bottom organisms, the accumulation of pollutants by organisms, or the destruction of marine fisheries or wildlife habitat. N/A – The proposed project does not involve dredging. (5) Projects not included in 310 CMR 10.25(3) or 10.25(4) which affect nearshore areas of land under the ocean shall not cause adverse effects by altering the bottom topography so as to increase storm damage or erosion of coastal beaches, coastal banks, coastal dunes, or salt marshes. The proposed project will not alter the bottom topography of the site, nor will it increase storm damage to the surrounding resource areas. Temporary impacts to Land Under the Ocean will occur during the removal and rebuilding of the timber wharf , chinking of the revetment, and during installation of the sheet pile bulkhead. These impacts will include increased turbidity during construction in the area between the turbidity curtain and MLW . (6) Projects not included in 310 CMR 10.25 (3) which affect land under the ocean shall if water- dependent be designed and constructed, using best available measures, so as to minimize adverse affects, and if non-water dependent, have no adverse effects, on marine fisheries habitat or wildlife habitat caused by: Woods Hole Group, Inc. • A CLS Company _____________________________________________________________________________________________ Town of Yarmouth – Notice of Intent Application Page C3 of C14 Packet Landing Marina, Yarmouth, MA (a) alterations in water circulation; (b) destruction of eelgrass (Zostera marina) or widgeon grass (Rupia maritina) beds; (c) alterations in the distribution of sediment grain size; (d) changes in water quality, including, but not limited to, other natural fluctuations in the level of dissolved oxygen, temperature or turbidity, or the addition of pollutants; or (e) alterations of shallow submerged lands with high densities of polychaetes, mollusks or macrophytic algae. Turbidity curtains will be used during in-water work to reduce impacts to water circulation. The proposed project will not impact shellfish habitat or eelgrass beds. (7) Notwithstanding the provisions of 310 CMR 10.25(3) through (6), no project may be permitted which will have any adverse effect on specified habitat sites of rare vertebrate or invertebrate species, as identified by procedures established under 310 CMR 10.37. N/A - The project is not located in a rare species habitat as defined by 310 CMR 10.37 and the August 1, 2021 Estimated Habitat Maps published by the NHESP. Excerpts from 310 CMR 10.27 – Coastal Beach (2) Definition. Coastal beach is unconsolidated sediment subject to wave, tidal and coastal storm action that forms the gently sloping shore of a body of salt water and includes tidal flats. Coastal beaches extend from the mean low water line landward to the dune line, coastal bank line or the seaward edge of existing man-made structures, when these structures replace one of the above lines, whichever is closest to the ocean. WHEN A COASTAL BEACH IS DETERMINED TO BE SIGNIFICANT TO STORM DAMAGE PREVENTION, FLOOD CONTROL OR PROTECTION OF WILDLIFE HABITAT, 310 CMR 10.27 (3) through (7) SHALL APPLY: (3) Any project on a coastal beach, except any project permitted under 310 CMR 10.30(3)(a), shall not have an adverse effect by increasing erosion, decreasing the volume or changing the form of any such coastal beach or an adjacent or downdrift coastal beach. No impacts to coastal beach will take place as a result of the project. All work on the new bulkhead will take place behind the existing timber bulkhead that forms the landward side of the coastal beach. (4) Any groin, jetty, solid pier, or other such solid fill structure which will interfere with littoral drift, in addition to complying with 310 CMR 10.27(3), shall be constructed as follows: (a) It shall be the minimum length and height demonstrated to be necessary to maintain beach form and volume. In evaluating necessity, coastal engineering, physical oceanographic and/or coastal geologic information shall be considered. (b) Immediately after construction any groin shall be filled to entrapment capacity in height and length with sediment of grain size compatible with that of the adjacent beach. Woods Hole Group, Inc. • A CLS Company _____________________________________________________________________________________________ Town of Yarmouth – Notice of Intent Application Page C4 of C14 Packet Landing Marina, Yarmouth, MA (c) Jetties trapping littoral drift material shall contain a sand by -pass system to transfer sediments to the downdrift side of the inlet or shall be periodically redredged to provide beach nourishment to ensure that downdrift or adjacent beaches are not starved of sediments. N/A – This project does not include a new solid fill structure that will alter littoral drift. (5) Notwithstanding 310 CMR 10.27(3), beach nourishment with clean sediment of a grain size compatible with that on the existing beach may be permitted. N/A – This project does not include beach nourishment. WHEN A TIDAL FLAT IS DETERMINED TO BE SIGNIFICANT TO MARINE FISHERIES OR THE PROTECTION OF WILDLIFE HABITAT, THE FOLLOWING REGULATION SHALL APPLY: (6) In addition to complying with the requirements of 310 CMR 10.27(3) and 10.27(4), a project on a tidal flat shall if water-dependent be designed and constructed, using best available measures, so as to minimize adverse effects, and if non-water-dependent, have no adverse effects, on marine fisheries and wildlife habitat caused by: (a) alterations in water circulation, (b) alterations in the distribution of sediment grain size and (c) changes in water quality, including, but not limited to, other than natural fluctuations in the levels of dissolved oxygen, temperature or turbidity, or the addition of pollutants. N/A – The project location is not within mapped shellfish habitat. (7) Notwithstanding the provisions of Sections 10.27(3) through (6), no project may be permitted which will have any adverse effect on specified habitat sites or rare vertebrate or invertebrate species, as identified by procedures established under 310 CMR 10.37. N/A - The project is not located in a rare species habitat as defined by 310 CMR 10.37 and the August 1, 2021 Estimated Habitat Maps published by the NHESP. Excerpts from 310 CMR 10.30 – Coastal Bank (2) Definition. Coastal Bank means the seaward face or side of any elevated landform, other than a coastal dune, which lies at the landward edge of a coastal beach, land subject to tidal action, or other wetland. WHEN A COASTAL BANK IS DETERMINED TO BE SIGNIFICANT TO STORM DAMAGE PREVENTION OR FLOOD CONTROL BECAUSE IT SUPPLIES SEDIMENT TO COASTAL BEACHES, COASTAL DUNES OR BARRIER BEACHES, 310 CMR 10.30(3) through (5) SHALL APPLY: Woods Hole Group, Inc. • A CLS Company _____________________________________________________________________________________________ Town of Yarmouth – Notice of Intent Application Page C5 of C14 Packet Landing Marina, Yarmouth, MA (3) No new bulkhead, revetment, seawall, groin or other coastal engineering structure shall be permitted on such a coastal bank except that such a coastal engineering structure shall be permitted when required to prevent storm damage to buildings construct ed prior to the effective date of 310 CMR10.21 through 10.37 or constructed pursuant to a Notice of Intent filed prior to the effective date of 310 CMR 21 through 10.37 (August 10, 1978), including reconstructions of such buildings subsequent to the effect ive date of 310 CMR 10.21 through 10.37, provided that the following requirements are met: (a) a coastal engineering structure or a modification thereto shall be designed and constructed so as to minimize, using best available measures, adverse effects on adjacent or nearby coastal beaches due to changes in wave action, and (b) the applicant demonstrates that no method of protecting the building other than the proposed coastal engineering structure is feasible. (c) protective planting designed to reduce erosion may be permitted. The proposed project, which includes a new bulkhead landward of an existing stone revetment and top of coastal bank, has been designed to minimize adverse effects on adjacent coastal resources. The purpose of this bulkhead is to protect Town infrastructure from storm damage while simultaneously improving storm water catchment systems. Chinking of the existing revetment after installation of the bulkhead will result in 129 linear ft of permanent impact to the existing previously altered coastal bank. The project will have no adverse impacts on the adjacent coastal beach. (4) Any project on a coastal bank or within 100 feet landward of the top of a coastal bank, other than a structure permitted by 310 CMR 10.30(3), shall not have an adverse effect due to wave action on the movement of sediment from the coastal bank to coastal b eaches or land subject to tidal action. The proposed project will not impact the movement of sediment in this area due to the existing stone revetment. (5) The Order of Conditions and the Certificate of Compliance for any new building within 100 feet landward of the top of a coastal bank permitted by the issuing authority under M.G.L.c. 131, § 40 shall contain the specific condition: 310 CMR 10.30(3), promulg ated under M.G.L.c. 131, § 40, requires that no coastal engineering structure , such as a bulkhead, revetment, or seawall shall be permitted on an eroding bank at any time in the future to protect the project allowed by this Order of Conditions. N/A – The proposed project does not involve building on top of an eroding bank. WHEN A COASTAL BANK IS DETERMINED TO BE SIGNIFICANT TO STORM DAMAGE PREVENTION OR FLOOD CONTROL BECAUSE IT IS A VERTICAL BUFFER TO STORM WATERS, 310 CMR 10.30(6) through (8) SHALL APPLY: Woods Hole Group, Inc. • A CLS Company _____________________________________________________________________________________________ Town of Yarmouth – Notice of Intent Application Page C6 of C14 Packet Landing Marina, Yarmouth, MA (6) Any project on a coastal bank or within 100-ft. landward of the top of such coastal bank shall have no adverse effects on the stability of the coastal bank. N/A – A majority of the coastal bank is already armored with an existing stone revetment and has been for many years. (7) Bulkheads, revetments, seawalls, groins or other coastal engineering structures may be permitted on such a coastal bank except when such bank is significant to storm damage prevention or flood control because it supplies sediment to coastal beaches, co astal dunes, and barrier beaches. The coastal bank is already armored with an existing stone revetment. Therefore, the bank does not supply sediment to adjacent resource areas. (8) Notwithstanding the provision of310 CMR 10.30(3) through (7), no project may be permitted which will have any adverse effect on specified habitat sites of rare vertebrate or invertebrate species, as identified by procedures established under 310 CMR 10.37. N/A - The project is not located in a rare species habitat as defined by 310 CMR 10.37 and the August 1, 2021 Estimated Habitat Maps published by the NHESP. Excerpts from 310 CMR 10.58 Riverfront Area (2) Definitions, Critical Characteristics and Boundaries. a. A Riverfront Area is the area of land between a river's mean annual high water line and a parallel line measured horizontally. The riverfront area may include or overlap other resource areas or their buffer zones. The riverfront area does not have a buffer zone. (4) General Performance Standard. Where the presumption set forth in 310 CMR 10.58(3) is not overcome, the applicant shall prove by a preponderance of the evidence that there are no practicable and substantially equivalent economic alternatives to the proposed project with less adverse effects on the interests identified in M.G.L. c.131 § 40 and that the work, including proposed mitigation, will have no significant adverse impact on the riverfront area to protect the interests identified in M.G.L. c. 131 § 40. In the event that the presumption is partially overcome, the issuing authority shall make a written determination setting forth its grounds in the Order of Conditions and the partial rebuttal shall be taken into account in the application of 310 CMR 10.58 (4)(d)1.a. and c.; the issuing authority shall impose conditions in the Order that contribute to the protection of interests for which the riverfront area is significant. (a) Protection of Other Resource Areas. The work shall meet the performance standards for all other resource areas within the riverfront area, as identified in 310 CMR 10.30 (Coastal Bank), 10.32 (Salt Marsh), 10.55 (Bordering Vegetated Wetland), and 10.57 (Land Subject to Flooding). When work in the riverfront area Woods Hole Group, Inc. • A CLS Company _____________________________________________________________________________________________ Town of Yarmouth – Notice of Intent Application Page C7 of C14 Packet Landing Marina, Yarmouth, MA is also within the buffer zone to another resource area, the performance standards for the riverfront area shall contribute to the protection of the interests of M.G.L. c. 131, § 40 in lieu of any additional requirements that might otherwise be imposed on work in the buffer zone within the riverfront area. (b) Protection of Rare Species. No project may be permitted within the riverfront area which will have any adverse effect on specified habitat sites of rare wetland or upland, vertebrate or invertebrate species, as identified by the procedures established under 310 CMR 10.59 or 10.37, or which will have any adverse effect on vernal pool habitat certified prior to the filing of the Notice of Intent. N/A - The project is not located in a rare species habitat as defined by 310 CMR 10.37 and the August 1, 2021 Estimated Habitat Maps published by the NHESP. (c) Practicable and Substantially Equivalent Economic Alternatives. There must be no practicable and substantially equivalent economic alternative to the proposed project with less adverse effects on the interests identified in M.G.L. c. 131 § 40. Development in the Riverfront resource area requires that there be no practicable and substantially equivalent economic alternative with less adverse effects on the interests [of the Act]. The alternatives analysis conducted in regard to this proposed project identified three (3) alternatives in total. The other alternatives included “No Action”, (1) the installation of new coastal engineering structures, (2) elevation of the parking lot and installation of coastal engineering structures, and (3) the retreat of the existing parking lot. These alternatives were evaluated for feasibility. “No Action”, Alternative #1, and Alternative #3 either did not address the need for improvements or did so in a way that was not practicable and economically viable. Alternative #2 was eventually selected because it satisfied the above referenced criteria. Under Alternative #2, the proposed project includes raising the existing parking area to achieve an elevation of seven (7.1) ft (NAVD88), installing a new sheet-pile bulkhead, raising the existing timber wharf, and connecting the existing underground pump-out tank to the sewer main. To complete the project, the best commercially available technological measures will be used and the project will be undertaken in compliance with stormwater management best practices to further minimize stormwater effects. Other project components such as raising the timber wharf and installation of the sheet-pile bulkhead will not impair the capacity of the riverfront area to provide important wildlife habitat functions. Redevelopment within previously developed riverfront areas, per 310 CMR 10.58(5)(a-h) requires that the proposed project improves the existing conditions of the resource area. To demonstrate satisfaction of the performance standards (a-h), the project will comply in the following ways: (a) The project will result in an overall improvement of the existing conditions on site. Modification of the parking lot elevation and installation of a new stormwater system Woods Hole Group, Inc. • A CLS Company _____________________________________________________________________________________________ Town of Yarmouth – Notice of Intent Application Page C8 of C14 Packet Landing Marina, Yarmouth, MA will improve stormwater flows in the marina area and improve water quality in Bass River. (b) Stormwater management efforts are proposed in compliance with standards established by the Department. See accompanying stormwater report and stormwater report checklist. (c) Under this proposal, construction work will take place no closer to the resource area than where existing infrastructure is currently located. (d) Because proposed work cannot be relocated outside of the 200 ft Riverfront resource area, work will comply with 310 CMR 10.58(5)(f) or (g). (e) The total square footage of new impermeable improvements to the parking lot totals 1,465 sq ft which is 10% of the total square footage of degraded area. (f) Site work will include the removal of debris, the use of grades that reduce runoff, installation of pervious pavement to increase infiltration, use of topsoil where applicable to restore unpaved areas, and site restoration where applicable using native herbaceous and woody plant species at the discretion of Conservation staff. (g) The proposed alterations to the resource area conform to the criteria listed under 310 CMR 10.58(5)(c),(d) and/or (e). Environmental benefits associated with the project include improved stormwater infiltration. Because the entire project site has been previously developed and the Town wants to maintain existing parking for the public, opportunities for mitigative plantings are limited. Nonetheless, the project includes 1,352 sq ft of new salt tolerant and native plantings in areas that around the parking lot. (h) In accordance with 310 CMR 10.58(5)(h) the property owner and/or applicant will manage any restoration or mitigation areas without further alteration. Prior to any application for a Certificate of Compliance, the applicant shall demonstrate that any such restoration or mitigation has been successfully completed for at least two growing seasons. Yarmouth Wetland Protection Regulations 4.01 Land Under the Ocean (2) Definition: (a) “Land Under the Ocean” means land extending from the mean low water line to the seaward limit of Yarmouth’s jurisdiction. (b) “Nearshore Areas” of land under the ocean means that land extending from the mean low water to the seaward limit of Yarmouth’s jurisdiction. (3) Performance Standards: Improvement dredging for navigational purposes affecting land under the ocean shall be designed and carried out using the best available measures so as to minimize adverse effects caused by changes in: Woods Hole Group, Inc. • A CLS Company _____________________________________________________________________________________________ Town of Yarmouth – Notice of Intent Application Page C9 of C14 Packet Landing Marina, Yarmouth, MA (a) Bottom topography which will result in increased flooding or erosion caused by an increase in the height or velocity of waves impacting the shore; (b) Sediment transport processes which will increase flood or erosion hazards by affecting the natural replenishment of beaches; (c) Water circulation which will result in an adverse change in flushing rate, temperature, or turbidity levels; or (d) Marine productivity which will result from the suspension or transport of pollutants, the smothering of bottom organisms, the accumulation of pollutants by organisms, or the destruction of habitat or nutrient source areas. (e) Maintenance dredging for navigational purposes affecting land under the ocean shall be carried out using the best available measures so as to minimize adverse effects caused by changes in marine productivity which will result from the suspension or transport of pollutants, increases in turbidity, the smothering of bottom organisms, the accumulation of pollutants by organisms, or the destruction of habitat or nutrient source areas. (f) Projects not included in section 4.01, (a through e) which affect nearshore areas of land under the ocean shall not cause adverse effects by altering the bottom topography so as to increase storm damage or erosion of coastal beaches, coastal banks, coastal dunes, or salt marshes. (g) Projects not included in section 4.01, (a through c) which affect land under the ocean shall be designed and performed so as to cause no adverse effects on wildlife, marine fisheries or shellfisheries caused by: i. Alterations in water circulation; ii. Destruction of eelgrass beds (Zostera marina); iii. Alterations in the distribution of sediment grain size; or iv. Changes in water quality, including, but not limited to, other than natural fluctuations in the level of dissolved oxygen, temperature, turbidity, or the addition of pollutants such as fecal coli, pathogens, etc. The proposed project will result in minimal impacts to Land Under the Ocean , with only temporary impacts during construction. Temporary impacts to bottom topography will be returned to natural conditions after reconstruction of the existing timber wharf. The project will not alter sediment transport, water circulation, or eelgrass beds and shellfish habitat. 4.02 Coastal Beaches and Tidal Flats (2) Definition: “Coastal Beach” unconsolidated sediment subject to wave, tidal or coastal storm action which forms the gently sloping shore of a body of salt water and includes tidal flats. Coastal beaches extend from the mean low water line landward to the coastal dune line, coastal bank line or the seaward edge of existing man-made structures, when these structures replace one of the above lines, whichever is closest to the ocean. “Tidal Flat” means any nearly level part of a coastal beach which usually extends from the mean low water line landward to the more steeply sloping face of the coastal beach or which may be separated from the beach by land under the ocean. Woods Hole Group, Inc. • A CLS Company _____________________________________________________________________________________________ Town of Yarmouth – Notice of Intent Application Page C10 of C14 Packet Landing Marina, Yarmouth, MA (3) Performance Standards: Any activity which is allowed on a coastal beach or tidal flat or within 100 feet of a coastal beach or tidal flat shall not have an adverse effect on the coastal beach or tidal flat by: (a) Affecting the ability of the waves to remove sand from the beach or tidal flat; (b) Disturbing the vegetative cover, if any, so as to destabilize the beach or tidal flat; (c) Causing any modification of the beach or downdrift beach that would increase the potential for storm or flood damage; (d) Interfering with the natural movement of the beach or tidal flat; (e) Causing artificial removal of sand from the beach or downdrift beach; (f) Removing seaweed or substrate from the coastal beach in the intertidal zone (between MLW and MHW) that provides valuable habitat and potential for sand accretion, unless deemed a public health emergency by the Director of Health. A small section of Coastal Beach lies at the southern end of the project site. Impacts to the resource area will be avoided by installing the new bulkhead landward of the existing timber bulkhead and performed all work from the parking lot. 4.05 Coastal Banks (2) Definition: “Coastal bank” means the seaward face or side of any elevated landform, other than a coastal dune, which lies at the landward edge of a coastal beach, land subject to tidal action or storm flowage, or other wetland. Any minor discontinuity of the slope notwithstanding, the top of the bank shall be the first significant break in slope that occurs above the relevant 100 year flood plain elevation. The 100 year flood plain elevation shall be taken from the latest available Flood Insurance Rate Maps, prepared by the Federal Emergency Management Agency for the Town of Yarmouth. (3) Performance Standards: Any activity that is allowed on a coastal bank shall comply with the following provisions: (a) No new bulkhead, revetment, seawall, groin or other coastal engineering structure shall be permitted on a coastal bank that provides significant sediment to an adjacent or downdrift coastal beach; except that such a coastal engineering structure shall be permitted when required to prevent storm damage to buildings constructed prior to August 10, 1978, including re-construction of such buildings subsequent to the effective date of these regulations, provided that the following requirements are met: i. Coastal engineering structures or modifications thereto shall be designed and constructed so as to minimize, using best available measures, adverse effects on adjacent or nearby coastal beaches due to changes in wave action; ii. The applicant demonstrates that no method of protecting the building other than the proposed coastal engineering structure is feasible; iii. Protective planting designed to reduce erosion may be permitted; and Woods Hole Group, Inc. • A CLS Company _____________________________________________________________________________________________ Town of Yarmouth – Notice of Intent Application Page C11 of C14 Packet Landing Marina, Yarmouth, MA iv. The applicant provides sufficient evidence that the building was constructed pursuant to a Notice of Intent prior filed before August 10, 1978. (b) Any project on a coastal bank or within 100 feet of the top of a coastal bank, other than a structure permitted under section 4.05, (3), (a), shall not have an adverse effect due to wave action on the movement of sediment from the coastal bank to coastal beaches or land subject to tidal action or flooding, and shall not have an adverse effect on the stability of a coastal bank. The Coastal Bank serves as a vertical buffer to storm surges but does not supply sediment to downdrift Coastal Beaches. A rock revetment already armors the resource area. Under this proposed project, the revetment would be maintained by the placement of angular rip rap to fill gaps in the stone layout as it exists. Because of the bank’s armored status, it does not act as a sediment source for downdrift resource areas. Modifications to the rock revetment will not adversely affect the Coastal Bank’s stability nor will it affect the habitats of vertebrate or invertebrate species. 4.10 Land Subject to Coastal Storm Flowage (2) Definition: As defined in the Act and the DEP Regulations, “Land Subject to Coastal Storm Flowage” are areas that extend up-gradient or landward from the ocean and the ocean’s estuaries that are subject to any inundation caused by coastal storms up to and including that caused by the 100-year storm, surge of record or storm of record, whichever is greater. Said boundary shall be the relevant 100 year storm elevation referenced within the latest available National Flood Hazard Layer (NFHL) Maps provided by the Federal Emergency Management Agency. The Velocity Zone (‘V zone’, also known as ‘VE zone') is a sub-area of LSCSF, with wave heights above 3 feet, said boundary is referenced in the NFHL. The area of Moderate Wave Action (‘MoWa’) is a sub-area of LSCSF, with wave heights between 1.5 and 3 feet, and said boundary shall be the Limit of Moderate Wave Action as referenced within the NFHL. (3) Performance Standards: When the Commission determines that Land subject to coastal storm flowage overlays other Resource areas, the applicable performance standards for each Resource area shall be independently and collectively applied and the project shall be appropriately conditioned to protect all stated Resource area values. (a) General Performance Standards Any activity within land subject to coastal storm flowage which will result in the building upon, removing, filling or altering of land shall not have an adverse effect on the interests protected by the bylaw by: i. reducing the ability of the land to absorb and contain flood waters; i. reducing the ability of the land to buffer more inland areas from flooding and wave damage; Woods Hole Group, Inc. • A CLS Company _____________________________________________________________________________________________ Town of Yarmouth – Notice of Intent Application Page C12 of C14 Packet Landing Marina, Yarmouth, MA ii. increasing the elevation or velocity of flood waters, or by redirecting or increasing flows or causing channelization, in each case at the project site, adjacent or nearby properties, or any public or private way. iii. displacing or diverting flood waters to other properties or resource areas. Fences and privacy walls, including walls separating one property from another, may obstruct or divert flood flow and waves toward buildings and protected areas. Solid fences (stockade and similar) must be constructed with 6 inches of clearance below to allow the passage of floodwaters and wildlife; iv. causing, or creating the likelihood of, damage to other structures on land within the flood plain as debris (collateral damage); v. causing ground, surface or saltate pollution triggered by coastal storm flowage; vi. reducing the ability of the resource to serve as a wildlife habitat and migration corridor through activities such as, but not limited to the removal of substantial vegetative cover and/or installation of fencing and other structures which prevent wildlife migration across property. vii. prevention of the migration of resource areas such as salt marshes due to sea level rise. viii. If flood control and storm damage protection functions have already been impaired, redevelopment must improve existing conditions by reducing impervious surfaces, restoring flood control and storm damage protection functions, installing native plantings, or by restoring or creating other wetland resource areas. The project area already contains a large impervious surface in the forms of a parking lot. The proposed project seeks to increase resiliency to this site by raising the elevation of the parking lot and adding a bulkhead to protect Town infrastructure from storm damage. Storm water improvements will also be installed, including a new stormwater infiltration system under the newly raised parking lot. This will improve storm water management practices on site and reduce the displacement or diversion of water to other properties and resource areas. And shall meet the following requirements; ix. Existing septic system and cesspool repairs will be allowed provided they meet all Title 5 and local Board of Health thresholds. x. All groundwater elevations shall incorporate seasonable adjustments if test holes and or leaching components are 100 feet or closer from major estuaries. xi. Any proposed deck, shed, or other similar structure must be securely anchored to a footing or foundation. xii. Any activity shall preserve existing soils, vegetation, and other natural conditions that serve as buffers to coastal flooding and storm surges. To the extent practicable, the project has been designed to preserve existing soil, vegetation, and other natural conditions. Where trees or shrubs need to be removed, the vegetation will be replaced after construction is complete. The project also includes 1,352 sq ft of mitigation plantings such as eastern red cedar, seaside goldenrod, little bluestem, Indian grass, beach plum and bayberry. Woods Hole Group, Inc. • A CLS Company _____________________________________________________________________________________________ Town of Yarmouth – Notice of Intent Application Page C13 of C14 Packet Landing Marina, Yarmouth, MA (b) Additional Performance Standards within the V Zone Within the V Zone, in addition to the general performance standards set forth in Section 4.10, (3)(a), the following additional performance standards shall apply: i. No new construction or footprint expansion of any building or other structure, road, impervious surface, or septic system shall be permitted. ii. No new construction or expansion of any structure that redirects or channelizes floods including retaining walls, fences, and sea walls shall be permitted. iii. With respect to any building or other structure, in the event of any substantial repair of the foundation, any substantial improvement (as defined in the state building code), the entire building or structure shall be elevated at least two (2) feet above the BFE. N/A – No work is proposed in the V Zone. (c) Additional Performance Standards within the MoWA Within the MoWA, in addition to the general performance standards set forth in Section 4.10 (3)(a), the following additional performance standards shall apply: i. The new construction and footprint expansion of any building or other structure, road, impervious surface, or septic system shall be permitted, subject to the other provisions of the Bylaw and Regulations, provided that any building or occupied structure shall be elevated at least two (2) feet above the BFE. ii. No new construction or expansion of any structure that redirects or channelizes floods including retaining walls, fences, and sea walls shall be permitted. iii. With respect to any building or other structure, in the event of any substantial repair of the foundation, any substantial improvement, the entire building or structure shall be elevated at least two (2) feet above the BFE. All proposed work will be located within the FEMA MoWA; however, the project does not involve new construction or expansion of a building. The new sheetpile bulkhead and raised parking lot area will prevent flooding of the site during the 2% probability w ater level predicted for the year 2030. Modifications to the site are not expected to redirect or channelize floods in the Bass River that will have adverse impacts on neighboring properties. 4.11 Coastal Watershed Areas (2) Definition: “Coastal Watershed Areas” are those areas mapped and delineated specifically within the “Water Resources Protection Study” prepared for the Town of Yarmouth by I.E.P. Inc. and Wright Pierce, dated August, 1988. For the purposes of this section 4.11, (2), Conservation Commission jurisdiction will be restricted to within 300 feet from a major estuary defined in section 1.06, and such jurisdiction must occur within the mapped area referenced above. Woods Hole Group, Inc. • A CLS Company _____________________________________________________________________________________________ Town of Yarmouth – Notice of Intent Application Page C14 of C14 Packet Landing Marina, Yarmouth, MA (3) Performance Standards: In order to properly protect our Coastal Watershed Areas, no project will be allowed that incorporates any of the practices referenced in section 4.11(1)(b) i through vi. N/A – This project does not incorporate outdated underground storage tanks, landfills, stump dumps, road salt storage, septic package treatment plants, nor automotive and construction equipment repairs within 300 feet from a major estuary defined in section 1.06, Bass River. Section D Stormwater Engineering Reports & Plans Packet Landing Marina Yarmouth, Massachusetts STORMWATER MANAGEMENT REPORT Woods Hole Group May 2025 CONTENTS Tighe&Bond Packet Landing Marina Stormwater Management Report 1-1 Section 1 Registered Professional Engineer's Certification Section 2 Project Description 2.1 Project Introduction ........................................................................2-4 2.2 Existing Conditions .........................................................................2-4 2.3 Floodplain Management ..................................................................2-5 2.4 Proposed Improvements .................................................................2-5 2.5 Method of Hydrologic and Hydraulic Analysis .....................................2-6 Section 3 Regulatory Compliance 3.1 LID Measures.................................................................................3-1 3.2 Standard 1: No New Untreated Discharges ........................................3-2 3.3 Standard 2: Peak Discharge Rate Attenuation ....................................3-2 3.4 Standard 3: Groundwater Recharge ..................................................3-2 3.5 Standard 4: Water Quality ...............................................................3-3 3.6 Standard 5: Land Uses with Higher Potential Pollutant Loads (LUHPPLs) 3-3 3.7 Standard 6: Critical Areas ...............................................................3-4 3.8 Standard 7: Redevelopment Projects ................................................3-4 3.9 Standard 8: Construction Period Pollution Prevention, Erosion and Sedimentation Control ....................................................................3-4 3.10 Standard 9: Long-Term Operation and Maintenance Plan ....................3-5 3.11 Standard 10: Prohibition of Illicit Discharges ......................................3-5 3.12 Local Stormwater Management Regulations .......................................3-5 Tighe&Bond Packet Landing Marina Stormwater Management Report 1-2 Appendices A Massachusetts Stormwater Checklist B Figures C NRCS Soils Information, Test-pit Logs D Stormwater Calculations E Construction Period Soil Erosion and Sediment Control Plan F Long-Term Pollution Prevention and Stormwater Operation and Maintenance Plan Figures 1 Site Location Map 2 Priority Resource Map 3 Orthophotograph 4 Existing Conditions Drainage Area Map 5 Proposed Conditions Drainage Area Map 6 National Flood Hazard Layer FIRMette Tables 2.1 Design Rainfall Depths 3.1 Peak Discharge Rate Comparison – Design Point 1 3.2 Runoff Volume Comparison – Design Point 1 \\Tighebond.com\data\Data\Projects\Y\Y0007 Yarmouth\0023 - Packet Landing Marina, 6 Pleasant Street\Permitting\CIV\State\Stormwater\Narrative\Stormwater Report Narrative Template 1.docx SECTION 1 Tighe&Bond Section 1 Registered Professional Engineer's Certification I have reviewed the Stormwater Report, including the computations, published and site - specific soil information, Long-term Pollution Prevention Plan, the Construction Period Erosion and Sedimentation Control Plan, the Long-term Post -Construction Operation and Maintenance Plan and the plans showing the stormwater management system, and have determined that they have been prepared in accordance with the requirements of the Massachusetts Department of Environmental Protection (MassDEP) Stormwater Management Standards as further elaborated by the Massachusetts Stormwater Handbook. I have also determined that the information presented in the Stormwater Checklist, provided in Appendix A, is accurate and that the information presented in the Stormwater Report accurately reflects conditions at the site as of the date of this permit application. OFM4ss9c yG JEAN CHRISTY o CIVIL No.47 80 S ONALE 06/ Registered Professional Engineer Block and Signature A� P June 23, 2025 Signature, late Packet Landing Marina Stormwater Management Report 1-3 SECTION 2 Tighe&Bond Packet Landing Marina Stormwater Management Report 2-4 Section 2 Project Description 2.1 Project Introduction On behalf of Woods Hole Group (the “Applicant”), Tighe & Bond has prepared the following Stormwater Management Report to support local permitting efforts for the Packet Landing Marina Project in Yarmouth, Massachusetts. A United States Geological Survey (USGS) Site Location figure, Orthophotograph, and Priority Resource figure of the Project site are provided in Appendix B as Figures 1-3 (respectively). Project plans are provided separately. 2.2 Existing Conditions Packet Landing Marina is a Town-owned municipal marina located on the west side of the Bass River, just south of the Route 28 vehicle bridge. Located in the B2 Zoning District, the facility serves as a hub for commercial, municipal, and recreational waterfront use, including commercial fishing, charter fishing, and emergency response boat berthing. The Marina is also located within the Hotel/Motel Overlay District 1 (HMOD1). The Natural Resources Conservation Service (NRCS) soil data was obtained through the Web Soil Survey portal on the United States Department of Agriculture (USDA) NRCS website. The areas surrounding the property were queried for soil types according to the record soil survey maps maintained by NRCS. Soils within the project area, as published in the USDA Soil Survey for Barnstable County, Version 23, dated September 17, 2024, include the Carver association. The NRCS Soils Mapping is provided in Appendix C. The hydrologic soil group designation (HSG) for this soil type is listed as A. The HSG rating for soil types is based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long duration storms. Soils designated as HSG A are generally well draining and have a high capacity for water infiltration. The NRCS Soils Mapping is provided in Appendix C. A subsurface exploration program was conducted on March 12, 2025. The explorations included borings and test pits to determine soil textures and seasonal high groundwater within the project site. The results of the explorations within the limits of the proposed infiltration systems indicate that native soils are predominantly sand and that an infiltration rate of 8.27 inches per hour would be appropriate for the site and hydrologic analysis. The results of the subsurface explorations indicated the presence of fill to depths between 36” and 53” below ground surface. Below the observed filled, sand was encountered, which is generally consistent with the mapping available from Web Soil Survey. Fill encountered during test pits at the site will be excavated and replaced with suitable material prior to the installation of the subsurface infiltration system. H igh groundwater was observed ranging from 3.5 to 5.3 feet below existing grade, however, due to the tidally-influenced nature of the project site, the United States Geological Survey (USGS) and Cape Cod Commission (CCC) method was used to determine an estimated Tighe&Bond Packet Landing Marina Stormwater Management Report 2-5 maximum high groundwater level during high-tide conditions. Additional information related to these calculations can be found on the test pit logs provided in Appendix C. Under existing conditions, stormwater runoff from the approximately 3-acre watershed flows onto the project site from the west. Stormwater runoff from the contributory area and the project site then flows to the southeast, toward the Bass River. Located within the existing marina parking lot are two catch basins, which collect and convey stormwater runoff into a subsurface stormwater infiltration structure. There are also existing subsurface stormwater infiltration structures located within Allen Street, ad jacent to the project site. The runoff curve numbers (CN) used in the calculation of the composite CN for each drainage area are based on the values provided in TR-55, Urban Hydrology for Small Watersheds. CN values vary depending on the type of ground cover and soil HSG . Existing Conditions Drainage Areas were delineated based on topography and stormwater discharge location. A summary of each existing conditions drainage area, including sizing, CN, and time of concentration calculations, are provided in the HydroCAD reports in Appendix D. An Existing Conditions Drainage Area Map is provided as Figure 4 in Appendix B. 2.3 Floodplain Management The Federal Emergency Management Agency’s Flood Insurance Rate Map (FIRM) Community Panel Number 25001C0591J, effective July 16, 2014 shows the project site located within a special flood hazard area, as attached in Appendix B. The entirety of the project site falls within a FEMA zone AE, with a base flood elevation (BFE) of 13 feet . Land surrounding the project site to the north and west fall within other areas of flood hazard, including areas with a 1% annual chance of flooding with average depths less th an one foot. 2.4 Proposed Improvements In the fall of 2023, Tighe & Bond worked with Woods Hole Group to develop multiple alternative design options to improve the Marina’s resilience against current day nuisance flooding and anticipated future flooding scenarios. The site redevelopment efforts that were ultimately selected to improve the site’s resilience include the following: 1. Raising the existing seaward portion of the parking lot to a minimum elevation of 7.0 (NAVD 88) 2. Expanding the parking lot to include two (2) additional spaces 3. Installing approximately 370 feet of sheet pile bulkhead with a concrete cap around the seaward perimeter of the site 4. Reconstructing an existing 500 square foot timber loading wharf to an elevation approximately 1.2 feet higher than existing conditions 5. Constructing a raised timber boardwalk at the south end of the facility 6. Constructing a new secure dock access point at the north end of the project site with a new gangway extending to the northern finger float Tighe&Bond Packet Landing Marina Stormwater Management Report 2-6 7. Replacing the existing southern gangway with a longer, aluminum gangway to access the southern finger float 8. Repairing portions of the existing stone revetment with infill stones 9. Repairing and replacing damaged floating dock hardware Under proposed conditions, stormwater runoff from the northwestern portion of the project area flows toward the center of the parking lot. Runoff from the southwestern portion of the project area flows toward the boat ramp . Runoff is captured by two deep- sump, hooded catch basins and a trench drain and conveyed toward a proposed proprietary stormwater treatment unit for pretreatment. Following pretreatment, runoff enters a proposed subsurface infiltration system for additional treatment and infiltration to groundwater. The stormwater management design for the proposed project has been prepared in accordance with recommendations in the Massachusetts Department of Environmental Protection (MassDEP) Stormwater Handbook as outlined in the following sections. A summary of each proposed condition drainage area, including sizing, CN and time of concentration calculations, are provided in the HydroCAD reports in Appendix D. A Proposed Conditions Drainage Area Map is provided as Figure 5 in Appendix B. The proposed stormwater management system treats both the quality and the quantity of stormwater discharge from the site. The system includes best management practices (BMPs) such as deep-sump, hooded catch basins, a proprietary stormwater treatment unit, and a subsurface infiltration system. A brief description of the proposed Best Management Practices incorporated into the stormwater management system are as follows: Deep-Sump, Hooded Catch Basins: Catch basins provided within the parking lot collect stormwater runoff from the proposed parking areas and are connected to the project’s stormwater collection system. The deep -sump and hooded outlet provide runoff an opportunity to separate from solids and floatable pollutants prior to discharge and are used as a pretreatment device throughout the projec t. Proprietary Treatment Devices: Structural stormwater treatment devices, proposed as a Stormceptor STC 450i, are designed to mechanically separate pollutants from stormwater flows through centrifugal force and vortex separation. A units is proposed prior to runoff discharge into the subsurface infiltration basin. The proposed unit is sized in accordance with guidance provided by MassDEP to ensure proper sediment removal efficiencies. Subsurface Infiltration System: The subsurface infiltration system consists of pre- fabricated chambers set in a bed of gravel beneath a proposed row of parking spaces. The system has been sized to infiltrate the required recharge volume. The subsurface infiltration system is equipped with an overflow outlet pipe to manage stormwater runoff in the event of system failure. Tighe&Bond Packet Landing Marina Stormwater Management Report 2-7 2.5 Method of Hydrologic and Hydraulic Analysis The following storm drainage design criteria were used for all hydrologic and hydraulic analyses: 1. Piped storm drainage system and the outlets are designed for a 25-year storm event. 2. Minimum time of concentration = 6 minutes. 3. For SCS peak flow calculations, Curve Number were as follows: a. Tree/Grass Combination, HSG A, CN = 32 b. >75% Grass Cover, Good, HSG A, CN = 39 c. 1 Acre Lots, HSG A, CN = 51 d. ½ Acre Lots, HSG A, CN = 54 e. ¼ Acre Lots, HSG A, CN = 61 f. Gravel & Walkways, CN = 96 g. Building Roofs, CN = 98 h. Pavement, CN = 98 i. Revetment, CN = 98 4. Minimum diameter pipes, excluding roof leaders, underdrains and foundation drains = 6 inches 5. Minimum pipe slope = 0.5 percent 6. Watershed areas delineated using polylines in AutoCAD Civil 3D 202 5. 7. The storm water management plan for the site is designed to treat the water quality volume, remove total suspended solids and infiltrate the required recharge volume while reducing peak flow. 8. Comparative hydrology analyzed using HydroCAD Stormwater Modeling software Version 10.20-4c. A comparative hydrologic analysis of the pre-development and post-development site was performed to determine the impacts of the proposed project to peak discharge rates and stormwater runoff volumes. HydroCAD Release 10.20-4c is a hydrology and hydraulics software using Technical Release (TR) 20 and TR-55 methodologies for the determination of stormwater runoff quantities. The HydroCAD Report for both pre- and post-development conditions for each storm event is provided in Appendix D. Table 2.1 below presents the design rainfall depths for the storm events evaluated, as provided by National Oceanic and Atmospheric Administration’s (NOAA) National Weather Service Atlas 14 PLUS. Table 2.1 Design Rainfall Depths Storm Event Rainfall Depth (inches) 2-Year 3.34 10-Year 4.85 Tighe&Bond Packet Landing Marina Stormwater Management Report 2-8 25-Year 5.79 50-Year 6.51 100-Year 7.25 The proposed storm drain collection system was analyzed to ensure that the pipe capacities proposed can accommodate the 25-year storm event, as well as meeting minimum and maximum flow velocity. Results of that analysis are provided in Appendix D. SECTION 3 Tighe&Bond Packet Landing Marina Stormwater Management Report 3-1 Section 3 Regulatory Compliance The project is required to comply with the ten MassDEP Massachusetts Stormwater Management Standards (Standards) under the Massachusetts Wetlands Protection Act and the Yarmouth Regulations Governing Construction and Post -construction Stormwater Management of New Developments and Redevelopments. The Massachusetts Stormwater Checklist is provided in Appendix A. 3.1 LID Measures MassDEP allows for reductions in structural stormwater Best Management Practice (BMP) requirements for water quantity and quality when certain criteria are met. The proposed project includes environmentally sensitive site design and low impact development techniques; however, the applicant is not requesting credit for LID measures. Numerous alternatives were explored for the development of the project. Stormwater management alternatives that were considered throughout the design development process, but were not selected, are listed below. Bioretention Basins/Rain Gardens: Bioretention basins, or rain gardens, were considered for stormwater runoff treatment and infiltration at the site as a nature - based alternative to other structural stormwater management features. While considered, bioretention basins were determined to b e infeasible for application at the project site due to limited available space, in addition to the presence of various underground utilities including electrical and septic service lines. Further, the limited depth to groundwater at the project site disallows for the installation of bioretention features due to concerns of tidally influenced groundwater breaching the bottom of the basin. In order to combat saline water breaching the basin bottom, an impermeable liner would need to be installed, thus preventing any groundwater recharge at the site. Porous Pavement: Porous pavement was considered as an alternative to traditional pavement within the limits of the parking lot. Porous pavement was considered for its ability to allow runoff to infiltrate directly into underlying soils and receive water quality treatment-however, was ultimately not selected due to the site’s status as a land use with higher potential pollutant loads (LUHPPL) and high groundwater levels observed during soil test pits. As a LUHPPL, the site is required to provide a heightened level of pretreatment to stormwater runoff prior to infiltration to groundwater. Stormwater runoff managed through porous pavement is unable to receive pretreatment prior to infiltration, and as such, the application of porous pavement was determined to be inappropriate for the site. Additionally, the required depth of infiltrative subbase for porous pavement is greater than that to groundwater in the project area, thus disallowing the infiltration of stormwater runoff to groundwater. Refer to Appendix C for soil test-pit logs. Tighe&Bond Packet Landing Marina Stormwater Management Report 3-2 3.2 Standard 1: No New Untreated Discharges The project will not result in any new stormwater conveyance discharging untreated stormwater directly to the Waters of the Commonwealth. Further documentation pertaining to stormwater treatment is provided in Section 3.5. 3.3 Standard 2: Peak Discharge Rate Attenuation Since the proposed project introduces additional impervious area to the existing site , stormwater management features are required to attenuate peak discharge rates through the use of infiltration and detention. Runoff is collected by deep-sump, hooded catch basins and a trench drain and conveyed to the subsurface infiltration system. Table 3.1 presents the results of the pre-development stormwater runoff analysis versus the post- development stormwater runoff analysis, previously described in Section 2.5, for the project. Table 3.1 Peak Discharge Rate Comparison – Design Point 1 2-Year Storm (cfs) 10-Year Storm (cfs) 25-Year Storm (cfs) 50-Year Storm (cfs) 100-Year Storm (cfs) Existing 1.3 3.0 4.1 4.9 6.1 Proposed 1.1 1.9 2.9 3.6 5.5 Table 3.1 indicates that existing peak discharge rates for the project are reduced for all storm events. In addition to a summary of peak discharge rates, total runoff volumes are also presented in Table 3.2. Table 3.2 Runoff Volume Comparison – Design Point 1 2-Year Storm (af) 10-Year Storm (af) 25-Year Storm (af) 50-Year Storm (af) 100-Year Storm (af) Existing 0.12 0.29 0.42 0.52 0.64 Proposed 0.10 0.25 0.36 0.46 0.57 3.4 Standard 3: Groundwater Recharge The proposed project will allow treated stormwater runoff from the proposed project to infiltrate to groundwater to the maximum extent practicable. As discussed in Section 2.2, high groundwater was observed ranging from 3.5 to 5.3 feet below existing grade. However, due to the tidally-influenced nature of the project site, the USGS/CCC method was used to determine an estimated maximum high groundwater level during high -tide conditions. High groundwater levels during high-tide conditions are estimated to reach elevation 3.0, less than four feet below the ground surface in the area of subsurface system installation. Tighe&Bond Packet Landing Marina Stormwater Management Report 3-3 Due to the constrained nature of the project site, it was determined that providing at least two feet of separation between the bottom of the infiltrative structure and the estimated high-tide high groundwater elevation would be infeasible. For the proposed project, precast concrete stormwater chambers were selected due to the system’s need to be located within vehicular loading within the parking lot under minimal cover. The selected chambers are approximately 2.2 feet tall, necessitated by storage volume and peak-rate requirements, resulting in a 3.2-foot-tall profile inclusive of the gravel bed and gravel top layer. While it is not feasible to maintain a minimum two-foot separation to groundwater at all times, it is anticipated that the proposed design will allow for a two -foot separation to groundwater outside of high-tide conditions. As indicated by the test pit logs, groundwater was observed at elevation 0.7 at test pit 3. With the bottom of the subsurface system at elevation 3.0, a separation of 2.3 feet can be expected during certain conditions. As such, groundwater recharge is provided to the maximum extent practicable given the existing limitations. Recharge calculations are provided in Appendix D. 3.5 Standard 4: Water Quality Standard 4 of the Massachusetts Stormwater Standards addresses stormwater quality requirements. This standard requires that new stormwater management systems be designed to achieve an 80% Total Suspended Solids (TSS) removal rate prior to discharge. MassDEP has published presumed removal rates for each of the BMP’s featured in their design guidelines. Additionally, this standard addresses the required volume of stormwater runoff that is to be treated by the BMPs, as well as components of a long -term source control and pollution prevention plan. The treatment train that has been incorporated into the proposed design consists of three deep-sump, hooded catch basins, a proprietary water quality treatment device, and a subsurface infiltration basin. The pretreatment requirement of 44% TSS removal prior to infiltration is met through the pretreatment features of this train. The overall TSS removal for this train is 100% for stormwater runoff captured and infiltrated by the system. Pollutant removal calculations are provided in Appendix D. A portion of the proposed driveway will not be collected by the proposed stormwater collection system and will discharge, untreated, to the Bass River due to challenges associated with grade changes and the drainage crossings beneath the proposed bulkhead in the area. While this area is untreated, it is comprised of impervious area included under the redevelopment portion of the proposed project. The project still presents a reduction in untreated overland flow toward the Bass River as compared to existing conditions. The overall water quality treatment presented by the proposed project is a substantial improvement over existing conditions on -site. 3.6 Standard 5: Land Uses with Higher Potential Pollutant Loads (LUHPPLs) The proposed use of the project site as a marina is considered a LUHPPL. As such, the project has been designed to meet the more stringent requirements of Standard 5. The following conditions have been met through design: Tighe&Bond Packet Landing Marina Stormwater Management Report 3-4 1. Selected BMPs are suitable for treating runoff from LUHPPLs and include deep- sump, hooded catch basins, proprietary treatment devices, and subsurface infiltration basins. 2. The Required Water Quality Volume was calculated with 1 ” required depth (See Appendix D). 3. Pretreatment BMPs have been included to meet 44% TSS removal prior to infiltration (See Appendix D for BMP Treatment Train Worksheets). The proposed BMPs of the stormwater management system have been designed in compliance with the requirements of Standard 5 and the Massachusetts Stormwater Handbook. Calculations supporting the more stringent Required Water Quality volume and 44% TSS removal prior to infiltration are provided in Appendix D. A long-term pollution prevention plan has also been developed for the project and is provided as part of the Long-Term Stormwater Operation & Maintenance Plan in Appendix F. 3.7 Standard 6: Critical Areas The site discharges stormwater runoff to the Bass River. The Bass River, specifically segment MA96-12, is listed as a Category 4a Water, with a Total Maximum Daily Load (TMDL) already completed as listed in the Massachusetts Year 2022 Integrated List of Waters. The impairments listed for this segment of the Bass River include Estuarine Bioassessments, Fecal Coliform, and Nitrogen, Total . The project has been designed to improve water quality and quantity under proposed conditions. The stormwater BMPs selected for the project remove 100% of annual average TSS loading, as well as 100% of total phosphorus and 100% of total nitrogen from stormwater runoff entering the system when constructed and maintained property. The project presents a substantial improvement over existing conditions on -site in terms of water quality and quantity. Refer to Appendix D for pollutant removal calculations. The project is located outside of any MassDEP Wellhead Protection Areas, including Zones I, II, and any Interim Wellhead Protection Areas. Other Critical Areas, as defined in the Massachusetts Stormwater Handbook, are shown on Figure 2 in Appendix B. 3.8 Standard 7: Redevelopment Projects The project is considered a mix of new and redevelopment. While the area of parking lot expansion to include two additional spaces is considered new development, the remainder of the improvements to the lot can be considered a redevelopment of the existing site. Therefore, the project has been designed to comply to the maximum extent practicable with Standard 3. The project has been designed to fully comply with the remaining Standards. 3.9 Standard 8: Construction Period Pollution Prevention, Erosion and Sedimentation Control A construction period Soil Erosion and Sediment Control Plan (SESCP) is provided in Appendix E. The SESCP presents the minimum soil erosion a sediment control practices Tighe&Bond Packet Landing Marina Stormwater Management Report 3-5 to be used during construction. General soil erosion and sedimentation control BMPs are indicated on the Site Plans. 3.10 Standard 9: Long-Term Operation and Maintenance Plan A Long-Term Stormwater Operations and Maintenance Plan is included in Appendix F of this report. The O&M plan indicates the responsible parties for the project, routine and non-routine maintenance tasks and inspection criteria. The O&M Plan also provides guidance on long-term pollution prevention practices for the project. 3.11 Standard 10: Prohibition of Illicit Discharges Illicit discharges to the stormwater management system are discharges that are not entirely comprised of stormwater. Illicit discharge does not include discharges from the following activities or facilities: firefighting, water line flushing, landscape ir rigation, uncontaminated groundwater, potable water sources, foundation drains, air conditioning condensation, footing drains, individual resident car washing, flows from riparian habitats and wetlands, dechlorinated water from swimming pools, water used f or street washing, and water used to clean residential buildings without detergents. A signed Illicit Discharge Statement will be provided prior to construction. 3.12 Local Stormwater Management Regulations The Yarmouth Regulations Governing Construction and Post -construction Stormwater Management of New Developments and Redevelopments (the Regulations) establish performance standards for stormwater management systems designed for new development and redevelopment projects in order to minimize adverse impacts offsite and downstream, which would be borne by abutters, townspeople and the general public. While it is anticipated that the project will not be required to obtain a Stormwater Management Permit through the Conservation Commission, as it is not proposed to disturb an area equal to or greater than one acre of land, the project is required to adher e to the performance standards outlined in the Regulations. Section 2.05 of the Regulations states the following: 1. Low Impact Development (LID) site planning and design strategies must be implemented unless infeasible in order to reduce the discharge of stormwater from development sites. Reduce the amount of runoff over paved surfaces through the implementation of LID techniques, such as infiltrating roof runoff at the source, planting large canopy trees over impervious areas to intercept rainfall, use of porous paving materials, etc. where feasible. The applicant must document in writing why LID strategies are not appropriate when not used to manage stormwater. A list of the LID strategies considered for implementation at the project site, and explanations as to why they were not selected, is provided above in Section 3.1 2. Good housekeeping procedures shall be used to reduce sources of sediment, phosphorus, nitrogen and other contaminants in stormwater runoff. These shall be documented in the Operation and Maintenance Plan. Tighe&Bond Packet Landing Marina Stormwater Management Report 3-6 Good housekeeping procedures to reduce sources of sediment, phosphorus, nitrogen, and other contaminants in stormwater runoff are documented in the Operation and Maintenance Plan attached as Appendix F. 3. Stormwater management systems design shall be consistent with, or more stringent than, the requirements of the 2008 Massachusetts Stormwater Handbook (as amended) with the following additional requirements: a. Post-development peak discharge rates do not exceed predevelopment peak discharge rates for the 2, 10, 25, 50 and 100 year 24 -hour storms. The 50-year post-development stormwater volume shall be retained onsite through design of the stormwater management system to the maximum extent practicable. The 100-year post-development stormwater volume shall be controlled onsite with no offsite discharge to the maximum extent practicable. This Standard may be waived for discharges to land subject to coastal storm flowage as defined in the Massachusetts Wetlands Protection Regulations at 310 CMR 10.04. As demonstrated in Table 3.1, post-development peak discharge rates are reduced for the 2, 10, 25, 50 and 100 year 24-hour storms as compared to predevelopment peak discharge rates. The 100-year post-development stormwater volume shall be controlled onsite with no offsite discharge to the maximum extent practicable, as described in Section 3.5. While the site is subject to coastal storm flowage as defined in the Massachusetts Wetlands Protection Regulations 310 CMR 10.04, a waiver of this standard is not being requested at this time. b. Structural pretreatment is required for all proposed infiltration devices to remove 44% TSS from runoff before it enters the infiltration device. A proprietary stormwater treatment unit is proposed as part of the stormwater treatment train in order to provide additional pretreatment to stormwater runoff prior to infiltration. A pretreatment removal rate of 64% is achieved through a combination of deep-sump, hooded catch basins and the proprietary stormwater treatment unit, as outlined in TSS removal calculations in Appendix D. c. The calculations of runoff volumes and peak rates required under Massachusetts Stormwater Management Standard 2 shall be based on precipitation data provided in National Oceanic and Atmospheric Administration (NOAA) – National Weather Service “NOAA Atlas 14” unless otherwise authorized by the Commission. All runoff volume and peak rate calculations are based on precipitation data provided in the NOAA Atlas 14. Refer to Appendix D for precipitation data. 4. Stormwater management systems for new developments shall be designed to meet an average annual pollutant removal equivalent to 90% of the average annual load of TSS AND 60% of the average annual load of Total Phosphorus (TP) AND 30% of average annual load of Total Nitrogen (TN) related to the total post-construction impervious area on the site as achieved through one of the following methods: a. Installing BMPs that meet the pollutant removal percentages. Tighe&Bond Packet Landing Marina Stormwater Management Report 3-7 b. Retaining the volume of runoff equivalent to, or greater than one (1.0) inch multiplied by the total post-construction impervious surface area on the new development site. c. Meeting a combination of retention and treatment that achieves the above standards; or d. Utilizing offsite mitigation that meets the above standards within the same USGS HUC12 as the new development site. Offsite mitigation can only be proposed for projects that cannot meet 100% of the infiltration and/or treatment goals due to specific site constraints. Examples when offsite mitigation may be proposed include: impermeable or low permeable soils; high groundwater; site with higher pollutant loads. The proposed stormwater management system removes 100% of TP, TN, and TSS from stormwater runoff captured by the stormwater management system , as outlined in the pollutant removal calculations in Appendix D. A portion of the proposed driveway will not be collected by the proposed stormwater collection system and will discharge, untreated, to the Bass River due to challenges associated with grade changes and the drainage crossings beneath the proposed bulkhead in the area. While this area is untreated, it is comprised of impervious area included under the redevelopment portion of the proposed project. The project still presents a reduction in untreated overland flow toward the Bass River as compared to existing conditions. The overall water quality treatment presented by the proposed project is a substantial improvement over existing conditions on -site. See the response to item 6 below for further information on nutrient removal calculation methodologies. 5. Stormwater management systems for redevelopments shall be designed to meet an average annual pollutant removal equivalent to 80% of the average annual post-construction load of TSS AND 50% of the average annual load of TP AND 30% of the average annual load of TN related to the total post-construction impervious area on the site as achieved through one of the following methods: a. Installing BMPs that meet the pollutant removal percentages. Pollutant removal shall be determined as required in Paragraph (6) below; or b. Retaining the volume of runoff equivalent to, or greater than, 0.8 inch multiplied by the total post-construction impervious surface area on the redeveloped site, with pretreatment provided in accordance with Section 2.05(3)(b); or c. Meeting a combination of retention and treatment that achieves the above standards; or d. Utilizing offsite mitigation that meets the above standards within the same USGS HUC10 as the redevelopment site. Offsite mitigation can only be proposed for projects that cannot meet 100% of the infiltration and/or treatment goals due to specific site con straints. Examples when offsite mitigation may be proposed include: impermeable or low permeable soils; high groundwater; site with higher pollutant loads. As previously described, the proposed stormwater management system removes 100% of TP, TN, and TSS from stormwater runoff captured by the stormwater management system, as outlined in the pollutant removal calculations in Appendix Tighe&Bond Packet Landing Marina Stormwater Management Report 3-8 D. A portion of the proposed driveway will not be collected by the proposed stormwater collection system and will discharge, untreated, to the Bass River due to challenges associated with grade changes and the drainage crossings beneath the proposed bulkhead. While this area is untreated, it is comprised of impervious area included under the redevelopment portion of the proposed project. The project still presents a reduction in untreated overland flow toward the Bass River as compared to existing conditions. The overall water quality treatment presented by the proposed project is a substantial improvement over existing conditions on -site. See the response to item 6 below for further information on nutrient removal calculation methodologies. 6. In complying with (4) and (5) above, the required removal percentage is not required for each storm; it is the average removal over a year that is required. Pollutant removal shall be calculated consistent with EPA Region 1’s BMP Accounting and Tracking Tool (2016) or other BMP performance evaluation tool provided by EPA Region 1 where available. If EPA Region 1 tools do not address the planned or installed BMP performance any federally or State approved BMP design guidance or performance standards (e.g. St ate stormwater handbooks and design guidance manuals) may be used to calculate BMP performance. Anticipated removal percentages for the proposed stormwater management system are provided in Appendix D, and were developed based on guidance provided in the New England Stormwater Retrofit Manual, as developed by the EPA Region 1 in conjunction with various state agencies. As demonstrated in Appendix D, Water Quality Treatment Performance Curves (Performance Curves) were used to calculate pollutant reductions. Performance Curves provide a quantification of water quality benefit for a range of sizes and types of BMPs. They are based on long-term cumulative performance modeling, rather than individual-storm event data. 7. Discharges to water bodies or their tributaries subject to one or more approved Total Maximum Daily Load (TMDL) or impaired waterbodies and their tributaries, listed as Category 4b or 5 in the current Massachusetts Integrated List of Waters listed pursuant to the Federal Clean Water Act Sections 303(d) and 305(b) without an EPA approved TMDL shall adhere to the following: a. To the extent that a new development or redevelopment project will discharge to a water body or its tributaries subject to one or more pollutant specific TMDLs, the project shall implement structural and non -structural stormwater best management practices (BMPs) that are consistent with each such TMDL. The proposed project utilizes subsurface infiltration as the primary treatment mechanism for stormwater runoff. The New England Stormwater Retrofit Manual recognizes subsurface infiltration chambers as having similar nitrogen removal rates as compared to surface infiltration basins. Through sedimentation, filtration, and adsorption to soil, nitrogen is removed through the infiltration process, even in the absence of vegetative uptake. An explanation of why bioretention features were not selected for the project site is provided in Section 3.1. Nutrient removal calculations are provided in Appendix D. Tighe&Bond Packet Landing Marina Stormwater Management Report 3-9 b. For any new development or redevelopment project that discharges stormwater to a water body subject to a Nitrogen TMDL, the stormwater management system shall be designed using BMPs optimized for nitrogen removal. As described in Section 3.7, the project site discharges stormwater to a water body subject to a Nitrogen TMDL. Pollutant removal calculations, provided in Appendix D, demonstrate that the selected BMP removes 100% of total nitrogen from stormwater runoff collected by the stormwater management system and treated through infiltration. While a portion of the proposed driveway will not be collected by the proposed stormwater collection system, it is comprised of impervious area included under the redevelopment portion of the proposed project. The project still presents a reduction in untreated overland flow and water quality of stormwater runoff flowing toward the Bass River as compared to existing conditions. c. For a new development or redevelopment project that discharges stormwater to a waterbody identified as impaired due to phosphorus, the stormwater management system shall be designed using BMPs optimized for phosphorus removal. The Bass River, specifically segment MA96-12, is not listed as impaired due to phosphorus in the Massachusetts Year 2022 Integrated List of Waters. d. For a new development or redevelopment project that discharges stormwater to a waterbody identified as impaired due to chloride, the applicant shall include measures in the required Operation and Maintenance (O&M) Plan to minimize salt usage or use alternative deicing materials and practices. The applicant shall consult with the Yarmouth Department of Public Works to develop these O&M provisions. The Bass River, specifically segment MA96-12, is not listed as impaired due to chloride in the Massachusetts Year 2022 Integrated List of Waters. e. For a new development or redevelopment project that is a commercial or industrial land use and discharges stormwater to a waterbody identified as impaired due to solids, metals, or oil and grease (hydrocarbons). The following shall apply: i. The stormwater management system shall be designed to allow shutdown and containment in the event of an emergency spill or other unexpected event; While the proposed site use is commercial in nature, The Bass River, specifically segment MA96-12, is not listed as impaired due to solids, metals, or oil and grease in the Massachusetts Year 2022 Integrated List of Waters. However, the majority of stormwater runoff from impervious surfaces within the project site is directed toward a proprietary stormwater quality unit, which separates oils, grease, and sediment from stormwater runoff prior to infiltration. The installation of a stormwater quality unit pre sents an improvement over existing conditions on-site. ii. Any stormwater management system designed to infiltrate stormwater shall provide the level of pollutant removal equal to or Tighe&Bond Packet Landing Marina Stormwater Management Report 3-10 greater than the level of pollutant removal provided through the use of biofiltration of the same volume of runoff to be infiltrated, prior to infiltration. The proposed stormwater management system provides a pollutant removal rate of 100% for nitrogen, phosphorus, and TSS from stormwater runoff entering the subsurface infiltration system from the project site. Refer to Appendix D for pollutant removal calculations. APPENDIX A MassDEP Stormwater Checklist.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 runo ff 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 i n 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. MassDEP Stormwater Checklist.doc • 04/01/08 Stormwater Report Checklist • Page 2 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report B. Stormwater Checklist and Certification The following checklist is intended to serve as a guide for applicants as to the elements that ordinarily need to be addressed in a complete Stormwater Report. The checklist is also intended to provide conservation commissions and other reviewing authorities with a summary of the components necessary for a comprehensive Stormwater Report that addresses the ten Stormwater Standards. Note: Because stormwater requirements vary from project to project, it is possible that a complete Stormwater Report may not include information on some of the subjects specified in the Checklist. If it is determined that a specific item does not apply to the project under review, please note that the item is not applicable (N.A.) and provide the reasons for that determination. A complete checklist must include the Certification set forth below signed by the Registered Professional Engineer who prepared the Stormwater Report. Registered Professional Engineer’s Certification I have reviewed the Stormwater Report, including the soil evaluation, computations, Long -term Pollution Prevention Plan, the Construction Period Erosion and Sedimentation Control Plan (if included), the Long - term Post-Construction Operation and Maintenance Plan, the Illicit Discharge Compliance Statement (if included) and the plans showing the stormwater management system, and have determined that they have been prepared in accordance with the requirements of the Stormwater Management Standards as further elaborated by the Massachusetts Stormwater Handbook. I have also determined that the information presented in the Stormwater Checklist is accurate and that the information presented in the Stormwater Report accurately reflects conditions at the site as of the date of this permit application. Registered Professional Engineer Block and Signature Signature and Date Checklist Project Type: Is the application for new development, redevelopment, or a mix of new and redevelopment? New development Redevelopment Mix of New Development and Redevelopment MassDEP Stormwater Checklist.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): 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. MassDEP Stormwater Checklist.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. MassDEP Stormwater Checklist.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. MassDEP Stormwater Checklist.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. MassDEP Stormwater Checklist.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. MassDEP Stormwater Checklist.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 G:\GIS\MA\SiteLocus\Yarmouth\PacketLandingMarina\PacketLandingMarina.aprx\Fig1_Topo_PacketLandingMarina [Exported By: EMainville, 3/10/2025, 8:55 AM] NÞ 1:24,000 Based on USGS The National Map Topo Basemap. Contour Interval Equals 10-Feet. Circles indicate 500-foot and half-mile radii. Y-0007,SITE LOCATIONSITE LOCATION March 2025 SITE LOCATION FIGURE 1 Packet Landing Marina 6 Pleasant Street Yarmouth, Massachusetts 0 1,000 2,000 Feet !Þ !Þ !Þ !Þ !Þ !Þ X X XXX XX X X X SOUTH YARMOUTH WEST DENNIS BASS RIVER D A V I S B E A C H H A I G I S B E A C H STAGE ISLAND S A LT B O X B E A C H P A R K E R S N E C K WRINKLE POINT LILY POND FLAX POND LABANS POND B A S S R I V E R LONG P O N D JAMES POND Herring Brook KELLEYS POND Swan Pond RiverB A S S R I V E RUNCLE STEPHANS POND CROWELL POND WeirCreekUV28 A B B O TTROADOLD TOWN HOUSE R O A D FAIR W A Y R O A D ROUTE28 LORINGAVENUE B U C K W O O D D R I V E MAIN STREET O L D M A IN S TR E E TL E EW ARDRUNSWANRIVERROADCAPTAINYORKROADTODDROADDRI VI NGTEECI RCLEHOSKI NGLANEDU T C HSWAYSOUTHVILLAGEROADTROTTER S LA N ELOWER COUNTY ROAD J E S S I E S L A N E L IG H TH OUSEROADCHURCHSTREETPARKDRIVESALTBOXROADWI N S LOW G R AY RO A D REGIONALA V E N U E NORTHMAINSTREETCONIFERLANENAUHAUGHT ROAD G R A N D V IE W D RIVEMAPLESTREETG ARFIELDLANE FAI RWOODROADHAYWOODAVENUEGEORGETO W N LANDING UPTON ROAD B OA T H AUL WALKA F T R O A DTAFFY LANEFAR M L A NE F ORES T R OA DG A Y R O A D L O N G PO N D D R IV E COLO NI A L L A N E D E L IV E R Y ROAD ALBIONWAYOUTOFBOU NDSDRI VELYMANLANEAUNT J ANESROADS T A TIO N A V E N U E GREATWESTERNROAD WISTERIA L A N E DAVENPORTROAD L INDON LANE CLARASTREETBEACHROADMAY LANE ST E P H E N L A N E S O U T H S H O R E D R IV E FONTNEAUROADM ERCHAN T A V E N U E ALLE N S T R E E T SCHOOLSTREETHIGHBANK R O A D UNIO N S T R E E T PINE GROVE ROADUNCLEBARNEYSROADRO P E S E N DDOGWOODDRIVE B E V I N S C O U R T ALDER LANE CO V E L A N E WOODROAD SUNSETDRIVEAN T L E R S R O A D SHO RTNECKROAD ALMIRARO A D HOME A C R E S SHERI D A N R O A D ACACIAWA Y WENDY WAYW OODL A N D D R IV E FIR LANE G O O S E BAYLANE WHEATFIELDLAN E HECKMA N R OA D KELLEYSPONDRO A DFERRY STR E E T MARLINWAY MONTEREY LANE J U P I T E R LANE FISKSTREETICEHO USEROADC O PLEYPLACE TIMOTHY ROADA K I N A V E N U E CAPTAIN B E S S E R O A D H A R BOURHILLRUNIVY LAN E CHESTNUT STREETR O B E R TSTREETPOITICKIROADP E A C E LANELAU RI E S L A N E M O N O M O Y R O A D JANET ROADSU NSET LA N EWING AVENUE DENI S E L A N E OLDJAI LLANEWITCHWOODROADH Y A T T SC IR C L E SYLVAN WAYMAYFLOWER LANECOUNTRYCLUBDR I V E HO R S E WA Y UNCLE F R A N K S R O A D F ROT HI NGHA M WA Y EASTMAN LANEPLUTO LANE B A KERWAYNANTUCKETAVENUETERNRO A D Q U A H A U G L A N EVENTURA WAYSHADY REST DRIVE E L M LA N E IN D IA N M EMORIALDRIVEARBUTUS LANE LOCUSTSTREETALLAINWAYM IS T Y L A N E GARDIN E R L A N E DORIC AVENUEKELLYS WAYA L BU RM AR RO ADOLIVER STREETHOMER AVENUE POSIES PATH AL E W I F E D R I V E LAMBERT ROADBRAE BU R N L A N E VENUS ROADLO C KWOODDRIVEBASS RIVER ROA DHATCHROAD F O L G E R L A N EHERVEYLINESLANEASTORWAYOLDTOWNHOUSEROADEASTSAINTANDREWSWAY U N CLESTEPHEN S R OADROSE ROADTROTTINGPARKROADDAVIS BEACH ROAD RIVERWAYLANYARD LANETAM-O-SHANTERW AYM O O R I N G L ANEHEIRSLA N DINGNORMA AVENUESEAGULLLANEC A P T A IN N OYES R O A D T E R R Y R O A D PLEASANT STREETBERNARD STREETT U R T L E C O V E ROA D WINDJAMMER L A N E CROSBY STREET C L I F F O R D S T RE E T M O R N I N GD R IV E MULFORD STREET KELLEY ROAD R E G A N R O A D C R A I G R O A DCLEARBR OOKROADSOUTHMAINSTREET J U N IP E R R O A D W I N D IN G B ROOKROAD BAS S RIVERLANE TEEWAYFIDDLERSGREENLANEOLDFIELDROAD GREENWAYC U R V E H IL L R OADFENWAY S T R E E T RAYMONDAVENUEC A R R I E L A N E WI LLOW STREETTOWN HALL AVENUEDOLPH I N WAY DAVI SROADAUTUMNDRIVEFOURSEASONSDRIVEOBEDSLANEB R A D D O CK STREET S W IF T B R O O K R O A D POR T ERLANE C E D A R STREET COV E V IE W DRIVEAURORA LANEP O L L O C K R I P R O A D PINERO A D H A Z E L M O O R R O ADLOW E R B R O OKROADGENEVA ROADPEBBLEBEACHWAYV INE B R O O K R O A D H O R S E F O O T RO A D SP A R R O W W A Y FESSENDENS T R E E T BUCKLEYR O A D CHRISTMASWAY SANT U C K E T R O A D C O V E R O A D HOLLY LANERITA AVENUEBEACON S T R E E T BAKERS P A T H SHOR E R O A D SOUTHSTREETNIGHTIN G A L E D RIV E SURF S I D E R O A DLAKEFIELDRO A D A LEWIFECIRCLEPOINSETTIA DRIVE POND STREETPHYLLIS DRIVESTUDL EYROADCAPTAIN L O T H R O P R O A D C A P TA I N S M A L L R O A DCAPTAINCHASEROAD EVERGREENSTR E E T WILFIN R O A D INDIANP O N D ROA DCAPTAIN BACON ROADBREE Z Y P O INT ROADRUNPONDROAD R I V ERSTREETDIANE AVENUE4351000-05G 4351000-07G 4351000-08G 4351000-06G 4351000-09G G:\GIS\MA\SiteLocus\Yarmouth\PacketLandingMarina\PacketLandingMarina.aprx\Fig2_Resource_PacketLandingMarina [Exported By: EMainville, 3/10/2025, 9:00 AM]Y-0007 Data source: Bureau of Geographic Information (MassGIS), Commonwealth of Massachusetts, Executive Office of Technology. Circles indicate 500-foot and half-mile radii. Data valid as of March 2025. X NHESP Certified Vernal PoolsXNHESP Potential Vernal Pools#Non-Landfill Solid Waste Sites !Þ Proposed Well !Þ Emergency Surface Water !Þ Community Public Water Supply - Surface Water !Þ Community Public Water Supply - Groundwater "Non-Community Non-Transient Public Water Supply "T Non-Community Transient Public Water Supply Limited Access Highway Multi-Lane Highway, NOT Limited Access Other Numbered Route Major Road - Arterials and Collectors Minor Street or Road Aqueducts Hydrologic Connections Stream/Intermittent Stream !!Powerline Pipeline Track or Trail Railroad Public Surface Water Supply Protection Area (Zone A) DEP Approved Wellhead Protection Area (Zone I) DEP Approved Wellhead Protection Area (Zone II) DEP Interim Wellhead Protection Area (IWPA) Protected and Recreational Open Space Solid Waste Landfill Area of Critical Environmental Concern (ACEC) NHESP Priority Habitats for Rare Species NHESP Estimated Habitats for Rare Wildlife EPA Designated Sole Source Aquifer Major Drainage Basin Sub Drainage Basin MassDEP Inland Wetlands MassDEP Coastal Wetlands MassDEP Not Interpreted Wetlands Public Surface Water Supply (PSWS) Water Bodies Non-Potential Drinking Water Source Area - High Yield Non-Potential Drinking Water Source Area - Medium Yield Potentially Productive Medium Yield Aquifer Potentially Productive High Yield Aquifer County Boundary Municipal Boundary USGS Quadrangle Sheet Boundary March 2025 PRIORITY RESOURCE FIGURE 2 ,SITE LOCATIONSITE LOCATION Packet Landing Marina 6 Pleasant Street Yarmouth, Massachusetts NÞ 1:24,000 0 1,000 2,000 Feet G:\GIS\MA\SiteLocus\Yarmouth\PacketLandingMarina\PacketLandingMarina.aprx\Fig3_Aerial_PacketLandingMarina [Exported By: EMainville, 3/10/2025, 9:29 AM] Allen S t r e e t UV28 Bass River Packet Landing Marina 6 Pleasant Street Yarmouth, MassachusettsMarch 2025 AERIAL FIGURE 3 0 25 50 Feet 1:600 NÞ Based on latest Nearmap Imagery (Sept 2024). Y-0007,SITE LOCATIONSITE LOCATION EMOSWOSW S S S DYH WV P PPEM P S S S D DOSWOSW WVDYH PP P WV WVGV DYH M M M D M SM D D X X X X P P PP P P P P P P P P P P P P P P P P P P P P P P P P P P PP PP PP P P F V C C C C PRE 1.0 PRE 2.0 PRE 4.0 PRE 3.0 DP-1 PRE 6.0 PRE 5.0 LEGEND SUBCATCHMENT BOUNDARY STORMWATER FLOW PATH N PACKET LANDING MARINA YARMOUTH, MA SCALE: DATE: FIGURE MAY 2025 1" = 50' 4 EXISTING CONDITIONS DRAINAGE MAP S66 ° 4 8 ' 1 2 " E 63. 0 4 'OSWOSW S S S DYH WV S S S D DOSWOSW WVDYHWV WVGV DYH M M M D M SM D D X X X X P P P P P PP PP PP P P V C C C C S21° 03' 16"W124.23'S21° 03' 16"W155.38'N18° 07' 15"E33.02'N18° 07' 15"E135.88'S66 ° 4 8 ' 1 2 " E 206 . 5 6 ' S66 ° 4 8 ' 1 2 " E 33. 0 2 ' N70 ° 0 1 ' 2 0 " W 230. 8 1 ' N70 ° 0 1 ' 2 0 " W 34.5 9 ' N70 ° 0 1 ' 2 0 " W 199. 4 9 ' POST 1.0 POST 2.0 POST 4.0 DP-1 D D 657D78 7EM EESS7 D 7DYH E E EE 6.57 POST 6.0 POST 4.2 POST 3.0 POST 4.1 POST 4.3 POST 5.0 N LEGEND SUBCATCHMENT BOUNDARY STORMWATER FLOW PATH PACKET LANDING MARINA YARMOUTH, MA SCALE: DATE: FIGURE MAY 2025 1" = 50' 5 PROPOSED CONDITIONS DRAINAGE MAP National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250 Feet Ü SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOOD HAZARD AREAS Without Base Flood Elevation (BFE) Zone A, V, A99 With BFE or Depth Zone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mile Zone X Future Conditions 1% Annual Chance Flood Hazard Zone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to Levee Zone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood Hazard Zone D Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation Coastal Transect Coastal Transect Baseline Profile Baseline Hydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of Study Jurisdiction Boundary Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 3/6/2025 at 5:40 PM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. Legend OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS 8 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. 1:6,000 70°11'18"W 41°40'11"N 70°10'40"W 41°39'44"N Basemap Imagery Source: USGS National Map 2023 APPENDIX C GGGGGGGGGGGGGG EMOSW OSWSSS WVPPEMPSSSDWVDYH PPPCONC.PAD/SEPT ICALARMPANEL PPPPPPPPPPPPESES784WMWMHEDGEHEDGEBRICK WALKHEDGEHEDGECONC. PADW/METALHATCH DOORLAWNHEDGE LACONC./ROCK RET. WALLCONC.STEPSCONC.LANDING GRAVEL WALKCONC./ROCK RET. WALLBIT. CONC.PARKING AREARESTROOMSCOVEREDPAVILIONWOODSTEPSWOODDECKVGC VGC VGC VGCFLOATS (TYP.) REVETMENT TIMBER GUARDRAILxxRIDGEEL.=35.5THRESHOLDEL.=15.96 10 7 89 116710789111213FL O O D Z O N E A E ( E L . 1 1 ) FL O O D Z O N E A E ( E L . 1 2 ) MLW EL. -2.3 ( F O R C E D ) HTL EL. 2.9 (FORCED) MHW EL. 1.4 (FORCED) HTL EL. 2.9 (FORCED)HISTOR ICHIGH WATER (TYP ) 8" CMP INV. OUT=0.0 MLW EL. -2.3 (FORCED) 4 5 D.E.Q.E. LIC. PLAN 938 D.E.Q.E. LIC. NO. 938 5 6 4ELECTRICSERVICEPUMPOUTCONTROLS CONC. PADW/WOOD BENCHOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWSANITARY HOLD ING TANKTIMBER RET .WALLALLEN STREETSTORMWATER INFILTRATION STRUCTURE 8" CMP INV. OUT=0.10DS21° 03' 16"W 124.23' S21° 03' 16"W 155.38'S66° 48' 12"E33.02'S66° 48' 12"E63.04'230.81'34.59'SANITARYVENT SFMSFMSFMSFMSFMSFMSFMSFMS 32° 5 6 ' 0 8 " W 0.48' N 21° 53' 36" E 0.25'LAWNMHW EL. 1.4 (FORCED)TP-3TP-2TP-1NSCALE:DATE:FIGURE:03/12/2025TP-LogsDATUM NOTE:1)THE VERTICAL DATUM SHOWN HEREON REFERENCES THE NORTH AMERICANVERTICAL DATUM OF 1988.2)THE HORIZONTAL DATUM SHOWN HERON REFERENCES THE NORTH AMERICANDATUM OF 1983, MASSACHUSETTS STATE PLANE MAINLAND COORDINATE SYSTEM.Plotted On:Apr 10, 2025-5:39pm By: DPachecoTighe & Bond:J:\Y\Y0007 Yarmouth\0023 - Packet Landing Marina, 6 Pleasant Street\CAD\WIP\Y0007-0023 C-TEST-PITS.dwg 0020'40'SCALE: 1" = 20'AS SHOWNDATE OF TESTS: MARCH 12, 2025TEST PITS PERFORMED BY: DERECK PACHECO, TIGHE AND BOND, SE#14629TEST PIT LOGSTEST PIT 1. EL. = 6.4±DEPTH FROMSURFACESOILHORIZONSOILTEXTURESOIL COLOR(MUNSELL)SOILMOTTLINGOTHER0" - 42"FILL----42" - 48"BwMED-FINE SAND10 YR 4/4-SG, LOOSE48"+BCMED-FINE SAND10 YR 6/2-SG, LOOSEGW ENCOUNTERED5.3'± FROM FINISHGRADE. (EL. = 1.1±)TEST PIT 2. EL. = 5.3±DEPTH FROMSURFACESOILHORIZONSOILTEXTURESOIL COLOR(MUNSELL)SOILMOTTLINGOTHER0" - 36"FILL----36" - 45"Ap----45"+BCMEDIUM SAND10 YR 5/4-SG, LOOSEGW ENCOUNTERED4.9'± FROM FINISHGRADE. (EL. = 0.4±)TEST PIT 3. EL. = 4.2±DEPTH FROMSURFACESOILHORIZONSOILTEXTURESOIL COLOR(MUNSELL)SOILMOTTLINGOTHER0" - 53"FILL----GW ENCOUNTERED3.5'± FROM FINISHGRADE. (EL. = 0.7±)ESTIMATED HIGH GROUNDWATER CALCULATION(USGS/CCC METHOD)INDEX WELL: # _________ZONE: _______DATE OF READING: _____________ DEPTH TO GROUNDWATER:_______GROUNDWATER LEVEL ADJUSTMENT: _______ACTUAL GROUNDWATER LEVEL @ SITE: EL= _______ESTIMATED (MAX.) HIGH GROUNDWATER LEVEL: EL= _______MIW-29A03-19-20258.52'1.90'1.1'±3.0'±*DURING MOON TIDES, HISTORICAL DATASUGGESTS WATER RISES TO ELEVATION 6.0±.TEST PIT LOGSPACKET LANDING MARINA6 PLEASANT STREET - YARMOUTH, MA Hydrologic Soil Group—Barnstable County, Massachusetts Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2/24/2025 Page 1 of 44613280461333046133804613430461348046135304613230461328046133304613380461343046134804613530401160401210401260401310401360401410401460401510401560401610 401160 401210 401260 401310 401360 401410 401460 401510 401560 401610 41° 40' 2'' N 70° 11' 14'' W41° 40' 2'' N70° 10' 54'' W41° 39' 53'' N 70° 11' 14'' W41° 39' 53'' N 70° 10' 54'' 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: 1:2,150 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:25,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Barnstable County, Massachusetts Survey Area Data: Version 23, Sep 17, 2024 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. Hydrologic Soil Group—Barnstable County, Massachusetts Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2/24/2025 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 252A Carver coarse sand, 0 to 3 percent slopes A 18.9 79.0% 252B Carver coarse sand, 3 to 8 percent slopes A 1.2 5.1% 607 Water, saline 3.8 15.9% Totals for Area of Interest 23.9 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Hydrologic Soil Group—Barnstable County, Massachusetts Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2/24/2025 Page 3 of 4 Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Barnstable County, Massachusetts Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2/24/2025 Page 4 of 4 APPENDIX D Standard 3 Compliance Calculations Standard 3: Required Recharge Volume For Class A Soils: F = Target Depth Factor = 0.60 inch Proposed New Impervious Area = 740 square feet Req'd Recharge Volume (Rvo) = F x Impervious Area Rvo = (0.60 inch) x (740 square feet) (12 inch/foot) Rvo =37 cubic feet required Total impervious area on-site=13,425 sqft 12,315 sqft Capture Area Adjustment Factor = Total Impervious Area / Impervious Area Draining to Recharge Facilities Capture Area Adjustment Factor =1.09 Rvo =40 cubic feet required Subsurface System= 2,526 cubic feet provided* *Groundwater recharge is provided to the maximum extent practicable given the existing limitations with regard to separation to high groundwater. As described in the project narrative, it was determined that providing at least two feet of separation between the bottom of the infiltrative structure and the estimated high-tide high groundwater elevation would be infeasible. For the proposed project, precast concrete stormwater chambers were selected due to the system’s need to within vehicular loading within the parking lot under minimal cover. The selected chambers are approximately 2.2 feet tall, necessitated by storage volume and peak-rate requirements, resulting in a 3.2-foot-tall profile inclusive of the gravel bed and gravel top layer. While it is not feasible to maintain a minimum two-foot separation to groundwater at all times, it is anticipated that the proposed design will allow for a two-foot separation to groundwater outside of high-tide conditions. As indicated by the test pit logs, groundwater was observed at elevation 0.7 at test pit 3. With the bottom of the subsurface system at elevation 3.0, a separation of 2.3 feet can be expected during certain conditions. See Section 3.4 of the report narrative for additional information. A portion of the impervious area does not drain to the proposed BMP system, therefore, a capture area adjustment must be calculated and applied to the required recharge volume. Impervious area on-site draining to recharge facilities= Project Name:Packet Landing Marina Project Number: Y0007-0023 Project Location: Yarmouth, MA Description: Standard 3 -Recharge Volume Calculations Prepared By:TAL Date:May 2025 \\tighebond.com\data\Data\Projects\Y\Y0007 Yarmouth\0023 - Packet Landing Marina, 6 Pleasant Street\Permitting\CIV\State\Stormwater\Appendix D - Calculations\Data\Recharge Volume.xlsx Groundwater Recharge Time and Drawdown Subsurface Infiltration System Vs = Storage Volume = 2,526 ft3 K = 0.69 ft/hr (8.27 in/hr Rawls Rate) Bottom Area = 2,014 ft2 at elev. 3.0 Time drawdown = 2,526 ft3 / (0.69 ft/hr * 2,014 ft2) = 1.8 hr Project Name:Packet Landing Marina Project Number: Y0007-0023 Project Location: Yarmouth, MA Description: Drawdown Calculations Prepared By:TAL Date:May 2025 \\tighebond.com\data\Data\Projects\Y\Y0007 Yarmouth\0023 - Packet Landing Marina, 6 Pleasant Street\Permitting\CIV\State\Stormwater\Appendix D - Calculations\Data\Recharge Volume.xlsx Standard 3: Groundwater Mounding Calculations The groundwater mounding analysis below has been prepared for the project. The Hantush Method was used with the following inputs: Recharge: 0.53 ft/day = Specific Yield:Sy = 0.25 (25%) The average specific yield was estimated to be 0.23 for fine sand, which was observed on site. (Johnson, A.I. 1967. Specific yield — compilation of specific yields for various materials. U.S. Geological Survey Water Supply Paper 1662-D. 74 p.) Horizontal Hydraulic Conductivity: The hydraulic conductivity was assumed to be the relevant Rawls Rate as given in the Massachusetts Vertical Hydraulic Conductivity Rawls Rate = 1.65 ft/day According to the USGS report the vertical hydraulic conductivity is assumed to be 1/10th of the horizontal hydraulic conductivity. K = 10 x 1.65 ft/day = 16.5 ft/day (USGS SIR 2010-5102, pp 6). Basin Geometry : The basin is approximately 106’ long by 18’ wide. Duration of Infiltration Period: t= 1 day. A period of 24 hours was reviewed to estimate the groundwater mound below the basin. Initial Saturated Thickness: hi = 18.5 ft. Initial saturated thickness is the difference between the seasonal high ground water level (assumed to be 3.5 ft below grade) and the low permeability layer. In test pits at the site, a low permeability layer was not encountered. The deepest test pit was 53”. Bedrock was not encountered, but is assumed to be at a depth 53" below ground surface. The intial thickness of the aquifer was therefore calculated to be: 4.4 ft – 3.5 ft = 1.0 ft. Maximum Groundwater Mounding (Beneath Center of Basin at End of Infiltration Period) = 2.1 ft The height of the groundwater mound is less than the difference between the seasonal high groundwater (0.7) and the infiltration system bottom elevation (3.0). Stormwater Handbook: Subsurface System Recharge Volume / (Basin SA * 3 Days) Project Name:Packet Landing Marina Project Number: Y0007-0023 Project Location: Yarmouth, MA Description: Standard 3 -Groundwater Mounding Calculations Prepared By:TAL Date:May 2025 \\tighebond.com\data\Data\Projects\Y\Y0007 Yarmouth\0023 - Packet Landing Marina, 6 Pleasant Street\Permitting\CIV\State\Stormwater\Appendix D - Calculations\Data\Recharge Volume.xlsx Standard 4 Compliance Calculations Required Water Quality Volume (Vwq) Proposed New Impervious Area (A) =740 square feet WQ Depth =1.0 in Vwq = (1.0")(740)=62 cf 12 Provided Water Quality Volume =2,526 cf Required Water Quality Flow (WQF) Unit Peak Discharge (qu) =774 csm/in 7.11E-04 WQF =(qu)(A)(WQV)=8.60E-04 cfs Calculated in accordence with the Hydrology Handbook For Conservation Comissioners - 2002, and MassDEP Q Rate - 2013 square milesContributing Impervious Area (A) = Project Name:Packet Landing Marina Project Number: Y0007-0023 Project Location: Yarmouth, MA Description: Standard 4 -Water Quality Calculations Prepared By:TAL Date:May 2025 Nutrient Removal Estimates - Subsurface Infiltration System Subsurface Capacity = BMP-Volume = 2,526 cubic feet Contributing Impervious and Gravel Drainage Area (IA) = 19,820 square feet BMP-Volume : Runoff Depth (V:D) = (BMP-Volume / IA )* 12 in/ft 1.53 Cumulative Phosphorus Load Reduction = 100% Cumulative Nitrogen Load Reduction = 100% Cumulative TSS Load Reduction = 100% Calculated in accordance with the New England Stormwater Retrofit Manual (2022) V:D = (2,526 cf /19,820 sqft) * 12 in/ft = Project Name:Packet Landing Marina Project Number: Y0007-0023 Project Location: Yarmouth, MA Description: Standard 4 -Water Quality Calculations Prepared By:TAL Date:May 2025 TSS Removal Calculations INSTRUCTIONS:Non-automated: Mar. 4, 20081. Sheet is nonautomated. Print sheet and complete using hand calculations. Column A and B: See MassDEP Structural BMP Table2. The calculations must be completed using the Column Headings specified in Chart and Not the Excel Column Headings3. To complete Chart Column D, multiple Column B value within Row x Column C value within Row4. To complete Chart Column E value, subtract Column D value within Row from Column C within Row5. Total TSS Removal = Sum All Values in Column DLocation: ABCDETSS Removal Starting TSS Amount RemainingBMP1Rate1Load* Removed (B*C) Load (C-D)1.00Total TSS Removal =Separate Form Needs to be Completed for Each Outlet or BMP TrainProject:Prepared By:*Equals remaining load from previous BMP (E)Date:which enters the BMPTSS Removal Calculation WorksheetNon-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed1. From MassDEP Stormwater Handbook Vol. 1Mass. Dept. of Environmental Protection INSTRUCTIONS:Non-automated: Mar. 4, 20081. Sheet is nonautomated. Print sheet and complete using hand calculations. Column A and B: See MassDEP Structural BMP Table2. The calculations must be completed using the Column Headings specified in Chart and Not the Excel Column Headings3. To complete Chart Column D, multiple Column B value within Row x Column C value within Row4. To complete Chart Column E value, subtract Column D value within Row from Column C within Row5. Total TSS Removal = Sum All Values in Column DLocation: ABCDETSS Removal Starting TSS Amount RemainingBMP1Rate1Load* Removed (B*C) Load (C-D)1.00Total TSS Removal =Separate Form Needs to be Completed for Each Outlet or BMP TrainProject:Prepared By:*Equals remaining load from previous BMP (E)Date:which enters the BMPTSS Removal Calculation WorksheetNon-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed1. From MassDEP Stormwater Handbook Vol. 1Mass. Dept. of Environmental Protection Fact Sheet # 1 t6WRUPZDWHU7HFKQRORJ\ 6WRUPFHSWRU +\GUR&RQGXLWIRUPHUO\&651HZ(QJODQG3LSH 5HYLVHG)HEUXDU\ 'HVFULSWLRQ'HILQLWLRQ Stormceptor is a prefabricated, underground unit that separates oils, grease, and sediment from stormwater runoff when installed with an existing or new pipe conveyance system. The unit is divided into two cham- bers–a treatment and a flow bypass chamber. During typical storm events, runoff is directed by the inflow weir through a drop pipe into the lower treatment chamber where sediment, oil, and grease are separated from the flow by gravity. The bypass chamber is designed to convey excess stormwater, which overtops the inflow weir, through the system without treatment. (TXLSPHQWDQG6L]LQJ The on-line Stormceptor units are available in eight sizes ranging from six and twelve feet in diameter with capacities of 900 to 7200 gallons. Since issuing the STEP assessment in 1998, the manufacturer has expanded the Stormceptor product line to include a storm drain inlet (STC 450i) and three units (Models STC 11000, STC 13000, and STC16000). These systems are not included in the STEP evaluation. Users and decision-makers may require additional field test results and new data for these new systems in order to accept performance ratings, particularly if they are higher than those reported in the STEP technology assessment and this fact sheet. Stormceptor units are available in either precast concrete or fiberglass for special applications. Concrete units are pre-engineered for HS-20 min. traffic loading at the surface. Fiberglass units can be used in areas where there is a potential for oil and chemical spills. The Stormceptor Fact Sheet is one in a series of fact sheets for stormwater technologies and related perfor- mance evaluations, which are undertaken by the Massachusetts STrategic Envirotechnology Partnership (STEP). The STEP evaluation entitled, Technology Assessment, Stormceptor CSR New England Pipe, January 1998 is the information source for this fact sheet. When a more thorough understanding of a system is required, the full Technology Assessment should be reviewed. Copies are available for downloading from the STEP Web site (www.STEPSITE.org/) or by contacting the STEP Program (Phone: 617/626/1197, FAX: 617/626/1180, email: linda.benevides@state.ma.us). This fact sheet is subject to future updates as additional performance information becomes available. 3HUIRUPDQFH(IIHFWLYHQHVV The system is designed to provide separation of sediment, oil, and grease from stormwater by routing runoff into a low-turbulence environment where solids settle and oils float out of solution. The system sizing is based on the drainage area, historical rainfall data, and the solids removal efficiency required. It is recommended that the system be used in combination with other stormwater controls to conform with the Massachusetts Stormwater Management Policy and standards. Fact Sheet #4 )LJXUH6WRUPFHSWRURSHUDWLRQGXULQJDYHUDJH IORZFRQGLWLRQV 0$66$&+86(776 675$7(*,&(19,527(&+12/2*<3$571(56+,3 2XWIORZ SLSHULVHU 6HGLPHQWDWLRQ 2LO 5LVHV 2XWIORZSLSH ,QIORZ GURSSLSH %\SDVVZHLU ,QIORZSLSH %DIIOH An Imperial Model STC 2000 (equivalent to the Model STC 2400) in Edmonton, Canada treats flow from a 9.8 acre commercial parking lot. This system was monitored during four storm events in 1996 and shown to have an average total suspended solids (TSS) removal efficiency of 52 percent. In designing a system to achieve a comparable removal efficiency, the relationship be- tween system size and impervious drainage area should be considered, as detailed in Table 1 and the Technology Assessment Report. A Model STC 1200 in Westwood, Massachusetts treats flow from 0.65 acres consisting of a paved truck loading area at a manufacturing facility. The unit was monitored for six storm events in 1997, but only four events had measurable TSS influent concentrations. Of these four events, the average TSS removal efficiency was calculated to be 77 percent, which is less than the 80 percent removal targeted by the manufacturer. Based on these field monitoring results, and when the unit sizing follows the guidance in Table 1, removal efficiencies between 52 percent and 77 percent may be achieved where installations have similar rainfall and land use characteristics as those reviewed for the STEP evaluation. It is recommended that additional field re- search and new data be evaluated to validate perfor- mance ratings higher than those verified by STEP. Specific performance claims for oil and grease were not evaluated by STEP. However, total petroleum hydrocarbons (TPH) were analyzed during the Westwood study. Results indicated that the unit was effective in capturing oils. 7HFKQRORJ\6WDWXV The Stormceptor system provides greater solids separation and higher TSS removal efficiencies than oil and grit separators. Stormceptor systems are among the category of hydrodynamic separators, which are flow- through devices with the capacity to settle or separate grit, oil, sediment, or other pollutants from stormwater. According to the U.S. Environmental Protection Agency, “Hydrodynamic separators are most effective where the materials to be removed from runoff are heavy particu- lates - which can be settled - or floatables - which can be captured, rather than solids with poor settleability or dissolved pollutants.” The field studies evaluated for the STEP assessment predate the Stormwater Best Management Practice Demonstration Tier II Protocol (2001), which is appli- cable in Massachusetts and other states in the Technol- ogy Acceptance Reciprocity Partnership (TARP), to ensure quality controlled studies that can be shared among participating states. Therefore, interstate reciproc- ity is not available to the manufacturer, based on perfor- mance claims that were evaluated by STEP in 1998. If the TARP Protocol requirements are fulfilled in the future, the manufacturer could pursue reciprocal verifi- cation for Stormceptor systems in participating TARP states. More information on the TARP Protocol is available on the following Web site: www.dep.state.pa.us/ dep/deputate/pollprev/techservices/tarp. $SSOLFDWLRQV$GYDQWDJHV – Stormceptor systems identified in Table 1 should be used in combination with other BMPs to remove 80 percent of the average annual load of TSS (DEP Stormwater Policy Standard 4). Systems may be well suited for pretreatment in a mixed component system designed for stormwater recharge. –Performance data show that Stormceptor may provide TSS removal rates in the range of 52 percent to 77 percent when sized according to Table 1. Higher TSS removal rates were achieved during low flow, low in- tensity storms with less than one third of an inch of runoff. Also, by reducing the impervious drainage area, relative to the system size, the STEP Technology As- sessment Report indicated that higher removal efficien- cies may be achievable. However, STEP recommends collection of additional data “representing a varied set of operating conditions over a realistic maintenance cycle to verify TSS removal rates greater than 80 per- cent.” –The Stormceptor system is suitable for new and retro- fit applications. For retrofit applications, it should not STC 900 0.45 0.9 STC 1200 0.7 1.45 STC 1800 1.25 2.55 STC 2400 1.65 3.35 STC 3600 2.6 5.3 STC 4800 3.6 7.25 STC 6000 4.6 9.25 STC 7200 5.55 11.25 7DEOH6L]LQJIRU766UHPRYDO DGDSWHG IURPWKHPDQXIDFWXUHU¶VVL]LQJLQWKH 67(35HSRUW 8VHWKHWDEOHWRGHWHUPLQHD766 UHPRYDOUDWH8VHWKHQHZ5LQNHUPHWKRGIRUVL]LQJ 6WRUPFHSWRUXQLWV7KHVL]LQJPHWKRGKDVEHHQ FKDQJHGVLQFHSXEOLFDWLRQRIWKH67(35HSRUW 1RWH7RDFKLHYHDQG766UHPRYDOUDWHV RQVRPHVLWHVLWPD\EHQHFHVVDU\WRXVHORZHU PD[LPXPLPSHUYLRXVDUHDVWKDQWKRVHLQ7DEOH take the place of a catch basin for the systems that have been verified. Also, for retrofit applications, it should be installed in lateral lines and not main trunk lines. –The system is particularly well suited in constricted ar- eas and where space is limited. –It also is suitable for use in areas of high potential pollut- ant loads (DEP Stormwater Policy Standard 5), where it may be used effectively in capturing and containing oil and chemical spills. Web site: www.state.ma.us/dep/ brp/stormwtr/stormpub.htm. &RQVLGHUDWLRQV/LPLWDWLRQV –Systems are not expected to provide significant nutrient (nitrogen and phosphorus) or fecal coliform removal. –The systems are not recommended for use in critical areas, such as public drinking water supplies, certified vernal pools, public swimming beaches, shellfish grow- ing areas, cold water fisheries, and some Areas of Criti- cal Environmental Concern (ACECs), except as a pre- treatment device for BMPs that have been approved by DEP for use in critical areas. The structural BMPs approved for use in critical areas are described in Stan- dard 6 of the Stormwater Management Policy, www.state.ma.us/dep/brp/stormwtr/stormpub.htm. –There is a limited set of useful data for predicting the relationship between treatment efficiency and loading rates. Removal efficiencies have not been demonstrated for all unit sizes. –Further research is needed to determine how much TSS bypasses the treatment chamber during certain, higher velocity storm events which recur less frequently. –Systems require regular maintenance to minimize the potential for washout of the accumulated sediments. 5HOLDELOLW\0DLQWHQDQFH All BMPs require scheduled, routine maintenance to ensure that they operate as efficiently as possible. Al- though maintenance requirements are site specific, a general relationship between cleaning needs and depths of sediment has been established by the manufacturer. Inspection of the Stormceptor interior should be done after major storm events, particularly in the first year of opera- tion. It is recommended that material in the treatment chamber be pumped out by a vacuum truck semiannually, or when the sediment and pollutant loads reach about 15 percent of the total storage. If the unit is used for spill containment, it should be pumped after the event is contained. Typical cleaning costs were estimated by the manufacturer in 1998 to be $250, with disposal costs averaging $300 to $500. The expected life of a system has been estimated to be 50 to 100 years. 5HIHUHQFHV Winkler, E.S. 1998. “Technology Assessment, Stormceptor.” University of Massachusetts, Amherst, MA. STEP Web site: www.STEPSITE.org/ Massachusetts Department of Environmental Protection and Office of Coastal Zone Management. 1997. “Stormwater Management Handbooks, Volumes One and Two.” Boston, MA. Handbooks Web site: www.state.ma.us/dep/brp/ stormwtr/stormpub.htm. United States Environmental Protection Agency. “Storm Water Technology Fact Sheet Hydrodynamic Separators.” EPA 832-F-99-017. Stormceptor Web sites: www.rinkermaterials.com/ stormceptor TARP Web site: www.dep.state.pa.us/dep/deputate/ pollprev/techservices/tarp STEP Verification vs. Regulatory Approval STEP assistance to developers of innovative technologies and STEP verification of stormwater treatment systems is not required to receive necessary approvals from conservation commissions or the Department of Environmental Protection (DEP). However, if a system has received verfication, a conservation commission shall presume that the technology will function as proposed, provided the conditions are similar to those in which performance was verified. STEP reports are not technology approvals, and do not constitute an endorsement or recommendation for use. Questions on regulatory issues should be referred to the DEP regional offices. STC 900 0.5 STC 1200 0.75 STC 1800 1 STC 2400 1 STC 3600 1.25 STC 4800 1 STC 6000 1.5 STC 7200 1.25 7DEOH7KH6WRUPFHSWRUFOHDQRXWLVEDVHGRQ SHUFHQWRIWKHVHGLPHQWVWRUDJHYROXPHLQWKH Atlas 14 Precipitation Data NOAA Atlas 14, Volume 10, Version 3 Location name: South Yarmouth, Massachusetts, USA* Latitude: 41.6659°, Longitude: -70.1831° Elevation: 4 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sandra Pavlovic, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Orlan Wilhite NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 0.268 (0.214‑0.332) 0.340 (0.270‑0.421) 0.457 (0.363‑0.568) 0.553 (0.436‑0.691) 0.686 (0.523‑0.903) 0.785 (0.585‑1.06) 0.891 (0.646‑1.25) 1.02 (0.688‑1.45) 1.21 (0.785‑1.79) 1.37 (0.870‑2.07) 10-min 0.380 (0.303‑0.470) 0.481 (0.383‑0.596) 0.646 (0.512‑0.804) 0.783 (0.617‑0.981) 0.972 (0.740‑1.28) 1.11 (0.829‑1.50) 1.26 (0.915‑1.78) 1.44 (0.976‑2.05) 1.72 (1.11‑2.53) 1.95 (1.23‑2.93) 15-min 0.447 (0.356‑0.553) 0.566 (0.451‑0.701) 0.760 (0.603‑0.945) 0.921 (0.726‑1.15) 1.14 (0.871‑1.50) 1.31 (0.975‑1.76) 1.48 (1.08‑2.09) 1.70 (1.15‑2.42) 2.02 (1.31‑2.98) 2.29 (1.45‑3.44) 30-min 0.657 (0.524‑0.813) 0.828 (0.659‑1.03) 1.11 (0.879‑1.38) 1.34 (1.06‑1.68) 1.66 (1.26‑2.18) 1.90 (1.42‑2.56) 2.15 (1.56‑3.03) 2.46 (1.66‑3.50) 2.92 (1.90‑4.31) 3.32 (2.10‑4.99) 60-min 0.867 (0.691‑1.07) 1.09 (0.868‑1.35) 1.46 (1.16‑1.81) 1.76 (1.39‑2.20) 2.18 (1.66‑2.86) 2.48 (1.86‑3.35) 2.82 (2.04‑3.97) 3.22 (2.18‑4.59) 3.83 (2.48‑5.65) 4.35 (2.75‑6.54) 2-hr 1.22 (0.977‑1.50) 1.51 (1.21‑1.86) 1.98 (1.58‑2.45) 2.38 (1.88‑2.95) 2.92 (2.24‑3.80) 3.32 (2.49‑4.43) 3.75 (2.74‑5.21) 4.27 (2.91‑6.01) 5.04 (3.29‑7.34) 5.69 (3.63‑8.44) 3-hr 1.45 (1.17‑1.78) 1.78 (1.44‑2.19) 2.33 (1.86‑2.86) 2.77 (2.21‑3.43) 3.39 (2.61‑4.39) 3.85 (2.90‑5.10) 4.34 (3.18‑5.98) 4.92 (3.37‑6.88) 5.78 (3.80‑8.36) 6.50 (4.16‑9.58) 6-hr 1.90 (1.54‑2.31) 2.30 (1.86‑2.80) 2.95 (2.38‑3.60) 3.49 (2.80‑4.28) 4.23 (3.27‑5.42) 4.79 (3.62‑6.27) 5.38 (3.95‑7.30) 6.05 (4.18‑8.36) 7.04 (4.66‑10.1) 7.86 (5.08‑11.4) 12-hr 2.37 (1.94‑2.87) 2.83 (2.31‑3.42) 3.58 (2.91‑4.34) 4.20 (3.39‑5.12) 5.06 (3.94‑6.42) 5.70 (4.34‑7.37) 6.37 (4.70‑8.53) 7.13 (4.96‑9.73) 8.21 (5.48‑11.6) 9.09 (5.91‑13.1) 24-hr 2.83 (2.32‑3.40) 3.34 (2.74‑4.01) 4.16 (3.40‑5.02) 4.85 (3.94‑5.87) 5.79 (4.54‑7.28) 6.51 (4.98‑8.33) 7.25 (5.37‑9.56) 8.06 (5.66‑10.9) 9.18 (6.18‑12.8) 10.1 (6.61‑14.3) 2-day 3.25 (2.69‑3.88) 3.79 (3.13‑4.52) 4.67 (3.84‑5.59) 5.40 (4.42‑6.49) 6.40 (5.05‑7.96) 7.17 (5.52‑9.06) 7.95 (5.92‑10.3) 8.78 (6.22‑11.7) 9.92 (6.74‑13.6) 10.8 (7.15‑15.1) 3-day 3.54 (2.94‑4.21) 4.09 (3.39‑4.86) 4.98 (4.12‑5.94) 5.72 (4.70‑6.85) 6.74 (5.34‑8.34) 7.52 (5.82‑9.45) 8.31 (6.21‑10.7) 9.15 (6.51‑12.1) 10.3 (7.02‑14.0) 11.2 (7.44‑15.5) 4-day 3.79 (3.16‑4.49) 4.34 (3.61‑5.14) 5.24 (4.34‑6.22) 5.98 (4.92‑7.13) 7.00 (5.56‑8.63) 7.78 (6.04‑9.74) 8.58 (6.44‑11.0) 9.43 (6.73‑12.4) 10.6 (7.26‑14.4) 11.5 (7.69‑15.9) 7-day 4.44 (3.71‑5.22) 4.99 (4.18‑5.88) 5.90 (4.92‑6.97) 6.66 (5.52‑7.90) 7.70 (6.16‑9.41) 8.50 (6.63‑10.5) 9.31 (7.01‑11.9) 10.2 (7.30‑13.2) 11.3 (7.80‑15.2) 12.2 (8.20‑16.7) 10-day 5.04 (4.23‑5.91) 5.62 (4.72‑6.60) 6.57 (5.49‑7.73) 7.35 (6.11‑8.69) 8.43 (6.76‑10.2) 9.26 (7.25‑11.4) 10.1 (7.63‑12.8) 11.0 (7.91‑14.2) 12.1 (8.40‑16.2) 13.0 (8.77‑17.6) 20-day 6.87 (5.81‑8.00) 7.55 (6.38‑8.80) 8.67 (7.30‑10.1) 9.59 (8.03‑11.2) 10.9 (8.77‑13.1) 11.9 (9.34‑14.4) 12.8 (9.72‑15.9) 13.8 (10.0‑17.6) 15.0 (10.4‑19.6) 15.8 (10.7‑21.1) 30-day 8.44 (7.17‑9.78) 9.21 (7.82‑10.7) 10.5 (8.86‑12.2) 11.5 (9.69‑13.5) 13.0 (10.5‑15.5) 14.1 (11.2‑17.1) 15.2 (11.6‑18.7) 16.2 (11.9‑20.6) 17.4 (12.3‑22.7) 18.3 (12.5‑24.2) 45-day 10.4 (8.90‑12.1) 11.3 (9.65‑13.1) 12.8 (10.8‑14.8) 14.0 (11.8‑16.3) 15.6 (12.7‑18.6) 17.0 (13.4‑20.3) 18.2 (13.9‑22.2) 19.3 (14.2‑24.3) 20.6 (14.5‑26.6) 21.4 (14.7‑28.2) 60-day 12.2 (10.4‑14.0) 13.1 (11.2‑15.1) 14.7 (12.5‑17.0) 16.1 (13.6‑18.6) 17.9 (14.6‑21.1) 19.3 (15.4‑23.1) 20.7 (15.8‑25.1) 21.8 (16.1‑27.4) 23.2 (16.5‑29.8) 24.1 (16.6‑31.5) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical 2/24/25, 3:01 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.6659&lon=-70.1831&data=depth&units=english&series=pds 1/3 Back to Top Maps & aerials Small scale terrain Large scale terrain + – 3km 2mi 2/24/25, 3:01 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.6659&lon=-70.1831&data=depth&units=english&series=pds 2/3 Large scale map Large scale aerial Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer + – 100km 60mi + – 100km 60mi + – 100km 60mi 2/24/25, 3:01 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.6659&lon=-70.1831&data=depth&units=english&series=pds 3/3 Hydraulic Calculations Project:Packet Landing Marina Resiliency Project Date:May 2025 Calculated by:TAL Roughness Coefficient 0.013 HDPE Checked by:JEC 0.012 RCP Anticipated Flow (cfs)*Pipe Dia. (in)Pipe Material Pipe Area (sf)Pipe Length (ft) Upstream Invert Downstream Invert Pipe Slope (ft/ft) Hydr. Radius (ft) Full-Pipe Velocity (fps) Full-Pipe Flow (cfs) CB 1 DMH 1 0.85 12 RCP 0.785 4.9 4.20 4.10 0.020 0.25 7.04 5.53 CB 2 DMH 1 1.34 12 RCP 0.785 4.9 4.20 4.10 0.020 0.25 7.04 5.53 TD 1 CB 4 0.12 12 HDPE 0.785 19.8 5.60 5.50 0.005 0.25 3.23 2.54 CB 3 CB 4 0.10 12 HDPE 0.785 67.4 5.10 4.70 0.006 0.25 3.50 2.75 CB 4 DMH 1 0.22 12 HDPE 0.785 39.4 4.60 4.10 0.013 0.25 5.12 4.02 DMH 3 DMH 1 0.17 12 HDPE 0.785 41.4 4.70 4.40 0.007 0.25 3.87 3.04 DMH 1 WQU 1 2.57 12 HDPE 0.785 6.6 4.00 3.90 0.015 0.25 5.60 4.40 WQU 1 2.57 12 HDPE 0.785 10.6 3.60 3.50 0.009 0.25 4.42 3.47 0.00 12 HDPE 0.785 13.9 4.90 4.00 0.065 0.25 11.57 9.09 Upstream Structure Downstream Structure Pipe Material Infiltration System Overflow Outlet Revetment Existing Hydrology 1S Subcatchment 1S 2S Subcatchment 2S 3S Subcatchment 3S 4S Subcatchment 4S 5S Subcatchment 5S 6S Subcatchment 6S DP-1 Bass River 1P Existing Subsurface Infiltration Structure 2P Existing Subsurface Infiltration Structure 3P Existing Subsurface Infiltration Structure Routing Diagram for Existing Prepared by Tighe & Bond, Printed 5/29/2025 HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Subcat Reach Pond Link Existing Printed 5/29/2025Prepared by Tighe & Bond Page 2HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2 Year Type III 24-hr Default 24.00 1 3.34 2 2 10 Year Type III 24-hr Default 24.00 1 4.85 2 3 25 Year Type III 24-hr Default 24.00 1 5.79 2 4 50 Year Type III 24-hr Default 24.00 1 6.51 2 5 100 Year Type III 24-hr Default 24.00 1 7.25 2 Existing Printed 5/29/2025Prepared by Tighe & Bond Page 3HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.067 51 1 acre lots, 20% imp, HSG A (1S) 1.396 54 1/2 acre lots, 25% imp, HSG A (1S) 0.192 61 1/4 acre lots, 38% imp, HSG A (1S, 2S) 0.417 39 >75% Grass cover, Good, HSG A (3S, 4S, 5S, 6S) 0.030 98 Building roofs (5S) 0.779 98 Impervious - Pavement (1S, 2S, 3S, 4S, 5S, 6S) 0.051 98 Revetment (6S) 0.045 32 Tree/grass comb., Good, HSG A (4S) 0.073 98 Walkways (4S) 3.049 65 TOTAL AREA Type III 24-hr 2 Year Rainfall=3.34"Existing Printed 5/29/2025Prepared by Tighe & Bond Page 4HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 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=79,372 sf 34.92% Impervious Runoff Depth=0.46"Subcatchment 1S: Subcatchment 1S Flow Length=513' Tc=23.8 min CN=60 Runoff=0.42 cfs 0.070 af Runoff Area=5,902 sf 75.70% Impervious Runoff Depth=1.72"Subcatchment 2S: Subcatchment 2S Tc=6.0 min CN=83 Runoff=0.27 cfs 0.019 af Runoff Area=4,441 sf 72.48% Impervious Runoff Depth=1.65"Subcatchment 3S: Subcatchment 3S Tc=6.0 min CN=82 Runoff=0.19 cfs 0.014 af Runoff Area=25,044 sf 40.35% Impervious Runoff Depth=0.54"Subcatchment 4S: Subcatchment 4S Tc=6.0 min CN=62 Runoff=0.26 cfs 0.026 af Runoff Area=9,053 sf 60.13% Impervious Runoff Depth=1.13"Subcatchment 5S: Subcatchment 5S Tc=6.0 min CN=74 Runoff=0.26 cfs 0.020 af Runoff Area=8,996 sf 96.19% Impervious Runoff Depth=2.89"Subcatchment 6S: Subcatchment 6S Tc=6.0 min CN=96 Runoff=0.63 cfs 0.050 af Inflow=1.33 cfs 0.121 afReach DP-1: Bass River Outflow=1.33 cfs 0.121 af Peak Elev=8.09' Storage=0.005 af Inflow=0.57 cfs 0.104 afPond 1P: Existing Subsurface Infiltration Discarded=0.03 cfs 0.033 af Secondary=0.76 cfs 0.071 af Outflow=0.79 cfs 0.104 af Peak Elev=1.45' Storage=0.002 af Inflow=0.26 cfs 0.026 afPond 2P: Existing Subsurface Infiltration Discarded=0.18 cfs 0.026 af Secondary=0.00 cfs 0.000 af Outflow=0.18 cfs 0.026 af Peak Elev=6.49' Storage=0.006 af Inflow=0.26 cfs 0.020 afPond 3P: Existing Subsurface Infiltration Discarded=0.10 cfs 0.020 af Secondary=0.00 cfs 0.000 af Outflow=0.10 cfs 0.020 af Total Runoff Area = 3.049 ac Runoff Volume = 0.199 af Average Runoff Depth = 0.78" 55.12% Pervious = 1.681 ac 44.88% Impervious = 1.368 ac Type III 24-hr 2 Year Rainfall=3.34"Existing Printed 5/29/2025Prepared by Tighe & Bond Page 5HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Subcatchment 1S Runoff = 0.42 cfs @ 12.47 hrs, Volume= 0.070 af, Depth= 0.46" Routed to Pond 1P : Existing Subsurface Infiltration Structure Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year Rainfall=3.34" Area (sf) CN Description 2,900 51 1 acre lots, 20% imp, HSG A 60,796 54 1/2 acre lots, 25% imp, HSG A 6,032 61 1/4 acre lots, 38% imp, HSG A * 9,644 98 Impervious - Pavement 79,372 60 Weighted Average 51,657 65.08% Pervious Area 27,715 34.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.1 45 0.0200 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.34" 13.4 57 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.34" 1.0 8 0.0357 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.34" 0.3 20 0.0357 1.32 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.3 96 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.7 287 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 23.8 513 Total Summary for Subcatchment 2S: Subcatchment 2S Runoff = 0.27 cfs @ 12.09 hrs, Volume= 0.019 af, Depth= 1.72" Routed to Pond 1P : Existing Subsurface Infiltration Structure Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year Rainfall=3.34" Area (sf) CN Description 2,313 61 1/4 acre lots, 38% imp, HSG A * 3,589 98 Impervious - Pavement 5,902 83 Weighted Average 1,434 24.30% Pervious Area 4,468 75.70% Impervious Area Type III 24-hr 2 Year Rainfall=3.34"Existing Printed 5/29/2025Prepared by Tighe & Bond Page 6HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 3S: Subcatchment 3S Runoff = 0.19 cfs @ 12.09 hrs, Volume= 0.014 af, Depth= 1.65" Routed to Pond 1P : Existing Subsurface Infiltration Structure Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year Rainfall=3.34" Area (sf) CN Description * 2,377 98 Impervious - Pavement * 842 98 Impervious - Pavement 1,222 39 >75% Grass cover, Good, HSG A 4,441 82 Weighted Average 1,222 27.52% Pervious Area 3,219 72.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 4S: Subcatchment 4S Runoff = 0.26 cfs @ 12.12 hrs, Volume= 0.026 af, Depth= 0.54" Routed to Pond 2P : Existing Subsurface Infiltration Structure Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year Rainfall=3.34" Area (sf) CN Description * 6,909 98 Impervious - Pavement * 3,196 98 Walkways 12,999 39 >75% Grass cover, Good, HSG A * 1,940 32 Tree/grass comb., Good, HSG A 25,044 62 Weighted Average 14,939 59.65% Pervious Area 10,105 40.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Type III 24-hr 2 Year Rainfall=3.34"Existing Printed 5/29/2025Prepared by Tighe & Bond Page 7HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Subcatchment 5S Runoff = 0.26 cfs @ 12.10 hrs, Volume= 0.020 af, Depth= 1.13" Routed to Pond 3P : Existing Subsurface Infiltration Structure Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year Rainfall=3.34" Area (sf) CN Description * 1,300 98 Building roofs * 4,144 98 Impervious - Pavement 3,609 39 >75% Grass cover, Good, HSG A 9,053 74 Weighted Average 3,609 39.87% Pervious Area 5,444 60.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 6S: Subcatchment 6S Runoff = 0.63 cfs @ 12.09 hrs, Volume= 0.050 af, Depth= 2.89" Routed to Reach DP-1 : Bass River Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year Rainfall=3.34" Area (sf) CN Description * 6,421 98 Impervious - Pavement 343 39 >75% Grass cover, Good, HSG A * 2,232 98 Revetment 8,996 96 Weighted Average 343 3.81% Pervious Area 8,653 96.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Reach DP-1: Bass River Inflow Area = 3.049 ac, 44.88% Impervious, Inflow Depth = 0.47" for 2 Year event Inflow = 1.33 cfs @ 12.10 hrs, Volume= 0.121 af Outflow = 1.33 cfs @ 12.10 hrs, Volume= 0.121 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year Rainfall=3.34"Existing Printed 5/29/2025Prepared by Tighe & Bond Page 8HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Summary for Pond 1P: Existing Subsurface Infiltration Structure Inflow Area = 2.060 ac, 39.46% Impervious, Inflow Depth = 0.61" for 2 Year event Inflow = 0.57 cfs @ 12.40 hrs, Volume= 0.104 af Outflow = 0.79 cfs @ 12.40 hrs, Volume= 0.104 af, Atten= 0%, Lag= 0.2 min Discarded = 0.03 cfs @ 12.40 hrs, Volume= 0.033 af Secondary = 0.76 cfs @ 12.40 hrs, Volume= 0.071 af Routed to Reach DP-1 : Bass River Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 8.09' @ 12.40 hrs Surf.Area= 0.005 ac Storage= 0.005 af Plug-Flow detention time= 42.3 min calculated for 0.104 af (100% of inflow) Center-of-Mass det. time= 42.4 min ( 941.7 - 899.3 ) Volume Invert Avail.Storage Storage Description #1A 5.30' 0.003 af 8.50'W x 25.00'L x 2.04'H Field A 0.010 af Overall - 0.002 af Embedded = 0.008 af x 40.0% Voids #2A 5.80' 0.002 af Cultec C-100HD x 6 Inside #1 Effective Size= 32.1"W x 12.0"H => 1.86 sf x 7.50'L = 14.0 cf Overall Size= 36.0"W x 12.5"H x 8.00'L with 0.50' Overlap Row Length Adjustment= +0.50' x 1.86 sf x 2 rows 0.005 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 5.30'2.410 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 3.18' #2 Secondary 8.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 13.80'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.03 cfs @ 12.40 hrs HW=8.09' (Free Discharge) 1=Exfiltration ( Controls 0.03 cfs) Secondary OutFlow Max=0.72 cfs @ 12.40 hrs HW=8.09' (Free Discharge) 2=Orifice/Grate (Weir Controls 0.72 cfs @ 0.99 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 2P: Existing Subsurface Infiltration Structure Inflow Area = 0.575 ac, 40.35% Impervious, Inflow Depth = 0.54" for 2 Year event Inflow = 0.26 cfs @ 12.12 hrs, Volume= 0.026 af Outflow = 0.18 cfs @ 12.27 hrs, Volume= 0.026 af, Atten= 30%, Lag= 9.1 min Discarded = 0.18 cfs @ 12.27 hrs, Volume= 0.026 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Bass River Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year Rainfall=3.34"Existing Printed 5/29/2025Prepared by Tighe & Bond Page 9HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Peak Elev= 1.45' @ 12.27 hrs Surf.Area= 0.006 ac Storage= 0.002 af Plug-Flow detention time= 2.6 min calculated for 0.026 af (100% of inflow) Center-of-Mass det. time= 2.6 min ( 907.1 - 904.5 ) Volume Invert Avail.Storage Storage Description #1A 0.90' 0.004 af 5.00'W x 55.00'L x 2.04'H Field A 0.013 af Overall - 0.002 af Embedded = 0.011 af x 40.0% Voids #2A 1.40' 0.002 af Cultec C-100HD x 7 Inside #1 Effective Size= 32.1"W x 12.0"H => 1.86 sf x 7.50'L = 14.0 cf Overall Size= 36.0"W x 12.5"H x 8.00'L with 0.50' Overlap Row Length Adjustment= +0.50' x 1.86 sf x 1 rows 0.007 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 0.90'8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.67' #2 Secondary 5.50'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 4.80'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.18 cfs @ 12.27 hrs HW=1.45' (Free Discharge) 1=Exfiltration ( Controls 0.18 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=0.90' (Free Discharge) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 3P: Existing Subsurface Infiltration Structure Inflow Area = 0.208 ac, 60.13% Impervious, Inflow Depth = 1.13" for 2 Year event Inflow = 0.26 cfs @ 12.10 hrs, Volume= 0.020 af Outflow = 0.10 cfs @ 12.45 hrs, Volume= 0.020 af, Atten= 61%, Lag= 21.0 min Discarded = 0.10 cfs @ 12.45 hrs, Volume= 0.020 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Bass River Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 6.49' @ 12.45 hrs Surf.Area= 0.005 ac Storage= 0.006 af Plug-Flow detention time= 42.3 min calculated for 0.020 af (100% of inflow) Center-of-Mass det. time= 42.3 min ( 901.7 - 859.4 ) Type III 24-hr 2 Year Rainfall=3.34"Existing Printed 5/29/2025Prepared by Tighe & Bond Page 10HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1A 2.50' 0.003 af 8.17'W x 24.56'L x 2.33'H Field A 0.011 af Overall - 0.002 af Embedded = 0.009 af x 40.0% Voids #2A 3.00' 0.002 af ADS_StormTech SC-310 +Cap x 6 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 6 Chambers in 2 Rows 0.006 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 2.50'2.410 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 2.00' #2 Secondary 7.80'12.0" x 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 7.80'12.0" x 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.10 cfs @ 12.45 hrs HW=6.49' (Free Discharge) 1=Exfiltration ( Controls 0.10 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=2.50' (Free Discharge) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) Type III 24-hr 10 Year Rainfall=4.85"Existing Printed 5/29/2025Prepared by Tighe & Bond Page 11HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 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=79,372 sf 34.92% Impervious Runoff Depth=1.21"Subcatchment 1S: Subcatchment 1S Flow Length=513' Tc=23.8 min CN=60 Runoff=1.43 cfs 0.184 af Runoff Area=5,902 sf 75.70% Impervious Runoff Depth=3.04"Subcatchment 2S: Subcatchment 2S Tc=6.0 min CN=83 Runoff=0.47 cfs 0.034 af Runoff Area=4,441 sf 72.48% Impervious Runoff Depth=2.95"Subcatchment 3S: Subcatchment 3S Tc=6.0 min CN=82 Runoff=0.34 cfs 0.025 af Runoff Area=25,044 sf 40.35% Impervious Runoff Depth=1.35"Subcatchment 4S: Subcatchment 4S Tc=6.0 min CN=62 Runoff=0.82 cfs 0.065 af Runoff Area=9,053 sf 60.13% Impervious Runoff Depth=2.25"Subcatchment 5S: Subcatchment 5S Tc=6.0 min CN=74 Runoff=0.53 cfs 0.039 af Runoff Area=8,996 sf 96.19% Impervious Runoff Depth=4.38"Subcatchment 6S: Subcatchment 6S Tc=6.0 min CN=96 Runoff=0.94 cfs 0.075 af Inflow=3.01 cfs 0.290 afReach DP-1: Bass River Outflow=3.01 cfs 0.290 af Peak Elev=8.16' Storage=0.005 af Inflow=1.73 cfs 0.244 afPond 1P: Existing Subsurface Infiltration Discarded=0.03 cfs 0.037 af Secondary=1.72 cfs 0.207 af Outflow=1.74 cfs 0.244 af Peak Elev=3.33' Storage=0.007 af Inflow=0.82 cfs 0.065 afPond 2P: Existing Subsurface Infiltration Discarded=0.61 cfs 0.065 af Secondary=0.00 cfs 0.000 af Outflow=0.61 cfs 0.065 af Peak Elev=7.89' Storage=0.006 af Inflow=0.53 cfs 0.039 afPond 3P: Existing Subsurface Infiltration Discarded=0.13 cfs 0.032 af Secondary=0.76 cfs 0.007 af Outflow=0.89 cfs 0.039 af Total Runoff Area = 3.049 ac Runoff Volume = 0.423 af Average Runoff Depth = 1.66" 55.12% Pervious = 1.681 ac 44.88% Impervious = 1.368 ac Type III 24-hr 10 Year Rainfall=4.85"Existing Printed 5/29/2025Prepared by Tighe & Bond Page 12HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Subcatchment 1S Runoff = 1.43 cfs @ 12.38 hrs, Volume= 0.184 af, Depth= 1.21" Routed to Pond 1P : Existing Subsurface Infiltration Structure Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year Rainfall=4.85" Area (sf) CN Description 2,900 51 1 acre lots, 20% imp, HSG A 60,796 54 1/2 acre lots, 25% imp, HSG A 6,032 61 1/4 acre lots, 38% imp, HSG A * 9,644 98 Impervious - Pavement 79,372 60 Weighted Average 51,657 65.08% Pervious Area 27,715 34.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.1 45 0.0200 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.34" 13.4 57 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.34" 1.0 8 0.0357 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.34" 0.3 20 0.0357 1.32 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.3 96 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.7 287 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 23.8 513 Total Summary for Subcatchment 2S: Subcatchment 2S Runoff = 0.47 cfs @ 12.09 hrs, Volume= 0.034 af, Depth= 3.04" Routed to Pond 1P : Existing Subsurface Infiltration Structure Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year Rainfall=4.85" Area (sf) CN Description 2,313 61 1/4 acre lots, 38% imp, HSG A * 3,589 98 Impervious - Pavement 5,902 83 Weighted Average 1,434 24.30% Pervious Area 4,468 75.70% Impervious Area Type III 24-hr 10 Year Rainfall=4.85"Existing Printed 5/29/2025Prepared by Tighe & Bond Page 13HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 3S: Subcatchment 3S Runoff = 0.34 cfs @ 12.09 hrs, Volume= 0.025 af, Depth= 2.95" Routed to Pond 1P : Existing Subsurface Infiltration Structure Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year Rainfall=4.85" Area (sf) CN Description * 2,377 98 Impervious - Pavement * 842 98 Impervious - Pavement 1,222 39 >75% Grass cover, Good, HSG A 4,441 82 Weighted Average 1,222 27.52% Pervious Area 3,219 72.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 4S: Subcatchment 4S Runoff = 0.82 cfs @ 12.10 hrs, Volume= 0.065 af, Depth= 1.35" Routed to Pond 2P : Existing Subsurface Infiltration Structure Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year Rainfall=4.85" Area (sf) CN Description * 6,909 98 Impervious - Pavement * 3,196 98 Walkways 12,999 39 >75% Grass cover, Good, HSG A * 1,940 32 Tree/grass comb., Good, HSG A 25,044 62 Weighted Average 14,939 59.65% Pervious Area 10,105 40.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Type III 24-hr 10 Year Rainfall=4.85"Existing Printed 5/29/2025Prepared by Tighe & Bond Page 14HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Subcatchment 5S Runoff = 0.53 cfs @ 12.10 hrs, Volume= 0.039 af, Depth= 2.25" Routed to Pond 3P : Existing Subsurface Infiltration Structure Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year Rainfall=4.85" Area (sf) CN Description * 1,300 98 Building roofs * 4,144 98 Impervious - Pavement 3,609 39 >75% Grass cover, Good, HSG A 9,053 74 Weighted Average 3,609 39.87% Pervious Area 5,444 60.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 6S: Subcatchment 6S Runoff = 0.94 cfs @ 12.09 hrs, Volume= 0.075 af, Depth= 4.38" Routed to Reach DP-1 : Bass River Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year Rainfall=4.85" Area (sf) CN Description * 6,421 98 Impervious - Pavement 343 39 >75% Grass cover, Good, HSG A * 2,232 98 Revetment 8,996 96 Weighted Average 343 3.81% Pervious Area 8,653 96.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Reach DP-1: Bass River Inflow Area = 3.049 ac, 44.88% Impervious, Inflow Depth = 1.14" for 10 Year event Inflow = 3.01 cfs @ 12.10 hrs, Volume= 0.290 af Outflow = 3.01 cfs @ 12.10 hrs, Volume= 0.290 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year Rainfall=4.85"Existing Printed 5/29/2025Prepared by Tighe & Bond Page 15HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Summary for Pond 1P: Existing Subsurface Infiltration Structure Inflow Area = 2.060 ac, 39.46% Impervious, Inflow Depth = 1.42" for 10 Year event Inflow = 1.73 cfs @ 12.35 hrs, Volume= 0.244 af Outflow = 1.74 cfs @ 12.30 hrs, Volume= 0.244 af, Atten= 0%, Lag= 0.0 min Discarded = 0.03 cfs @ 12.30 hrs, Volume= 0.037 af Secondary = 1.72 cfs @ 12.30 hrs, Volume= 0.207 af Routed to Reach DP-1 : Bass River Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 8.16' @ 12.30 hrs Surf.Area= 0.005 ac Storage= 0.005 af Plug-Flow detention time= 18.9 min calculated for 0.244 af (100% of inflow) Center-of-Mass det. time= 19.0 min ( 894.2 - 875.2 ) Volume Invert Avail.Storage Storage Description #1A 5.30' 0.003 af 8.50'W x 25.00'L x 2.04'H Field A 0.010 af Overall - 0.002 af Embedded = 0.008 af x 40.0% Voids #2A 5.80' 0.002 af Cultec C-100HD x 6 Inside #1 Effective Size= 32.1"W x 12.0"H => 1.86 sf x 7.50'L = 14.0 cf Overall Size= 36.0"W x 12.5"H x 8.00'L with 0.50' Overlap Row Length Adjustment= +0.50' x 1.86 sf x 2 rows 0.005 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 5.30'2.410 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 3.18' #2 Secondary 8.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 13.80'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.03 cfs @ 12.30 hrs HW=8.16' (Free Discharge) 1=Exfiltration ( Controls 0.03 cfs) Secondary OutFlow Max=1.67 cfs @ 12.30 hrs HW=8.16' (Free Discharge) 2=Orifice/Grate (Weir Controls 1.67 cfs @ 1.31 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 2P: Existing Subsurface Infiltration Structure Inflow Area = 0.575 ac, 40.35% Impervious, Inflow Depth = 1.35" for 10 Year event Inflow = 0.82 cfs @ 12.10 hrs, Volume= 0.065 af Outflow = 0.61 cfs @ 12.20 hrs, Volume= 0.065 af, Atten= 26%, Lag= 5.9 min Discarded = 0.61 cfs @ 12.20 hrs, Volume= 0.065 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Bass River Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year Rainfall=4.85"Existing Printed 5/29/2025Prepared by Tighe & Bond Page 16HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Peak Elev= 3.33' @ 12.20 hrs Surf.Area= 0.006 ac Storage= 0.007 af Plug-Flow detention time= 4.9 min calculated for 0.064 af (100% of inflow) Center-of-Mass det. time= 4.9 min ( 876.4 - 871.5 ) Volume Invert Avail.Storage Storage Description #1A 0.90' 0.004 af 5.00'W x 55.00'L x 2.04'H Field A 0.013 af Overall - 0.002 af Embedded = 0.011 af x 40.0% Voids #2A 1.40' 0.002 af Cultec C-100HD x 7 Inside #1 Effective Size= 32.1"W x 12.0"H => 1.86 sf x 7.50'L = 14.0 cf Overall Size= 36.0"W x 12.5"H x 8.00'L with 0.50' Overlap Row Length Adjustment= +0.50' x 1.86 sf x 1 rows 0.007 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 0.90'8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.67' #2 Secondary 5.50'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 4.80'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.60 cfs @ 12.20 hrs HW=3.31' (Free Discharge) 1=Exfiltration ( Controls 0.60 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=0.90' (Free Discharge) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 3P: Existing Subsurface Infiltration Structure Inflow Area = 0.208 ac, 60.13% Impervious, Inflow Depth = 2.25" for 10 Year event Inflow = 0.53 cfs @ 12.10 hrs, Volume= 0.039 af Outflow = 0.89 cfs @ 12.10 hrs, Volume= 0.039 af, Atten= 0%, Lag= 0.3 min Discarded = 0.13 cfs @ 12.10 hrs, Volume= 0.032 af Secondary = 0.76 cfs @ 12.10 hrs, Volume= 0.007 af Routed to Reach DP-1 : Bass River Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 7.89' @ 12.10 hrs Surf.Area= 0.005 ac Storage= 0.006 af Plug-Flow detention time= 35.0 min calculated for 0.039 af (100% of inflow) Center-of-Mass det. time= 35.0 min ( 873.9 - 838.9 ) Type III 24-hr 10 Year Rainfall=4.85"Existing Printed 5/29/2025Prepared by Tighe & Bond Page 17HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1A 2.50' 0.003 af 8.17'W x 24.56'L x 2.33'H Field A 0.011 af Overall - 0.002 af Embedded = 0.009 af x 40.0% Voids #2A 3.00' 0.002 af ADS_StormTech SC-310 +Cap x 6 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 6 Chambers in 2 Rows 0.006 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 2.50'2.410 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 2.00' #2 Secondary 7.80'12.0" x 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 7.80'12.0" x 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.13 cfs @ 12.10 hrs HW=7.89' (Free Discharge) 1=Exfiltration ( Controls 0.13 cfs) Secondary OutFlow Max=0.74 cfs @ 12.10 hrs HW=7.89' (Free Discharge) 2=Orifice/Grate (Weir Controls 0.37 cfs @ 1.00 fps) 3=Orifice/Grate (Weir Controls 0.37 cfs @ 1.00 fps) Type III 24-hr 25 Year Rainfall=5.79"Existing Printed 5/29/2025Prepared by Tighe & Bond Page 18HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 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=79,372 sf 34.92% Impervious Runoff Depth=1.79"Subcatchment 1S: Subcatchment 1S Flow Length=513' Tc=23.8 min CN=60 Runoff=2.22 cfs 0.271 af Runoff Area=5,902 sf 75.70% Impervious Runoff Depth=3.90"Subcatchment 2S: Subcatchment 2S Tc=6.0 min CN=83 Runoff=0.60 cfs 0.044 af Runoff Area=4,441 sf 72.48% Impervious Runoff Depth=3.79"Subcatchment 3S: Subcatchment 3S Tc=6.0 min CN=82 Runoff=0.44 cfs 0.032 af Runoff Area=25,044 sf 40.35% Impervious Runoff Depth=1.95"Subcatchment 4S: Subcatchment 4S Tc=6.0 min CN=62 Runoff=1.23 cfs 0.093 af Runoff Area=9,053 sf 60.13% Impervious Runoff Depth=3.01"Subcatchment 5S: Subcatchment 5S Tc=6.0 min CN=74 Runoff=0.72 cfs 0.052 af Runoff Area=8,996 sf 96.19% Impervious Runoff Depth=5.32"Subcatchment 6S: Subcatchment 6S Tc=6.0 min CN=96 Runoff=1.13 cfs 0.092 af Inflow=4.13 cfs 0.415 afReach DP-1: Bass River Outflow=4.13 cfs 0.415 af Peak Elev=8.22' Storage=0.005 af Inflow=2.62 cfs 0.347 afPond 1P: Existing Subsurface Infiltration Discarded=0.03 cfs 0.038 af Secondary=2.64 cfs 0.309 af Outflow=2.67 cfs 0.347 af Peak Elev=4.86' Storage=0.007 af Inflow=1.23 cfs 0.093 afPond 2P: Existing Subsurface Infiltration Discarded=0.96 cfs 0.091 af Secondary=0.44 cfs 0.002 af Outflow=1.41 cfs 0.093 af Peak Elev=7.88' Storage=0.006 af Inflow=0.72 cfs 0.052 afPond 3P: Existing Subsurface Infiltration Discarded=0.13 cfs 0.040 af Secondary=0.59 cfs 0.012 af Outflow=0.72 cfs 0.052 af Total Runoff Area = 3.049 ac Runoff Volume = 0.584 af Average Runoff Depth = 2.30" 55.12% Pervious = 1.681 ac 44.88% Impervious = 1.368 ac Type III 24-hr 25 Year Rainfall=5.79"Existing Printed 5/29/2025Prepared by Tighe & Bond Page 19HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Subcatchment 1S Runoff = 2.22 cfs @ 12.36 hrs, Volume= 0.271 af, Depth= 1.79" Routed to Pond 1P : Existing Subsurface Infiltration Structure Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year Rainfall=5.79" Area (sf) CN Description 2,900 51 1 acre lots, 20% imp, HSG A 60,796 54 1/2 acre lots, 25% imp, HSG A 6,032 61 1/4 acre lots, 38% imp, HSG A * 9,644 98 Impervious - Pavement 79,372 60 Weighted Average 51,657 65.08% Pervious Area 27,715 34.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.1 45 0.0200 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.34" 13.4 57 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.34" 1.0 8 0.0357 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.34" 0.3 20 0.0357 1.32 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.3 96 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.7 287 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 23.8 513 Total Summary for Subcatchment 2S: Subcatchment 2S Runoff = 0.60 cfs @ 12.09 hrs, Volume= 0.044 af, Depth= 3.90" Routed to Pond 1P : Existing Subsurface Infiltration Structure Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year Rainfall=5.79" Area (sf) CN Description 2,313 61 1/4 acre lots, 38% imp, HSG A * 3,589 98 Impervious - Pavement 5,902 83 Weighted Average 1,434 24.30% Pervious Area 4,468 75.70% Impervious Area Type III 24-hr 25 Year Rainfall=5.79"Existing Printed 5/29/2025Prepared by Tighe & Bond Page 20HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 3S: Subcatchment 3S Runoff = 0.44 cfs @ 12.09 hrs, Volume= 0.032 af, Depth= 3.79" Routed to Pond 1P : Existing Subsurface Infiltration Structure Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year Rainfall=5.79" Area (sf) CN Description * 2,377 98 Impervious - Pavement * 842 98 Impervious - Pavement 1,222 39 >75% Grass cover, Good, HSG A 4,441 82 Weighted Average 1,222 27.52% Pervious Area 3,219 72.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 4S: Subcatchment 4S Runoff = 1.23 cfs @ 12.10 hrs, Volume= 0.093 af, Depth= 1.95" Routed to Pond 2P : Existing Subsurface Infiltration Structure Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year Rainfall=5.79" Area (sf) CN Description * 6,909 98 Impervious - Pavement * 3,196 98 Walkways 12,999 39 >75% Grass cover, Good, HSG A * 1,940 32 Tree/grass comb., Good, HSG A 25,044 62 Weighted Average 14,939 59.65% Pervious Area 10,105 40.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Type III 24-hr 25 Year Rainfall=5.79"Existing Printed 5/29/2025Prepared by Tighe & Bond Page 21HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Subcatchment 5S Runoff = 0.72 cfs @ 12.09 hrs, Volume= 0.052 af, Depth= 3.01" Routed to Pond 3P : Existing Subsurface Infiltration Structure Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year Rainfall=5.79" Area (sf) CN Description * 1,300 98 Building roofs * 4,144 98 Impervious - Pavement 3,609 39 >75% Grass cover, Good, HSG A 9,053 74 Weighted Average 3,609 39.87% Pervious Area 5,444 60.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 6S: Subcatchment 6S Runoff = 1.13 cfs @ 12.09 hrs, Volume= 0.092 af, Depth= 5.32" Routed to Reach DP-1 : Bass River Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year Rainfall=5.79" Area (sf) CN Description * 6,421 98 Impervious - Pavement 343 39 >75% Grass cover, Good, HSG A * 2,232 98 Revetment 8,996 96 Weighted Average 343 3.81% Pervious Area 8,653 96.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Reach DP-1: Bass River Inflow Area = 3.049 ac, 44.88% Impervious, Inflow Depth = 1.63" for 25 Year event Inflow = 4.13 cfs @ 12.10 hrs, Volume= 0.415 af Outflow = 4.13 cfs @ 12.10 hrs, Volume= 0.415 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year Rainfall=5.79"Existing Printed 5/29/2025Prepared by Tighe & Bond Page 22HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Summary for Pond 1P: Existing Subsurface Infiltration Structure Inflow Area = 2.060 ac, 39.46% Impervious, Inflow Depth = 2.02" for 25 Year event Inflow = 2.62 cfs @ 12.34 hrs, Volume= 0.347 af Outflow = 2.67 cfs @ 12.31 hrs, Volume= 0.347 af, Atten= 0%, Lag= 0.0 min Discarded = 0.03 cfs @ 12.31 hrs, Volume= 0.038 af Secondary = 2.64 cfs @ 12.31 hrs, Volume= 0.309 af Routed to Reach DP-1 : Bass River Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 8.22' @ 12.31 hrs Surf.Area= 0.005 ac Storage= 0.005 af Plug-Flow detention time= 13.7 min calculated for 0.347 af (100% of inflow) Center-of-Mass det. time= 13.8 min ( 879.5 - 865.6 ) Volume Invert Avail.Storage Storage Description #1A 5.30' 0.003 af 8.50'W x 25.00'L x 2.04'H Field A 0.010 af Overall - 0.002 af Embedded = 0.008 af x 40.0% Voids #2A 5.80' 0.002 af Cultec C-100HD x 6 Inside #1 Effective Size= 32.1"W x 12.0"H => 1.86 sf x 7.50'L = 14.0 cf Overall Size= 36.0"W x 12.5"H x 8.00'L with 0.50' Overlap Row Length Adjustment= +0.50' x 1.86 sf x 2 rows 0.005 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 5.30'2.410 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 3.18' #2 Secondary 8.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 13.80'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.03 cfs @ 12.31 hrs HW=8.21' (Free Discharge) 1=Exfiltration ( Controls 0.03 cfs) Secondary OutFlow Max=2.58 cfs @ 12.31 hrs HW=8.21' (Free Discharge) 2=Orifice/Grate (Weir Controls 2.58 cfs @ 1.51 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 2P: Existing Subsurface Infiltration Structure Inflow Area = 0.575 ac, 40.35% Impervious, Inflow Depth = 1.95" for 25 Year event Inflow = 1.23 cfs @ 12.10 hrs, Volume= 0.093 af Outflow = 1.41 cfs @ 12.11 hrs, Volume= 0.093 af, Atten= 0%, Lag= 0.5 min Discarded = 0.96 cfs @ 12.10 hrs, Volume= 0.091 af Secondary = 0.44 cfs @ 12.10 hrs, Volume= 0.002 af Routed to Reach DP-1 : Bass River Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year Rainfall=5.79"Existing Printed 5/29/2025Prepared by Tighe & Bond Page 23HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Peak Elev= 4.86' @ 12.10 hrs Surf.Area= 0.006 ac Storage= 0.007 af Plug-Flow detention time= 4.8 min calculated for 0.093 af (100% of inflow) Center-of-Mass det. time= 4.8 min ( 864.6 - 859.8 ) Volume Invert Avail.Storage Storage Description #1A 0.90' 0.004 af 5.00'W x 55.00'L x 2.04'H Field A 0.013 af Overall - 0.002 af Embedded = 0.011 af x 40.0% Voids #2A 1.40' 0.002 af Cultec C-100HD x 7 Inside #1 Effective Size= 32.1"W x 12.0"H => 1.86 sf x 7.50'L = 14.0 cf Overall Size= 36.0"W x 12.5"H x 8.00'L with 0.50' Overlap Row Length Adjustment= +0.50' x 1.86 sf x 1 rows 0.007 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 0.90'8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.67' #2 Secondary 5.50'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 4.80'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.96 cfs @ 12.10 hrs HW=4.86' (Free Discharge) 1=Exfiltration ( Controls 0.96 cfs) Secondary OutFlow Max=0.43 cfs @ 12.10 hrs HW=4.86' (Free Discharge) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate (Weir Controls 0.43 cfs @ 0.83 fps) Summary for Pond 3P: Existing Subsurface Infiltration Structure Inflow Area = 0.208 ac, 60.13% Impervious, Inflow Depth = 3.01" for 25 Year event Inflow = 0.72 cfs @ 12.09 hrs, Volume= 0.052 af Outflow = 0.72 cfs @ 12.09 hrs, Volume= 0.052 af, Atten= 0%, Lag= 0.0 min Discarded = 0.13 cfs @ 12.09 hrs, Volume= 0.040 af Secondary = 0.59 cfs @ 12.09 hrs, Volume= 0.012 af Routed to Reach DP-1 : Bass River Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 7.88' @ 12.09 hrs Surf.Area= 0.005 ac Storage= 0.006 af Plug-Flow detention time= 32.5 min calculated for 0.052 af (100% of inflow) Center-of-Mass det. time= 32.5 min ( 863.0 - 830.4 ) Type III 24-hr 25 Year Rainfall=5.79"Existing Printed 5/29/2025Prepared by Tighe & Bond Page 24HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1A 2.50' 0.003 af 8.17'W x 24.56'L x 2.33'H Field A 0.011 af Overall - 0.002 af Embedded = 0.009 af x 40.0% Voids #2A 3.00' 0.002 af ADS_StormTech SC-310 +Cap x 6 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 6 Chambers in 2 Rows 0.006 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 2.50'2.410 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 2.00' #2 Secondary 7.80'12.0" x 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 7.80'12.0" x 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.13 cfs @ 12.09 hrs HW=7.88' (Free Discharge) 1=Exfiltration ( Controls 0.13 cfs) Secondary OutFlow Max=0.55 cfs @ 12.09 hrs HW=7.88' (Free Discharge) 2=Orifice/Grate (Weir Controls 0.27 cfs @ 0.90 fps) 3=Orifice/Grate (Weir Controls 0.27 cfs @ 0.90 fps) Type III 24-hr 50 Year Rainfall=6.51"Existing Printed 5/29/2025Prepared by Tighe & Bond Page 25HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 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=79,372 sf 34.92% Impervious Runoff Depth=2.26"Subcatchment 1S: Subcatchment 1S Flow Length=513' Tc=23.8 min CN=60 Runoff=2.89 cfs 0.344 af Runoff Area=5,902 sf 75.70% Impervious Runoff Depth=4.57"Subcatchment 2S: Subcatchment 2S Tc=6.0 min CN=83 Runoff=0.70 cfs 0.052 af Runoff Area=4,441 sf 72.48% Impervious Runoff Depth=4.46"Subcatchment 3S: Subcatchment 3S Tc=6.0 min CN=82 Runoff=0.52 cfs 0.038 af Runoff Area=25,044 sf 40.35% Impervious Runoff Depth=2.45"Subcatchment 4S: Subcatchment 4S Tc=6.0 min CN=62 Runoff=1.58 cfs 0.117 af Runoff Area=9,053 sf 60.13% Impervious Runoff Depth=3.62"Subcatchment 5S: Subcatchment 5S Tc=6.0 min CN=74 Runoff=0.86 cfs 0.063 af Runoff Area=8,996 sf 96.19% Impervious Runoff Depth=6.04"Subcatchment 6S: Subcatchment 6S Tc=6.0 min CN=96 Runoff=1.27 cfs 0.104 af Inflow=4.91 cfs 0.522 afReach DP-1: Bass River Outflow=4.91 cfs 0.522 af Peak Elev=8.25' Storage=0.005 af Inflow=3.35 cfs 0.433 afPond 1P: Existing Subsurface Infiltration Discarded=0.03 cfs 0.039 af Secondary=3.39 cfs 0.394 af Outflow=3.42 cfs 0.433 af Peak Elev=4.89' Storage=0.007 af Inflow=1.58 cfs 0.117 afPond 2P: Existing Subsurface Infiltration Discarded=0.97 cfs 0.111 af Secondary=0.76 cfs 0.006 af Outflow=1.73 cfs 0.117 af Peak Elev=7.90' Storage=0.006 af Inflow=0.86 cfs 0.063 afPond 3P: Existing Subsurface Infiltration Discarded=0.13 cfs 0.044 af Secondary=0.86 cfs 0.018 af Outflow=0.99 cfs 0.063 af Total Runoff Area = 3.049 ac Runoff Volume = 0.717 af Average Runoff Depth = 2.82" 55.12% Pervious = 1.681 ac 44.88% Impervious = 1.368 ac Type III 24-hr 50 Year Rainfall=6.51"Existing Printed 5/29/2025Prepared by Tighe & Bond Page 26HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Subcatchment 1S Runoff = 2.89 cfs @ 12.36 hrs, Volume= 0.344 af, Depth= 2.26" Routed to Pond 1P : Existing Subsurface Infiltration Structure Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 50 Year Rainfall=6.51" Area (sf) CN Description 2,900 51 1 acre lots, 20% imp, HSG A 60,796 54 1/2 acre lots, 25% imp, HSG A 6,032 61 1/4 acre lots, 38% imp, HSG A * 9,644 98 Impervious - Pavement 79,372 60 Weighted Average 51,657 65.08% Pervious Area 27,715 34.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.1 45 0.0200 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.34" 13.4 57 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.34" 1.0 8 0.0357 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.34" 0.3 20 0.0357 1.32 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.3 96 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.7 287 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 23.8 513 Total Summary for Subcatchment 2S: Subcatchment 2S Runoff = 0.70 cfs @ 12.09 hrs, Volume= 0.052 af, Depth= 4.57" Routed to Pond 1P : Existing Subsurface Infiltration Structure Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 50 Year Rainfall=6.51" Area (sf) CN Description 2,313 61 1/4 acre lots, 38% imp, HSG A * 3,589 98 Impervious - Pavement 5,902 83 Weighted Average 1,434 24.30% Pervious Area 4,468 75.70% Impervious Area Type III 24-hr 50 Year Rainfall=6.51"Existing Printed 5/29/2025Prepared by Tighe & Bond Page 27HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 3S: Subcatchment 3S Runoff = 0.52 cfs @ 12.09 hrs, Volume= 0.038 af, Depth= 4.46" Routed to Pond 1P : Existing Subsurface Infiltration Structure Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 50 Year Rainfall=6.51" Area (sf) CN Description * 2,377 98 Impervious - Pavement * 842 98 Impervious - Pavement 1,222 39 >75% Grass cover, Good, HSG A 4,441 82 Weighted Average 1,222 27.52% Pervious Area 3,219 72.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 4S: Subcatchment 4S Runoff = 1.58 cfs @ 12.10 hrs, Volume= 0.117 af, Depth= 2.45" Routed to Pond 2P : Existing Subsurface Infiltration Structure Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 50 Year Rainfall=6.51" Area (sf) CN Description * 6,909 98 Impervious - Pavement * 3,196 98 Walkways 12,999 39 >75% Grass cover, Good, HSG A * 1,940 32 Tree/grass comb., Good, HSG A 25,044 62 Weighted Average 14,939 59.65% Pervious Area 10,105 40.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Type III 24-hr 50 Year Rainfall=6.51"Existing Printed 5/29/2025Prepared by Tighe & Bond Page 28HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Subcatchment 5S Runoff = 0.86 cfs @ 12.09 hrs, Volume= 0.063 af, Depth= 3.62" Routed to Pond 3P : Existing Subsurface Infiltration Structure Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 50 Year Rainfall=6.51" Area (sf) CN Description * 1,300 98 Building roofs * 4,144 98 Impervious - Pavement 3,609 39 >75% Grass cover, Good, HSG A 9,053 74 Weighted Average 3,609 39.87% Pervious Area 5,444 60.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 6S: Subcatchment 6S Runoff = 1.27 cfs @ 12.09 hrs, Volume= 0.104 af, Depth= 6.04" Routed to Reach DP-1 : Bass River Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 50 Year Rainfall=6.51" Area (sf) CN Description * 6,421 98 Impervious - Pavement 343 39 >75% Grass cover, Good, HSG A * 2,232 98 Revetment 8,996 96 Weighted Average 343 3.81% Pervious Area 8,653 96.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Reach DP-1: Bass River Inflow Area = 3.049 ac, 44.88% Impervious, Inflow Depth = 2.05" for 50 Year event Inflow = 4.91 cfs @ 12.11 hrs, Volume= 0.522 af Outflow = 4.91 cfs @ 12.11 hrs, Volume= 0.522 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 50 Year Rainfall=6.51"Existing Printed 5/29/2025Prepared by Tighe & Bond Page 29HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Summary for Pond 1P: Existing Subsurface Infiltration Structure Inflow Area = 2.060 ac, 39.46% Impervious, Inflow Depth = 2.52" for 50 Year event Inflow = 3.35 cfs @ 12.33 hrs, Volume= 0.433 af Outflow = 3.42 cfs @ 12.35 hrs, Volume= 0.433 af, Atten= 0%, Lag= 0.7 min Discarded = 0.03 cfs @ 12.35 hrs, Volume= 0.039 af Secondary = 3.39 cfs @ 12.35 hrs, Volume= 0.394 af Routed to Reach DP-1 : Bass River Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 8.25' @ 12.35 hrs Surf.Area= 0.005 ac Storage= 0.005 af Plug-Flow detention time= 11.3 min calculated for 0.433 af (100% of inflow) Center-of-Mass det. time= 11.4 min ( 871.2 - 859.8 ) Volume Invert Avail.Storage Storage Description #1A 5.30' 0.003 af 8.50'W x 25.00'L x 2.04'H Field A 0.010 af Overall - 0.002 af Embedded = 0.008 af x 40.0% Voids #2A 5.80' 0.002 af Cultec C-100HD x 6 Inside #1 Effective Size= 32.1"W x 12.0"H => 1.86 sf x 7.50'L = 14.0 cf Overall Size= 36.0"W x 12.5"H x 8.00'L with 0.50' Overlap Row Length Adjustment= +0.50' x 1.86 sf x 2 rows 0.005 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 5.30'2.410 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 3.18' #2 Secondary 8.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 13.80'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.03 cfs @ 12.35 hrs HW=8.25' (Free Discharge) 1=Exfiltration ( Controls 0.03 cfs) Secondary OutFlow Max=3.35 cfs @ 12.35 hrs HW=8.25' (Free Discharge) 2=Orifice/Grate (Weir Controls 3.35 cfs @ 1.65 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 2P: Existing Subsurface Infiltration Structure Inflow Area = 0.575 ac, 40.35% Impervious, Inflow Depth = 2.45" for 50 Year event Inflow = 1.58 cfs @ 12.10 hrs, Volume= 0.117 af Outflow = 1.73 cfs @ 12.10 hrs, Volume= 0.117 af, Atten= 0%, Lag= 0.1 min Discarded = 0.97 cfs @ 12.10 hrs, Volume= 0.111 af Secondary = 0.76 cfs @ 12.10 hrs, Volume= 0.006 af Routed to Reach DP-1 : Bass River Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 50 Year Rainfall=6.51"Existing Printed 5/29/2025Prepared by Tighe & Bond Page 30HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Peak Elev= 4.89' @ 12.10 hrs Surf.Area= 0.006 ac Storage= 0.007 af Plug-Flow detention time= 4.7 min calculated for 0.117 af (100% of inflow) Center-of-Mass det. time= 4.7 min ( 857.5 - 852.9 ) Volume Invert Avail.Storage Storage Description #1A 0.90' 0.004 af 5.00'W x 55.00'L x 2.04'H Field A 0.013 af Overall - 0.002 af Embedded = 0.011 af x 40.0% Voids #2A 1.40' 0.002 af Cultec C-100HD x 7 Inside #1 Effective Size= 32.1"W x 12.0"H => 1.86 sf x 7.50'L = 14.0 cf Overall Size= 36.0"W x 12.5"H x 8.00'L with 0.50' Overlap Row Length Adjustment= +0.50' x 1.86 sf x 1 rows 0.007 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 0.90'8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.67' #2 Secondary 5.50'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 4.80'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.97 cfs @ 12.10 hrs HW=4.89' (Free Discharge) 1=Exfiltration ( Controls 0.97 cfs) Secondary OutFlow Max=0.74 cfs @ 12.10 hrs HW=4.89' (Free Discharge) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate (Weir Controls 0.74 cfs @ 1.00 fps) Summary for Pond 3P: Existing Subsurface Infiltration Structure Inflow Area = 0.208 ac, 60.13% Impervious, Inflow Depth = 3.62" for 50 Year event Inflow = 0.86 cfs @ 12.09 hrs, Volume= 0.063 af Outflow = 0.99 cfs @ 12.06 hrs, Volume= 0.063 af, Atten= 0%, Lag= 0.0 min Discarded = 0.13 cfs @ 12.06 hrs, Volume= 0.044 af Secondary = 0.86 cfs @ 12.06 hrs, Volume= 0.018 af Routed to Reach DP-1 : Bass River Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 7.90' @ 12.06 hrs Surf.Area= 0.005 ac Storage= 0.006 af Plug-Flow detention time= 31.1 min calculated for 0.063 af (100% of inflow) Center-of-Mass det. time= 31.0 min ( 856.2 - 825.1 ) Type III 24-hr 50 Year Rainfall=6.51"Existing Printed 5/29/2025Prepared by Tighe & Bond Page 31HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1A 2.50' 0.003 af 8.17'W x 24.56'L x 2.33'H Field A 0.011 af Overall - 0.002 af Embedded = 0.009 af x 40.0% Voids #2A 3.00' 0.002 af ADS_StormTech SC-310 +Cap x 6 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 6 Chambers in 2 Rows 0.006 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 2.50'2.410 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 2.00' #2 Secondary 7.80'12.0" x 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 7.80'12.0" x 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.13 cfs @ 12.06 hrs HW=7.89' (Free Discharge) 1=Exfiltration ( Controls 0.13 cfs) Secondary OutFlow Max=0.78 cfs @ 12.06 hrs HW=7.90' (Free Discharge) 2=Orifice/Grate (Weir Controls 0.39 cfs @ 1.01 fps) 3=Orifice/Grate (Weir Controls 0.39 cfs @ 1.01 fps) Type III 24-hr 100 Year Rainfall=7.25"Existing Printed 5/29/2025Prepared by Tighe & Bond Page 32HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 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=79,372 sf 34.92% Impervious Runoff Depth=2.78"Subcatchment 1S: Subcatchment 1S Flow Length=513' Tc=23.8 min CN=60 Runoff=3.60 cfs 0.422 af Runoff Area=5,902 sf 75.70% Impervious Runoff Depth=5.26"Subcatchment 2S: Subcatchment 2S Tc=6.0 min CN=83 Runoff=0.80 cfs 0.059 af Runoff Area=4,441 sf 72.48% Impervious Runoff Depth=5.15"Subcatchment 3S: Subcatchment 3S Tc=6.0 min CN=82 Runoff=0.59 cfs 0.044 af Runoff Area=25,044 sf 40.35% Impervious Runoff Depth=2.99"Subcatchment 4S: Subcatchment 4S Tc=6.0 min CN=62 Runoff=1.94 cfs 0.143 af Runoff Area=9,053 sf 60.13% Impervious Runoff Depth=4.26"Subcatchment 5S: Subcatchment 5S Tc=6.0 min CN=74 Runoff=1.02 cfs 0.074 af Runoff Area=8,996 sf 96.19% Impervious Runoff Depth=6.77"Subcatchment 6S: Subcatchment 6S Tc=6.0 min CN=96 Runoff=1.42 cfs 0.117 af Inflow=6.05 cfs 0.638 afReach DP-1: Bass River Outflow=6.05 cfs 0.638 af Peak Elev=8.29' Storage=0.005 af Inflow=4.13 cfs 0.526 afPond 1P: Existing Subsurface Infiltration Discarded=0.03 cfs 0.041 af Secondary=4.14 cfs 0.485 af Outflow=4.17 cfs 0.526 af Peak Elev=4.91' Storage=0.007 af Inflow=1.94 cfs 0.143 afPond 2P: Existing Subsurface Infiltration Discarded=0.97 cfs 0.130 af Secondary=1.05 cfs 0.013 af Outflow=1.97 cfs 0.143 af Peak Elev=7.90' Storage=0.006 af Inflow=1.02 cfs 0.074 afPond 3P: Existing Subsurface Infiltration Discarded=0.13 cfs 0.050 af Secondary=0.86 cfs 0.023 af Outflow=0.99 cfs 0.074 af Total Runoff Area = 3.049 ac Runoff Volume = 0.859 af Average Runoff Depth = 3.38" 55.12% Pervious = 1.681 ac 44.88% Impervious = 1.368 ac Type III 24-hr 100 Year Rainfall=7.25"Existing Printed 5/29/2025Prepared by Tighe & Bond Page 33HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Subcatchment 1S Runoff = 3.60 cfs @ 12.35 hrs, Volume= 0.422 af, Depth= 2.78" Routed to Pond 1P : Existing Subsurface Infiltration Structure Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year Rainfall=7.25" Area (sf) CN Description 2,900 51 1 acre lots, 20% imp, HSG A 60,796 54 1/2 acre lots, 25% imp, HSG A 6,032 61 1/4 acre lots, 38% imp, HSG A * 9,644 98 Impervious - Pavement 79,372 60 Weighted Average 51,657 65.08% Pervious Area 27,715 34.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.1 45 0.0200 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.34" 13.4 57 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.34" 1.0 8 0.0357 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.34" 0.3 20 0.0357 1.32 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.3 96 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.7 287 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 23.8 513 Total Summary for Subcatchment 2S: Subcatchment 2S Runoff = 0.80 cfs @ 12.09 hrs, Volume= 0.059 af, Depth= 5.26" Routed to Pond 1P : Existing Subsurface Infiltration Structure Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year Rainfall=7.25" Area (sf) CN Description 2,313 61 1/4 acre lots, 38% imp, HSG A * 3,589 98 Impervious - Pavement 5,902 83 Weighted Average 1,434 24.30% Pervious Area 4,468 75.70% Impervious Area Type III 24-hr 100 Year Rainfall=7.25"Existing Printed 5/29/2025Prepared by Tighe & Bond Page 34HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 3S: Subcatchment 3S Runoff = 0.59 cfs @ 12.09 hrs, Volume= 0.044 af, Depth= 5.15" Routed to Pond 1P : Existing Subsurface Infiltration Structure Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year Rainfall=7.25" Area (sf) CN Description * 2,377 98 Impervious - Pavement * 842 98 Impervious - Pavement 1,222 39 >75% Grass cover, Good, HSG A 4,441 82 Weighted Average 1,222 27.52% Pervious Area 3,219 72.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 4S: Subcatchment 4S Runoff = 1.94 cfs @ 12.10 hrs, Volume= 0.143 af, Depth= 2.99" Routed to Pond 2P : Existing Subsurface Infiltration Structure Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year Rainfall=7.25" Area (sf) CN Description * 6,909 98 Impervious - Pavement * 3,196 98 Walkways 12,999 39 >75% Grass cover, Good, HSG A * 1,940 32 Tree/grass comb., Good, HSG A 25,044 62 Weighted Average 14,939 59.65% Pervious Area 10,105 40.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Type III 24-hr 100 Year Rainfall=7.25"Existing Printed 5/29/2025Prepared by Tighe & Bond Page 35HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Subcatchment 5S Runoff = 1.02 cfs @ 12.09 hrs, Volume= 0.074 af, Depth= 4.26" Routed to Pond 3P : Existing Subsurface Infiltration Structure Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year Rainfall=7.25" Area (sf) CN Description * 1,300 98 Building roofs * 4,144 98 Impervious - Pavement 3,609 39 >75% Grass cover, Good, HSG A 9,053 74 Weighted Average 3,609 39.87% Pervious Area 5,444 60.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 6S: Subcatchment 6S Runoff = 1.42 cfs @ 12.09 hrs, Volume= 0.117 af, Depth= 6.77" Routed to Reach DP-1 : Bass River Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year Rainfall=7.25" Area (sf) CN Description * 6,421 98 Impervious - Pavement 343 39 >75% Grass cover, Good, HSG A * 2,232 98 Revetment 8,996 96 Weighted Average 343 3.81% Pervious Area 8,653 96.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Reach DP-1: Bass River Inflow Area = 3.049 ac, 44.88% Impervious, Inflow Depth = 2.51" for 100 Year event Inflow = 6.05 cfs @ 12.12 hrs, Volume= 0.638 af Outflow = 6.05 cfs @ 12.12 hrs, Volume= 0.638 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year Rainfall=7.25"Existing Printed 5/29/2025Prepared by Tighe & Bond Page 36HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Summary for Pond 1P: Existing Subsurface Infiltration Structure Inflow Area = 2.060 ac, 39.46% Impervious, Inflow Depth = 3.06" for 100 Year event Inflow = 4.13 cfs @ 12.33 hrs, Volume= 0.526 af Outflow = 4.17 cfs @ 12.31 hrs, Volume= 0.526 af, Atten= 0%, Lag= 0.0 min Discarded = 0.03 cfs @ 12.31 hrs, Volume= 0.041 af Secondary = 4.14 cfs @ 12.31 hrs, Volume= 0.485 af Routed to Reach DP-1 : Bass River Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 8.29' @ 12.31 hrs Surf.Area= 0.005 ac Storage= 0.005 af Plug-Flow detention time= 9.7 min calculated for 0.526 af (100% of inflow) Center-of-Mass det. time= 9.6 min ( 864.3 - 854.7 ) Volume Invert Avail.Storage Storage Description #1A 5.30' 0.003 af 8.50'W x 25.00'L x 2.04'H Field A 0.010 af Overall - 0.002 af Embedded = 0.008 af x 40.0% Voids #2A 5.80' 0.002 af Cultec C-100HD x 6 Inside #1 Effective Size= 32.1"W x 12.0"H => 1.86 sf x 7.50'L = 14.0 cf Overall Size= 36.0"W x 12.5"H x 8.00'L with 0.50' Overlap Row Length Adjustment= +0.50' x 1.86 sf x 2 rows 0.005 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 5.30'2.410 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 3.18' #2 Secondary 8.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 13.80'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.03 cfs @ 12.31 hrs HW=8.29' (Free Discharge) 1=Exfiltration ( Controls 0.03 cfs) Secondary OutFlow Max=4.09 cfs @ 12.31 hrs HW=8.29' (Free Discharge) 2=Orifice/Grate (Weir Controls 4.09 cfs @ 1.76 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 2P: Existing Subsurface Infiltration Structure Inflow Area = 0.575 ac, 40.35% Impervious, Inflow Depth = 2.99" for 100 Year event Inflow = 1.94 cfs @ 12.10 hrs, Volume= 0.143 af Outflow = 1.97 cfs @ 12.05 hrs, Volume= 0.143 af, Atten= 0%, Lag= 0.0 min Discarded = 0.97 cfs @ 12.05 hrs, Volume= 0.130 af Secondary = 1.05 cfs @ 12.06 hrs, Volume= 0.013 af Routed to Reach DP-1 : Bass River Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year Rainfall=7.25"Existing Printed 5/29/2025Prepared by Tighe & Bond Page 37HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Peak Elev= 4.91' @ 12.05 hrs Surf.Area= 0.006 ac Storage= 0.007 af Plug-Flow detention time= 4.6 min calculated for 0.143 af (100% of inflow) Center-of-Mass det. time= 4.6 min ( 851.5 - 846.9 ) Volume Invert Avail.Storage Storage Description #1A 0.90' 0.004 af 5.00'W x 55.00'L x 2.04'H Field A 0.013 af Overall - 0.002 af Embedded = 0.011 af x 40.0% Voids #2A 1.40' 0.002 af Cultec C-100HD x 7 Inside #1 Effective Size= 32.1"W x 12.0"H => 1.86 sf x 7.50'L = 14.0 cf Overall Size= 36.0"W x 12.5"H x 8.00'L with 0.50' Overlap Row Length Adjustment= +0.50' x 1.86 sf x 1 rows 0.007 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 0.90'8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.67' #2 Secondary 5.50'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 4.80'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.97 cfs @ 12.05 hrs HW=4.91' (Free Discharge) 1=Exfiltration ( Controls 0.97 cfs) Secondary OutFlow Max=0.90 cfs @ 12.06 hrs HW=4.91' (Free Discharge) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate (Weir Controls 0.90 cfs @ 1.07 fps) Summary for Pond 3P: Existing Subsurface Infiltration Structure Inflow Area = 0.208 ac, 60.13% Impervious, Inflow Depth = 4.26" for 100 Year event Inflow = 1.02 cfs @ 12.09 hrs, Volume= 0.074 af Outflow = 0.99 cfs @ 12.09 hrs, Volume= 0.074 af, Atten= 3%, Lag= 0.0 min Discarded = 0.13 cfs @ 12.09 hrs, Volume= 0.050 af Secondary = 0.86 cfs @ 12.09 hrs, Volume= 0.023 af Routed to Reach DP-1 : Bass River Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 7.90' @ 12.09 hrs Surf.Area= 0.005 ac Storage= 0.006 af Plug-Flow detention time= 29.8 min calculated for 0.074 af (100% of inflow) Center-of-Mass det. time= 29.8 min ( 850.3 - 820.4 ) Type III 24-hr 100 Year Rainfall=7.25"Existing Printed 5/29/2025Prepared by Tighe & Bond Page 38HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1A 2.50' 0.003 af 8.17'W x 24.56'L x 2.33'H Field A 0.011 af Overall - 0.002 af Embedded = 0.009 af x 40.0% Voids #2A 3.00' 0.002 af ADS_StormTech SC-310 +Cap x 6 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 6 Chambers in 2 Rows 0.006 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 2.50'2.410 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 2.00' #2 Secondary 7.80'12.0" x 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 7.80'12.0" x 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.13 cfs @ 12.09 hrs HW=7.90' (Free Discharge) 1=Exfiltration ( Controls 0.13 cfs) Secondary OutFlow Max=0.83 cfs @ 12.09 hrs HW=7.90' (Free Discharge) 2=Orifice/Grate (Weir Controls 0.42 cfs @ 1.04 fps) 3=Orifice/Grate (Weir Controls 0.42 cfs @ 1.04 fps) Proposed Hydrology 1S Subcatchment 1S 2S Subcatchment 2S 3S Subcatchment 3S 4.1S Subcatchment 4.1S 4.2S Subcatchment 4.2S 4.3S Subcatchment 4.3S 4S Subcatchment 4S 5S Subcatchment 5S 6S Subcatchment 6S DP-1 Bass River 1P Existing Subsurface Infiltration Structure 4PCB TD 1 5PCB CB 1 6PCB CB 2 7PCB DMH 1 8PCB WQU 1 9P Proposed Subsurface Infiltration Structure 11PCB DMH 3 12PCB CB 4 with cover 13PCB CB 3 Routing Diagram for Proposed Prepared by Tighe & Bond, Printed 5/29/2025 HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Subcat Reach Pond Link Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 2HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2 Year Type III 24-hr Default 24.00 1 3.34 2 2 10 Year Type III 24-hr Default 24.00 1 4.85 2 3 25 Year Type III 24-hr Default 24.00 1 5.79 2 4 50 Year Type III 24-hr Default 24.00 1 6.51 2 5 100 Year Type III 24-hr Default 24.00 1 7.25 2 Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 3HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.067 51 1 acre lots, 20% imp, HSG A (1S) 1.396 54 1/2 acre lots, 25% imp, HSG A (1S) 0.192 61 1/4 acre lots, 38% imp, HSG A (1S, 2S) 0.400 39 >75% Grass cover, Good, HSG A (3S, 4.1S, 4.2S, 4.3S, 4S, 6S) 0.030 98 Building Roofs (5S) 0.796 98 Impervious - Pavement (1S, 2S, 3S, 4.1S, 4.2S, 4.3S, 4S, 6S) 0.051 98 Revetment (6S) 0.045 32 Tree/grass comb., Good, HSG A (4S) 0.073 98 Walkways (4S) 3.049 66 TOTAL AREA Type III 24-hr 2 Year Rainfall=3.34"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 4HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 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=79,372 sf 34.92% Impervious Runoff Depth=0.46"Subcatchment 1S: Subcatchment 1S Flow Length=513' Tc=23.8 min CN=60 Runoff=0.42 cfs 0.070 af Runoff Area=5,902 sf 75.70% Impervious Runoff Depth=1.72"Subcatchment 2S: Subcatchment 2S Tc=6.0 min CN=83 Runoff=0.27 cfs 0.019 af Runoff Area=4,441 sf 72.48% Impervious Runoff Depth=1.65"Subcatchment 3S: Subcatchment 3S Tc=6.0 min CN=82 Runoff=0.19 cfs 0.014 af Runoff Area=1,187 sf 72.37% Impervious Runoff Depth=1.65"Subcatchment 4.1S: Subcatchment 4.1S Tc=6.0 min CN=82 Runoff=0.05 cfs 0.004 af Runoff Area=13,798 sf 70.66% Impervious Runoff Depth=1.58"Subcatchment 4.2S: Subcatchment 4.2S Tc=6.0 min CN=81 Runoff=0.57 cfs 0.042 af Runoff Area=2,290 sf 35.98% Impervious Runoff Depth=0.46"Subcatchment 4.3S: Subcatchment 4.3S Tc=6.0 min CN=60 Runoff=0.02 cfs 0.002 af Runoff Area=19,231 sf 36.93% Impervious Runoff Depth=0.46"Subcatchment 4S: Subcatchment 4S Tc=6.0 min CN=60 Runoff=0.14 cfs 0.017 af Runoff Area=1,300 sf 100.00% Impervious Runoff Depth=3.11"Subcatchment 5S: Subcatchment 5S Tc=6.0 min CN=98 Runoff=0.09 cfs 0.008 af Runoff Area=5,305 sf 96.78% Impervious Runoff Depth=2.89"Subcatchment 6S: Subcatchment 6S Tc=6.0 min CN=96 Runoff=0.37 cfs 0.029 af Inflow=1.11 cfs 0.100 afReach DP-1: Bass River Outflow=1.11 cfs 0.100 af Peak Elev=8.06' Storage=0.005 af Inflow=0.57 cfs 0.104 afPond 1P: Existing Subsurface Infiltration Discarded=0.03 cfs 0.033 af Secondary=0.80 cfs 0.071 af Outflow=0.83 cfs 0.104 af Peak Elev=5.74' Inflow=0.05 cfs 0.004 afPond 4P: TD 1 12.0" Round Culvert n=0.013 L=19.8' S=0.0051 '/' Outflow=0.05 cfs 0.004 af Peak Elev=4.38' Inflow=0.14 cfs 0.017 afPond 5P: CB 1 12.0" Round Culvert n=0.012 L=4.9' S=0.0204 '/' Outflow=0.14 cfs 0.017 af Peak Elev=4.59' Inflow=0.57 cfs 0.042 afPond 6P: CB 2 12.0" Round Culvert n=0.012 L=4.9' S=0.0204 '/' Outflow=0.57 cfs 0.042 af Peak Elev=4.57' Inflow=0.88 cfs 0.072 afPond 7P: DMH 1 12.0" Round Culvert n=0.013 L=6.6' S=0.0152 '/' Outflow=0.88 cfs 0.072 af Peak Elev=4.19' Inflow=0.88 cfs 0.072 afPond 8P: WQU 1 12.0" Round Culvert n=0.013 L=10.6' S=0.0094 '/' Outflow=0.88 cfs 0.072 af Type III 24-hr 2 Year Rainfall=3.34"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 5HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Peak Elev=3.33' Storage=0.006 af Inflow=0.88 cfs 0.072 afPond 9P: Proposed Subsurface Infiltration Discarded=0.45 cfs 0.072 af Primary=0.00 cfs 0.000 af Secondary=0.00 cfs 0.000 af Outflow=0.45 cfs 0.072 af Peak Elev=4.87' Inflow=0.09 cfs 0.008 afPond 11P: DMH 3 12.0" Round Culvert n=0.012 L=34.5' S=0.0087 '/' Outflow=0.09 cfs 0.008 af Peak Elev=4.74' Inflow=0.07 cfs 0.006 afPond 12P: CB 4 with cover 12.0" Round Culvert n=0.013 L=39.4' S=0.0127 '/' Outflow=0.07 cfs 0.006 af Peak Elev=5.18' Inflow=0.02 cfs 0.002 afPond 13P: CB 3 12.0" Round Culvert n=0.013 L=67.4' S=0.0059 '/' Outflow=0.02 cfs 0.002 af Total Runoff Area = 3.049 ac Runoff Volume = 0.206 af Average Runoff Depth = 0.81" 54.55% Pervious = 1.663 ac 45.45% Impervious = 1.386 ac Type III 24-hr 2 Year Rainfall=3.34"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 6HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Subcatchment 1S Runoff = 0.42 cfs @ 12.47 hrs, Volume= 0.070 af, Depth= 0.46" Routed to Pond 1P : Existing Subsurface Infiltration Structure Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year Rainfall=3.34" Area (sf) CN Description 2,900 51 1 acre lots, 20% imp, HSG A 60,796 54 1/2 acre lots, 25% imp, HSG A 6,032 61 1/4 acre lots, 38% imp, HSG A * 9,644 98 Impervious - Pavement 79,372 60 Weighted Average 51,657 65.08% Pervious Area 27,715 34.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.1 45 0.0200 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.34" 13.4 57 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.34" 1.0 8 0.0357 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.34" 0.3 20 0.0357 1.32 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.3 96 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.7 287 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 23.8 513 Total Summary for Subcatchment 2S: Subcatchment 2S Runoff = 0.27 cfs @ 12.09 hrs, Volume= 0.019 af, Depth= 1.72" Routed to Pond 1P : Existing Subsurface Infiltration Structure Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year Rainfall=3.34" Area (sf) CN Description 2,313 61 1/4 acre lots, 38% imp, HSG A * 3,589 98 Impervious - Pavement 5,902 83 Weighted Average 1,434 24.30% Pervious Area 4,468 75.70% Impervious Area Type III 24-hr 2 Year Rainfall=3.34"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 7HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 3S: Subcatchment 3S Runoff = 0.19 cfs @ 12.09 hrs, Volume= 0.014 af, Depth= 1.65" Routed to Pond 1P : Existing Subsurface Infiltration Structure Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year Rainfall=3.34" Area (sf) CN Description * 2,377 98 Impervious - Pavement * 842 98 Impervious - Pavement 1,222 39 >75% Grass cover, Good, HSG A 4,441 82 Weighted Average 1,222 27.52% Pervious Area 3,219 72.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 4.1S: Subcatchment 4.1S Runoff = 0.05 cfs @ 12.09 hrs, Volume= 0.004 af, Depth= 1.65" Routed to Pond 4P : TD 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year Rainfall=3.34" Area (sf) CN Description * 859 98 Impervious - Pavement 328 39 >75% Grass cover, Good, HSG A 1,187 82 Weighted Average 328 27.63% Pervious Area 859 72.37% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 4.2S: Subcatchment 4.2S Runoff = 0.57 cfs @ 12.09 hrs, Volume= 0.042 af, Depth= 1.58" Routed to Pond 6P : CB 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year Rainfall=3.34" Type III 24-hr 2 Year Rainfall=3.34"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 8HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Area (sf) CN Description * 9,750 98 Impervious - Pavement 4,048 39 >75% Grass cover, Good, HSG A 13,798 81 Weighted Average 4,048 29.34% Pervious Area 9,750 70.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 4.3S: Subcatchment 4.3S Runoff = 0.02 cfs @ 12.13 hrs, Volume= 0.002 af, Depth= 0.46" Routed to Pond 13P : CB 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year Rainfall=3.34" Area (sf) CN Description * 824 98 Impervious - Pavement 1,466 39 >75% Grass cover, Good, HSG A 2,290 60 Weighted Average 1,466 64.02% Pervious Area 824 35.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 4S: Subcatchment 4S Runoff = 0.14 cfs @ 12.13 hrs, Volume= 0.017 af, Depth= 0.46" Routed to Pond 5P : CB 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year Rainfall=3.34" Area (sf) CN Description * 3,906 98 Impervious - Pavement * 3,196 98 Walkways 10,189 39 >75% Grass cover, Good, HSG A * 1,940 32 Tree/grass comb., Good, HSG A 19,231 60 Weighted Average 12,129 63.07% Pervious Area 7,102 36.93% Impervious Area Type III 24-hr 2 Year Rainfall=3.34"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 9HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 5S: Subcatchment 5S Runoff = 0.09 cfs @ 12.09 hrs, Volume= 0.008 af, Depth= 3.11" Routed to Pond 11P : DMH 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year Rainfall=3.34" Area (sf) CN Description * 1,300 98 Building Roofs 1,300 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 6S: Subcatchment 6S Runoff = 0.37 cfs @ 12.09 hrs, Volume= 0.029 af, Depth= 2.89" Routed to Reach DP-1 : Bass River Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year Rainfall=3.34" Area (sf) CN Description * 2,902 98 Impervious - Pavement 171 39 >75% Grass cover, Good, HSG A * 2,232 98 Revetment 5,305 96 Weighted Average 171 3.22% Pervious Area 5,134 96.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Reach DP-1: Bass River Inflow Area = 3.049 ac, 45.45% Impervious, Inflow Depth = 0.39" for 2 Year event Inflow = 1.11 cfs @ 12.10 hrs, Volume= 0.100 af Outflow = 1.11 cfs @ 12.10 hrs, Volume= 0.100 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year Rainfall=3.34"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 10HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Summary for Pond 1P: Existing Subsurface Infiltration Structure Inflow Area = 2.060 ac, 39.46% Impervious, Inflow Depth = 0.61" for 2 Year event Inflow = 0.57 cfs @ 12.40 hrs, Volume= 0.104 af Outflow = 0.83 cfs @ 12.40 hrs, Volume= 0.104 af, Atten= 0%, Lag= 0.2 min Discarded = 0.03 cfs @ 12.40 hrs, Volume= 0.033 af Secondary = 0.80 cfs @ 12.40 hrs, Volume= 0.071 af Routed to Reach DP-1 : Bass River Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 8.06' @ 12.40 hrs Surf.Area= 0.005 ac Storage= 0.005 af Plug-Flow detention time= 42.2 min calculated for 0.104 af (100% of inflow) Center-of-Mass det. time= 42.3 min ( 941.6 - 899.3 ) Volume Invert Avail.Storage Storage Description #1A 5.30' 0.003 af 8.50'W x 25.00'L x 2.04'H Field A 0.010 af Overall - 0.002 af Embedded = 0.008 af x 40.0% Voids #2A 5.80' 0.002 af Cultec C-100HD x 6 Inside #1 Effective Size= 32.1"W x 12.0"H => 1.86 sf x 7.50'L = 14.0 cf Overall Size= 36.0"W x 12.5"H x 8.00'L with 0.50' Overlap Row Length Adjustment= +0.50' x 1.86 sf x 2 rows 0.005 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 5.30'2.410 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 3.18' #2 Device 4 8.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 4 8.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 7.50'52.5' long x 22.6' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Discarded OutFlow Max=0.03 cfs @ 12.40 hrs HW=8.06' (Free Discharge) 1=Exfiltration ( Controls 0.03 cfs) Secondary OutFlow Max=0.79 cfs @ 12.40 hrs HW=8.06' (Free Discharge) 4=Broad-Crested Rectangular Weir (Passes 0.79 cfs of 59.56 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.39 cfs @ 0.81 fps) 3=Orifice/Grate (Weir Controls 0.39 cfs @ 0.81 fps) Type III 24-hr 2 Year Rainfall=3.34"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 11HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Summary for Pond 4P: TD 1 Inflow Area = 0.027 ac, 72.37% Impervious, Inflow Depth = 1.65" for 2 Year event Inflow = 0.05 cfs @ 12.09 hrs, Volume= 0.004 af Outflow = 0.05 cfs @ 12.09 hrs, Volume= 0.004 af, Atten= 0%, Lag= 0.0 min Primary = 0.05 cfs @ 12.09 hrs, Volume= 0.004 af Routed to Pond 12P : CB 4 with cover Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 5.74' @ 12.09 hrs Flood Elev= 6.90' Device Routing Invert Outlet Devices #1 Primary 5.60'12.0" Round Culvert L= 19.8' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 5.60' / 5.50' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.05 cfs @ 12.09 hrs HW=5.73' (Free Discharge) 1=Culvert (Barrel Controls 0.05 cfs @ 1.23 fps) Summary for Pond 5P: CB 1 Inflow Area = 0.441 ac, 36.93% Impervious, Inflow Depth = 0.46" for 2 Year event Inflow = 0.14 cfs @ 12.13 hrs, Volume= 0.017 af Outflow = 0.14 cfs @ 12.13 hrs, Volume= 0.017 af, Atten= 0%, Lag= 0.0 min Primary = 0.14 cfs @ 12.13 hrs, Volume= 0.017 af Routed to Pond 7P : DMH 1 Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 4.38' @ 12.13 hrs Flood Elev= 6.30' Device Routing Invert Outlet Devices #1 Primary 4.20'12.0" Round Culvert L= 4.9' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 4.20' / 4.10' S= 0.0204 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=0.14 cfs @ 12.13 hrs HW=4.38' (Free Discharge) 1=Culvert (Barrel Controls 0.14 cfs @ 2.29 fps) Summary for Pond 6P: CB 2 Inflow Area = 0.317 ac, 70.66% Impervious, Inflow Depth = 1.58" for 2 Year event Inflow = 0.57 cfs @ 12.09 hrs, Volume= 0.042 af Outflow = 0.57 cfs @ 12.09 hrs, Volume= 0.042 af, Atten= 0%, Lag= 0.0 min Primary = 0.57 cfs @ 12.09 hrs, Volume= 0.042 af Routed to Pond 7P : DMH 1 Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year Rainfall=3.34"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 12HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Peak Elev= 4.59' @ 12.09 hrs Flood Elev= 6.30' Device Routing Invert Outlet Devices #1 Primary 4.20'12.0" Round Culvert L= 4.9' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 4.20' / 4.10' S= 0.0204 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=0.56 cfs @ 12.09 hrs HW=4.59' (Free Discharge) 1=Culvert (Barrel Controls 0.56 cfs @ 2.98 fps) Summary for Pond 7P: DMH 1 Inflow Area = 0.868 ac, 52.47% Impervious, Inflow Depth = 1.00" for 2 Year event Inflow = 0.88 cfs @ 12.10 hrs, Volume= 0.072 af Outflow = 0.88 cfs @ 12.10 hrs, Volume= 0.072 af, Atten= 0%, Lag= 0.0 min Primary = 0.88 cfs @ 12.10 hrs, Volume= 0.072 af Routed to Pond 8P : WQU 1 Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 4.57' @ 12.10 hrs Flood Elev= 6.40' Device Routing Invert Outlet Devices #1 Primary 4.00'12.0" Round Culvert L= 6.6' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 4.00' / 3.90' S= 0.0152 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.87 cfs @ 12.10 hrs HW=4.57' (Free Discharge) 1=Culvert (Barrel Controls 0.87 cfs @ 2.71 fps) Summary for Pond 8P: WQU 1 Inflow Area = 0.868 ac, 52.47% Impervious, Inflow Depth = 1.00" for 2 Year event Inflow = 0.88 cfs @ 12.10 hrs, Volume= 0.072 af Outflow = 0.88 cfs @ 12.10 hrs, Volume= 0.072 af, Atten= 0%, Lag= 0.0 min Primary = 0.88 cfs @ 12.10 hrs, Volume= 0.072 af Routed to Pond 9P : Proposed Subsurface Infiltration Structure Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 4.19' @ 12.10 hrs Flood Elev= 6.40' Device Routing Invert Outlet Devices #1 Primary 3.60'12.0" Round Culvert L= 10.6' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 3.60' / 3.50' S= 0.0094 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Type III 24-hr 2 Year Rainfall=3.34"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 13HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Primary OutFlow Max=0.87 cfs @ 12.10 hrs HW=4.18' (Free Discharge) 1=Culvert (Barrel Controls 0.87 cfs @ 2.64 fps) Summary for Pond 9P: Proposed Subsurface Infiltration Structure Inflow Area = 0.868 ac, 52.47% Impervious, Inflow Depth = 1.00" for 2 Year event Inflow = 0.88 cfs @ 12.10 hrs, Volume= 0.072 af Outflow = 0.45 cfs @ 12.30 hrs, Volume= 0.072 af, Atten= 48%, Lag= 11.9 min Discarded = 0.45 cfs @ 12.30 hrs, Volume= 0.072 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Bass River Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Bass River Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 3.33' @ 12.30 hrs Surf.Area= 0.046 ac Storage= 0.006 af Flood Elev= 6.30' Surf.Area= 0.046 ac Storage= 0.073 af Plug-Flow detention time= 3.1 min calculated for 0.072 af (100% of inflow) Center-of-Mass det. time= 3.1 min ( 852.0 - 848.9 ) Volume Invert Avail.Storage Storage Description #1A 3.00' 0.025 af 19.00'W x 106.00'L x 3.17'H Field A 0.146 af Overall - 0.083 af Embedded = 0.064 af x 40.0% Voids #2A 3.50' 0.047 af retain_it retain_it 1.5' x 26 Inside #1 Inside= 84.0"W x 18.0"H => 9.90 sf x 8.00'L = 79.2 cf Outside= 96.0"W x 26.0"H => 17.33 sf x 8.00'L = 138.7 cf 26 Chambers in 2 Rows 0.073 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 3.00'8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 1.10' #2 Secondary 6.30'24.0" x 24.0" Horiz. Catch Basin Grates X 2.00 C= 0.600 Limited to weir flow at low heads #3 Primary 4.90'12.0" Round Overflow outlet L= 13.9' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 4.90' / 4.00' S= 0.0647 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Discarded OutFlow Max=0.45 cfs @ 12.30 hrs HW=3.33' (Free Discharge) 1=Exfiltration ( Controls 0.45 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=3.00' (Free Discharge) 3=Overflow outlet ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=3.00' (Free Discharge) 2=Catch Basin Grates ( Controls 0.00 cfs) Type III 24-hr 2 Year Rainfall=3.34"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 14HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Summary for Pond 11P: DMH 3 Inflow Area = 0.030 ac,100.00% Impervious, Inflow Depth = 3.11" for 2 Year event Inflow = 0.09 cfs @ 12.09 hrs, Volume= 0.008 af Outflow = 0.09 cfs @ 12.09 hrs, Volume= 0.008 af, Atten= 0%, Lag= 0.0 min Primary = 0.09 cfs @ 12.09 hrs, Volume= 0.008 af Routed to Pond 7P : DMH 1 Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 4.87' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 4.70'12.0" Round Culvert L= 34.5' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 4.70' / 4.40' S= 0.0087 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.09 cfs @ 12.09 hrs HW=4.86' (Free Discharge) 1=Culvert (Inlet Controls 0.09 cfs @ 1.09 fps) Summary for Pond 12P: CB 4 with cover Inflow Area = 0.080 ac, 48.40% Impervious, Inflow Depth = 0.87" for 2 Year event Inflow = 0.07 cfs @ 12.10 hrs, Volume= 0.006 af Outflow = 0.07 cfs @ 12.10 hrs, Volume= 0.006 af, Atten= 0%, Lag= 0.0 min Primary = 0.07 cfs @ 12.10 hrs, Volume= 0.006 af Routed to Pond 7P : DMH 1 Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 4.74' @ 12.10 hrs Flood Elev= 6.90' Device Routing Invert Outlet Devices #1 Primary 4.60'12.0" Round Culvert L= 39.4' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 4.60' / 4.10' S= 0.0127 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.07 cfs @ 12.10 hrs HW=4.74' (Free Discharge) 1=Culvert (Inlet Controls 0.07 cfs @ 1.01 fps) Summary for Pond 13P: CB 3 Inflow Area = 0.053 ac, 35.98% Impervious, Inflow Depth = 0.46" for 2 Year event Inflow = 0.02 cfs @ 12.13 hrs, Volume= 0.002 af Outflow = 0.02 cfs @ 12.13 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.0 min Primary = 0.02 cfs @ 12.13 hrs, Volume= 0.002 af Routed to Pond 12P : CB 4 with cover Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year Rainfall=3.34"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 15HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Peak Elev= 5.18' @ 12.13 hrs Flood Elev= 7.00' Device Routing Invert Outlet Devices #1 Primary 5.10'12.0" Round Culvert L= 67.4' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 5.10' / 4.70' S= 0.0059 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.02 cfs @ 12.13 hrs HW=5.18' (Free Discharge) 1=Culvert (Barrel Controls 0.02 cfs @ 0.97 fps) Type III 24-hr 10 Year Rainfall=4.85"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 16HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 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=79,372 sf 34.92% Impervious Runoff Depth=1.21"Subcatchment 1S: Subcatchment 1S Flow Length=513' Tc=23.8 min CN=60 Runoff=1.43 cfs 0.184 af Runoff Area=5,902 sf 75.70% Impervious Runoff Depth=3.04"Subcatchment 2S: Subcatchment 2S Tc=6.0 min CN=83 Runoff=0.47 cfs 0.034 af Runoff Area=4,441 sf 72.48% Impervious Runoff Depth=2.95"Subcatchment 3S: Subcatchment 3S Tc=6.0 min CN=82 Runoff=0.34 cfs 0.025 af Runoff Area=1,187 sf 72.37% Impervious Runoff Depth=2.95"Subcatchment 4.1S: Subcatchment 4.1S Tc=6.0 min CN=82 Runoff=0.09 cfs 0.007 af Runoff Area=13,798 sf 70.66% Impervious Runoff Depth=2.85"Subcatchment 4.2S: Subcatchment 4.2S Tc=6.0 min CN=81 Runoff=1.04 cfs 0.075 af Runoff Area=2,290 sf 35.98% Impervious Runoff Depth=1.21"Subcatchment 4.3S: Subcatchment 4.3S Tc=6.0 min CN=60 Runoff=0.07 cfs 0.005 af Runoff Area=19,231 sf 36.93% Impervious Runoff Depth=1.21"Subcatchment 4S: Subcatchment 4S Tc=6.0 min CN=60 Runoff=0.55 cfs 0.045 af Runoff Area=1,300 sf 100.00% Impervious Runoff Depth=4.61"Subcatchment 5S: Subcatchment 5S Tc=6.0 min CN=98 Runoff=0.14 cfs 0.011 af Runoff Area=5,305 sf 96.78% Impervious Runoff Depth=4.38"Subcatchment 6S: Subcatchment 6S Tc=6.0 min CN=96 Runoff=0.55 cfs 0.044 af Inflow=1.92 cfs 0.251 afReach DP-1: Bass River Outflow=1.92 cfs 0.251 af Peak Elev=8.10' Storage=0.005 af Inflow=1.73 cfs 0.244 afPond 1P: Existing Subsurface Infiltration Discarded=0.03 cfs 0.037 af Secondary=1.69 cfs 0.206 af Outflow=1.72 cfs 0.244 af Peak Elev=5.78' Inflow=0.09 cfs 0.007 afPond 4P: TD 1 12.0" Round Culvert n=0.013 L=19.8' S=0.0051 '/' Outflow=0.09 cfs 0.007 af Peak Elev=4.58' Inflow=0.55 cfs 0.045 afPond 5P: CB 1 12.0" Round Culvert n=0.012 L=4.9' S=0.0204 '/' Outflow=0.55 cfs 0.045 af Peak Elev=4.75' Inflow=1.04 cfs 0.075 afPond 6P: CB 2 12.0" Round Culvert n=0.012 L=4.9' S=0.0204 '/' Outflow=1.04 cfs 0.075 af Peak Elev=4.93' Inflow=1.88 cfs 0.143 afPond 7P: DMH 1 12.0" Round Culvert n=0.013 L=6.6' S=0.0152 '/' Outflow=1.88 cfs 0.143 af Peak Elev=4.54' Inflow=1.88 cfs 0.143 afPond 8P: WQU 1 12.0" Round Culvert n=0.013 L=10.6' S=0.0094 '/' Outflow=1.88 cfs 0.143 af Type III 24-hr 10 Year Rainfall=4.85"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 17HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Peak Elev=4.02' Storage=0.027 af Inflow=1.88 cfs 0.143 afPond 9P: Proposed Subsurface Infiltration Discarded=0.59 cfs 0.143 af Primary=0.00 cfs 0.000 af Secondary=0.00 cfs 0.000 af Outflow=0.59 cfs 0.143 af Peak Elev=4.90' Inflow=0.14 cfs 0.011 afPond 11P: DMH 3 12.0" Round Culvert n=0.012 L=34.5' S=0.0087 '/' Outflow=0.14 cfs 0.011 af Peak Elev=4.82' Inflow=0.16 cfs 0.012 afPond 12P: CB 4 with cover 12.0" Round Culvert n=0.013 L=39.4' S=0.0127 '/' Outflow=0.16 cfs 0.012 af Peak Elev=5.24' Inflow=0.07 cfs 0.005 afPond 13P: CB 3 12.0" Round Culvert n=0.013 L=67.4' S=0.0059 '/' Outflow=0.07 cfs 0.005 af Total Runoff Area = 3.049 ac Runoff Volume = 0.432 af Average Runoff Depth = 1.70" 54.55% Pervious = 1.663 ac 45.45% Impervious = 1.386 ac Type III 24-hr 10 Year Rainfall=4.85"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 18HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Subcatchment 1S Runoff = 1.43 cfs @ 12.38 hrs, Volume= 0.184 af, Depth= 1.21" Routed to Pond 1P : Existing Subsurface Infiltration Structure Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year Rainfall=4.85" Area (sf) CN Description 2,900 51 1 acre lots, 20% imp, HSG A 60,796 54 1/2 acre lots, 25% imp, HSG A 6,032 61 1/4 acre lots, 38% imp, HSG A * 9,644 98 Impervious - Pavement 79,372 60 Weighted Average 51,657 65.08% Pervious Area 27,715 34.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.1 45 0.0200 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.34" 13.4 57 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.34" 1.0 8 0.0357 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.34" 0.3 20 0.0357 1.32 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.3 96 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.7 287 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 23.8 513 Total Summary for Subcatchment 2S: Subcatchment 2S Runoff = 0.47 cfs @ 12.09 hrs, Volume= 0.034 af, Depth= 3.04" Routed to Pond 1P : Existing Subsurface Infiltration Structure Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year Rainfall=4.85" Area (sf) CN Description 2,313 61 1/4 acre lots, 38% imp, HSG A * 3,589 98 Impervious - Pavement 5,902 83 Weighted Average 1,434 24.30% Pervious Area 4,468 75.70% Impervious Area Type III 24-hr 10 Year Rainfall=4.85"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 19HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 3S: Subcatchment 3S Runoff = 0.34 cfs @ 12.09 hrs, Volume= 0.025 af, Depth= 2.95" Routed to Pond 1P : Existing Subsurface Infiltration Structure Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year Rainfall=4.85" Area (sf) CN Description * 2,377 98 Impervious - Pavement * 842 98 Impervious - Pavement 1,222 39 >75% Grass cover, Good, HSG A 4,441 82 Weighted Average 1,222 27.52% Pervious Area 3,219 72.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 4.1S: Subcatchment 4.1S Runoff = 0.09 cfs @ 12.09 hrs, Volume= 0.007 af, Depth= 2.95" Routed to Pond 4P : TD 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year Rainfall=4.85" Area (sf) CN Description * 859 98 Impervious - Pavement 328 39 >75% Grass cover, Good, HSG A 1,187 82 Weighted Average 328 27.63% Pervious Area 859 72.37% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 4.2S: Subcatchment 4.2S Runoff = 1.04 cfs @ 12.09 hrs, Volume= 0.075 af, Depth= 2.85" Routed to Pond 6P : CB 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year Rainfall=4.85" Type III 24-hr 10 Year Rainfall=4.85"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 20HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Area (sf) CN Description * 9,750 98 Impervious - Pavement 4,048 39 >75% Grass cover, Good, HSG A 13,798 81 Weighted Average 4,048 29.34% Pervious Area 9,750 70.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 4.3S: Subcatchment 4.3S Runoff = 0.07 cfs @ 12.11 hrs, Volume= 0.005 af, Depth= 1.21" Routed to Pond 13P : CB 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year Rainfall=4.85" Area (sf) CN Description * 824 98 Impervious - Pavement 1,466 39 >75% Grass cover, Good, HSG A 2,290 60 Weighted Average 1,466 64.02% Pervious Area 824 35.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 4S: Subcatchment 4S Runoff = 0.55 cfs @ 12.11 hrs, Volume= 0.045 af, Depth= 1.21" Routed to Pond 5P : CB 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year Rainfall=4.85" Area (sf) CN Description * 3,906 98 Impervious - Pavement * 3,196 98 Walkways 10,189 39 >75% Grass cover, Good, HSG A * 1,940 32 Tree/grass comb., Good, HSG A 19,231 60 Weighted Average 12,129 63.07% Pervious Area 7,102 36.93% Impervious Area Type III 24-hr 10 Year Rainfall=4.85"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 21HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 5S: Subcatchment 5S Runoff = 0.14 cfs @ 12.09 hrs, Volume= 0.011 af, Depth= 4.61" Routed to Pond 11P : DMH 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year Rainfall=4.85" Area (sf) CN Description * 1,300 98 Building Roofs 1,300 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 6S: Subcatchment 6S Runoff = 0.55 cfs @ 12.09 hrs, Volume= 0.044 af, Depth= 4.38" Routed to Reach DP-1 : Bass River Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year Rainfall=4.85" Area (sf) CN Description * 2,902 98 Impervious - Pavement 171 39 >75% Grass cover, Good, HSG A * 2,232 98 Revetment 5,305 96 Weighted Average 171 3.22% Pervious Area 5,134 96.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Reach DP-1: Bass River Inflow Area = 3.049 ac, 45.45% Impervious, Inflow Depth = 0.99" for 10 Year event Inflow = 1.92 cfs @ 12.32 hrs, Volume= 0.251 af Outflow = 1.92 cfs @ 12.32 hrs, Volume= 0.251 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year Rainfall=4.85"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 22HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Summary for Pond 1P: Existing Subsurface Infiltration Structure Inflow Area = 2.060 ac, 39.46% Impervious, Inflow Depth = 1.42" for 10 Year event Inflow = 1.73 cfs @ 12.35 hrs, Volume= 0.244 af Outflow = 1.72 cfs @ 12.35 hrs, Volume= 0.244 af, Atten= 1%, Lag= 0.0 min Discarded = 0.03 cfs @ 12.35 hrs, Volume= 0.037 af Secondary = 1.69 cfs @ 12.35 hrs, Volume= 0.206 af Routed to Reach DP-1 : Bass River Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 8.10' @ 12.35 hrs Surf.Area= 0.005 ac Storage= 0.005 af Plug-Flow detention time= 19.0 min calculated for 0.244 af (100% of inflow) Center-of-Mass det. time= 18.9 min ( 894.1 - 875.2 ) Volume Invert Avail.Storage Storage Description #1A 5.30' 0.003 af 8.50'W x 25.00'L x 2.04'H Field A 0.010 af Overall - 0.002 af Embedded = 0.008 af x 40.0% Voids #2A 5.80' 0.002 af Cultec C-100HD x 6 Inside #1 Effective Size= 32.1"W x 12.0"H => 1.86 sf x 7.50'L = 14.0 cf Overall Size= 36.0"W x 12.5"H x 8.00'L with 0.50' Overlap Row Length Adjustment= +0.50' x 1.86 sf x 2 rows 0.005 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 5.30'2.410 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 3.18' #2 Device 4 8.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 4 8.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 7.50'52.5' long x 22.6' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Discarded OutFlow Max=0.03 cfs @ 12.35 hrs HW=8.10' (Free Discharge) 1=Exfiltration ( Controls 0.03 cfs) Secondary OutFlow Max=1.68 cfs @ 12.35 hrs HW=8.10' (Free Discharge) 4=Broad-Crested Rectangular Weir (Passes 1.68 cfs of 66.05 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.84 cfs @ 1.04 fps) 3=Orifice/Grate (Weir Controls 0.84 cfs @ 1.04 fps) Type III 24-hr 10 Year Rainfall=4.85"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 23HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Summary for Pond 4P: TD 1 Inflow Area = 0.027 ac, 72.37% Impervious, Inflow Depth = 2.95" for 10 Year event Inflow = 0.09 cfs @ 12.09 hrs, Volume= 0.007 af Outflow = 0.09 cfs @ 12.09 hrs, Volume= 0.007 af, Atten= 0%, Lag= 0.0 min Primary = 0.09 cfs @ 12.09 hrs, Volume= 0.007 af Routed to Pond 12P : CB 4 with cover Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 5.78' @ 12.09 hrs Flood Elev= 6.90' Device Routing Invert Outlet Devices #1 Primary 5.60'12.0" Round Culvert L= 19.8' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 5.60' / 5.50' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.09 cfs @ 12.09 hrs HW=5.78' (Free Discharge) 1=Culvert (Barrel Controls 0.09 cfs @ 1.43 fps) Summary for Pond 5P: CB 1 Inflow Area = 0.441 ac, 36.93% Impervious, Inflow Depth = 1.21" for 10 Year event Inflow = 0.55 cfs @ 12.11 hrs, Volume= 0.045 af Outflow = 0.55 cfs @ 12.11 hrs, Volume= 0.045 af, Atten= 0%, Lag= 0.0 min Primary = 0.55 cfs @ 12.11 hrs, Volume= 0.045 af Routed to Pond 7P : DMH 1 Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 4.58' @ 12.11 hrs Flood Elev= 6.30' Device Routing Invert Outlet Devices #1 Primary 4.20'12.0" Round Culvert L= 4.9' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 4.20' / 4.10' S= 0.0204 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=0.54 cfs @ 12.11 hrs HW=4.58' (Free Discharge) 1=Culvert (Barrel Controls 0.54 cfs @ 2.96 fps) Summary for Pond 6P: CB 2 Inflow Area = 0.317 ac, 70.66% Impervious, Inflow Depth = 2.85" for 10 Year event Inflow = 1.04 cfs @ 12.09 hrs, Volume= 0.075 af Outflow = 1.04 cfs @ 12.09 hrs, Volume= 0.075 af, Atten= 0%, Lag= 0.0 min Primary = 1.04 cfs @ 12.09 hrs, Volume= 0.075 af Routed to Pond 7P : DMH 1 Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year Rainfall=4.85"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 24HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Peak Elev= 4.75' @ 12.09 hrs Flood Elev= 6.30' Device Routing Invert Outlet Devices #1 Primary 4.20'12.0" Round Culvert L= 4.9' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 4.20' / 4.10' S= 0.0204 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=1.02 cfs @ 12.09 hrs HW=4.75' (Free Discharge) 1=Culvert (Barrel Controls 1.02 cfs @ 3.35 fps) Summary for Pond 7P: DMH 1 Inflow Area = 0.868 ac, 52.47% Impervious, Inflow Depth = 1.98" for 10 Year event Inflow = 1.88 cfs @ 12.10 hrs, Volume= 0.143 af Outflow = 1.88 cfs @ 12.10 hrs, Volume= 0.143 af, Atten= 0%, Lag= 0.0 min Primary = 1.88 cfs @ 12.10 hrs, Volume= 0.143 af Routed to Pond 8P : WQU 1 Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 4.93' @ 12.10 hrs Flood Elev= 6.40' Device Routing Invert Outlet Devices #1 Primary 4.00'12.0" Round Culvert L= 6.6' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 4.00' / 3.90' S= 0.0152 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.86 cfs @ 12.10 hrs HW=4.92' (Free Discharge) 1=Culvert (Barrel Controls 1.86 cfs @ 3.21 fps) Summary for Pond 8P: WQU 1 Inflow Area = 0.868 ac, 52.47% Impervious, Inflow Depth = 1.98" for 10 Year event Inflow = 1.88 cfs @ 12.10 hrs, Volume= 0.143 af Outflow = 1.88 cfs @ 12.10 hrs, Volume= 0.143 af, Atten= 0%, Lag= 0.0 min Primary = 1.88 cfs @ 12.10 hrs, Volume= 0.143 af Routed to Pond 9P : Proposed Subsurface Infiltration Structure Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 4.54' @ 12.10 hrs Flood Elev= 6.40' Device Routing Invert Outlet Devices #1 Primary 3.60'12.0" Round Culvert L= 10.6' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 3.60' / 3.50' S= 0.0094 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Type III 24-hr 10 Year Rainfall=4.85"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 25HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Primary OutFlow Max=1.86 cfs @ 12.10 hrs HW=4.54' (Free Discharge) 1=Culvert (Barrel Controls 1.86 cfs @ 3.15 fps) Summary for Pond 9P: Proposed Subsurface Infiltration Structure Inflow Area = 0.868 ac, 52.47% Impervious, Inflow Depth = 1.98" for 10 Year event Inflow = 1.88 cfs @ 12.10 hrs, Volume= 0.143 af Outflow = 0.59 cfs @ 12.45 hrs, Volume= 0.143 af, Atten= 68%, Lag= 21.4 min Discarded = 0.59 cfs @ 12.45 hrs, Volume= 0.143 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Bass River Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Bass River Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 4.02' @ 12.45 hrs Surf.Area= 0.046 ac Storage= 0.027 af Flood Elev= 6.30' Surf.Area= 0.046 ac Storage= 0.073 af Plug-Flow detention time= 11.6 min calculated for 0.143 af (100% of inflow) Center-of-Mass det. time= 11.6 min ( 846.1 - 834.5 ) Volume Invert Avail.Storage Storage Description #1A 3.00' 0.025 af 19.00'W x 106.00'L x 3.17'H Field A 0.146 af Overall - 0.083 af Embedded = 0.064 af x 40.0% Voids #2A 3.50' 0.047 af retain_it retain_it 1.5' x 26 Inside #1 Inside= 84.0"W x 18.0"H => 9.90 sf x 8.00'L = 79.2 cf Outside= 96.0"W x 26.0"H => 17.33 sf x 8.00'L = 138.7 cf 26 Chambers in 2 Rows 0.073 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 3.00'8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 1.10' #2 Secondary 6.30'24.0" x 24.0" Horiz. Catch Basin Grates X 2.00 C= 0.600 Limited to weir flow at low heads #3 Primary 4.90'12.0" Round Overflow outlet L= 13.9' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 4.90' / 4.00' S= 0.0647 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Discarded OutFlow Max=0.59 cfs @ 12.45 hrs HW=4.02' (Free Discharge) 1=Exfiltration ( Controls 0.59 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=3.00' (Free Discharge) 3=Overflow outlet ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=3.00' (Free Discharge) 2=Catch Basin Grates ( Controls 0.00 cfs) Type III 24-hr 10 Year Rainfall=4.85"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 26HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Summary for Pond 11P: DMH 3 Inflow Area = 0.030 ac,100.00% Impervious, Inflow Depth = 4.61" for 10 Year event Inflow = 0.14 cfs @ 12.09 hrs, Volume= 0.011 af Outflow = 0.14 cfs @ 12.09 hrs, Volume= 0.011 af, Atten= 0%, Lag= 0.0 min Primary = 0.14 cfs @ 12.09 hrs, Volume= 0.011 af Routed to Pond 7P : DMH 1 Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 4.90' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 4.70'12.0" Round Culvert L= 34.5' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 4.70' / 4.40' S= 0.0087 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.13 cfs @ 12.09 hrs HW=4.90' (Free Discharge) 1=Culvert (Inlet Controls 0.13 cfs @ 1.20 fps) Summary for Pond 12P: CB 4 with cover Inflow Area = 0.080 ac, 48.40% Impervious, Inflow Depth = 1.81" for 10 Year event Inflow = 0.16 cfs @ 12.10 hrs, Volume= 0.012 af Outflow = 0.16 cfs @ 12.10 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.0 min Primary = 0.16 cfs @ 12.10 hrs, Volume= 0.012 af Routed to Pond 7P : DMH 1 Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 4.82' @ 12.10 hrs Flood Elev= 6.90' Device Routing Invert Outlet Devices #1 Primary 4.60'12.0" Round Culvert L= 39.4' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 4.60' / 4.10' S= 0.0127 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.16 cfs @ 12.10 hrs HW=4.82' (Free Discharge) 1=Culvert (Inlet Controls 0.16 cfs @ 1.25 fps) Summary for Pond 13P: CB 3 Inflow Area = 0.053 ac, 35.98% Impervious, Inflow Depth = 1.21" for 10 Year event Inflow = 0.07 cfs @ 12.11 hrs, Volume= 0.005 af Outflow = 0.07 cfs @ 12.11 hrs, Volume= 0.005 af, Atten= 0%, Lag= 0.0 min Primary = 0.07 cfs @ 12.11 hrs, Volume= 0.005 af Routed to Pond 12P : CB 4 with cover Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year Rainfall=4.85"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 27HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Peak Elev= 5.24' @ 12.11 hrs Flood Elev= 7.00' Device Routing Invert Outlet Devices #1 Primary 5.10'12.0" Round Culvert L= 67.4' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 5.10' / 4.70' S= 0.0059 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.06 cfs @ 12.11 hrs HW=5.24' (Free Discharge) 1=Culvert (Barrel Controls 0.06 cfs @ 1.43 fps) Type III 24-hr 25 Year Rainfall=5.79"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 28HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 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=79,372 sf 34.92% Impervious Runoff Depth=1.79"Subcatchment 1S: Subcatchment 1S Flow Length=513' Tc=23.8 min CN=60 Runoff=2.22 cfs 0.271 af Runoff Area=5,902 sf 75.70% Impervious Runoff Depth=3.90"Subcatchment 2S: Subcatchment 2S Tc=6.0 min CN=83 Runoff=0.60 cfs 0.044 af Runoff Area=4,441 sf 72.48% Impervious Runoff Depth=3.79"Subcatchment 3S: Subcatchment 3S Tc=6.0 min CN=82 Runoff=0.44 cfs 0.032 af Runoff Area=1,187 sf 72.37% Impervious Runoff Depth=3.79"Subcatchment 4.1S: Subcatchment 4.1S Tc=6.0 min CN=82 Runoff=0.12 cfs 0.009 af Runoff Area=13,798 sf 70.66% Impervious Runoff Depth=3.69"Subcatchment 4.2S: Subcatchment 4.2S Tc=6.0 min CN=81 Runoff=1.34 cfs 0.097 af Runoff Area=2,290 sf 35.98% Impervious Runoff Depth=1.79"Subcatchment 4.3S: Subcatchment 4.3S Tc=6.0 min CN=60 Runoff=0.10 cfs 0.008 af Runoff Area=19,231 sf 36.93% Impervious Runoff Depth=1.79"Subcatchment 4S: Subcatchment 4S Tc=6.0 min CN=60 Runoff=0.85 cfs 0.066 af Runoff Area=1,300 sf 100.00% Impervious Runoff Depth=5.55"Subcatchment 5S: Subcatchment 5S Tc=6.0 min CN=98 Runoff=0.17 cfs 0.014 af Runoff Area=5,305 sf 96.78% Impervious Runoff Depth=5.32"Subcatchment 6S: Subcatchment 6S Tc=6.0 min CN=96 Runoff=0.67 cfs 0.054 af Inflow=2.93 cfs 0.364 afReach DP-1: Bass River Outflow=2.93 cfs 0.364 af Peak Elev=8.14' Storage=0.005 af Inflow=2.62 cfs 0.347 afPond 1P: Existing Subsurface Infiltration Discarded=0.03 cfs 0.038 af Secondary=2.67 cfs 0.310 af Outflow=2.69 cfs 0.347 af Peak Elev=5.81' Inflow=0.12 cfs 0.009 afPond 4P: TD 1 12.0" Round Culvert n=0.013 L=19.8' S=0.0051 '/' Outflow=0.12 cfs 0.009 af Peak Elev=4.69' Inflow=0.85 cfs 0.066 afPond 5P: CB 1 12.0" Round Culvert n=0.012 L=4.9' S=0.0204 '/' Outflow=0.85 cfs 0.066 af Peak Elev=4.84' Inflow=1.34 cfs 0.097 afPond 6P: CB 2 12.0" Round Culvert n=0.012 L=4.9' S=0.0204 '/' Outflow=1.34 cfs 0.097 af Peak Elev=5.24' Inflow=2.57 cfs 0.193 afPond 7P: DMH 1 12.0" Round Culvert n=0.013 L=6.6' S=0.0152 '/' Outflow=2.57 cfs 0.193 af Peak Elev=4.84' Inflow=2.57 cfs 0.193 afPond 8P: WQU 1 12.0" Round Culvert n=0.013 L=10.6' S=0.0094 '/' Outflow=2.57 cfs 0.193 af Type III 24-hr 25 Year Rainfall=5.79"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 29HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Peak Elev=4.52' Storage=0.045 af Inflow=2.57 cfs 0.193 afPond 9P: Proposed Subsurface Infiltration Discarded=0.69 cfs 0.193 af Primary=0.00 cfs 0.000 af Secondary=0.00 cfs 0.000 af Outflow=0.69 cfs 0.193 af Peak Elev=4.92' Inflow=0.17 cfs 0.014 afPond 11P: DMH 3 12.0" Round Culvert n=0.012 L=34.5' S=0.0087 '/' Outflow=0.17 cfs 0.014 af Peak Elev=4.86' Inflow=0.22 cfs 0.016 afPond 12P: CB 4 with cover 12.0" Round Culvert n=0.013 L=39.4' S=0.0127 '/' Outflow=0.22 cfs 0.016 af Peak Elev=5.28' Inflow=0.10 cfs 0.008 afPond 13P: CB 3 12.0" Round Culvert n=0.013 L=67.4' S=0.0059 '/' Outflow=0.10 cfs 0.008 af Total Runoff Area = 3.049 ac Runoff Volume = 0.595 af Average Runoff Depth = 2.34" 54.55% Pervious = 1.663 ac 45.45% Impervious = 1.386 ac Type III 24-hr 25 Year Rainfall=5.79"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 30HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Subcatchment 1S Runoff = 2.22 cfs @ 12.36 hrs, Volume= 0.271 af, Depth= 1.79" Routed to Pond 1P : Existing Subsurface Infiltration Structure Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year Rainfall=5.79" Area (sf) CN Description 2,900 51 1 acre lots, 20% imp, HSG A 60,796 54 1/2 acre lots, 25% imp, HSG A 6,032 61 1/4 acre lots, 38% imp, HSG A * 9,644 98 Impervious - Pavement 79,372 60 Weighted Average 51,657 65.08% Pervious Area 27,715 34.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.1 45 0.0200 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.34" 13.4 57 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.34" 1.0 8 0.0357 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.34" 0.3 20 0.0357 1.32 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.3 96 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.7 287 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 23.8 513 Total Summary for Subcatchment 2S: Subcatchment 2S Runoff = 0.60 cfs @ 12.09 hrs, Volume= 0.044 af, Depth= 3.90" Routed to Pond 1P : Existing Subsurface Infiltration Structure Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year Rainfall=5.79" Area (sf) CN Description 2,313 61 1/4 acre lots, 38% imp, HSG A * 3,589 98 Impervious - Pavement 5,902 83 Weighted Average 1,434 24.30% Pervious Area 4,468 75.70% Impervious Area Type III 24-hr 25 Year Rainfall=5.79"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 31HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 3S: Subcatchment 3S Runoff = 0.44 cfs @ 12.09 hrs, Volume= 0.032 af, Depth= 3.79" Routed to Pond 1P : Existing Subsurface Infiltration Structure Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year Rainfall=5.79" Area (sf) CN Description * 2,377 98 Impervious - Pavement * 842 98 Impervious - Pavement 1,222 39 >75% Grass cover, Good, HSG A 4,441 82 Weighted Average 1,222 27.52% Pervious Area 3,219 72.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 4.1S: Subcatchment 4.1S Runoff = 0.12 cfs @ 12.09 hrs, Volume= 0.009 af, Depth= 3.79" Routed to Pond 4P : TD 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year Rainfall=5.79" Area (sf) CN Description * 859 98 Impervious - Pavement 328 39 >75% Grass cover, Good, HSG A 1,187 82 Weighted Average 328 27.63% Pervious Area 859 72.37% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 4.2S: Subcatchment 4.2S Runoff = 1.34 cfs @ 12.09 hrs, Volume= 0.097 af, Depth= 3.69" Routed to Pond 6P : CB 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year Rainfall=5.79" Type III 24-hr 25 Year Rainfall=5.79"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 32HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Area (sf) CN Description * 9,750 98 Impervious - Pavement 4,048 39 >75% Grass cover, Good, HSG A 13,798 81 Weighted Average 4,048 29.34% Pervious Area 9,750 70.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 4.3S: Subcatchment 4.3S Runoff = 0.10 cfs @ 12.10 hrs, Volume= 0.008 af, Depth= 1.79" Routed to Pond 13P : CB 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year Rainfall=5.79" Area (sf) CN Description * 824 98 Impervious - Pavement 1,466 39 >75% Grass cover, Good, HSG A 2,290 60 Weighted Average 1,466 64.02% Pervious Area 824 35.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 4S: Subcatchment 4S Runoff = 0.85 cfs @ 12.10 hrs, Volume= 0.066 af, Depth= 1.79" Routed to Pond 5P : CB 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year Rainfall=5.79" Area (sf) CN Description * 3,906 98 Impervious - Pavement * 3,196 98 Walkways 10,189 39 >75% Grass cover, Good, HSG A * 1,940 32 Tree/grass comb., Good, HSG A 19,231 60 Weighted Average 12,129 63.07% Pervious Area 7,102 36.93% Impervious Area Type III 24-hr 25 Year Rainfall=5.79"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 33HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 5S: Subcatchment 5S Runoff = 0.17 cfs @ 12.09 hrs, Volume= 0.014 af, Depth= 5.55" Routed to Pond 11P : DMH 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year Rainfall=5.79" Area (sf) CN Description * 1,300 98 Building Roofs 1,300 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 6S: Subcatchment 6S Runoff = 0.67 cfs @ 12.09 hrs, Volume= 0.054 af, Depth= 5.32" Routed to Reach DP-1 : Bass River Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year Rainfall=5.79" Area (sf) CN Description * 2,902 98 Impervious - Pavement 171 39 >75% Grass cover, Good, HSG A * 2,232 98 Revetment 5,305 96 Weighted Average 171 3.22% Pervious Area 5,134 96.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Reach DP-1: Bass River Inflow Area = 3.049 ac, 45.45% Impervious, Inflow Depth = 1.43" for 25 Year event Inflow = 2.93 cfs @ 12.30 hrs, Volume= 0.364 af Outflow = 2.93 cfs @ 12.30 hrs, Volume= 0.364 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year Rainfall=5.79"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 34HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Summary for Pond 1P: Existing Subsurface Infiltration Structure Inflow Area = 2.060 ac, 39.46% Impervious, Inflow Depth = 2.02" for 25 Year event Inflow = 2.62 cfs @ 12.34 hrs, Volume= 0.347 af Outflow = 2.69 cfs @ 12.31 hrs, Volume= 0.347 af, Atten= 0%, Lag= 0.0 min Discarded = 0.03 cfs @ 12.31 hrs, Volume= 0.038 af Secondary = 2.67 cfs @ 12.31 hrs, Volume= 0.310 af Routed to Reach DP-1 : Bass River Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 8.14' @ 12.31 hrs Surf.Area= 0.005 ac Storage= 0.005 af Plug-Flow detention time= 13.6 min calculated for 0.347 af (100% of inflow) Center-of-Mass det. time= 13.8 min ( 879.4 - 865.6 ) Volume Invert Avail.Storage Storage Description #1A 5.30' 0.003 af 8.50'W x 25.00'L x 2.04'H Field A 0.010 af Overall - 0.002 af Embedded = 0.008 af x 40.0% Voids #2A 5.80' 0.002 af Cultec C-100HD x 6 Inside #1 Effective Size= 32.1"W x 12.0"H => 1.86 sf x 7.50'L = 14.0 cf Overall Size= 36.0"W x 12.5"H x 8.00'L with 0.50' Overlap Row Length Adjustment= +0.50' x 1.86 sf x 2 rows 0.005 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 5.30'2.410 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 3.18' #2 Device 4 8.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 4 8.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 7.50'52.5' long x 22.6' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Discarded OutFlow Max=0.03 cfs @ 12.31 hrs HW=8.14' (Free Discharge) 1=Exfiltration ( Controls 0.03 cfs) Secondary OutFlow Max=2.63 cfs @ 12.31 hrs HW=8.14' (Free Discharge) 4=Broad-Crested Rectangular Weir (Passes 2.63 cfs of 71.63 cfs potential flow) 2=Orifice/Grate (Weir Controls 1.31 cfs @ 1.21 fps) 3=Orifice/Grate (Weir Controls 1.31 cfs @ 1.21 fps) Type III 24-hr 25 Year Rainfall=5.79"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 35HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Summary for Pond 4P: TD 1 Inflow Area = 0.027 ac, 72.37% Impervious, Inflow Depth = 3.79" for 25 Year event Inflow = 0.12 cfs @ 12.09 hrs, Volume= 0.009 af Outflow = 0.12 cfs @ 12.09 hrs, Volume= 0.009 af, Atten= 0%, Lag= 0.0 min Primary = 0.12 cfs @ 12.09 hrs, Volume= 0.009 af Routed to Pond 12P : CB 4 with cover Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 5.81' @ 12.09 hrs Flood Elev= 6.90' Device Routing Invert Outlet Devices #1 Primary 5.60'12.0" Round Culvert L= 19.8' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 5.60' / 5.50' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.12 cfs @ 12.09 hrs HW=5.80' (Free Discharge) 1=Culvert (Barrel Controls 0.12 cfs @ 1.52 fps) Summary for Pond 5P: CB 1 Inflow Area = 0.441 ac, 36.93% Impervious, Inflow Depth = 1.79" for 25 Year event Inflow = 0.85 cfs @ 12.10 hrs, Volume= 0.066 af Outflow = 0.85 cfs @ 12.10 hrs, Volume= 0.066 af, Atten= 0%, Lag= 0.0 min Primary = 0.85 cfs @ 12.10 hrs, Volume= 0.066 af Routed to Pond 7P : DMH 1 Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 4.69' @ 12.10 hrs Flood Elev= 6.30' Device Routing Invert Outlet Devices #1 Primary 4.20'12.0" Round Culvert L= 4.9' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 4.20' / 4.10' S= 0.0204 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=0.85 cfs @ 12.10 hrs HW=4.69' (Free Discharge) 1=Culvert (Barrel Controls 0.85 cfs @ 3.23 fps) Summary for Pond 6P: CB 2 Inflow Area = 0.317 ac, 70.66% Impervious, Inflow Depth = 3.69" for 25 Year event Inflow = 1.34 cfs @ 12.09 hrs, Volume= 0.097 af Outflow = 1.34 cfs @ 12.09 hrs, Volume= 0.097 af, Atten= 0%, Lag= 0.0 min Primary = 1.34 cfs @ 12.09 hrs, Volume= 0.097 af Routed to Pond 7P : DMH 1 Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year Rainfall=5.79"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 36HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Peak Elev= 4.84' @ 12.09 hrs Flood Elev= 6.30' Device Routing Invert Outlet Devices #1 Primary 4.20'12.0" Round Culvert L= 4.9' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 4.20' / 4.10' S= 0.0204 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=1.31 cfs @ 12.09 hrs HW=4.84' (Free Discharge) 1=Culvert (Barrel Controls 1.31 cfs @ 3.53 fps) Summary for Pond 7P: DMH 1 Inflow Area = 0.868 ac, 52.47% Impervious, Inflow Depth = 2.67" for 25 Year event Inflow = 2.57 cfs @ 12.09 hrs, Volume= 0.193 af Outflow = 2.57 cfs @ 12.09 hrs, Volume= 0.193 af, Atten= 0%, Lag= 0.0 min Primary = 2.57 cfs @ 12.09 hrs, Volume= 0.193 af Routed to Pond 8P : WQU 1 Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 5.24' @ 12.10 hrs Flood Elev= 6.40' Device Routing Invert Outlet Devices #1 Primary 4.00'12.0" Round Culvert L= 6.6' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 4.00' / 3.90' S= 0.0152 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=2.54 cfs @ 12.09 hrs HW=5.22' (Free Discharge) 1=Culvert (Inlet Controls 2.54 cfs @ 3.23 fps) Summary for Pond 8P: WQU 1 Inflow Area = 0.868 ac, 52.47% Impervious, Inflow Depth = 2.67" for 25 Year event Inflow = 2.57 cfs @ 12.09 hrs, Volume= 0.193 af Outflow = 2.57 cfs @ 12.09 hrs, Volume= 0.193 af, Atten= 0%, Lag= 0.0 min Primary = 2.57 cfs @ 12.09 hrs, Volume= 0.193 af Routed to Pond 9P : Proposed Subsurface Infiltration Structure Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 4.84' @ 12.10 hrs Flood Elev= 6.40' Device Routing Invert Outlet Devices #1 Primary 3.60'12.0" Round Culvert L= 10.6' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 3.60' / 3.50' S= 0.0094 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Type III 24-hr 25 Year Rainfall=5.79"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 37HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Primary OutFlow Max=2.54 cfs @ 12.09 hrs HW=4.82' (Free Discharge) 1=Culvert (Inlet Controls 2.54 cfs @ 3.23 fps) Summary for Pond 9P: Proposed Subsurface Infiltration Structure Inflow Area = 0.868 ac, 52.47% Impervious, Inflow Depth = 2.67" for 25 Year event Inflow = 2.57 cfs @ 12.09 hrs, Volume= 0.193 af Outflow = 0.69 cfs @ 12.49 hrs, Volume= 0.193 af, Atten= 73%, Lag= 23.5 min Discarded = 0.69 cfs @ 12.49 hrs, Volume= 0.193 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Bass River Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Bass River Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 4.52' @ 12.49 hrs Surf.Area= 0.046 ac Storage= 0.045 af Flood Elev= 6.30' Surf.Area= 0.046 ac Storage= 0.073 af Plug-Flow detention time= 18.3 min calculated for 0.193 af (100% of inflow) Center-of-Mass det. time= 18.3 min ( 846.1 - 827.9 ) Volume Invert Avail.Storage Storage Description #1A 3.00' 0.025 af 19.00'W x 106.00'L x 3.17'H Field A 0.146 af Overall - 0.083 af Embedded = 0.064 af x 40.0% Voids #2A 3.50' 0.047 af retain_it retain_it 1.5' x 26 Inside #1 Inside= 84.0"W x 18.0"H => 9.90 sf x 8.00'L = 79.2 cf Outside= 96.0"W x 26.0"H => 17.33 sf x 8.00'L = 138.7 cf 26 Chambers in 2 Rows 0.073 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 3.00'8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 1.10' #2 Secondary 6.30'24.0" x 24.0" Horiz. Catch Basin Grates X 2.00 C= 0.600 Limited to weir flow at low heads #3 Primary 4.90'12.0" Round Overflow outlet L= 13.9' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 4.90' / 4.00' S= 0.0647 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Discarded OutFlow Max=0.69 cfs @ 12.49 hrs HW=4.52' (Free Discharge) 1=Exfiltration ( Controls 0.69 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=3.00' (Free Discharge) 3=Overflow outlet ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=3.00' (Free Discharge) 2=Catch Basin Grates ( Controls 0.00 cfs) Type III 24-hr 25 Year Rainfall=5.79"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 38HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Summary for Pond 11P: DMH 3 Inflow Area = 0.030 ac,100.00% Impervious, Inflow Depth = 5.55" for 25 Year event Inflow = 0.17 cfs @ 12.09 hrs, Volume= 0.014 af Outflow = 0.17 cfs @ 12.09 hrs, Volume= 0.014 af, Atten= 0%, Lag= 0.0 min Primary = 0.17 cfs @ 12.09 hrs, Volume= 0.014 af Routed to Pond 7P : DMH 1 Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 4.92' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 4.70'12.0" Round Culvert L= 34.5' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 4.70' / 4.40' S= 0.0087 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.16 cfs @ 12.09 hrs HW=4.92' (Free Discharge) 1=Culvert (Inlet Controls 0.16 cfs @ 1.26 fps) Summary for Pond 12P: CB 4 with cover Inflow Area = 0.080 ac, 48.40% Impervious, Inflow Depth = 2.47" for 25 Year event Inflow = 0.22 cfs @ 12.10 hrs, Volume= 0.016 af Outflow = 0.22 cfs @ 12.10 hrs, Volume= 0.016 af, Atten= 0%, Lag= 0.0 min Primary = 0.22 cfs @ 12.10 hrs, Volume= 0.016 af Routed to Pond 7P : DMH 1 Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 4.86' @ 12.10 hrs Flood Elev= 6.90' Device Routing Invert Outlet Devices #1 Primary 4.60'12.0" Round Culvert L= 39.4' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 4.60' / 4.10' S= 0.0127 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.22 cfs @ 12.10 hrs HW=4.86' (Free Discharge) 1=Culvert (Inlet Controls 0.22 cfs @ 1.36 fps) Summary for Pond 13P: CB 3 Inflow Area = 0.053 ac, 35.98% Impervious, Inflow Depth = 1.79" for 25 Year event Inflow = 0.10 cfs @ 12.10 hrs, Volume= 0.008 af Outflow = 0.10 cfs @ 12.10 hrs, Volume= 0.008 af, Atten= 0%, Lag= 0.0 min Primary = 0.10 cfs @ 12.10 hrs, Volume= 0.008 af Routed to Pond 12P : CB 4 with cover Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year Rainfall=5.79"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 39HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Peak Elev= 5.28' @ 12.10 hrs Flood Elev= 7.00' Device Routing Invert Outlet Devices #1 Primary 5.10'12.0" Round Culvert L= 67.4' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 5.10' / 4.70' S= 0.0059 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.10 cfs @ 12.10 hrs HW=5.28' (Free Discharge) 1=Culvert (Barrel Controls 0.10 cfs @ 1.63 fps) Type III 24-hr 50 Year Rainfall=6.51"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 40HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 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=79,372 sf 34.92% Impervious Runoff Depth=2.26"Subcatchment 1S: Subcatchment 1S Flow Length=513' Tc=23.8 min CN=60 Runoff=2.89 cfs 0.344 af Runoff Area=5,902 sf 75.70% Impervious Runoff Depth=4.57"Subcatchment 2S: Subcatchment 2S Tc=6.0 min CN=83 Runoff=0.70 cfs 0.052 af Runoff Area=4,441 sf 72.48% Impervious Runoff Depth=4.46"Subcatchment 3S: Subcatchment 3S Tc=6.0 min CN=82 Runoff=0.52 cfs 0.038 af Runoff Area=1,187 sf 72.37% Impervious Runoff Depth=4.46"Subcatchment 4.1S: Subcatchment 4.1S Tc=6.0 min CN=82 Runoff=0.14 cfs 0.010 af Runoff Area=13,798 sf 70.66% Impervious Runoff Depth=4.35"Subcatchment 4.2S: Subcatchment 4.2S Tc=6.0 min CN=81 Runoff=1.57 cfs 0.115 af Runoff Area=2,290 sf 35.98% Impervious Runoff Depth=2.26"Subcatchment 4.3S: Subcatchment 4.3S Tc=6.0 min CN=60 Runoff=0.13 cfs 0.010 af Runoff Area=19,231 sf 36.93% Impervious Runoff Depth=2.26"Subcatchment 4S: Subcatchment 4S Tc=6.0 min CN=60 Runoff=1.11 cfs 0.083 af Runoff Area=1,300 sf 100.00% Impervious Runoff Depth=6.27"Subcatchment 5S: Subcatchment 5S Tc=6.0 min CN=98 Runoff=0.19 cfs 0.016 af Runoff Area=5,305 sf 96.78% Impervious Runoff Depth=6.04"Subcatchment 6S: Subcatchment 6S Tc=6.0 min CN=96 Runoff=0.75 cfs 0.061 af Inflow=3.64 cfs 0.455 afReach DP-1: Bass River Outflow=3.64 cfs 0.455 af Peak Elev=8.16' Storage=0.005 af Inflow=3.35 cfs 0.433 afPond 1P: Existing Subsurface Infiltration Discarded=0.03 cfs 0.040 af Secondary=3.36 cfs 0.393 af Outflow=3.39 cfs 0.433 af Peak Elev=5.82' Inflow=0.14 cfs 0.010 afPond 4P: TD 1 12.0" Round Culvert n=0.013 L=19.8' S=0.0051 '/' Outflow=0.14 cfs 0.010 af Peak Elev=4.78' Inflow=1.11 cfs 0.083 afPond 5P: CB 1 12.0" Round Culvert n=0.012 L=4.9' S=0.0204 '/' Outflow=1.11 cfs 0.083 af Peak Elev=4.91' Inflow=1.57 cfs 0.115 afPond 6P: CB 2 12.0" Round Culvert n=0.012 L=4.9' S=0.0204 '/' Outflow=1.57 cfs 0.115 af Peak Elev=5.59' Inflow=3.12 cfs 0.234 afPond 7P: DMH 1 12.0" Round Culvert n=0.013 L=6.6' S=0.0152 '/' Outflow=3.12 cfs 0.234 af Peak Elev=5.19' Inflow=3.12 cfs 0.234 afPond 8P: WQU 1 12.0" Round Culvert n=0.013 L=10.6' S=0.0094 '/' Outflow=3.12 cfs 0.234 af Type III 24-hr 50 Year Rainfall=6.51"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 41HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Peak Elev=4.94' Storage=0.059 af Inflow=3.12 cfs 0.234 afPond 9P: Proposed Subsurface Infiltration Discarded=0.78 cfs 0.234 af Primary=0.01 cfs 0.000 af Secondary=0.00 cfs 0.000 af Outflow=0.78 cfs 0.234 af Peak Elev=4.94' Inflow=0.19 cfs 0.016 afPond 11P: DMH 3 12.0" Round Culvert n=0.012 L=34.5' S=0.0087 '/' Outflow=0.19 cfs 0.016 af Peak Elev=4.89' Inflow=0.27 cfs 0.020 afPond 12P: CB 4 with cover 12.0" Round Culvert n=0.013 L=39.4' S=0.0127 '/' Outflow=0.27 cfs 0.020 af Peak Elev=5.30' Inflow=0.13 cfs 0.010 afPond 13P: CB 3 12.0" Round Culvert n=0.013 L=67.4' S=0.0059 '/' Outflow=0.13 cfs 0.010 af Total Runoff Area = 3.049 ac Runoff Volume = 0.728 af Average Runoff Depth = 2.87" 54.55% Pervious = 1.663 ac 45.45% Impervious = 1.386 ac Type III 24-hr 50 Year Rainfall=6.51"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 42HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Subcatchment 1S Runoff = 2.89 cfs @ 12.36 hrs, Volume= 0.344 af, Depth= 2.26" Routed to Pond 1P : Existing Subsurface Infiltration Structure Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 50 Year Rainfall=6.51" Area (sf) CN Description 2,900 51 1 acre lots, 20% imp, HSG A 60,796 54 1/2 acre lots, 25% imp, HSG A 6,032 61 1/4 acre lots, 38% imp, HSG A * 9,644 98 Impervious - Pavement 79,372 60 Weighted Average 51,657 65.08% Pervious Area 27,715 34.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.1 45 0.0200 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.34" 13.4 57 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.34" 1.0 8 0.0357 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.34" 0.3 20 0.0357 1.32 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.3 96 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.7 287 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 23.8 513 Total Summary for Subcatchment 2S: Subcatchment 2S Runoff = 0.70 cfs @ 12.09 hrs, Volume= 0.052 af, Depth= 4.57" Routed to Pond 1P : Existing Subsurface Infiltration Structure Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 50 Year Rainfall=6.51" Area (sf) CN Description 2,313 61 1/4 acre lots, 38% imp, HSG A * 3,589 98 Impervious - Pavement 5,902 83 Weighted Average 1,434 24.30% Pervious Area 4,468 75.70% Impervious Area Type III 24-hr 50 Year Rainfall=6.51"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 43HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 3S: Subcatchment 3S Runoff = 0.52 cfs @ 12.09 hrs, Volume= 0.038 af, Depth= 4.46" Routed to Pond 1P : Existing Subsurface Infiltration Structure Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 50 Year Rainfall=6.51" Area (sf) CN Description * 2,377 98 Impervious - Pavement * 842 98 Impervious - Pavement 1,222 39 >75% Grass cover, Good, HSG A 4,441 82 Weighted Average 1,222 27.52% Pervious Area 3,219 72.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 4.1S: Subcatchment 4.1S Runoff = 0.14 cfs @ 12.09 hrs, Volume= 0.010 af, Depth= 4.46" Routed to Pond 4P : TD 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 50 Year Rainfall=6.51" Area (sf) CN Description * 859 98 Impervious - Pavement 328 39 >75% Grass cover, Good, HSG A 1,187 82 Weighted Average 328 27.63% Pervious Area 859 72.37% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 4.2S: Subcatchment 4.2S Runoff = 1.57 cfs @ 12.09 hrs, Volume= 0.115 af, Depth= 4.35" Routed to Pond 6P : CB 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 50 Year Rainfall=6.51" Type III 24-hr 50 Year Rainfall=6.51"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 44HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Area (sf) CN Description * 9,750 98 Impervious - Pavement 4,048 39 >75% Grass cover, Good, HSG A 13,798 81 Weighted Average 4,048 29.34% Pervious Area 9,750 70.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 4.3S: Subcatchment 4.3S Runoff = 0.13 cfs @ 12.10 hrs, Volume= 0.010 af, Depth= 2.26" Routed to Pond 13P : CB 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 50 Year Rainfall=6.51" Area (sf) CN Description * 824 98 Impervious - Pavement 1,466 39 >75% Grass cover, Good, HSG A 2,290 60 Weighted Average 1,466 64.02% Pervious Area 824 35.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 4S: Subcatchment 4S Runoff = 1.11 cfs @ 12.10 hrs, Volume= 0.083 af, Depth= 2.26" Routed to Pond 5P : CB 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 50 Year Rainfall=6.51" Area (sf) CN Description * 3,906 98 Impervious - Pavement * 3,196 98 Walkways 10,189 39 >75% Grass cover, Good, HSG A * 1,940 32 Tree/grass comb., Good, HSG A 19,231 60 Weighted Average 12,129 63.07% Pervious Area 7,102 36.93% Impervious Area Type III 24-hr 50 Year Rainfall=6.51"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 45HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 5S: Subcatchment 5S Runoff = 0.19 cfs @ 12.09 hrs, Volume= 0.016 af, Depth= 6.27" Routed to Pond 11P : DMH 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 50 Year Rainfall=6.51" Area (sf) CN Description * 1,300 98 Building Roofs 1,300 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 6S: Subcatchment 6S Runoff = 0.75 cfs @ 12.09 hrs, Volume= 0.061 af, Depth= 6.04" Routed to Reach DP-1 : Bass River Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 50 Year Rainfall=6.51" Area (sf) CN Description * 2,902 98 Impervious - Pavement 171 39 >75% Grass cover, Good, HSG A * 2,232 98 Revetment 5,305 96 Weighted Average 171 3.22% Pervious Area 5,134 96.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Reach DP-1: Bass River Inflow Area = 3.049 ac, 45.45% Impervious, Inflow Depth = 1.79" for 50 Year event Inflow = 3.64 cfs @ 12.34 hrs, Volume= 0.455 af Outflow = 3.64 cfs @ 12.34 hrs, Volume= 0.455 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 50 Year Rainfall=6.51"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 46HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Summary for Pond 1P: Existing Subsurface Infiltration Structure Inflow Area = 2.060 ac, 39.46% Impervious, Inflow Depth = 2.52" for 50 Year event Inflow = 3.35 cfs @ 12.33 hrs, Volume= 0.433 af Outflow = 3.39 cfs @ 12.34 hrs, Volume= 0.433 af, Atten= 0%, Lag= 0.6 min Discarded = 0.03 cfs @ 12.34 hrs, Volume= 0.040 af Secondary = 3.36 cfs @ 12.34 hrs, Volume= 0.393 af Routed to Reach DP-1 : Bass River Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 8.16' @ 12.34 hrs Surf.Area= 0.005 ac Storage= 0.005 af Plug-Flow detention time= 11.2 min calculated for 0.433 af (100% of inflow) Center-of-Mass det. time= 11.3 min ( 871.2 - 859.8 ) Volume Invert Avail.Storage Storage Description #1A 5.30' 0.003 af 8.50'W x 25.00'L x 2.04'H Field A 0.010 af Overall - 0.002 af Embedded = 0.008 af x 40.0% Voids #2A 5.80' 0.002 af Cultec C-100HD x 6 Inside #1 Effective Size= 32.1"W x 12.0"H => 1.86 sf x 7.50'L = 14.0 cf Overall Size= 36.0"W x 12.5"H x 8.00'L with 0.50' Overlap Row Length Adjustment= +0.50' x 1.86 sf x 2 rows 0.005 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 5.30'2.410 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 3.18' #2 Device 4 8.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 4 8.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 7.50'52.5' long x 22.6' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Discarded OutFlow Max=0.03 cfs @ 12.34 hrs HW=8.16' (Free Discharge) 1=Exfiltration ( Controls 0.03 cfs) Secondary OutFlow Max=3.34 cfs @ 12.34 hrs HW=8.16' (Free Discharge) 4=Broad-Crested Rectangular Weir (Passes 3.34 cfs of 75.47 cfs potential flow) 2=Orifice/Grate (Weir Controls 1.67 cfs @ 1.31 fps) 3=Orifice/Grate (Weir Controls 1.67 cfs @ 1.31 fps) Type III 24-hr 50 Year Rainfall=6.51"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 47HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Summary for Pond 4P: TD 1 Inflow Area = 0.027 ac, 72.37% Impervious, Inflow Depth = 4.46" for 50 Year event Inflow = 0.14 cfs @ 12.09 hrs, Volume= 0.010 af Outflow = 0.14 cfs @ 12.09 hrs, Volume= 0.010 af, Atten= 0%, Lag= 0.0 min Primary = 0.14 cfs @ 12.09 hrs, Volume= 0.010 af Routed to Pond 12P : CB 4 with cover Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 5.82' @ 12.09 hrs Flood Elev= 6.90' Device Routing Invert Outlet Devices #1 Primary 5.60'12.0" Round Culvert L= 19.8' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 5.60' / 5.50' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.13 cfs @ 12.09 hrs HW=5.82' (Free Discharge) 1=Culvert (Barrel Controls 0.13 cfs @ 1.59 fps) Summary for Pond 5P: CB 1 Inflow Area = 0.441 ac, 36.93% Impervious, Inflow Depth = 2.26" for 50 Year event Inflow = 1.11 cfs @ 12.10 hrs, Volume= 0.083 af Outflow = 1.11 cfs @ 12.10 hrs, Volume= 0.083 af, Atten= 0%, Lag= 0.0 min Primary = 1.11 cfs @ 12.10 hrs, Volume= 0.083 af Routed to Pond 7P : DMH 1 Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 4.78' @ 12.10 hrs Flood Elev= 6.30' Device Routing Invert Outlet Devices #1 Primary 4.20'12.0" Round Culvert L= 4.9' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 4.20' / 4.10' S= 0.0204 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=1.10 cfs @ 12.10 hrs HW=4.77' (Free Discharge) 1=Culvert (Barrel Controls 1.10 cfs @ 3.41 fps) Summary for Pond 6P: CB 2 Inflow Area = 0.317 ac, 70.66% Impervious, Inflow Depth = 4.35" for 50 Year event Inflow = 1.57 cfs @ 12.09 hrs, Volume= 0.115 af Outflow = 1.57 cfs @ 12.09 hrs, Volume= 0.115 af, Atten= 0%, Lag= 0.0 min Primary = 1.57 cfs @ 12.09 hrs, Volume= 0.115 af Routed to Pond 7P : DMH 1 Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 50 Year Rainfall=6.51"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 48HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Peak Elev= 4.91' @ 12.09 hrs Flood Elev= 6.30' Device Routing Invert Outlet Devices #1 Primary 4.20'12.0" Round Culvert L= 4.9' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 4.20' / 4.10' S= 0.0204 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=1.53 cfs @ 12.09 hrs HW=4.90' (Free Discharge) 1=Culvert (Barrel Controls 1.53 cfs @ 3.66 fps) Summary for Pond 7P: DMH 1 Inflow Area = 0.868 ac, 52.47% Impervious, Inflow Depth = 3.23" for 50 Year event Inflow = 3.12 cfs @ 12.09 hrs, Volume= 0.234 af Outflow = 3.12 cfs @ 12.09 hrs, Volume= 0.234 af, Atten= 0%, Lag= 0.0 min Primary = 3.12 cfs @ 12.09 hrs, Volume= 0.234 af Routed to Pond 8P : WQU 1 Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 5.59' @ 12.09 hrs Flood Elev= 6.40' Device Routing Invert Outlet Devices #1 Primary 4.00'12.0" Round Culvert L= 6.6' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 4.00' / 3.90' S= 0.0152 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=3.08 cfs @ 12.09 hrs HW=5.56' (Free Discharge) 1=Culvert (Inlet Controls 3.08 cfs @ 3.92 fps) Summary for Pond 8P: WQU 1 Inflow Area = 0.868 ac, 52.47% Impervious, Inflow Depth = 3.23" for 50 Year event Inflow = 3.12 cfs @ 12.09 hrs, Volume= 0.234 af Outflow = 3.12 cfs @ 12.09 hrs, Volume= 0.234 af, Atten= 0%, Lag= 0.0 min Primary = 3.12 cfs @ 12.09 hrs, Volume= 0.234 af Routed to Pond 9P : Proposed Subsurface Infiltration Structure Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 5.19' @ 12.09 hrs Flood Elev= 6.40' Device Routing Invert Outlet Devices #1 Primary 3.60'12.0" Round Culvert L= 10.6' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 3.60' / 3.50' S= 0.0094 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Type III 24-hr 50 Year Rainfall=6.51"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 49HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Primary OutFlow Max=3.08 cfs @ 12.09 hrs HW=5.16' (Free Discharge) 1=Culvert (Inlet Controls 3.08 cfs @ 3.92 fps) Summary for Pond 9P: Proposed Subsurface Infiltration Structure Inflow Area = 0.868 ac, 52.47% Impervious, Inflow Depth = 3.23" for 50 Year event Inflow = 3.12 cfs @ 12.09 hrs, Volume= 0.234 af Outflow = 0.78 cfs @ 12.50 hrs, Volume= 0.234 af, Atten= 75%, Lag= 24.3 min Discarded = 0.78 cfs @ 12.50 hrs, Volume= 0.234 af Primary = 0.01 cfs @ 12.50 hrs, Volume= 0.000 af Routed to Reach DP-1 : Bass River Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Bass River Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 4.94' @ 12.50 hrs Surf.Area= 0.046 ac Storage= 0.059 af Flood Elev= 6.30' Surf.Area= 0.046 ac Storage= 0.073 af Plug-Flow detention time= 23.2 min calculated for 0.234 af (100% of inflow) Center-of-Mass det. time= 23.1 min ( 846.8 - 823.6 ) Volume Invert Avail.Storage Storage Description #1A 3.00' 0.025 af 19.00'W x 106.00'L x 3.17'H Field A 0.146 af Overall - 0.083 af Embedded = 0.064 af x 40.0% Voids #2A 3.50' 0.047 af retain_it retain_it 1.5' x 26 Inside #1 Inside= 84.0"W x 18.0"H => 9.90 sf x 8.00'L = 79.2 cf Outside= 96.0"W x 26.0"H => 17.33 sf x 8.00'L = 138.7 cf 26 Chambers in 2 Rows 0.073 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 3.00'8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 1.10' #2 Secondary 6.30'24.0" x 24.0" Horiz. Catch Basin Grates X 2.00 C= 0.600 Limited to weir flow at low heads #3 Primary 4.90'12.0" Round Overflow outlet L= 13.9' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 4.90' / 4.00' S= 0.0647 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Discarded OutFlow Max=0.78 cfs @ 12.50 hrs HW=4.94' (Free Discharge) 1=Exfiltration ( Controls 0.78 cfs) Primary OutFlow Max=0.00 cfs @ 12.50 hrs HW=4.94' (Free Discharge) 3=Overflow outlet (Inlet Controls 0.00 cfs @ 0.52 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=3.00' (Free Discharge) 2=Catch Basin Grates ( Controls 0.00 cfs) Type III 24-hr 50 Year Rainfall=6.51"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 50HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Summary for Pond 11P: DMH 3 Inflow Area = 0.030 ac,100.00% Impervious, Inflow Depth = 6.27" for 50 Year event Inflow = 0.19 cfs @ 12.09 hrs, Volume= 0.016 af Outflow = 0.19 cfs @ 12.09 hrs, Volume= 0.016 af, Atten= 0%, Lag= 0.0 min Primary = 0.19 cfs @ 12.09 hrs, Volume= 0.016 af Routed to Pond 7P : DMH 1 Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 4.94' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 4.70'12.0" Round Culvert L= 34.5' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 4.70' / 4.40' S= 0.0087 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.18 cfs @ 12.09 hrs HW=4.93' (Free Discharge) 1=Culvert (Inlet Controls 0.18 cfs @ 1.30 fps) Summary for Pond 12P: CB 4 with cover Inflow Area = 0.080 ac, 48.40% Impervious, Inflow Depth = 3.01" for 50 Year event Inflow = 0.27 cfs @ 12.09 hrs, Volume= 0.020 af Outflow = 0.27 cfs @ 12.09 hrs, Volume= 0.020 af, Atten= 0%, Lag= 0.0 min Primary = 0.27 cfs @ 12.09 hrs, Volume= 0.020 af Routed to Pond 7P : DMH 1 Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 4.89' @ 12.09 hrs Flood Elev= 6.90' Device Routing Invert Outlet Devices #1 Primary 4.60'12.0" Round Culvert L= 39.4' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 4.60' / 4.10' S= 0.0127 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.26 cfs @ 12.09 hrs HW=4.89' (Free Discharge) 1=Culvert (Inlet Controls 0.26 cfs @ 1.44 fps) Summary for Pond 13P: CB 3 Inflow Area = 0.053 ac, 35.98% Impervious, Inflow Depth = 2.26" for 50 Year event Inflow = 0.13 cfs @ 12.10 hrs, Volume= 0.010 af Outflow = 0.13 cfs @ 12.10 hrs, Volume= 0.010 af, Atten= 0%, Lag= 0.0 min Primary = 0.13 cfs @ 12.10 hrs, Volume= 0.010 af Routed to Pond 12P : CB 4 with cover Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 50 Year Rainfall=6.51"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 51HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Peak Elev= 5.30' @ 12.10 hrs Flood Elev= 7.00' Device Routing Invert Outlet Devices #1 Primary 5.10'12.0" Round Culvert L= 67.4' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 5.10' / 4.70' S= 0.0059 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.13 cfs @ 12.10 hrs HW=5.30' (Free Discharge) 1=Culvert (Barrel Controls 0.13 cfs @ 1.76 fps) Type III 24-hr 100 Year Rainfall=7.25"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 52HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 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=79,372 sf 34.92% Impervious Runoff Depth=2.78"Subcatchment 1S: Subcatchment 1S Flow Length=513' Tc=23.8 min CN=60 Runoff=3.60 cfs 0.422 af Runoff Area=5,902 sf 75.70% Impervious Runoff Depth=5.26"Subcatchment 2S: Subcatchment 2S Tc=6.0 min CN=83 Runoff=0.80 cfs 0.059 af Runoff Area=4,441 sf 72.48% Impervious Runoff Depth=5.15"Subcatchment 3S: Subcatchment 3S Tc=6.0 min CN=82 Runoff=0.59 cfs 0.044 af Runoff Area=1,187 sf 72.37% Impervious Runoff Depth=5.15"Subcatchment 4.1S: Subcatchment 4.1S Tc=6.0 min CN=82 Runoff=0.16 cfs 0.012 af Runoff Area=13,798 sf 70.66% Impervious Runoff Depth=5.04"Subcatchment 4.2S: Subcatchment 4.2S Tc=6.0 min CN=81 Runoff=1.80 cfs 0.133 af Runoff Area=2,290 sf 35.98% Impervious Runoff Depth=2.78"Subcatchment 4.3S: Subcatchment 4.3S Tc=6.0 min CN=60 Runoff=0.16 cfs 0.012 af Runoff Area=19,231 sf 36.93% Impervious Runoff Depth=2.78"Subcatchment 4S: Subcatchment 4S Tc=6.0 min CN=60 Runoff=1.38 cfs 0.102 af Runoff Area=1,300 sf 100.00% Impervious Runoff Depth=7.01"Subcatchment 5S: Subcatchment 5S Tc=6.0 min CN=98 Runoff=0.21 cfs 0.017 af Runoff Area=5,305 sf 96.78% Impervious Runoff Depth=6.77"Subcatchment 6S: Subcatchment 6S Tc=6.0 min CN=96 Runoff=0.84 cfs 0.069 af Inflow=5.51 cfs 0.567 afReach DP-1: Bass River Outflow=5.51 cfs 0.567 af Peak Elev=8.19' Storage=0.005 af Inflow=4.13 cfs 0.526 afPond 1P: Existing Subsurface Infiltration Discarded=0.03 cfs 0.041 af Secondary=4.17 cfs 0.485 af Outflow=4.20 cfs 0.526 af Peak Elev=5.84' Inflow=0.16 cfs 0.012 afPond 4P: TD 1 12.0" Round Culvert n=0.013 L=19.8' S=0.0051 '/' Outflow=0.16 cfs 0.012 af Peak Elev=4.86' Inflow=1.38 cfs 0.102 afPond 5P: CB 1 12.0" Round Culvert n=0.012 L=4.9' S=0.0204 '/' Outflow=1.38 cfs 0.102 af Peak Elev=4.98' Inflow=1.80 cfs 0.133 afPond 6P: CB 2 12.0" Round Culvert n=0.012 L=4.9' S=0.0204 '/' Outflow=1.80 cfs 0.133 af Peak Elev=6.04' Inflow=3.71 cfs 0.277 afPond 7P: DMH 1 12.0" Round Culvert n=0.013 L=6.6' S=0.0152 '/' Outflow=3.71 cfs 0.277 af Peak Elev=5.64' Inflow=3.71 cfs 0.277 afPond 8P: WQU 1 12.0" Round Culvert n=0.013 L=10.6' S=0.0094 '/' Outflow=3.71 cfs 0.277 af Type III 24-hr 100 Year Rainfall=7.25"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 53HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Peak Elev=5.49' Storage=0.063 af Inflow=3.71 cfs 0.277 afPond 9P: Proposed Subsurface Infiltration Discarded=0.89 cfs 0.263 af Primary=1.01 cfs 0.013 af Secondary=0.00 cfs 0.000 af Outflow=1.90 cfs 0.277 af Peak Elev=4.95' Inflow=0.21 cfs 0.017 afPond 11P: DMH 3 12.0" Round Culvert n=0.012 L=34.5' S=0.0087 '/' Outflow=0.21 cfs 0.017 af Peak Elev=4.92' Inflow=0.32 cfs 0.024 afPond 12P: CB 4 with cover 12.0" Round Culvert n=0.013 L=39.4' S=0.0127 '/' Outflow=0.32 cfs 0.024 af Peak Elev=5.32' Inflow=0.16 cfs 0.012 afPond 13P: CB 3 12.0" Round Culvert n=0.013 L=67.4' S=0.0059 '/' Outflow=0.16 cfs 0.012 af Total Runoff Area = 3.049 ac Runoff Volume = 0.871 af Average Runoff Depth = 3.43" 54.55% Pervious = 1.663 ac 45.45% Impervious = 1.386 ac Type III 24-hr 100 Year Rainfall=7.25"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 54HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Subcatchment 1S Runoff = 3.60 cfs @ 12.35 hrs, Volume= 0.422 af, Depth= 2.78" Routed to Pond 1P : Existing Subsurface Infiltration Structure Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year Rainfall=7.25" Area (sf) CN Description 2,900 51 1 acre lots, 20% imp, HSG A 60,796 54 1/2 acre lots, 25% imp, HSG A 6,032 61 1/4 acre lots, 38% imp, HSG A * 9,644 98 Impervious - Pavement 79,372 60 Weighted Average 51,657 65.08% Pervious Area 27,715 34.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.1 45 0.0200 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.34" 13.4 57 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.34" 1.0 8 0.0357 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.34" 0.3 20 0.0357 1.32 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.3 96 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.7 287 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 23.8 513 Total Summary for Subcatchment 2S: Subcatchment 2S Runoff = 0.80 cfs @ 12.09 hrs, Volume= 0.059 af, Depth= 5.26" Routed to Pond 1P : Existing Subsurface Infiltration Structure Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year Rainfall=7.25" Area (sf) CN Description 2,313 61 1/4 acre lots, 38% imp, HSG A * 3,589 98 Impervious - Pavement 5,902 83 Weighted Average 1,434 24.30% Pervious Area 4,468 75.70% Impervious Area Type III 24-hr 100 Year Rainfall=7.25"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 55HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 3S: Subcatchment 3S Runoff = 0.59 cfs @ 12.09 hrs, Volume= 0.044 af, Depth= 5.15" Routed to Pond 1P : Existing Subsurface Infiltration Structure Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year Rainfall=7.25" Area (sf) CN Description * 2,377 98 Impervious - Pavement * 842 98 Impervious - Pavement 1,222 39 >75% Grass cover, Good, HSG A 4,441 82 Weighted Average 1,222 27.52% Pervious Area 3,219 72.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 4.1S: Subcatchment 4.1S Runoff = 0.16 cfs @ 12.09 hrs, Volume= 0.012 af, Depth= 5.15" Routed to Pond 4P : TD 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year Rainfall=7.25" Area (sf) CN Description * 859 98 Impervious - Pavement 328 39 >75% Grass cover, Good, HSG A 1,187 82 Weighted Average 328 27.63% Pervious Area 859 72.37% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 4.2S: Subcatchment 4.2S Runoff = 1.80 cfs @ 12.09 hrs, Volume= 0.133 af, Depth= 5.04" Routed to Pond 6P : CB 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year Rainfall=7.25" Type III 24-hr 100 Year Rainfall=7.25"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 56HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Area (sf) CN Description * 9,750 98 Impervious - Pavement 4,048 39 >75% Grass cover, Good, HSG A 13,798 81 Weighted Average 4,048 29.34% Pervious Area 9,750 70.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 4.3S: Subcatchment 4.3S Runoff = 0.16 cfs @ 12.10 hrs, Volume= 0.012 af, Depth= 2.78" Routed to Pond 13P : CB 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year Rainfall=7.25" Area (sf) CN Description * 824 98 Impervious - Pavement 1,466 39 >75% Grass cover, Good, HSG A 2,290 60 Weighted Average 1,466 64.02% Pervious Area 824 35.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 4S: Subcatchment 4S Runoff = 1.38 cfs @ 12.10 hrs, Volume= 0.102 af, Depth= 2.78" Routed to Pond 5P : CB 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year Rainfall=7.25" Area (sf) CN Description * 3,906 98 Impervious - Pavement * 3,196 98 Walkways 10,189 39 >75% Grass cover, Good, HSG A * 1,940 32 Tree/grass comb., Good, HSG A 19,231 60 Weighted Average 12,129 63.07% Pervious Area 7,102 36.93% Impervious Area Type III 24-hr 100 Year Rainfall=7.25"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 57HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 5S: Subcatchment 5S Runoff = 0.21 cfs @ 12.09 hrs, Volume= 0.017 af, Depth= 7.01" Routed to Pond 11P : DMH 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year Rainfall=7.25" Area (sf) CN Description * 1,300 98 Building Roofs 1,300 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Subcatchment 6S: Subcatchment 6S Runoff = 0.84 cfs @ 12.09 hrs, Volume= 0.069 af, Depth= 6.77" Routed to Reach DP-1 : Bass River Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year Rainfall=7.25" Area (sf) CN Description * 2,902 98 Impervious - Pavement 171 39 >75% Grass cover, Good, HSG A * 2,232 98 Revetment 5,305 96 Weighted Average 171 3.22% Pervious Area 5,134 96.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Summary for Reach DP-1: Bass River Inflow Area = 3.049 ac, 45.45% Impervious, Inflow Depth = 2.23" for 100 Year event Inflow = 5.51 cfs @ 12.30 hrs, Volume= 0.567 af Outflow = 5.51 cfs @ 12.30 hrs, Volume= 0.567 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year Rainfall=7.25"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 58HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Summary for Pond 1P: Existing Subsurface Infiltration Structure Inflow Area = 2.060 ac, 39.46% Impervious, Inflow Depth = 3.06" for 100 Year event Inflow = 4.13 cfs @ 12.33 hrs, Volume= 0.526 af Outflow = 4.20 cfs @ 12.31 hrs, Volume= 0.526 af, Atten= 0%, Lag= 0.0 min Discarded = 0.03 cfs @ 12.31 hrs, Volume= 0.041 af Secondary = 4.17 cfs @ 12.31 hrs, Volume= 0.485 af Routed to Reach DP-1 : Bass River Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 8.19' @ 12.31 hrs Surf.Area= 0.005 ac Storage= 0.005 af Plug-Flow detention time= 9.6 min calculated for 0.526 af (100% of inflow) Center-of-Mass det. time= 9.6 min ( 864.3 - 854.7 ) Volume Invert Avail.Storage Storage Description #1A 5.30' 0.003 af 8.50'W x 25.00'L x 2.04'H Field A 0.010 af Overall - 0.002 af Embedded = 0.008 af x 40.0% Voids #2A 5.80' 0.002 af Cultec C-100HD x 6 Inside #1 Effective Size= 32.1"W x 12.0"H => 1.86 sf x 7.50'L = 14.0 cf Overall Size= 36.0"W x 12.5"H x 8.00'L with 0.50' Overlap Row Length Adjustment= +0.50' x 1.86 sf x 2 rows 0.005 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 5.30'2.410 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 3.18' #2 Device 4 8.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 4 8.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 7.50'52.5' long x 22.6' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Discarded OutFlow Max=0.03 cfs @ 12.31 hrs HW=8.18' (Free Discharge) 1=Exfiltration ( Controls 0.03 cfs) Secondary OutFlow Max=4.12 cfs @ 12.31 hrs HW=8.18' (Free Discharge) 4=Broad-Crested Rectangular Weir (Passes 4.12 cfs of 79.41 cfs potential flow) 2=Orifice/Grate (Weir Controls 2.06 cfs @ 1.40 fps) 3=Orifice/Grate (Weir Controls 2.06 cfs @ 1.40 fps) Type III 24-hr 100 Year Rainfall=7.25"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 59HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Summary for Pond 4P: TD 1 Inflow Area = 0.027 ac, 72.37% Impervious, Inflow Depth = 5.15" for 100 Year event Inflow = 0.16 cfs @ 12.09 hrs, Volume= 0.012 af Outflow = 0.16 cfs @ 12.09 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.0 min Primary = 0.16 cfs @ 12.09 hrs, Volume= 0.012 af Routed to Pond 12P : CB 4 with cover Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 5.84' @ 12.09 hrs Flood Elev= 6.90' Device Routing Invert Outlet Devices #1 Primary 5.60'12.0" Round Culvert L= 19.8' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 5.60' / 5.50' S= 0.0051 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.15 cfs @ 12.09 hrs HW=5.84' (Free Discharge) 1=Culvert (Barrel Controls 0.15 cfs @ 1.64 fps) Summary for Pond 5P: CB 1 Inflow Area = 0.441 ac, 36.93% Impervious, Inflow Depth = 2.78" for 100 Year event Inflow = 1.38 cfs @ 12.10 hrs, Volume= 0.102 af Outflow = 1.38 cfs @ 12.10 hrs, Volume= 0.102 af, Atten= 0%, Lag= 0.0 min Primary = 1.38 cfs @ 12.10 hrs, Volume= 0.102 af Routed to Pond 7P : DMH 1 Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 4.86' @ 12.10 hrs Flood Elev= 6.30' Device Routing Invert Outlet Devices #1 Primary 4.20'12.0" Round Culvert L= 4.9' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 4.20' / 4.10' S= 0.0204 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=1.37 cfs @ 12.10 hrs HW=4.86' (Free Discharge) 1=Culvert (Barrel Controls 1.37 cfs @ 3.57 fps) Summary for Pond 6P: CB 2 Inflow Area = 0.317 ac, 70.66% Impervious, Inflow Depth = 5.04" for 100 Year event Inflow = 1.80 cfs @ 12.09 hrs, Volume= 0.133 af Outflow = 1.80 cfs @ 12.09 hrs, Volume= 0.133 af, Atten= 0%, Lag= 0.0 min Primary = 1.80 cfs @ 12.09 hrs, Volume= 0.133 af Routed to Pond 7P : DMH 1 Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year Rainfall=7.25"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 60HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Peak Elev= 4.98' @ 12.09 hrs Flood Elev= 6.30' Device Routing Invert Outlet Devices #1 Primary 4.20'12.0" Round Culvert L= 4.9' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 4.20' / 4.10' S= 0.0204 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=1.76 cfs @ 12.09 hrs HW=4.97' (Free Discharge) 1=Culvert (Barrel Controls 1.76 cfs @ 3.78 fps) Summary for Pond 7P: DMH 1 Inflow Area = 0.868 ac, 52.47% Impervious, Inflow Depth = 3.83" for 100 Year event Inflow = 3.71 cfs @ 12.09 hrs, Volume= 0.277 af Outflow = 3.71 cfs @ 12.09 hrs, Volume= 0.277 af, Atten= 0%, Lag= 0.0 min Primary = 3.71 cfs @ 12.09 hrs, Volume= 0.277 af Routed to Pond 8P : WQU 1 Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 6.04' @ 12.09 hrs Flood Elev= 6.40' Device Routing Invert Outlet Devices #1 Primary 4.00'12.0" Round Culvert L= 6.6' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 4.00' / 3.90' S= 0.0152 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=3.65 cfs @ 12.09 hrs HW=5.99' (Free Discharge) 1=Culvert (Inlet Controls 3.65 cfs @ 4.65 fps) Summary for Pond 8P: WQU 1 Inflow Area = 0.868 ac, 52.47% Impervious, Inflow Depth = 3.83" for 100 Year event Inflow = 3.71 cfs @ 12.09 hrs, Volume= 0.277 af Outflow = 3.71 cfs @ 12.09 hrs, Volume= 0.277 af, Atten= 0%, Lag= 0.0 min Primary = 3.71 cfs @ 12.09 hrs, Volume= 0.277 af Routed to Pond 9P : Proposed Subsurface Infiltration Structure Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 5.64' @ 12.09 hrs Flood Elev= 6.40' Device Routing Invert Outlet Devices #1 Primary 3.60'12.0" Round Culvert L= 10.6' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 3.60' / 3.50' S= 0.0094 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Type III 24-hr 100 Year Rainfall=7.25"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 61HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Primary OutFlow Max=3.65 cfs @ 12.09 hrs HW=5.59' (Free Discharge) 1=Culvert (Inlet Controls 3.65 cfs @ 4.65 fps) Summary for Pond 9P: Proposed Subsurface Infiltration Structure Inflow Area = 0.868 ac, 52.47% Impervious, Inflow Depth = 3.83" for 100 Year event Inflow = 3.71 cfs @ 12.09 hrs, Volume= 0.277 af Outflow = 1.90 cfs @ 12.30 hrs, Volume= 0.277 af, Atten= 49%, Lag= 12.5 min Discarded = 0.89 cfs @ 12.30 hrs, Volume= 0.263 af Primary = 1.01 cfs @ 12.30 hrs, Volume= 0.013 af Routed to Reach DP-1 : Bass River Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Bass River Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 5.49' @ 12.30 hrs Surf.Area= 0.046 ac Storage= 0.063 af Flood Elev= 6.30' Surf.Area= 0.046 ac Storage= 0.073 af Plug-Flow detention time= 23.0 min calculated for 0.276 af (100% of inflow) Center-of-Mass det. time= 23.0 min ( 842.8 - 819.8 ) Volume Invert Avail.Storage Storage Description #1A 3.00' 0.025 af 19.00'W x 106.00'L x 3.17'H Field A 0.146 af Overall - 0.083 af Embedded = 0.064 af x 40.0% Voids #2A 3.50' 0.047 af retain_it retain_it 1.5' x 26 Inside #1 Inside= 84.0"W x 18.0"H => 9.90 sf x 8.00'L = 79.2 cf Outside= 96.0"W x 26.0"H => 17.33 sf x 8.00'L = 138.7 cf 26 Chambers in 2 Rows 0.073 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 3.00'8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 1.10' #2 Secondary 6.30'24.0" x 24.0" Horiz. Catch Basin Grates X 2.00 C= 0.600 Limited to weir flow at low heads #3 Primary 4.90'12.0" Round Overflow outlet L= 13.9' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 4.90' / 4.00' S= 0.0647 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Discarded OutFlow Max=0.89 cfs @ 12.30 hrs HW=5.49' (Free Discharge) 1=Exfiltration ( Controls 0.89 cfs) Primary OutFlow Max=0.99 cfs @ 12.30 hrs HW=5.49' (Free Discharge) 3=Overflow outlet (Inlet Controls 0.99 cfs @ 2.06 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=3.00' (Free Discharge) 2=Catch Basin Grates ( Controls 0.00 cfs) Type III 24-hr 100 Year Rainfall=7.25"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 62HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Summary for Pond 11P: DMH 3 Inflow Area = 0.030 ac,100.00% Impervious, Inflow Depth = 7.01" for 100 Year event Inflow = 0.21 cfs @ 12.09 hrs, Volume= 0.017 af Outflow = 0.21 cfs @ 12.09 hrs, Volume= 0.017 af, Atten= 0%, Lag= 0.0 min Primary = 0.21 cfs @ 12.09 hrs, Volume= 0.017 af Routed to Pond 7P : DMH 1 Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 4.95' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 4.70'12.0" Round Culvert L= 34.5' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 4.70' / 4.40' S= 0.0087 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.20 cfs @ 12.09 hrs HW=4.95' (Free Discharge) 1=Culvert (Inlet Controls 0.20 cfs @ 1.34 fps) Summary for Pond 12P: CB 4 with cover Inflow Area = 0.080 ac, 48.40% Impervious, Inflow Depth = 3.59" for 100 Year event Inflow = 0.32 cfs @ 12.09 hrs, Volume= 0.024 af Outflow = 0.32 cfs @ 12.09 hrs, Volume= 0.024 af, Atten= 0%, Lag= 0.0 min Primary = 0.32 cfs @ 12.09 hrs, Volume= 0.024 af Routed to Pond 7P : DMH 1 Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 4.92' @ 12.09 hrs Flood Elev= 6.90' Device Routing Invert Outlet Devices #1 Primary 4.60'12.0" Round Culvert L= 39.4' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 4.60' / 4.10' S= 0.0127 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.32 cfs @ 12.09 hrs HW=4.91' (Free Discharge) 1=Culvert (Inlet Controls 0.32 cfs @ 1.50 fps) Summary for Pond 13P: CB 3 Inflow Area = 0.053 ac, 35.98% Impervious, Inflow Depth = 2.78" for 100 Year event Inflow = 0.16 cfs @ 12.10 hrs, Volume= 0.012 af Outflow = 0.16 cfs @ 12.10 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.0 min Primary = 0.16 cfs @ 12.10 hrs, Volume= 0.012 af Routed to Pond 12P : CB 4 with cover Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year Rainfall=7.25"Proposed Printed 5/29/2025Prepared by Tighe & Bond Page 63HydroCAD® 10.20-4c s/n 01453 © 2024 HydroCAD Software Solutions LLC Peak Elev= 5.32' @ 12.10 hrs Flood Elev= 7.00' Device Routing Invert Outlet Devices #1 Primary 5.10'12.0" Round Culvert L= 67.4' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 5.10' / 4.70' S= 0.0059 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.16 cfs @ 12.10 hrs HW=5.32' (Free Discharge) 1=Culvert (Barrel Controls 0.16 cfs @ 1.87 fps) APPENDIX E CONSTRUCTION PERIOD EROSION AND SEDIMENTATION CONTROL PLAN Packet Landing Marina Yarmouth, MA May 2025 Prepared for: Woods Hole Group Table of Contents Tighe&Bond i Section 1 Introduction Section 2 Project Information 2.1 Plan Contents ................................................................................2-1 2.2 Project/ Site Information .................................................................2-1 2.3 Nature of the Construction Activity ...................................................2-1 2.4 Sequence and Estimated Dates of Construction Activities ....................2-2 2.4.1 Construction Sequencing ....................................................... 2-2 2.5 Allowable Non-Stormwater Discharges ..............................................2-2 2.6 Site Maps ......................................................................................2-3 Section 3 Erosion and Sediment Controls 3.1 Perimeter Controls .........................................................................3-1 3.2 Sediment Track-Out .......................................................................3-2 3.3 Stockpiled Sediment or Soil .............................................................3-2 3.4 Minimize Dust ................................................................................3-3 3.5 Minimize the Disturbance of Steep Slopes .........................................3-3 3.6 Topsoil/Loam Areas ........................................................................3-4 3.7 Soil Compaction .............................................................................3-4 3.8 Storm Drain Inlets ..........................................................................3-4 3.9 Sediment Traps .............................................................................3-5 3.10 Dewatering Practices ......................................................................3-5 3.11 Site Stabilization ............................................................................3-6 3.11.1 Seeding .............................................................................. 3-6 3.11.2 Mulching ............................................................................. 3-7 3.11.3 Erosion Control Mats or Blankets ............................................ 3-7 Section 4 Pollution Prevention Standards 4.1 Potential Sources of Pollution ...........................................................4-1 4.2 Spill Prevention and Response .........................................................4-1 4.2.1 Federal and State Spill Notification ......................................... 4-2 4.2.2 Local Notification .................................................................. 4-2 4.3 Fueling and Maintenance of Equipment or Vehicles .............................4-3 4.4 Washing of Equipment and Vehicles ..................................................4-3 4.5 Storage, Handling, and Disposal of Construction Products, Materials, and Wastes .........................................................................................4-4 4.5.1 Building Products ................................................................. 4-4 4.5.2 Pesticides, Herbicides, Insecticides, Fertilizers, and Landscaping Materials ............................................................................. 4-4 4.5.3 Diesel Fuel, Oil, Hydraulic Fluids, Other Petroleum Products, and Other Chemicals................................................................... 4-4 4.5.4 Hazardous or Toxic Waste ..................................................... 4-4 Table of Contents Tighe&Bond ii 4.5.5 Construction and Domestic Waste .......................................... 4-5 4.5.6 Sanitary Waste .................................................................... 4-5 4.6 Washing of Applicators and Containers used for Paint, Concrete or Other Materials .......................................................................................4-5 4.7 Fertilizers ......................................................................................4-6 J:\Y\Y0007 Yarmouth\0023 - Packet Landing Marina, 6 Pleasant Street\Permitting\CIV\State\Stormwater\Appendix E - Construction Period LTPPP and Erosion Controls\Construction Period PPP and Erosion and Sediment Controls.doc Tighe&Bond Erosion and Sediment Control Plan i Section 1 Introduction Stormwater runoff from construction activities can have a significant impact on water quality. As stormwater flows over a construction site, it can pick up pollutants like sediment, debris, and chemicals and transport these to a nearby storm sewer system or directly to a river, lake, or coastal water. Polluted stormwater runoff can harm or kill fish and other wildlife. Sedimentation can destroy aquatic habitat, and high volumes of runoff can cause stream bank erosion. Debris can clog waterways and potentially reach the ocean where it can kill marine wildlife and impact habitat. Standard 8 of the Massachusetts Stormwater Standards requires: “a plan to control construction-related impacts including erosion, sedimentation and other pollutant sources during construction and land disturbance activities (construction period erosion, sedimentation, and pollution prevention plan) shall be developed and implemented”. The following Erosion and Sediment Control Plan (ESCP) identifies the requirements to comply with Standard 8. Tighe&Bond Erosion and Sediment Control Plan 2-1 Section 2 Project Information 2.1 Plan Contents This ESCP was developed for the Packet Landing Marina Project in Yarmouth, Massachusetts. This ESCP provides permit-related information to satisfy the requirements of Standard 8 of the Massachusetts Stormwater Handbook. 2.2 Project/ Site Information Project Name and Address Project/Site Name: Packet Landing Marina Project Street/Location: 6 Pleasant St City: Yarmouth State: Massachusetts ZIP Code: 02664 County or Similar Subdivision: Barnstable 2.3 Nature of the Construction Activity General Description of Project The site redevelopment efforts include the following items: 1. Raising the existing seaward portion of the parking lot to a minimum elevation of 7.0 (NAVD 88) 2. Expanding the parking lot to include three (3) additional spaces 3. Installing approximately 370 feet of sheet pile bulkhead with a concrete cap around the seaward perimeter of the site 4. Reconstructing an existing 500 square foot timber loading wharf to an elevation approximately 1.2 feet higher than existing conditions 5. Constructing a raised timber boardwalk at the south end of the facility 6. Constructing a new secure dock access point at the north end of the project site with a new gangway extending to the northern finger float 7. Replacing the existing southern gangway with a longer, aluminum gangway to access the southern finger float 8. Repairing portions of the existing stone revetment with infill stones 9. Repairing and replacing damaged floating dock hardware Size of Construction Project Total size of the property: 1.1 acre Total area expected to be disturbed by the construction activities: 0.6 acre Tighe&Bond Erosion and Sediment Control Plan 2-2 The maximum area expected to be disturbed at any one time (in acres):0.6 TABLE 2-4 Pollutant-Generating Activities Pollutant-Generating Activity Pollutants or Pollutant Constituents (that could be discharged if exposed to stormwater) Site work Soil particles and fines Paving and construction areas Petroleum, concrete, vehicle fluids, paints, solvents Concrete construction Concrete Pavement marking Paint Solid waste storage Construction debris, trash Fertilizing Fertilizers Equipment use Hydraulic Oils/fluids Equipment use Antifreeze/coolant Portable toilets Sewage Staging areas Sediment, gasoline, fuel oil, concrete, vehicle fluids, paints, solvents, fertilizers, adhesives, antifreeze/coolant, hydraulic oil/fluid, etc. 2.4 Sequence and Estimated Dates of Construction Activities The following is an anticipated construction sequence identifying the major components of construction for the project. 2.4.1 Construction Sequencing Estimated Start Date of Construction Activities for this Phase TBD Estimated End Date of Construction Activities for this Phase TBD Estimated Date(s) of Application of Stabilization Measures for Areas of the Site Required to be Stabilized TBD Estimated Date(s) when Stormwater Controls will be Removed TBD 2.5 Allowable Non-Stormwater Discharges Water from non-stormwater sources are allowed when properly managed. The following identifies discharge sources anticipated with the project. Tighe&Bond Erosion and Sediment Control Plan 2-3 TABLE 2-5 List of Allowable Non-Stormwater Discharges Present at the Site Type of Allowable Non-Stormwater Discharge Likely to be Present at Your Site? Location on Site Discharges from emergency fire-fighting activities YES NO Fire hydrant flushings YES NO Landscape irrigation YES NO Waters used to wash vehicles and equipment1 YES NO Water used to control dust YES NO Throughout site Potable water including uncontaminated water line flushings YES NO External building wash down, provided soaps, solvents, and detergents are not used, and external surfaces do not contain hazardous substances (e.g. see Appendix A) (e.g. paint or caulk containing PCBs) YES NO Pavement wash waters2 YES NO Uncontaminated air conditioning or compressor condensate YES NO Uncontaminated, non-turbid discharges of ground water or spring water YES NO Foundation or footing drains3 YES NO Construction dewatering water4 YES NO Throughout site, from excavated trenches 1provided that there is no discharge of soaps, solvents, or detergents used for such purposes 2provided spills or leaks of toxic or hazardous substances have not occurred (unless all spill material has been removed) and where soaps, solvents, and detergents are not used. You are prohibited from directing pavement wash waters directly into any water of the U.S., storm drain inlet, or stormwater conveyance, unless the conveyance is connected to a sediment basin, sediment trap, or similarly effective control; 3where flows are not contaminated with process materials sucks as solvents or contaminated ground water 4discharged in accordance with applicable regulations * All treated (chlorinated) water flushed from water lines shall be disposed of by discharging to the nearest sanitary sewer or by other approved means provided in AWWA. It shall not be discharged to wetlands or waterways. ** No untreated or contaminated groundwater will be discharged to wetlands or waterways. Excess water will be discharged overland in upland areas and allowed to naturally infiltrate in well-drained soils, or discharged to wetlands or streams only after passing through filtration sacks or similar devices. 2.6 Site Maps Site plan have been prepared to provide the Contractor will the minimum requirements for the prevention of erosion and sedimentation due to consruction impacts. Refer to the site plans, provided under seprate cover, for locations of perimeter erosion controls, Tighe&Bond Erosion and Sediment Control Plan 2-4 inlet controls, and construction-period stormwter management features such as sediment traps. Tighe&Bond Erosion and Sediment Control Plan 3-1 Section 3 Erosion and Sediment Controls The Contractor must implement erosion and sediment controls in accordance with the following requirements to minimize the discharge of pollutants in stormwater from construction activities. This project also includes site specific controls and permit conditions which may take precedent and are not included in the following descriptions. The Contractor shall also comply with the requirements in the project’s permits. 3.1 Perimeter Controls Provide perimeter controls to prevent sediment from entering and compromising the adjacent storm drain system. General Roadways and storm drainage components adjacent to the proposed project area will be protected by a row of erosion control barriers. The erosion control barriers will consist of straw wattles or mulch-filled tubes (e.g. compost filter tubes/socks) and siltation fencing placed in a fashion that restricts the contractor(s) to the areas necessary to conduct the work and will generally define the limits of work. The locations of these barriers are shown on the project drawings. Specific Perimeter Controls Perimeter Control Description • Perimeter controls include the installation of a straw wattle or mulch log barrier and siltation fence system around the perimeter of the site. Perform work in accordance with the ESCP. Installation • Temporary erosion control measures shall be installed prior to the start of any earth disturbing activities. • Erosion control barriers shall not be removed until their removal is approved by the Engineer. Maintenance Requirements • The contractor(s) will be required to maintain a reserve supply of erosion control barriers on-site to make repairs, as necessary. • Perimeter control shall be inspected immediately after each rainfall and at least daily during prolonged rainfall. They shall be repaired if there are any signs of erosion or sedimentation below them, any repairs shall be made immediately. If there are signs of undercutting at the center or the edges, or impounding of large volumes of water behind them, sediment barriers shall be replaced with a temporary check dam. • Should the fabric on a barrier decompose or become ineffective prior to the end of the expected usable life and the barrier still is necessary, the fabric shall be replaced promptly. • Sediment deposits should be removed after each storm event. They must be removed when deposits reach approximated 1/3 the height of the barrier. Tighe&Bond Erosion and Sediment Control Plan 3-2 At the conclusion of the project, the erosion control barriers will be removed and properly disposed off-site following the stabilization of disturbed area s. 3.2 Sediment Track-Out General It is the Contractor’s responsibility to take measures to prevent tracking of sediment from the project site. It is also the Contractor’s responsibility to take measures to prevent tracking of sediment from any staging and material storage area. A stone tracking pad and street sweeping apparatus shall be used as necessary to minimize the track-out of sediment onto adjacent streets, other paved areas, and sidewalks from vehicles exiting the construction site. Specific Track-Out Controls Track-Out Controls Description • Street sweeping Maintenance Requirements • The site exit shall be maintained in a condition which will prevent tracking of sediment onto public right-of-way. When washing is required, it shall be done in an area stabilized with aggregate which drains into a sediment trapping controls. • If sediment is tracked out from the site to the surface of off-site streets, other paved areas, and sidewalks, the Contractor shall remove the deposited sediment by the end of the same work day in which the track-out occurs. 3.3 Stockpiled Sediment or Soil General Temporary soil stockpiles shall be surrounded by hay bales or silt fence and shall be stabilized by covering or temporary erosion control seeding. Stockpiles are to be located as far as possible from any surface water. Specific Stockpile Controls Description • Temporary stockpiles of excavated soil may be present at the site as construction progresses. Installation • Install a sediment barrier consisting of silt fencing or straw bales along downgradient perimeter areas of stockpiles. • For piles that will be unused for 14 or more days, temporary stabilization with erosion control seeding shall be used if perimeter controls and/or temporary covering are not sufficient to prevent sediment migration. Maintenance Requirements Tighe&Bond Erosion and Sediment Control Plan 3-3 • Do not hose down or sweep soil or sediment accumulated on pavement or other impervious surfaces into any stormwater conveyance (unless connected to a sediment basin, sediment trap, or similarly effective control), storm drain inlet, or surface water. 3.4 Minimize Dust General The Contactor shall be responsible for the control of dust throughout the construction period. Dust control methods shall include, but be not limited to , sprinkling water or calcium chloride on exposed areas, covering loaded dump trucks leaving the site, and temporary mulching exposed soil areas. Dust control measures shall be utilized to prevent the migration of dust from the site to abutting areas. Specific Dust Controls Description • Prevent dust from becoming a nuisance or hazard. During construction, excavated material and open or stripped areas are to be policed and controlled to prevent spreading of the material. • Dust control measures shall be utilized to prevent the migration of dust from the site to abutting areas. • Ensure that the existing equipment, facilities, and occupied space adjacent to or nearby areas of the work do not come in contact with dust or debris as a result of concrete demolition, excavation or surface preparation. Installation • Dust control methods shall include, but be not limited to, sprinkling water on exposed areas, using calcium chloride, covering loaded dump trucks leaving the site, and temporary mulching. • Use a mechanical street sweeper daily. Maintenance Requirements • During the work on-site, daily all paved road and driveway surfaces shall be scraped and broomed free of excavated materials on a daily basis. Prior to sweeping, or as needed during the work day, the surfaces shall be hosed down or otherwise treated to eliminate active or potential dust conditions and the natural road or wearing surface shall be exposed. 3.5 Minimize the Disturbance of Steep Slopes General All slopes greater than 15% during the regular construction season are to have slope stabilization measures. This applies to all slopes greater than 8% after October 1st. Specific Steep Slope Controls • Where slopes greater than 3:1 will be created, synthetic erosion control fabric is to be utilized in these areas to prevent erosion until permanent vegetation is established. Tighe&Bond Erosion and Sediment Control Plan 3-4 3.6 Topsoil/Loam Areas General All areas not to be paved or otherwise treated shall receive 4 -inch loam and seed. The salvaging of existing loam and topsoil is not anticipated due to the urban nature of the site. Specific Topsoil/Loam Area Controls Description • Erosion of topsoil/ loam areas will be controlled by providing temporary and perminant grass cover. • Where slopes greater than 3:1 will be created, synthetic erosion control fabric will be utilized to prevent erosion until permanent vegetation is established . Installation • Temporary vegetative cover shall be provided to stabilize the site in areas where additional construction activity will not occur for more than 14 calendar days. Maintenance Requirements • Seeding shall be inspected periodically and at a minimum 95% of the soil surface should be covered by vegetation. If any evidence of erosion is apparent, repairs shall be made and additional measures shall be used to prevent further erosion. • Straw mulch, wood fiber mulch, or erosion control blankets shall be applied immediately after seeding. 3.7 Soil Compaction General In areas where final vegetative stabilization is proposed, the Contractor shall prevent excessive compaction by: • Restricting vehicle and equipment use in these locations to avoid excessive soil compaction; or • Prior to seeding or planting areas of exposed soil that have been compacted, use techniques that aerates the soils resulting in conditions that will support vegetative growith. 3.8 Storm Drain Inlets General Provide catch basin inlet protection as per construction drawings and specifications in all catch basins within the vicinity of the earth disturbing activities to protect the stormwater management system from high sediment loads and high velocities, while disturbance due to construction is occurring in the drainage area. Specific Storm Drain Inlet Controls Description Tighe&Bond Erosion and Sediment Control Plan 3-5 • Storm Drain Inlet Controls include the installation of Silt Sacks • Refer to the ESCP for inlet control locations. Installation • Refer to manufacturer recommended specifications and instillation instructions. Maintenance Requirements • Silt sacks shall be inspected immediately after each rainfall and at least daily during prolonged rainfall. They shall be repaired or replaced as needed immediately. • Sediment deposits should be removed after each storm event. They must be cleaned when deposits reach approximated 1/3 the height of the barrier. • The Contractor shall remove the deposited sediment and make any repa irs by the end of the same work day in which the sediment is observed or by the end of the next work day if observation occurs on a non-work day. 3.9 Sediment Traps General Permanent sediment basins are not proposed as part of the final stormwater management system, however, temporary sediment basins or sediment traps may be used during construction to retain runoff and settle out particles prior to discharge from the site. Specific Sediment Basin/Sediment Trap Controls Description • Temporary sediment basins or sediment traps may be excavations or bermed detention areas on site with stabilized discharges. Installation • As required due to site conditions and activities. Maintenance Requirements • Contractor shall periodically remove sediments and dispose of them in an appropriate location. Discharge locations shall be inspected regularly and stabilized as necessary. 3.10 Dewatering Practices General Dewatering is anticipated for this project. Standard dewatering measures will be employed. No untreated groundwater will be discharged to wetlands or waterways. Excess water will be discharged overland in upgradient areas and allowed to naturally infiltrate, or discharged to the drainage system only after passing through filtration sacks or similar devices. Specific Dewatering Practices Tighe&Bond Erosion and Sediment Control Plan 3-6 Dewatering Practice Description • Provide, operate and maintain adequate pumping, diversion and drainage facilities in accordance with the approved dewatering plan to maintain the excavated area sufficiently dry from groundwater and/or surface runoff so as not to adversely affect construction procedures nor cause excessive disturbance of underlying natural ground. Locate dewatering system components so that they do not interfere with construction under this or other contracts. • Install erosion/sedimentation controls for velocity dissipation at point discharges onto non-paved surfaces. Installation • Install sand and gravel, or crushed stone, filters in conjunction with sumps, well points, and/or deep wells to prevent the migration of fines from the existing soil during the dewatering operation. • Transport pumped or drained water without interference to other work, damage to pavement, other surfaces, or property. Pump water through a silt filter bag prior to discharge to grade or drainage system. • Do not discharge water into any separated sanitary sewer system. Maintenance Requirements • Repair any damage resulting from the failure of the dewatering operations and any damage resulting from the failure to maintain all the areas of work in a suitable dry condition. • Take actions necessary to ensure that dewatering discharges comply with permits applicable to the Project. Dispose of water from the trenches and excavations in such a manner as to avoid public nuisance, injury to public health or the environment, damage to public or private property, or damage to the work completed or in progress. 3.11 Site Stabilization General Initiate site stabilization measures immediately whenever earth -disturbing activities have permanently ceased or will be temporarily suspended on any portion of the site for more than 14 days. Complete the stabilization activities within 14 days after the permanent or temporary cessation of earth-disturbing activities. Temporary paving of disturbed areas of existing roads should be completed at a minimum at the end of each week. Use the following stabilization practices to protect exposed soil from erosion and prevent sediment movement. 3.11.1 Seeding Installation • When construction has temporarily or permanently ceased, seeding shall occur immediately in accordance with the project specifications . Maintenance Requirements Tighe&Bond Erosion and Sediment Control Plan 3-7 • Periodic inspections shall occur once a week and after every rainstorm of 0.25 inches or greater until a minimum of 70% of the soil surface is covered by vegetation. 3.11.2 Mulching Installation • When construction has temprorarily or permanently ceased, mulching shall occur immediately, as required, for erosion control while vegetation is being established. Maintenance Requirements • Periodic inspections shall occur once a week and after every rainstorm 0.25 inches or greater. 3.11.3 Erosion Control Mats or Blankets Installation • When construction has temprorarily or permanently ceased, erosion control blanket installation shall occur immediately on slopes greater than 3:1, or as required, for erosion control while vegetation is being established. Maintenance Requirements • Periodic inspections shall occur once a week and after every rainstorm 0.25 inches or greater. Tighe&Bond Erosion and Sediment Control Plan 4-1 Section 4 Pollution Prevention Standards A clean and orderly construction site will reduce the opportunity for pollutants to enter the stormwater runoff stream. The following identifies sources of pollution anticipated on a typical construction site and preventative measures to avoid pollution. 4.1 Potential Sources of Pollution TABLE 4-1 Construction Site Pollutants Pollutant-Generating Activity Pollutants or Pollutant Constituents Location on Site Site work Soil particles and fines Where disturbance is proposed Paving and construction areas Petroleum, concrete, vehicle fluids, paints, solvents Where paving and construction is proposed Concrete construction Concrete Where concrete is proposed Pavement marking Paint Where pavement markings are proposed Solid waste storage Construction debris, trash In dumpster locations Fertilizing Fertilizers In areas of proposed seeding Equipment use Hydraulic Oils/fluids Leaks/broken hoses from equipment Equipment use Antifreeze/coolant Leaks/broken hoses from equipment Portable toilets Sewage Where portable toilets are located Staging areas Sediment, gasoline, fuel oil, concrete, vehicle fluids, paints, solvents, fertilizers, adhesives, antifreeze/coolant, hydraulic oil/fluid, etc. 4.2 Spill Prevention and Response • Manufacturer’s recommended methods for cleanup will be clearly posted and site personnel will be made aware of the procedures and the location of the information and clean up supplies. • Materials and equipment necessary for spill cleanup will be kept in the material storage areas on site. Equipment and materials will include but not be limited to brooms, dustpans, mops, rags, gloves, goggles, kitty litter, sand, sawdust and plastic or metal trash containers specifically for this purpose. • All spills will be cleaned up immediately after discovery. Tighe&Bond Erosion and Sediment Control Plan • The spill area will be kept well ventilated and personnel will wear appropriate protective clothing to prevent injury from contact with hazardous substances. • Spills of toxic or hazardous material will be reported to the appropriate state or local government agency regardless of size. • The Spill Prevention Plan will be adjusted to include measures to prevent this type of spill from recurring and how to cleanup the spill if it recurs. A description of the spill, its cause and the cleanup measures will be included. • The site superintendent responsible for day to day operations will be the Spill Response Coordinator (SRC). The SRC is responsible for decisive actions in the event of a spill at the facility. The SRC will supervise efforts to provide immediate containment of the spill to prevent a more difficult cleanup situation. Cleanup crews will utilize proper spill cleanup materials and employ safe work practices. 4.2.1 Federal and State Spill Notification In accordance with 310 CMR 40.0333, the SRC shall notify the Massachusetts Department of Environmental Protection (Southeast Region) - (508)-946-2700, the Local Emergency Planning Committee (LEPC) and any other authorities or agencies within two hours if an accident or other type of incident results in a release to: • Land o 10 Gallons for more Oils (PCB<500 ppm) o 1 Gallon or more Oils (PCB ≥500 ppm) • Waterways o Any quantity of Oils • Or, triggers the exposure to toxic chemical levels as listed in 301 CMR 40.1600, Revised Massachusetts Contingency Plan The SRC shall notify the National Response Center (NRC) at (800) 424-8802 where a leak, spill, or other release containing a hazardous substance or oil in an amount equal to or in excess of a reportable quantity consistent with Part 2.3.3.4c and established under either 40 CFR Part 110, 40 CFR Part 117, or 40 CFR Part 302, occurs during a 24 - hour period. In either event, the SRC will work with state and federal agencies to ensure that all appropriate forms and reports are submitted in a timely manner. • Note: Trigger volumes for other chemical spills vary. Contact the DEP or a Licensed Site Professional (LSP) for specific guidance on reporting thresholds and requirements for other chemicals. 4.2.2 Local Notification The following local agencies will be called to provide emergency assistance at the facility on the judgment of the SRC: Tighe&Bond Erosion and Sediment Control Plan TABLE 4-2 Emergency Assistance Notification Fire Department 911 or (508) 398-2212 Police Department 911 or (508) 775-0445 Hospital: Cape Cod Hospital (508) 771-1800 Department of Public Works: (508) 398-2231 ext. 1250 4.3 Fueling and Maintenance of Equipment or Vehicles General Efforts shall be made to perform equipment/vehicle fueling and maintenance off-site. If fueling and/or maintenance of equipment of vehicles is performed on site, the following pollution prevention practices must be provided. Specific Pollution Prevention Practices • Site contractor/project manager shall provide an onsite vehicle fueling and maintenance area that is clean and dry. • If possible keep area covered. • Keep a spill kit at the fueling and maintenance area. • Vehicles shall be inspected regularly for leaks and damage. • Use drip pans, drip cloths or absorbent pads when replacing spent fluid. 4.4 Washing of Equipment and Vehicles General Efforts shall be made to perform equipment/vehicle washing and maintenance off-site. If washing of equipment and vehicles is performed on site, the following pollution prevention practices must be provided to minimize the discharge of pollutants. Specific Pollution Prevention Practices • Site contractor/project manager shall provide a proper washing area. • Discharges from washing areas shall be infiltrated or diverted into sanitary sewer system unless no soaps or detergents are used. • If soaps, detergents or solvents are stored onsite over must be provided to prevent these detergents from coming into contact with rainwater. Tighe&Bond Erosion and Sediment Control Plan 4.5 Storage, Handling, and Disposal of Construction Products, Materials, and Wastes 4.5.1 Building Products • Site contractor/project manager shall designate a waste collection area on the site that does not receive a substantial amount of runoff from upland areas and does not drain directly to a water body. • Ensure that containers have lids so they can be covered before periods of rain, and keep containers in a covered area whenever possible. • Schedule waste collection to prevent the containers from overfilling. • Clean up spills immediately. For hazardous materials, follow cleanup instructions on the package. Use an absorbent material such as sawdust or kitty litter to contain the spill. • During the demolition phase of construction, provide extra containers and schedule more frequent pickups. • Collect, remove, and dispose of all construction site wastes at authorized disposal areas. 4.5.2 Pesticides, Herbicides, Insecticides, Fertilizers, and Landscaping Materials • Store new and used materials in a neat, orderly manner in their appropriate containers in a covered area. If storage in a covered area is not possible, the materials shall be covered with polyethylene or polypropylene sheeting to protect them from the elements. • Storage area should include precautions to contain any potential spills. • Immediately contain and clean up any spills with absorbent materials. 4.5.3 Diesel Fuel, Oil, Hydraulic Fluids, Other Petroleum Products, and Other Chemicals • Store new and used petroleum products for vehicles in a neat, orderly manner in their appropriate containers in a covered area. If storage in a covered area is not possible, the materials shall be covered with polyethylene or polypropylene sheeting to protect them from the elements. • Storage area should include precautions to contain any potential spills. • Immediately contain and clean up any spills with absorbent material. • Have equipment available in fuel storage areas and in vehicles to contain and clean up any spills that occur. 4.5.4 Hazardous or Toxic Waste • Store new and used materials in a neat, orderly manner in their appropriate containers in a covered area. If storage in a covered area is not possible, the materials shall be covered with polyethylene or polypropylene sheeting to protect them from the elements. • Storage areas should include precautions to contain any potential spills. Tighe&Bond Erosion and Sediment Control Plan • Immediately contain and clean up any spills with absorbent materials. • Have equipment available in fuel storage areas and in vehicles to contain and clean up any spills that occur. • To prevent leaks, empty and clean hazerdous waste containers before disposing of them. • Never remove the original product label from the container because it contains important safety information. Follow the manufacturer's recommended method of disposal, which should be printed on the label. • Never mix excess products when disposing of them, unless specifically recommended by the manufacturer. 4.5.5 Construction and Domestic Waste • All materials shall be collected and stored in securely lidded receptacles, no construction waste materials will be buried. Clean up immediately if containers overflow. 4.5.6 Sanitary Waste • Portable sanitary units will be provided throughout the course of the project for use by the site contractor/project manager’s employees. A licensed sanitary waste management contractor will regularly collect all sanitary waste from the portable units. Position portable toilets so that they are secure and will not be tipped or knocked over. 4.6 Washing of Applicators and Containers used for Paint, Concrete or Other Materials • The contractors should be encouraged where possible, to use washout facilities at their own plant or dispatch facility from stucco, paint, concrete, form release oils, curing compounds, and other construction materials. • If washout of these materials in done on site: o Direct all washwater into a leak-proof container or leak-proof pit. The container or pit must be designed so that no overflows can occur due to inadequate sizing or precipitation. o Handle washout or cleanout wastes as follows: ▪ Do not dump liquid wastes in the storm sewers ▪ Dispose of liquid wastes in accordance with applicable regulations ▪ Remove and dispose of hardened concrete waste consistent with your handling of other construction wastes in Section 5.5. o Attempts should be made to locate washout area as far away as possible from surface waters and storwmater inlets or conveyances, and to the extend practicable, designate areas to buse for these activities and conduct such activities only in these areas. • Inspect washout facilities daily to detect leaks or tears and to identify when materials need to be removed. Tighe&Bond Erosion and Sediment Control Plan 4.7 Fertilizers If fertilizers are to be used on site, the following requirements shall be followed: • Store new and used materials in a neat, orderly manner in their appropriate containers in a covered area. If storage in a covered area is not possible, the materials shall be covered with polyethylene or polypropylene sheeting to protect them from the elements. • Storage area should include precautions to contain any potential spills. • Immediately contain and clean up any spills with absorbent materials. • Apply at a rate and in amounts consistent with manufacturer’s specifications, or document departures from the manufacturer’s specifications. • Apply at the appropriate time of year for the site, and preferably timed to coincide as closely as possible to the period of maximum vegetation uptake and growth • Avoid applying before heavy rains that could cause excessive nutrients to be discharged • Never apply to frozen ground • Never apply to stormwater conveyance channels with flowing water • Follow all federal, state, tribal, and local requirements regarding fertilizer application. APPENDIX F LONG-TERM POLLUTION PREVENTION AND STORMWATER MANAGEMENT SYSTEM OPERATION AND MAINTENANCE PLAN Packet Landing Marina Yarmouth, MA Prepared for: Woods Hole Group Table of Contents Tighe&Bond i Section 1 Introduction and Purpose Section 2 Responsible Parties Section 3 Long Term Pollution Prevention Plan 3.1 Good Housekeeping ........................................................................3-1 3.2 Potential Sources of Pollution ...........................................................3-1 3.3 General Spill Prevention and Response..............................................3-1 3.3.1 Federal and State Spill Notification ......................................... 3-2 3.3.2 Local Notification .................................................................. 3-2 3.4 Storage, Handling, and Disposal of Materials and Wastes ....................3-3 3.4.1 Pesticides, Herbicides, Insecticides, Fertilizers, and Landscaping Materials ............................................................................. 3-3 3.4.2 Diesel Fuel, Oil, Hydraulic Fluids, Other Petroleum Products, and Other Chemicals................................................................... 3-3 3.4.3 Hazardous or Toxic Waste ..................................................... 3-3 3.4.4 Domestic Waste ................................................................... 3-4 Section 4 Stormwater Management System 4.1 Inspections ....................................................................................4-1 4.1.1 Vegetated Surfaces .............................................................. 4-1 4.1.2 Deep-Sump, Hooded Catch Basins .......................................... 4-1 4.1.3 Proprietary Water Treatment Devices ..................................... 4-2 4.1.4 Subsurface Infiltration System ................................................. 4-2 4.1.5 Trench Drains ........................................................................ 4-2 Section 5 Operation and Maintenance Log Form Section 6 Snow Management & De-Icing Section 7 Estimated O&M Budget Appendices A Stormwater BMP Location Map B Stormceptor O&M Requirements C Retain-It Owner’s Maintenance Manual J:\Y\Y0007 Yarmouth\0023 - Packet Landing Marina, 6 Pleasant Street\Permitting\CIV\State\Stormwater\Appendix F - Stormwater O&M\Long Term Pollution Prevention and Stormwater Management OM Plan.doc Tighe&Bond Long Term O&M Plan 2-1 Section 1 Introduction and Purpose The following Long-Term Pollution Prevention and Stormwater Operations and Maintenance (O&M) Plan has been prepared for the stormwater management system at the proposed the Packet Landing Marina Project in Yarmouth, Massachusetts. The purpose of the plan is to provide guidance and procedures for proper pollution prevention and stormwater management system maintenance following construction completion. The proposed project has been designed in compliance with the Massachusetts Department of Environmental Protection (MassDEP) Stormwater Handbook and the Yarmouth Regulations Governing Construction and Post -construction Stormwater Management of New Developments and Redevelopments to maintain or improve stormwater runoff quality and quantity. The stormwater management system components shall be maintained as recommended in the Massachusetts Stormwater Handbook. Tighe&Bond Long Term O&M Plan 2-1 Section 2 Responsible Parties The Town of Yarmouth is responsible for maintaining and servicing the proposed driveway, paved parking area, utility infrastructure and the stormwater management facilities post-construction. The property is owned by the Town of Yarmouth. During construction, the contractor will be responsible for stormwater management system maintenance. Property Owner: Town of Yarmouth 1146 Route 28 South Yarmouth, MA 02664 Owner Signature, date: Maintenance Contact: Jeffrey Colby, PE 74 Town Brook Road West Yarmouth, MA 02673 508-398-2231 Ext. 1291 Maintenance Contact Signature, date: Tighe&Bond Long Term O&M Plan 3-1 Section 3 Long Term Pollution Prevention Plan 3.1 Good Housekeeping The goal of the good housekeeping policy is to keep the site in a clean and orderly condition. A disorderly site can lead to improper materials management and can reduce the efficiency of any response to potential pollution problems. The following good housekeeping measures will be followed at the site to aid in pollution prevention: • Promptly clean and remove any spills or contamination from vehicles or other services. • Perform preventative maintenance on the structural components of the stormwater system. • Properly dispose of refuse. 3.2 Potential Sources of Pollution The following sources of pollution are anticipated as part of the long -term use of the project. Pollutant-Generating Activity Pollutants or Pollutant Constituents (that could be discharged if exposed to stormwater) Vehicular Access Petroleum, concrete, vehicle fluids, paints, solvents Solid waste storage Construction debris, trash Landscaping Activites Fertilizers, pesticides, herbcides Equipment use Hydraulic oils, fluids, antifreeze, coolant 3.3 General Spill Prevention and Response In the event of a spill, the following procedures shall be followed by the Maintenance Contact or their authorized representative: • Manufacturer’s recommended methods for cleanup will be clearly posted and facility personnel will be made aware of the procedures and the location of the information and clean up supplies. • Materials and equipment necessary for spill cleanup will be kept in the material storage areas at the facility. Equipment and materials will include but not be limited to brooms, dustpans, mops, rags, gloves, goggles, kitty litter, sand, sawdust and plastic or metal trash containers specifically for this purpose. • All spills will be cleaned up immediately after discovery. Section 3 Long Term Pollution Prevention Plan Tighe&Bond Long Term O&M Plan 3-2 • The spill area will be kept well ventilated and personnel will wear appropriate protective clothing to prevent injury from contact with hazardous substances. • Spills of toxic or hazardous material will be reported to the appropriate state or local government agency regardless of size. • The Spill Prevention Plan will be adjusted to include measures to prevent this type of spill from recurring and how to cleanup the spill if it recurs. A description of the spill, its cause and the cleanup measures will be included. • The Maintenance Contact is responsible for day to day operations will be the spill prevention and cleanup coordinator. 3.3.1 Federal and State Spill Notification In accordance with 310 CMR 40.0333, the Maintenance Contact shall notify the Massachusetts Department of Environmental Protection (Southeast Region) - (508)-946- 2700, the Local Emergency Planning Committee (LEPC) (if applicable) and any other authorities or agencies within two hours if an accident or other type of incident results in a release to: • land o 10 Gallons for more Oils (PCB<500 ppm) o 1 Gallon or more Oils (PCB ≥500 ppm) • waterways o Any quantity of Oils • Or, triggers the exposure to toxic chemical levels as listed in 301 CMR 40.1600, Revised Massachusetts Contingency Plan (MPC) The Maintenance Contact shall notify the National Response Center (NRC) at (800) 424-8802 where a leak, spill, or other release containing a hazardous substance or oil in an amount equal to or in excess of a reportable quantity consistent with Part 2.3.3.4c and established under either 40 CFR Part 110, 40 CFR Part 117, or 40 CFR Part 302, occurs during a 24-hour period. In either event, the Maintenance Contact will work with state and federal agencies to ensure that all appropriate forms and reports are submitted in a timely manner. • Note: Trigger volumes for other chemical spills vary. Contact the MassDEP or a Licensed Site Professional (LSP) for specific guidance on reporting thresholds and requirements for other chemicals. 3.3.2 Local Notification The following local agencies will be called to provide emergency assistance at the facility on the judgment of the Maintenance Contact: Fire Department 911 or (508) 398-2212 Police Department 911 or (508) 775-0445 Hospital: Cape Cod Hospital Department of Public Works: (508) 398-2231 ext. 1250 Section 3 Long Term Pollution Prevention Plan Tighe&Bond Long Term O&M Plan 3-3 (508) 771-1800 3.4 Storage, Handling, and Disposal of Materials and Wastes The following procedures shall be followed throughout the facility when storing, handling and disposing of various materials. 3.4.1 Pesticides, Herbicides, Insecticides, Fertilizers, and Landscaping Materials • Store new and used materials in a neat, orderly manner in their appropriate containers in a covered area. If storage in a covered area is not possible, the materials shall be covered with polyethylene or polypropylene sheeting to protect them from the elements. • Storage area should include precautions to contain any potential spills. • Immediately contain and clean up any spills with absorbent materials. • Apply at a rate and in amounts consistent with manufacturer’s specifications, or document departures from the manufacturer’s specifications. • Apply at the appropriate time of year for the site, and preferably timed to coincide as closely as possible to the period of maximum vegetation uptake and growth • Avoid applying before heavy rains that could cause excessive nutrients to be discharged • Never apply to frozen ground • Never apply to stormwater conveyance channels with flowing water • Follow all federal, state, tribal, and local requirements regarding fertilizer application. 3.4.2 Diesel Fuel, Oil, Hydraulic Fluids, Other Petroleum Products, and Other Chemicals • Store new and used petroleum products for vehicles in a neat, orderly manner in their appropriate containers in a covered area. If storage in a covered area is not possible, the materials shall be covered with polyethylene or polypropylene sheeting to protect them from the elements. • Storage area should include precautions to contain any potential spills. • Immediately contain and clean up any spills with absorbent material. • Have equipment available in fuel storage areas and in vehicles to contain and clean up any spills that occur. 3.4.3 Hazardous or Toxic Waste • Store new and used materials in a neat, orderly manner in their appropriate containers in a covered area. If storage in a covered area is not possible, the materials shall be covered with polyethylene or polypropylene sheeting to protect them from the elements. Section 3 Long Term Pollution Prevention Plan Tighe&Bond Long Term O&M Plan 3-4 • Storage areas should include precautions to contain any potential spills. • Immediately contain and clean up any spills with absorbent materials. • Have equipment available in fuel storage areas and in vehicles to contain and clean up any spills that occur. • To prevent leaks, empty and clean hazerdous waste containers before disposing of them. • Never remove the original product label from the container because it contains important safety information. Follow the manufacturer's recommended method of disposal, which should be printed on the label. • Never mix excess products when disposing of them, unless specifically recommended by the manufacturer. 3.4.4 Domestic Waste • Site property manager shall designate a waste collection area on the site that does not receive a substantial amount of runoff from upland areas and does not drain directly to a water body. • Ensure that containers have lids so they can be covered before periods of rain and keep containers in a covered area whenever possible. • Schedule waste collection to prevent the containers from overfilling. • Clean up spills immediately. For hazardous materials, follow cleanup instructions on the package. Use an absorbent material such as sawdust or kitty litter to contain the spill. Tighe&Bond Long Term O&M Plan 4-1 Section 4 Stormwater Management System The on-site stormwater management system is comprised of a series of deep -sump catch basins, one drainage manhole, one proprietary water quality unit, a trench drain, and a subsurface infiltration system. Runoff from the project area is collected and piped to the proprietary treatment unit for pretreatment, and then piped to the subsurface infiltration system for infiltration. See the attached Figure 1 in Appendix A for the location of the various described components of the Stormwater Management System. 4.1 Inspections Inspections will be performed in accordance with the Massachusetts Department of Environmental Protection (MassDEP) Stormwater Handbook. Figure 1, provided in Appendix A, identifies the location of each BMP to be inspected and maintained as described in this Section. All inspections should be logged using the Inspection Forms provided in Section 5. The following stormwater management system features will be evaluated during each inspection: 4.1.1 Vegetated Surfaces Inspection Frequency: Bi-annually in Summer and Winter Special Inspection Event(s): Spring Snow Melt All vegetative surfaces will be observed to identify locations of settlement, erosion and other impacts. Areas of settlement and erosion that may result in a discharge of sediment into Waters of the Commonwealth shall be repaired and restored to a vegetated condition. 4.1.2 Deep-Sump, Hooded Catch Basins Inspection Frequency: Quarterly Special Inspection Event(s): Rainfall greater than 0.5 inches Deep sump catch basins should be inspected at least four times per year. The Visual inspection should ascertain that the catch basin is functioning properly (i.e. no blockages or obstructions to the outlet and/or hood) and to measure the amount of solid materials that have accumulated in the sump. This can be done with a calibrated dipstick, tape measure or other measuring instrument so that the depth of deposition in the sump can be tracked. Inspections should be completed visually from the ground level. If further investigation is warranted that requires entering the structure, all applicable Confined Space Entry safety regulations and procedures must be followed per 29 CFR 1910.146. Deep sump catch basins should be cleaned four times per year or whenever the depth of the sediment is greater than or equal to one half the depth from the bottom of the invert of the lowest pipe in the basin. Cleanings should also be conducted at the end of the foliage and snow-removal seasons. Clamshell buckets can be used to remove sediment. Section 4 Stormwater Management System Tighe&Bond Long Term O&M Plan 4-2 However, vacuum trucks will remove more trapped sediment, are more expedient, and are less likely to damage hoods on outlet pipes. Disposal of sediment removed from catch basins must be disposed of in accordance with local, state and federal requirements. 4.1.3 Proprietary Water Treatment Devices Inspection Frequency: Per manufacturer recommendations Special Inspection Event(s): Rainfall greater than 0.5 inches Structural Water Quality Units (WQU) will be observed in accordance with manufacturer recommendations. Units are to be cleaned as directed by the manufacturer. Manufacturer recommended O&M requirements are provided in Appendix B. 4.1.4 Subsurface Infiltration System Inspection Frequency: Per manufacturer recommendations Special Inspection Event(s): To be observed in accordance with manufacturer recommendations. Units are to be cleaned as directed by the manufacturer. Manufacturer recommended O&M requirements are provided in Appendix C. 4.1.5 Trench Drains Inspection Frequency: Bi-annually Special Inspection Event(s): Rainfall greater than 3 inches Trench drains should be inspected twice a year as well as after significant rain events. They should be observed for trash accumulation and signs of clogging. Tighe&Bond Long Term O&M Plan 5-1 Section 5 Operation and Maintenance Log Form Date: Person conducting Inspection: Reason for Inspection (Routine / Significant Rainfall): Stormwater Management System Components: Vegetated Surface Component inspected during this inspection Any Repair Necessary Other Comments Deep-Sump Hooded Catch Basins Component inspected during this inspection Any Repair Necessary Other Comments Proprietary Water Quality Units Component inspected during this inspection Any Repair Necessary Other Comments Subsurface Infiltration Chambers Component inspected during this inspection Any Repair Necessary Other Comments Other Comments Trench Drains Component inspected during this inspection Any Repair Necessary Other Comments Other Comments Tighe&Bond Long Term O&M Plan 6-1 Section 6 Snow Management & De-Icing Snow removal will occur along the proposed access driveway and parking area. Snow storage should not be in or adjacent to wetland areas nor block drainage to surface inlets (e.g. catch basins). Applications of chemical de-icing may be applied along with sand for the roads, main entrances, stop sign areas, and sidewalks. Apply only as needed using minimum quantities. Small quantities of deicers may be mixed with sand or sprayed on hard to maintain areas. Sweep or clean up accumulated sand, sidewalks, steps, and roads as soon as possible after the road surface clears. Tighe&Bond Long Term O&M Plan 7-1 Section 7 Estimated O&M Budget The following estimated O&M Budget includes the inspections and maintenance activities previously described on an annual basis. Maintenance Component Quantity Frequency (per year) Unit Cost Annual Cost Vegetated Surfaces - 2 $100 $200 Catch Basin Inspection 4 4 $100 $1,600 Catch Basin Sediment Removal 4 2 $1,000 $8,000 Proprietary Water Quality Unit 1 Varies Varies Varies Subsurface Infiltration System 1 4 $500 $2,000 Trench Drain 1 2 $100 $200 Total Annual Estimated Budget $12,000+ \\Tighebond.com\data\Data\Projects\Y\Y0007 Yarmouth\0023 - Packet Landing Marina, 6 Pleasant Street\Permitting\CIV\State\Stormwater\Appendix F - Stormwater O&M\Long Term Pollution Prevention and Stormwater Management OM Plan.doc Section 7 Maintenance Contacts Tighe&Bond Appendix A Figure 1 – BMP Location Figure XX X X X X X X P P P P P PP PP PP P P D D 657D78 77 D 7DYH 6.57 N PACKET LANDING MARINA YARMOUTH, MA SCALE: DATE: FIGURE MAY 2025 1" = 50' 1 BMP LOCATION FIGURE SUBSURFACE INFILTRATION SYSTEM WATER QUALITY UNIT DEEP-SUMP, HOODED CATCH BASIN DEEP-SUMP, HOODED CATCH BASIN DRAINAGE MANHOLE TRENCH DRAIN DEEP-SUMP, HOODED CATCH BASIN WITH MANHOLE COVER Section 7 Maintenance Contacts Tighe&Bond Appendix B Stormcepter O&M Requirements Stormceptor® STC Operation and Maintenance Guide ENGINEERED SOLUTIONS 2 Stormceptor® Operation and Maintenance Guide Stormceptor Design Notes • Only the STC 450i is adaptable to function with a catch basin inlet and/or inline pipes. • Only the Stormceptor models STC 450i to STC 7200 may accommodate multiple inlet pipes. Inlet and outlet invert elevation differences are as follows: Maximum inlet and outlet pipe diameters: • The inlet and in-line Stormceptor units can accommodate turns to a maximum of 90 degrees. • Minimum distance from top of grade to crown is 2 feet (0.6 m) • Submerged conditions. A unit is submerged when the standing water elevation at the proposed location of the Stormceptor unit is greater than the outlet invert elevation during zero flow conditions. In these cases, please contact your local Stormceptor representative and provide the following information: • Top of grade elevation • Stormceptor inlet and outlet pipe diameters and invert elevations • Standing water elevation • Stormceptor head loss, K = 1.3 (for submerged condition, K = 4) Inlet and Outlet Pipe Invert Elevations Differences Inlet Pipe Configuration STC 450i STC 900 to STC 7200 STC 11000 to STC 16000 Single inlet pipe 3 in. (75 mm)1 in. (25 mm)3 in. (75 mm) Multiple inlet pipes 3 in. (75 mm)3 in. (75 mm)Only one inlet pipe. Inlet/Outlet Configuration Inlet Unit STC 450i In-Line Unit STC 900 to STC 7200 Series* STC 11000 to STC 16000 Straight Through 24 inch (600 mm)42 inch (1050 mm)60 inch (1500 mm) Bend (90 degrees)18 inch (450 mm)33 inch (825 mm)33 inch (825 mm) Stormceptor® Operation and Maintenance Guide 3 OPERATION AND MAINTENANCE GUIDE Table of Content 1. About Stormceptor ......................................................................................................................................................................4 2. Stormceptor Design Overview ......................................................................................................................................................4 3. Key Operation Features ................................................................................................................................................................6 4. Stormceptor Product Line .............................................................................................................................................................7 5. Sizing the Stormceptor System...................................................................................................................................................10 6. Spill Controls ..............................................................................................................................................................................12 7. Stormceptor Options ..................................................................................................................................................................14 8. Comparing Technologies ............................................................................................................................................................17 9. Testing ........................................................................................................................................................................................18 10. Installation .................................................................................................................................................................................18 11. Stormceptor Construction Sequence ..........................................................................................................................................18 12. Maintenance ..............................................................................................................................................................................19 4 Stormceptor® Operation and Maintenance Guide 1. About Stormceptor The Stormceptor® STC (Standard Treatment Cell) was developed by Imbrium™ Systems to address the growing need to remove and isolate pollution from the storm drain system before it enters the environment. The Stormceptor STC targets hydrocarbons and total suspended solids (TSS) in stormwater runoff. It improves water quality by removing contaminants through the gravitational settling of fine sediments and floatation of hydrocarbons while preventing the re-suspension or scour of previously captured pollutants. The development of the Stormceptor STC revolutionized stormwater treatment, and created an entirely new category of environmental technology. Protecting thousands of waterways around the world, the Stormceptor System has set the standard for effective stormwater treatment. 1.1. Patent Information The Stormceptor technology is protected by the following patents: • Australia Patent No. 693,164 • 693,164 • 707,133 • 729,096 • 779401 • Austrian Patent No. 289647 • Canadian Patent No 2,009,208 •2,137,942 • 2,175,277 • 2,180,305 • 2,180,383 • 2,206,338 • 2,327,768 (Pending) • China Patent No 1168439 • Denmark DK 711879 • German DE 69534021 • Indonesian Patent No 16688 • Japan Patent No 9-11476 (Pending) • Korea 10-2000-0026101 (Pending) • Malaysia Patent No PI9701737 (Pending) • New Zealand Patent No 314646 • United States Patent No 4,985,148 • 5,498,331 • 5,725,760 • 5,753,115 • 5,849,181 • 6,068,765 • 6,371,690 • Stormceptor OSR Patent Pending • Stormceptor LCS Patent Pending 2. Stormceptor Design Overview 2.1. Design Philosophy The patented Stormceptor System has been designed to focus on the environmental objective of providing long-term pollution control. The unique and innovative Stormceptor design allows for continuous positive treatment of runoff during all rainfall events, while ensuring that all captured pollutants are retained within the system, even during intense storm events. An integral part of the Stormceptor design is PCSWMM for Stormceptor - sizing software developed in conjunction with Computational Hydraulics Inc. (CHI) and internationally acclaimed expert, Dr. Bill James. Using local historical rainfall data and continuous simulation modeling, this software allows a Stormceptor unit to be designed for each individual site and the corresponding water quality objectives. By using PCSWMM for Stormceptor, the Stormceptor System can be designed to remove a wide range of particles (typically from 20 to 2,000 microns), and can also be customized to remove a specific particle size distribution (PSD). The specified PSD should accurately reflect what is in the stormwater runoff to ensure the device is achieving the desired water quality objective. Since stormwater runoff contains small particles (less than 75 microns), it is important to design a treatment system to remove smaller particles in addition to coarse particles. Stormceptor® Operation and Maintenance Guide 5 2.2. Benefits The Stormceptor System removes free oil and suspended solids from stormwater, preventing spills and non-point source pollution from entering downstream lakes and rivers. The key benefits, capabilities and applications of the Stormceptor System are as follows: • Provides continuous positive treatment during all rainfall events • Can be designed to remove over 80% of the annual sediment load • Removes a wide range of particles • Can be designed to remove a specific particle size distribution (PSD) • Captures free oil from stormwater • Prevents scouring or re-suspension of trapped pollutants • Pre-treatment to reduce maintenance costs for downstream treatment measures (ponds, swales, detention basins, filters) • Groundwater recharge protection • Spills capture and mitigation • Simple to design and specify • Designed to your local watershed conditions • Small footprint to allow for easy retrofit installations • Easy to maintain (vacuum truck) • Multiple inlets can connect to a single unit • Suitable as a bend structure • Pre-engineered for traffic loading (minimum AASHTO HS-20) • Minimal elevation drop between inlet and outlet pipes • Small head loss • Additional protection provided by an 18” (457 mm) fiberglass skirt below the top of the insert, for the containment of hydrocarbons in the event of a spill. 2.3. Environmental Benefit Freshwater resources are vital to the health and welfare of their surrounding communities. There is increasing public awareness, government regulations and corporate commitment to reducing the pollution entering our waterways. A major source of this pollution originates from stormwater runoff from urban areas. Rainfall runoff carries oils, sediment and other contaminants from roads and parking lots discharging directly into our streams, lakes and coastal waterways. The Stormceptor System is designed to isolate contaminants from getting into the natural environment. The Stormceptor technology provides protection for the environment from spills that occur at service stations and vehicle accident sites, while also removing contaminated sediment in runoff that washes from roads and parking lots. 6 Stormceptor® Operation and Maintenance Guide 3. Key Operation Features 3.1. Scour Prevention A key feature of the Stormceptor System is its patented scour prevention technology. This innovation ensures pollutants are captured and retained during all rainfall events, even extreme storms. The Stormceptor System provides continuous positive treatment for all rainfall events, including intense storms. Stormceptor slows incoming runoff, controlling and reducing velocities in the lower chamber to create a non-turbulent environment that promotes free oils and floatable debris to rise and sediment to settle. The patented scour prevention technology, the fiberglass insert, regulates flows into the lower chamber through a combination of a weir and orifice while diverting high energy flows away through the upper chamber to prevent scouring. Laboratory testing demonstrated no scouring when tested up to 125% of the unit’s operating rate, with the unit loaded to 100% sediment capacity (NJDEP, 2005). Second, the depth of the lower chamber ensures the sediment storage zone is adequately separated from the path of flow in the lower chamber to prevent scouring. 3.2. Operational Hydraulic Loading Rate Designers and regulators need to evaluate the treatment capacity and performance of manufactured stormwater treatment systems. A commonly used parameter is the “operational hydraulic loading rate” which originated as a design methodology for wastewater treatment devices. Operational hydraulic loading rate may be calculated by dividing the flow rate into a device by its settling area. This represents the critical settling velocity that is the prime determinant to quantify the influent particle size and density captured by the device. PCSWMM for Stormceptor uses a similar parameter that is calculated by dividing the hydraulic detention time in the device by the fall distance of the sediment. Where: vSC = critical settling velocity, ft/s (m/s) H = tank depth, ft (m) ØH = hydraulic detention time, ft/s (m/s) Q = volumetric flow rate, ft3/s (m3/s) AS = surface area, ft2 (m2) (Tchobanoglous, G. and Schroeder, E.D. 1987. Water Quality. Addison Wesley.) Unlike designing typical wastewater devices, stormwater systems are designed for highly variable flow rates including intense peak flows. PCSWMM for Stormceptor incorporates all of the flows into its calculations, ensuring that the operational hydraulic loading rate is considered not only for one flow rate, but for all flows including extreme events. 3.3. Double Wall Containment The Stormceptor System was conceived as a pollution identifier to assist with identifying illicit discharges. The fiberglass insert has a continuous skirt that lines the concrete barrel wall for a depth of 18 inches (457 mm) that provides double wall containment for hydrocarbons storage. This protective barrier ensures that toxic floatables do not migrate through the concrete wall into the surrounding soils. vSC = H = Q 6H AS Stormceptor® Operation and Maintenance Guide 7 4. Stormceptor Product Line 4.1. Stormceptor Models A summary of Stormceptor models and capacities are listed in Table 1. NOTE: Storage volumes may vary slightly from region to region. For detailed information, contact your local Stormceptor representative. 4.2. Inline Stormceptor The Inline Stormceptor, Figure 1, is the standard design for most stormwater treatment applications. The patented Stormceptor design allows the Inline unit to maintain continuous positive treatment of total suspended solids (TSS) year-round, regardless of flow rate. The Inline Stormceptor is composed of a precast concrete tank with a fiberglass insert situated at the invert of the storm sewer pipe, creating an upper chamber above the insert and a lower chamber below the insert. Table 1. Stormceptor Models Stormceptor Model Total Storage Volume U.S. Gal (L)Hydrocarbon Storage Capacity U.S. Gal (L)Maximum Sediment Capacity ft3 (L) STC 450i 470 (1,780)86 (330)46 (1,302) STC 900 952 (3,600)251 (950)89 (2,520) STC 1200 1,234 (4,670)251 (950)127 (3,596) STC 1800 1,833 (6,940)251 (950)207 (5,861) STC 2400 2,462 (9,320)840 (3,180)205 (5,805) STC 3600 3,715 (1,406)840 (3,180)373 (10,562) STC 4800 5,059 (1,950)909 (3,440)543 (15,376) STC 6000 6,136 (23,230)909 (3,440)687 (19,453) STC 7200 7,420 (28,090)1,059 (4,010)839 (23,757) STC 11000 11,194 (42,370)2,797 (10, 590)1,086 (30,752) STC 13000 13,348 (50,530)2,797 (10, 590)1,374 (38,907) STC 16000 15,918 (60,260)3,055 (11, 560)1,677 (47,487) 8 Stormceptor® Operation and Maintenance Guide Operation As water flows into the Stormceptor unit, it is slowed and directed to the lower chamber by a weir and drop tee. The stormwater enters the lower chamber, a non-turbulent environment, allowing free oils to rise and sediment to settle. The oil is captured underneath the fiberglass insert and shielded from exposure to the concrete walls by a fiberglass skirt. After the pollutants separate, treated water continues up a riser pipe, and exits the lower chamber on the downstream side of the weir before leaving the unit. During high flow events, the Stormceptor System’s patented scour prevention technology ensures continuous pollutant removal and prevents re-suspension of previously captured pollutants. Technical Manual 6 Figure 1. Inline Stormceptor Operation As water flows into the Stormceptor unit, it is slowed and directed to the lower chamber by a weir and drop tee. The stormwater enters the lower chamber, a non-turbulent environment, allowing free oils to rise and sediment to settle. The oil is captured underneath the fiberglass insert and shielded from exposure to the concrete walls by a fiberglass skirt. After the pollutants separate, treated water continues up a riser pipe, and exits the lower chamber on the downstream side of the weir before leaving the unit. During high flow events, the Stormceptor System’s patented scour prevention technology ensures continuous pollutant removal and prevents re-suspension of previously captured pollutants. 4.3. Inlet Stormceptor The Inlet Stormceptor System, Figure 2, was designed to provide protection for parking lots, loading bays, gas stations and other spill-prone areas. The Inlet Stormceptor is designed to remove sediment from stormwater introduced through a grated inlet, a storm sewer pipe, or both. Stormceptor® Operation and Maintenance Guide 9 4.3. Inlet Stormceptor The Inlet Stormceptor System, Figure 2, was designed to provide protection for parking lots, loading bays, gas stations and other spill-prone areas. The Inlet Stormceptor is designed to remove sediment from stormwater introduced through a grated inlet, a storm sewer pipe, or both. The Inlet Stormceptor design operates in the same manner as the Inline unit, providing continuous positive treatment, and ensuring that captured material is not re-suspended. 4.4. Series Stormceptor Designed to treat larger drainage areas, the Series Stormceptor System, Figure 3, consists of two adjacent Stormceptor models that function in parallel. This design eliminates the need for additional structures and piping to reduce installation costs. Technical Manual 7 Figure 2. Inlet Stormceptor The Inlet Stormceptor design operates in the same manner as the Inline unit, providing continuous positive treatment, and ensuring that captured material is not re-suspended. 4.4. Series Stormceptor Designed to treat larger drainage areas, the Series Stormceptor System, Figure 3, consists of two adjacent Stormceptor models that function in parallel. This design eliminates the need for additional structures and piping to reduce installation costs. 10 Stormceptor® Operation and Maintenance Guide The Series Stormceptor design operates in the same manner as the Inline unit, providing continuous positive treatment, and ensuring that captured material is not re-suspended. 5. Sizing the Stormceptor System The Stormceptor System is a versatile product that can be used for many different aspects of water quality improvement. While addressing these needs, there are conditions that the designer needs to be aware of in order to size the Stormceptor model to meet the demands of each individual site in an efficient and cost-effective manner. PCSWMM for Stormceptor is the support tool used for identifying the appropriate Stormceptor model. In order to size a unit, it is recommended the user follow the seven design steps in the program. The steps are as follows: STEP 1 – Project Details The first step prior to sizing the Stormceptor System is to clearly identify the water quality objective for the development. It is recommended that a level of annual sediment (TSS) removal be identified and defined by a particle size distribution. STEP 2 – Site Details Identify the site development by the drainage area and the level of imperviousness. It is recommended that imperviousness be calculated based on the actual area of imperviousness based on paved surfaces, sidewalks and rooftops. STEP 3 – Upstream Attenuation The Stormceptor System is designed as a water quality device and is sometimes used in conjunction with onsite water quantity control devices such as ponds or underground detention systems. When possible, a greater benefit is typically achieved when installing a Stormceptor unit upstream of a detention facility. By placing the Stormceptor unit upstream of a detention structure, a benefit of less maintenance of the detention facility is realized. Technical Manual 8 Figure 3. Series System The Series Stormceptor design operates in the same manner as the Inline unit, providing continuous positive treatment, and ensuring that captured material is not re-suspended. 5. Sizing the Stormceptor System The Stormceptor System is a versatile product that can be used for many different aspects of water quality improvement. While addressing these needs, there are conditions that the designer needs to be aware of in order to size the Stormceptor model to meet the demands of each individual site in an efficient and cost-effective manner. PCSWMM for Stormceptor is the support tool used for identifying the appropriate Stormceptor model. In order to size a unit, it is recommended the user follow the seven design steps in the program. The steps are as follows: STEP 1 – Project Details The first step prior to sizing the Stormceptor System is to clearly identify the water quality objective for the development. It is recommended that a level of annual sediment (TSS) removal be identified and defined by a particle size distribution. Stormceptor® Operation and Maintenance Guide 11 STEP 4 – Particle Size Distribution It is critical that the PSD be defined as part of the water quality objective. PSD is critical for the design of treatment system for a unit process of gravity settling and governs the size of a treatment system. A range of particle sizes has been provided and it is recommended that clays and silt-sized particles be considered in addition to sand and gravel-sized particles. Options and sample PSDs are provided in PCSWMM for Stormceptor. The default particle size distribution is the Fine Distribution, Table 2, option. If the objective is the long-term removal of 80% of the total suspended solids on a given site, the PSD should be representative of the expected sediment on the site. For example, a system designed to remove 80% of coarse particles (greater than 75 microns) would provide relatively poor removal efficiency of finer particles that may be naturally prevalent in runoff from the site. Since the small particle fraction contributes a disproportionately large amount of the total available particle surface area for pollutant adsorption, a system designed primarily for coarse particle capture will compromise water quality objectives. STEP 5 – Rainfall Records Local historical rainfall has been acquired from the U.S. National Oceanic and Atmospheric Administration, Environment Canada and regulatory agencies across North America. The rainfall data provided with PCSMM for Stormceptor provides an accurate estimation of small storm hydrology by modeling actual historical storm events including duration, intensities and peaks. STEP 6 – Summary At this point, the program may be executed to predict the level of TSS removal from the site. Once the simulation has completed, a table shall be generated identifying the TSS removal of each Stormceptor unit. STEP 7 – Sizing Summary Performance estimates of all Stormceptor units for the given site parameters will be displayed in a tabular format. The unit that meets the water quality objective, identified in Step 1, will be highlighted. Table 2. Fine Distribution Particle Size Distribution Specific Gravity 20 20%1.3 60 20%1.8 150 20%2.2 400 20%2.65 2000 20%2.65 12 Stormceptor® Operation and Maintenance Guide 5.1. PCSWMM for Stormceptor The Stormceptor System has been developed in conjunction with PCSWMM for Stormceptor as a technological solution to achieve water quality goals. Together, these two innovations model, simulate, predict and calculate the water quality objectives desired by a design engineer for TSS removal. PCSWMM for Stormceptor is a proprietary sizing program which uses site specific inputs to a computer model to simulate sediment accumulation, hydrology and long-term total suspended solids removal. The model has been calibrated to field monitoring results from Stormceptor units that have been monitored in North America. The sizing methodology can be described by three processes: 1. Determination of real time hydrology 2. Buildup and wash off of TSS from impervious land areas 3. TSS transport through the Stormceptor (settling and discharge). The use of a calibrated model is the preferred method for sizing stormwater quality structures for the following reasons: x The hydrology of the local area is properly and accurately incorporated in the sizing (distribution of flows, flow rate ranges and peaks, back-to-back storms, inter-event times) x The distribution of TSS with the hydrology is properly and accurately considered in the sizing x Particle size distribution is properly considered in the sizing x The sizing can be optimized for TSS removal x The cost benefit of alternate TSS removal criteria can be easily assessed x The program assesses the performance of all Stormceptor models. Sizing may be selected based on a specific water quality outcome or based on the Maximum Extent Practicable For more information regarding PCSWMM for Stormceptor, contact your local Stormceptor representative, or visit www.imbriumsystems.com to download a free copy of the program. 5.2. Sediment Loading Characteristics The way in which sediment is transferred to stormwater can have a considerable effect on which type of system is implemented. On typical impervious surfaces (e.g. parking lots) sediment will build over time and wash off with the next rainfall. When rainfall patterns are examined, a short intense storm will have a higher concentration of sediment than a long slow drizzle. Together with rainfall data representing the site’s typical rainfall patterns, sediment loading characteristics play a part in the correct sizing of a stormwater quality device. Typical Sites For standard site design of the Stormceptor System, PCSWMM for Stormceptor is utilized to accurately assess the unit’s performance. As an integral part of the product’s design, the program can be used to meet local requirements for total suspended solid removal. Typical installations of manufactured stormwater treatment devices would occur on areas such as paved parking lots or paved roads. These are considered “stable” surfaces which have non – erodible surfaces. Unstable Sites While standard sites consist of stable concrete or asphalt surfaces, sites such as gravel parking lots, or maintenance yards with stockpiles of sediment would be classified as “unstable”. These types of sites do not exhibit first flush characteristics, are highly erodible and exhibit atypical sediment loading characteristics and must therefore be sized more carefully. Contact your local Stormceptor representative for assistance in selecting a proper unit sized for such unstable sites. 6. Spill Controls When considering the removal of total petroleum hydrocarbons (TPH) from a storm sewer system there are two functions of the system: oil removal, and spill capture. ‘Oil Removal’ describes the capture of the minute volumes of free oil mobilized from impervious surfaces. In this instance relatively low concentrations, volumes and flow rates are considered. While the Stormceptor unit will still provide an appreciable oil removal function during higher flow events and/or with higher TPH concentrations, desired effluent limits may be exceeded under these conditions. Stormceptor® Operation and Maintenance Guide 13 Technical Manual 12 level alarm is designed to trigger at approximately 85% of the unit’s available depth level for oil capture. The feature acts as a safeguard against spills caused by exceeding the oil storage capacity of the separator and eliminates the need for manual oil level inspection. The oil level alarm installed on the Stormceptor insert is illustrated in Figure 4. Figure 4. Oil level alarm 6.2. Increased Volume Storage Capacity The Stormceptor unit may be modified to store a greater spill volume than is typically available. Under such a scenario, instead of installing a larger than required unit, modifications can be made to the recommended Stormceptor model to accommodate larger volumes. Contact your local Stormceptor representative for additional information and assistance for modifications. 7. Stormceptor Options The Stormceptor System allows flexibility to incorporate to existing and new storm drainage infrastructure. The following section identifies considerations that should be reviewed when installing the system into a drainage network. For conditions that fall outside of the recommendations in this section, please contact your local Stormceptor representative for further guidance. 7.1. Installation Depth Minimum Cover The minimum distance from the top of grade to the crown of the inlet pipe is 24 inches (600 mm). For situations that have a lower minimum distance, contact your local Stormceptor representative. 7.2. Maximum Inlet and Outlet Pipe Diameters Maximum inlet and outlet pipe diameters are illustrated in Figure 5. Contact your local Stormceptor representative for larger pipe diameters. ‘Spill Capture’ describes a manner of TPH removal more appropriate to recovery of a relatively high volume of a single phase deleterious liquid that is introduced to the storm sewer system over a relatively short duration. The two design criteria involved when considering this manner of introduction are overall volume and the specific gravity of the material. A standard Stormceptor unit will be able to capture and retain a maximum spill volume and a minimum specific gravity. For spill characteristics that fall outside these limits, unit modifications are required. Contact your local Stormceptor Representative for more information. One of the key features of the Stormceptor technology is its ability to capture and retain spills. While the standard Stormceptor System provides excellent protection for spill control, there are additional options to enhance spill protection if desired. 6.1. Oil Level Alarm The oil level alarm is an electronic monitoring system designed to trigger a visual and audible alarm when a pre-set level of oil is reached within the lower chamber. As a standard, the oil level alarm is designed to trigger at approximately 85% of the unit’s available depth level for oil capture. The feature acts as a safeguard against spills caused by exceeding the oil storage capacity of the separator and eliminates the need for manual oil level inspection. The oil level alarm installed on the Stormceptor insert is illustrated in Figure 4. 6.2. Increased Volume Storage Capacity The Stormceptor unit may be modified to store a greater spill volume than is typically available. Under such a scenario, instead of installing a larger than required unit, modifications can be made to the recommended Stormceptor model to accommodate larger volumes. Contact your local Stormceptor representative for additional information and assistance for modifications. 14 Stormceptor® Operation and Maintenance Guide 7. Stormceptor Options The Stormceptor System allows flexibility to incorporate to existing and new storm drainage infrastructure. The following section identifies considerations that should be reviewed when installing the system into a drainage network. For conditions that fall outside of the recommendations in this section, please contact your local Stormceptor representative for further guidance. 7.1. Installation Depth Minimum Cover The minimum distance from the top of grade to the crown of the inlet pipe is 24 inches (600 mm). For situations that have a lower minimum distance, contact your local Stormceptor representative. 7.2. Maximum Inlet and Outlet Pipe Diameters Maximum inlet and outlet pipe diameters are illustrated in Figure 5. Contact your local Stormceptor representative for larger pipe diameters Technical Manual 13 Figure 5. Maximum pipe diameters for straight through and bend applications *The bend should only be incorporated into the second structure (downstream structure) of the Series Stormceptor System 7.3. Bends The Stormceptor System can be used to change horizontal alignment in the storm drain network up to a maximum of 90 degrees. Figure 6 illustrates the typical bend situations of the Stormceptor System. Bends should only be applied to the second structure (downstream structure) of the Series Stormceptor System. 7.3. Bends The Stormceptor System can be used to change horizontal alignment in the storm drain network up to a maximum of 90 degrees. Figure 6 illustrates the typical bend situations of the Stormceptor System. Bends should only be applied to the second structure (downstream structure) of the Series Stormceptor System. Stormceptor® Operation and Maintenance Guide 15 Technical Manual 14 Figure 6. Maximum bend angles 7.4. Multiple Inlet Pipes The Inlet and Inline Stormceptor System can accommodate two or more inlet pipes. The maximum number of inlet pipes that can be accommodated into a Stormceptor unit is a function of the number, alignment and diameter of the pipes and its effects on the structural integrity of the precast concrete. When multiple inlet pipes are used for new developments, each inlet pipe shall have an invert elevation 3 inches (75 mm) higher than the outlet pipe invert elevation. 7.4. Multiple Inlet Pipes The Inlet and Inline Stormceptor System can accommodate two or more inlet pipes. The maximum number of inlet pipes that can be accommodated into a Stormceptor unit is a function of the number, alignment and diameter of the pipes and its effects on the structural integrity of the precast concrete. When multiple inlet pipes are used for new developments, each inlet pipe shall have an invert elevation 3 inches (75 mm) higher than the outlet pipe invert elevation. 7.5. Inlet/Outlet Pipe Invert Elevations Recommended inlet and outlet pipe invert differences are listed in Table 3. 7.6. Shallow Stormceptor In cases where there may be restrictions to the depth of burial of storm sewer systems. In this situation, for selected Stormceptor models, the lower chamber components may be increased in diameter to reduce the overall depth of excavation required. 7.7. Customized Live Load The Stormceptor system is typically designed for local highway truck loading (AASHTO HS- 20). When the project requires live loads greater than HS-20, the Stormceptor System may be customized structurally for a pre-specified live load. Contact your local Stormceptor representative for customized loading conditions. Table 3. Recommended Drops Between Inlet and Outlet Pipe Inverts Number of Inlet Pipes Inlet System In-Line System Series System 1 3 inches (75 mm)1 inch (25 mm)3 inches (75 mm) >1 3 inches (75 mm)3 inches (75 mm)Not Applicable 16 Stormceptor® Operation and Maintenance Guide 7.8. Pre-treatment The Stormceptor System may be sized to remove sediment and for spills control in conjunction with other stormwater BMPs to meet the water quality objective. For pretreatment applications, the Stormceptor System should be the first unit in a treatment train. The benefits of pre-treatment include the extension of the operational life (extension of maintenance frequency) of large stormwater management facilities, prevention of spills and lower total life- cycle maintenance cost. 7.9. Head loss The head loss through the Stormceptor System is similar to a 60 degree bend at a manhole. The K value for calculating minor losses is approximately 1.3 (minor loss = k*1.3v2/2g). However, when a Submerged modification is applied to a Stormceptor unit, the corresponding K value is 4. 7.10. Submerged The Submerged modification, Figure 7, allows the Stormceptor System to operate in submerged or partially submerged storm sewers. This configuration can be installed on all models of the Stormceptor System by modifying the fiberglass insert. A customized weir height and a secondary drop tee are added. Submerged instances are defined as standing water in the storm drain system during zero flow conditions. In these instances, the following information is necessary for the proper design and application of submerged modifications: • Stormceptor top of grade elevation • Stormceptor outlet pipe invert elevation • Standing water elevation Technical Manual 16 Submerged instances are defined as standing water in the storm drain system during zero flow conditions. In these instances, the following information is necessary for the proper design and application of submerged modifications: • Stormceptor top of grade elevation • Stormceptor outlet pipe invert elevation • Standing water elevation Figure 7. Submerged Stormceptor Stormceptor® Operation and Maintenance Guide 17 8. Comparing Technologies Designers have many choices available to achieve water quality goals in the treatment of stormwater runoff. Since many alternatives are available for use in stormwater quality treatment it is important to consider how to make an appropriate comparison between “approved alternatives”. The following is a guide to assist with the accurate comparison of differing technologies and performance claims. 8.1. Particle Size Distribution (PSD) The most sensitive parameter to the design of a stormwater quality device is the selection of the design particle size. While it is recommended that the actual particle size distribution (PSD) for sites be measured prior to sizing, alternative values for particle size should be selected to represent what is likely to occur naturally on the site. A reasonable estimate of a particle size distribution likely to be found on parking lots or other impervious surfaces should consist of a wide range of particles such as 20 microns to 2,000 microns (Ontario MOE, 1994). There is no absolute right particle size distribution or specific gravity and the user is cautioned to review the site location, characteristics, material handling practices and regulatory requirements when selecting a particle size distribution. When comparing technologies, designs using different PSDs will result in incomparable TSS removal efficiencies. The PSD of the TSS removed needs to be standard between two products to allow for an accurate comparison. 8.2. Scour Prevention In order to accurately predict the performance of a manufactured treatment device, there must be confidence that it will perform under all conditions. Since rainfall patterns cannot be predicted, stormwater quality devices placed in storm sewer systems must be able to withstand extreme events, and ensure that all pollutants previously captured are retained in the system. In order to have confidence in a system’s performance under extreme conditions, independent validation of scour prevention is essential when examining different technologies. Lack of independent verification of scour prevention should make a designer wary of accepting any product’s performance claims. 8.3. Hydraulics Full scale laboratory testing has been used to confirm the hydraulics of the Stormceptor System. Results of lab testing have been used to physically design the Stormceptor System and the sewer pipes entering and leaving the unit. Key benefits of Stormceptor are: • Low head loss (typical k value of 1.3) • Minimal inlet/outlet invert elevation drop across the structure • Use as a bend structure • Accommodates multiple inlets The adaptability of the treatment device to the storm sewer design infrastructure can affect the overall performance and cost of the site. 8.4. Hydrology Stormwater quality treatment technologies need to perform under varying climatic conditions. These can vary from long low intensity rainfall to short duration, high intensity storms. Since a treatment device is expected to perform under all these conditions, it makes sense that any system’s design should accommodate those conditions as well. Long-term continuous simulation evaluates the performance of a technology under the varying conditions expected in the climate of the subject site. Single, peak event design does not provide this information and is not equivalent to long-term simulation. Designers should request long-term simulation performance to ensure the technology can meet the long-term water quality objective. 18 Stormceptor® Operation and Maintenance Guide 9. Testing The Stormceptor System has been the most widely monitored stormwater treatment technology in the world. Performance verification and monitoring programs are completed to the strictest standards and integrity. Since its introduction in 1990, numerous independent field tests and studies detailing the effectiveness of the Stormceptor System have been completed. • Coventry University, UK – 97% removal of oil, 83% removal of sand and 73% removal of peat • National Water Research Institute, Canada, - scaled testing for the development of the Stormceptor System identifying both TSS removal and scour prevention. • New Jersey TARP Program – full scale testing of an STC 900 demonstrating 75% TSS removal of particles from 1 to 1000 microns. Scour testing completed demonstrated that the system does not scour. The New Jersey Department of Environmental Protection was followed. • City of Indianapolis – full scale testing of an STC 900 demonstrating over 80% TSS removal of particles from 50 microns to 300 microns at 130% of the unit’s operating rate. Scour testing completed demonstrated that the system does not scour. • Westwood Massachusetts (1997), demonstrated >80% TSS removal • Como Park (1997), demonstrated 76% TSS removal • Ontario MOE SWAMP Program – 57% removal of 1 to 25 micron particles • Laval Quebec – 50% removal of 1 to 25 micron particles 10. Installation The installation of the concrete Stormceptor should conform in general to state highway, or local specifications for the installation of manholes. Selected sections of a general specification that are applicable are summarized in the following sections. 10.1. Excavation Excavation for the installation of the Stormceptor should conform to state highway, or local specifications. Topsoil removed during the excavation for the Stormceptor should be stockpiled in designated areas and should not be mixed with subsoil or other materials. Topsoil stockpiles and the general site preparation for the installation of the Stormceptor should conform to state highway or local specifications. The Stormceptor should not be installed on frozen ground. Excavation should extend a minimum of 12 inches (300 mm) from the precast concrete surfaces plus an allowance for shoring and bracing where required. If the bottom of the excavation provides an unsuitable foundation additional excavation may be required. In areas with a high water table, continuous dewatering may be required to ensure that the excavation is stable and free of water. 10.2. Backfilling Backfill material should conform to state highway or local specifications. Backfill material should be placed in uniform layers not exceeding 12 inches (300mm) in depth and compacted to state highway or local specifications. 11. Stormceptor Construction Sequence The concrete Stormceptor is installed in sections in the following sequence: 1. Aggregate base 2. Base slab 3. Lower chamber sections 4. Upper chamber section with fiberglass insert 5. Connect inlet and outlet pipes 6. Assembly of fiberglass insert components (drop tee, riser pipe, oil cleanout port and orifice plate 7. Remainder of upper chamber 8. Frame and access cover The precast base should be placed level at the specified grade. The entire base should be in contact with the underlying compacted granular material. Subsequent sections, complete with joint seals, should be installed in accordance with the precast concrete manufacturer’s recommendations. Stormceptor® Operation and Maintenance Guide 19 Adjustment of the Stormceptor can be performed by lifting the upper sections free of the excavated area, re-leveling the base and re- installing the sections. Damaged sections and gaskets should be repaired or replaced as necessary. Once the Stormceptor has been constructed, any lift holes must be plugged with mortar. 12. Maintenance 12.1. Health and Safety The Stormceptor System has been designed considering safety first. It is recommended that confined space entry protocols be followed if entry to the unit is required. In addition, the fiberglass insert has the following health and safety features: • Designed to withstand the weight of personnel • A safety grate is located over the 24 inch (600 mm) riser pipe opening • Ladder rungs can be provided for entry into the unit, if required 12.2. Maintenance Procedures Maintenance of the Stormceptor system is performed using vacuum trucks. No entry into the unit is required for maintenance (in most cases). The vacuum service industry is a well- established sector of the service industry that cleans underground tanks, sewers and catch basins. Costs to clean a Stormceptor will vary based on the size of unit and transportation distances. The need for maintenance can be determined easily by inspecting the unit from the surface. The depth of oil in the unit can be determined by inserting a dipstick in the oil inspection/cleanout port. Similarly, the depth of sediment can be measured from the surface without entry into the Stormceptor via a dipstick tube equipped with a ball valve. This tube would be inserted through the riser pipe. Maintenance should be performed once the sediment depth exceeds the guideline values provided in the Table 4. Table 4. Sediment Depths Indicating Required Servicing* Particle Size Specific Gravity Model Sediment Depth inches (mm) 450i 8 (200) 900 8 (200) 1200 10 (250) 1800 15 (381) 2400 12 (300) 3600 17 (430) 4800 15 (380) 6000 18 (460) 7200 15 (381) 11000 17 (380) 13000 20 (500) 16000 17 (380) * based on 15% of the Stormceptor unit’s total storage Although annual servicing is recommended, the frequency of maintenance may need to be increased or reduced based on local conditions (i.e. if the unit is filling up with sediment more quickly than projected, maintenance may be required semi-annually; conversely once the site has stabilized maintenance may only be required every two or three years). Oil is removed through the oil inspection/cleanout port and sediment is removed through the riser pipe. Alternatively oil could be removed from the 24 inches (600 mm) opening if water is removed from the lower chamber to lower the oil level below the drop pipes. The following procedures should be taken when cleaning out Stormceptor: 1. Check for oil through the oil cleanout port 2. Remove any oil separately using a small portable pump 3. Decant the water from the unit to the sanitary sewer, if permitted by the local regulating authority, or into a separate containment tank 4. Remove the sludge from the bottom of the unit using the vacuum truck 5. Re-fill Stormceptor with water where required by the local jurisdiction 12.3. Submerged Stormceptor Careful attention should be paid to maintenance of the Submerged Stormceptor System. In cases where the storm drain system is submerged, there is a requirement to plug both the inlet and outlet pipes to economically clean out the unit. 12.4. Hydrocarbon Spills The Stormceptor is often installed in areas where the potential for spills is great. The Stormceptor System should be cleaned immediately after a spill occurs by a licensed liquid waste hauler. 12.5. Disposal Requirements for the disposal of material from the Stormceptor System are similar to that of any other stormwater Best Management Practice (BMP) where permitted. Disposal options for the sediment may range from disposal in a sanitary trunk sewer upstream of a sewage treatment plant, to disposal in a sanitary landfill site. Petroleum waste products collected in the Stormceptor (free oil/chemical/fuel spills) should be removed by a licensed waste management company. 12.6. Oil Sheens With a steady influx of water with high concentrations of oil, a sheen may be noticeable at the Stormceptor outlet. This may occur because a rainbow or sheen can be seen at very small oil concentrations (<10 mg/L). Stormceptor will remove over 98% of all free oil spills from storm sewer systems for dry weather or frequently occurring runoff events. The appearance of a sheen at the outlet with high influent oil concentrations does not mean the unit is not working to this level of removal. In addition, if the influent oil is emulsified the Stormceptor will not be able to remove it. The Stormceptor is designed for free oil removal and not emulsified conditions. 800-925-5240 www.ContechES.com SUPPORT Drawings and specifications are available at www.ContechES.com. Site-specific design support is available from our engineers. ©2020 Contech Engineered Solutions LLC, a QUIKRETE Company Contech Engineered Solutions LLC provides site solutions for the civil engineering industry. Contech’s portfolio includes bridges, drainage, sanitary sewer, stormwater, and earth stabilization products. For information, visit www.ContechES.com or call 800.338.1122 NOTHING IN THIS CATALOG SHOULD BE CONSTRUED AS A WARRANTY. APPLICATIONS SUGGESTED HEREIN ARE DESCRIBED ONLY TO HELP READERS MAKE THEIR OWN EVALUATIONS AND DECISIONS, AND ARE NEITHER GUARANTEES NOR WARRANTIES OF SUITABILITY FOR ANY APPLICATION. CONTECH MAKES NO WARRANTY WHATSOEVER, EXPRESS OR IMPLIED, RELATED TO THE APPLICATIONS, MATERIALS, COATINGS, OR PRODUCTS DISCUSSED HEREIN. ALL IMPLIED WARRANTIES OF MERCHANTABILITY AND ALL IMPLIED WARRANTIES OF FITNESS FOR ANY PARTICULAR PURPOSE ARE DISCLAIMED BY CONTECH. SEE CONTECH’S CONDITIONS OF SALE (AVAILABLE AT WWW.CONTECHES.COM/COS) FOR MORE INFORMATION. Stormceptor Technical Manual 05/20 ENGINEERED SOLUTIONS Section 7 Maintenance Contacts Tighe&Bond Appendix OWNERS MAINTENANCE MANUAL retain-it, LLC 560 Salmon Brook Street Granby, CT 06035 (860) 413-3050 1 retain-it ® Owners Maintenance Manual Table of Contents Description Engineering Design Specifications Daily Operation and Long Term Maintenance System Operation Periodic Inspection Visual Inspection Guide Internal Flow Evaluation Low, Medium and High Flow Pollution Storage Capacities Oil and Grease Sediments Trash and Debris Standard Maintenance Emergency Spill Conditions Sample Maintenance Log 2 Description retain-it ® is a subsurface Storm Water Management system constructed of precast concrete structures. They are installed in a side by side configuration creating a continuous internal flow channel integrated throughout the system. Systems are constructed with designated inlet and outlet modules, some with multiple inlets and outlets depending on the site storm water system layout. Infiltration systems typically have an inlet and sidewalls/ base constructed on a stone infiltration blanket with geofabric installed at the native soil interface. Other systems incorporate outlet flow control devices. Detention systems are typically lined with a watertight membrane and have inlet and outlet control devices. The retain-it ® system can consist of multiple varying layouts, with no two the same. Given this, it should be noted that the operation and maintenance requirements are very similar regardless of the intended layout. It is important that the end user know the specific elements of each system so as to understand how best to optimize it’s operation. Installation per Design: Operation is simple to follow where the installation was performed in accordance with the design specifications, drawings and calculations. Specifics shall be identified in the design drawings. As-built drawings will benefit the locating of specific design modules where the system has been buried below a parking lot area. Optional access manholes or removable grates may be installed above every inlet/outlet pipe and at critical design elements designated by the design. Daily Operation and Long Term Maintenance: In general, daily usage of the system is self sufficient and will operate without requiring any outside assistance, except for periodic inspection to verify optimal performance and maintenance for removal of collected pollutants. A longer term maintenance program should incorporate a more thorough inspection of the all elements of the system to verify proper operating condition. This is more important with the infiltration type of systems where the soil infiltration surface may become restricted due to fine particle build up. Long term maintenance should include provisions for cleaning and removal of collected solids, oils and debris from the system. System Operation: The system operational function is initiated according to rainfall runoff flows entering the structure. Internally, the runoff flows in a set pattern or sequence throughout the module layout in accordance with the hydraulic design conditions. The flows primarily operate on system head derived from the changes in 3 elevation from the internal water surface and the outlet invert elevation. Some designs incorporate internal flow controls to satisfy hydraulic conditions that enhance water quality treatment or other intended purposes. Modified systems may incorporate a pump, but in general there are no mechanical apparatus required. End user operations primarily consist of inspection and maintenance of the system over time. Periodic Inspection: Important note - All storm water management systems react differently depending on the conditions that are characteristic to the contributing water shed. Variables such as storm intensity, runoff flow rates, site geology, surface stabilization and pollution load will affect the system operation. As does the inspection and maintenance frequency to ensure optimum effectiveness. Inspections should be done periodically, with a greater number scheduled during the system start up and less frequently as the operator becomes familiar with the system performance characteristics. It is recommended that the end user keep records of the performance using the inspection log record sheet found in the back of this manual. These records shall identify the cycle of maintenance “system calibration” required for the specific applications based on the contributing water shed variables operating under “normal” conditions. Please note that immediate maintenance may be required during “non-normal” events such as during adverse weather conditions or emergency fuel spills. See information on emergency spills in this manual. Visual inspection of all assessable components shall be performed throughout the lifetime of the system. Access has been supplied at critical points to monitor hydraulic performance and removed pollutants buildup. Standard Maintenance: After construction has been completed and all disturbed surfaces have been stabilized by means of vegetation, asphalt or concrete surfaces, and all drainage system components have been constructed and are free of construction debris and sediments; then the storm water management system can be considered in an operational status. Periodic visual inspections will help to identify issues of concern.The usual indicators are signs of slow flows, backed up water, visible oil, trash and debris or an excessive amount of sediment in the storage area. Normal operational flows can be observed to flow freely at the predicted design elevations, from the inlet to the outlet module, following a serpintine path thru the storage and attenuation modules. Note that some modules are designed to permanently 4 retain water where others may hold water and slowly release it over a typical 24 hour period. During a storm water event, the flows and water surface elevations will fluctuate from a low flow to a high flow/ storage status. The storage modules should fill during the event and drain down within a 24 hour period after the event has stopped. All pipes, orifices, weirs and standpipes should pass flows freely and at optimum capacity. Standard maintenance is performed using a vacuum truck to suction the accumulated sediments, oils and greases and trash and debris from the system. Whereas an on-site maintenance staff can remove these items by hand, it is preferred that the vacuum truck be used as dictated by specific system conditions. When a specialized module designed to have a permanent water level is used, the vacuum truck should pump the liquid level down to inspect the below water elevation structures and sump storage areas. Oils and greases can be handled by on-site staff by utilizing absorbent products that soak up the oils (and not) converting the oils from a liquid into a manageable solid form. These oil soaked absorbent materials should be disposed of in an approved manner. Sediments, trash and debris shall be removed and disposed of in an approved manner. Any indications of hazardous material, determined by visual inspection, testing, smell or abnormality, should be reported and handled per appropriate regulations. Flow Conditions System operators should familiarize themselves with proper hydraulic flow condition indicators, acceptable depths of sedimentation, debris and trash build up, and concentrations of oils and greases. Hydraulic flow conditions are those that are established by the design as either a flow/storage or as a water quality treatment function. Both have performance characteristics that can be visually identified so as to determine the effective and efficient operation of the system. The engineering design drawings should note the various expected water surface level elevations that are achieved during different design storms within the various modules. Since it is difficult for a visual inspection to coincide with the exact time given water elevations are predicted, the following guidelines are given for evaluation. Visual Inspection Guide: Internal Flow Evaluation Low flow: water should flow freely from the inlet to the outlet, travelling the intended attenuation path thru the system with the water surface elevation below the structure 5 beam height (12” deep), the system should drain completely 24 hours after a storm event, Medium flow: the system should hold and maintain a water level during the 24 hour storm event and yet continually fill as the storm increases or drain downward as the event recedes. Flow within the system should occur freely from inlet to outlet only being restricted when a flow control structure has been integrally designed in place. Flow control devices may result in a water level backing up either temporarily or permanently; noting devices such as water quality modules may require a permanent water level to operate properly (see water quality treatment). Other system applications should drain completely 24 hours after a storm event. High flow: the system should fill to the maximum design storm water level elevation (hydraulic grade line) per design. In most cases, that is the highest storage elevation available in the system, at the underside of the module top slab, or the invert of the overflow pipe. As the storm event recedes, the water level should begin to drain down via flow thru the system and discharge. The system should drain completely within 24 hours after a storm event. Pollutant Storage Capacities Oil and Grease Oil and Grease Collection (with optional Oil water separator module specified) - Oil and grease accumulation is generally a function related to vehicle parking lot and drive areas, oil generating land uses or emergency spill conditions. It is important to maintain the system from accumulating excessive volumes of oils in that they may wash over into other sections of the system potentially clogging and reducing the infiltration capacity, blocking control devices and contaminating the overall system. The following standards apply. Oil should not accumulate more than a visible sheen on the water surface in the oil water separation module only. A sheen is described as a fine, thin oil layer on the water surface identified by the glossy rainbow colors. A dipstick (dry wooden stick) can be used as a probe to determine the thickness of oil on the surface. Accumulated oils could be associated with insufficient maintenance or a potential large volume oil resource. Any accumulation of oil should be promptly maintained by an experienced waste handler. Emergency spills such as those generated by an accidental spill shall be contained and removed immediately before the next storm event. Spills shall be handled in accordance with local environmental regulations. See spill and accumulated oil maintenance procedures. 6 Sediments Sediments (with optional primary grit module or sedimentation modules specified) - Sediments shall be periodically removed from the system as they accumulate within the designated storage modules. The inlet modules are generally equipped with a sediment storage sump located in the base of the inlet structure. Inspection should be performed after major storm events or a minimum of annually, unless a different inspection cycle has been determined to be sufficient. Inspection shall consist of using a probe to determine the presence of and depth of the accumulated solids. Access is via the 24” manhole. Note that excessive volumes of sediments will reduce the performance and efficiency of the system. Regional accumulations of solids such as those associated with ice and snow, may result in large springtime volumes of sand and gravels used for traction and ice control. Trash and Debris Trash and Debris (with optional trash and debris module specified) - Trash and debris accumulates in the inlet module in three forms; floating debris, neutrally buoyant, and heavy material. The floating debris is visible from the access manhole floating on the water surface in the form of but not limited to wood, paper, plastic, foam, bottles and cans. The neutrally buoyant material resides below the surface and combines with the natural flow regime of the system. It is hard to detect and can only be recognized when at a high concentration appears as a thickening of the water viscosity. Heavier material will simply settle to the sump base and combine with the sediments. Note that trash and debris typically cause the most problems when they become lodged in a flow control device such as an outlet elbow, riser pipe, and orifice or weir structure. This can be detected visibly when the system is pumped down during maintenance. It can also be evaluated as a condition when flow is impeded and the water level backs up higher than the design elevations. Emergency Spill Conditions (with optional emergency spill control module specified): Emergency spill conditions are defined as an excessive accumulation of hydrocarbons such as oil, gasoline, diesel fuel, transmission oil or antifreeze usually resulting from an accidental discharge. Excessive accumulation is described as any amount larger than a thin “sheen” visible on the water surface. 7 Care should be given in handling these types of fluids. The incident should be reported to the appropriate authorities and should be mitigated by a hazardous waste consultant approved for such matters. 8 retain-it ® Maintenance Log Storm Water Management System Location: ID #: Date Inspection Notes Inspector Note the following conditions: Inlet Module Outlet Module Water Quality Module Oil Elbow Oil Accumulation Sedimentation Accumulation Trash and Debris Quantity Flow Conditions Flow Control Outlet Structure Overflow Pipe www.tighebond.com Section E Accompanying Documents Yarmouth Conservation Commission • 1146 Route 28 • South Yarmouth, MA 02664-4492 Tel. (508)-398-2231 Ext. 1288 • Fax (508)-398-0836 • TTD# (508) 398-2231 Site Access Authorization Form General Information: If the applicant is not the property owner, please submit this form with your application. The owner must be sent a copy of the application on the same day it is filed with this office. Property Address: _____________________________________________________________ Assessors Map/Lot: _____________________________________________________________ I (we) hereby authorize the individual members of the Yarmouth Conservation Commission and its agents to enter upon the referenced property for the purpose of gathering information regarding the application filed with the Commission pursuant to the Wetlands Protection Act (M.G.L. Ch. 131, s. 40) and/or the Yarmouth Wetlands Protection Bylaw (Chapter 143). DEPARTMENT OF CONSERVATION 6 Pleasant St & 1377 Rte. 28 61-77.1 & 61-78.1 Authorized Signature: _______________________________________ Date: _____6/ _1 _7 _/ _2 _5 ____ Please Print Name: ____B _ri _tt__a _n _y __H _of _f _n _a _g _l _e ______________________ If other than owner, please state whether tenant, agent, or other: _____A _g _e _n _t ____________ Mailing Address: ___________1 _0__7 __W _a _t _er__h _o _u _s _e __R _o _a _d __________________ ____________B _o__ur _n _e_, _ _M __A _0 _2 _5__3 _2 ____________________ ________________________________________________ Phone: ____5 __0 _8- _4 __9 _5- _6 _2__2 _7 __________ Cell: __________________________ bhoffnagle@woodsholegroup.com Email: __________________________ Fax: __________________________ 21 day waiver Rev July 2024 New Logo CONSERVATION OFFICE Town of Yarmouth Conservation Commission 21-DAY WAIVER Please complete this form, sign at the bottom and return to the Conservation Office. I, , hereby waive the 21-day time period for a public hearing/meeting and/or issuance of the: OOC / DOA / COC / ORAD following receipt of my filing of a: Notice of Intent Request for Determination of Applicability Request for Certificate of Compliance Other by the Yarmouth Conservation Commission under Massachusetts General Laws, Ch. 131, sec. 40, and/or under Yarmouth Wetland Bylaw. The application was submitted on (date received by Conservation Office) for work at (project address/location) I am the: Applicant Applicant's Representative Property Owner Signature Date NOTE: Please be advised that you will be notified of the meeting date once this application has been assigned to a Conservation Meeting Agenda at the email address listed on the application. Brittany Hoffnagle X 6/17/25 6 Pleasant St & 1377 Rte. 28 X 6/17/25 June 18, 2025 Job No. 24-0162-01 Yarmouth Shellfish & Waterways Committee Attn: David Condon, DNR Director 424 Route 28 West Yarmouth, MA 02673 By Hand Delivery Re: Notice of Intent Application Packet Landing Marina Resiliency Improvements Town of Yarmouth Packet Landing Marina 6 Pleasant Street & 1377 Route 28 Yarmouth, MA 02664 Map/Parcel: 61-77.1 & 61-78.1 Dear Dave: In accordance with the Town of Yarmouth’s requirements for the submission of a Notice of Intent within Waterways jurisdiction, this office submits the above referenced project for review by the Waterways/Shellfish Committee. The Notice of Intent is scheduled to be heard by the Yarmouth Conservation Commission at the board’s July 3, 2025 public meeting. Proof of this submission will be provided to the Conservation office with the Notice of Intent filing. If you have any questions or require additional information, you can reach me at 508-495-6227 or by email at bhoffnagle@woodsholegroup.com. Thank you. Sincerely, Brittany Hoffnagle Environmental Scientist & Project Manager BH/bgb Enclosures: as stated cc: Brittany DiRienzo, Conservation Administrator June 17, 2025 Job No. 24-0162-01 Mass. Division of Marine Fisheries Southeast Marine Fisheries Station Attn: Environmental Reviewer 836 South Rodney French Blvd. New Bedford, MA 02744 Sent via email: DMF.EnvReview-South@state.ma.us Re: Notice of Intent Packet Landing Marina Resiliency Improvements Town of Yarmouth Packet Landing Marina 6 Pleasant Street & 1377 Route 28 Yarmouth, MA 02664 Map/Parcel: 61-77.1 & 61-78.1 Dear Sir/Madam: Attached please find a copy of the Notice of Intent our office have filed with the Town of Yarmouth Conservation Commission for the above referenced project. If you have any questions or require additional information, you can reach me at 508-495-6227 or by email at bhoffnagle@woodsholegroup.com. Thank you. Sincerely, Brittany Hoffnagle Environmental Scientist & Project Manager BH/bgb Enclosures: as stated cc: David Condon, Director of Natural Resources Brittany DiRienzo, Conservation Administrator Section F Current and Historical Permits I I I Form WD 64-A. 600-9-62.907819 m4e C!tnmmntuttealtt, nf itaaintt41t!irtts No. 374l. IIJirrru. the Town of Yarmouth, by its Board of Selectmen,---------- of Yarmoutn------, in the County of Barnstable------and Commonwealth aforesaid, has applied to the Department of Public Works for license to erect a timber bulkhead, backfill and to dredge in Bass River, at its property in-the town of Yarmouth,------------------------·-------· and,has submitted plans of the same; and whereas due notice of said application, and of the time and place fixed for a hearing thereon, has been given, as required by law, to the --------- Selectmen>----------of the town--of Yarmouth----------; N IIW said Department, having heard all parties desiring to be heard, and having fully consid- ered said application, hereby, subject to the approval of the Governor and Council, authorizes and licenses the said ------------------------------· Town of Yarmouth, by its Selecbnen-------, subject to the provisions of the ninety.first chapter of the General Laws, and of all laws which are or may be in force applicable thereto, to remove existing pier, to maintain an existing bulkhead and solid fill, and to construct a bulkhead, to dredge and fill solid in Bass River, at its property in the town of Yarmouth, in conformity with the accompanying pl.an No. 3741. An existing timber pier may be demolished and an existing bulkhead and solid fill may be maintained as placed, in the locations shown on said plan. A bulkhead may be built about 18 feet in advance of said existing bulkhead and solid fill, running 147 feet, paralleling the shore, with a return at each end, in the location shown on said plan and in accord- ance with the details of construction there indicated. An area extending 14 feet channelward of said bulkhead may be dredged to a depth of 6 feet below mean low water and the material deposited in the area enclosed by the existing and proposed bulkheads, which may be filled solid, in the locations shown on said plan. Nothing in this license shall be construed as authorizing any work on land or flats not owned by the licensee except with the consent of the mmer or owners thereof. This license is granted subject to the laws of the United States, and upon the express condition that use by boats or otherwise of the structures hereby licensed shall involve no discharge of sewage or other polluting matter into the adjacent tidewaters except in conformity with the requirements of the State Department of Public Health and in accord- ance with all laws or regulations which may be applicable.-----· of said work, numbered --------3 7 4 1,-----is on file in the office of said Department, and duplicate of said plan to be referred to as a part hereof. Department, and compensation therefor shall be made b accompanies this License, and is I I I I I I Form WD 54-B. 000-9-52~907819 cents for each cu · mg the amount hereby assessed Nothing in this License shall be so construed as to impair the legal rights of any person. This License shall be void unless the same and the accompanying plan are recorded within one year from the date hereof, in the Registry __ , ____ of Deeds for the------ Di•!tiet m' t!!e-County of Barnstable. Ju Bitltl'IIII Bqrrtnf, said Department of Public Works have hereunto set thelr hands this sixteenth-------------<1,ay of May,--- year nineteen hundred and fifty-five. Approval recommended, R G Bessette Director Division of Waterways. .. I.Elllis J, F,ritz ------------;·n the Department of Public Works THE COMMONWEALTH OF MASSACHUSETTS wealth by the said or the further sum of the amount determt!!in!)!el.d-~~!ie,<Gi<o;;vernor and Council as a just and equitable charge for rights and Boston, . . Mey 19, .1955 Approved by the Governor and Council. , .. cia:r~~9_e_ -~-~~-..... . Executive Secretary. Atruecopy. Attest:·--~-~~~ Secretary. 3741. I I I I I I I Form WD 54 2M-l 1-67-946226 Wfrr QI11mmn11menltl1 of fJRnnnttrfrunrtta No. 75. R!Jrerra:£1, The Town of Yarmouth --------------------------. -------------- ..af..__________________ , in the County of Barnstable ----------and Commonwealth aforesaid, ha s applied to the Department of l'-ubli-c-WG-r-lH!-~p.,liceRse--te Environmental Quality Engineering for license to build and maintain a timber pier-and to place fixed piles to place a floating pier and to maintain an existing timber bulkhead in the Bass River in the town of Yarmouth, ---------------------------------- and ha s submitted plans of the same; and whereas due notice of said application, and of the time and place fixed for a hearing thereon, has been given, as required by law, to the Selectmen ----------------of the Town ----------of Yarmouth --------------; Now said Department, having heard all parties desiring to be_ heard, and having fully considered said application, hereby, subject to the approval of the Governor, authorizes and licenses the said Town of Yarmouth ---------------------------------------- ------------------------------------------, subject to the provisions of the ninety- first chapter of the General Laws, and of all laws which are or may be in force applicable thereto,to construct and maintain a timber pier, place piles and floats, and to maintain existing bulkhead in the Bass River in the town of Yarmouth, in conformity with the accompanying plan no, 75. An existing bulkhead, previously authorized under Massachusetts Department of Public Works License No. 3741, may be maintainea in the location shown and in accordance with the details indicated on license plan no, 75. A pile and timber pier 8 feet by 4 feet, may be constructed and maintained extending from said bulkhead into said river, in the location shown and in accordance with the details indicated on license plan no. 75. r I I I • A 3 foot by 15 foot ramp may be placed and maintained extending from said pier in a northerly direction and parallel to said bulkhead to extend to an 8 foot by 5 foot float which may be placed and maintaiaed in the location shown and in accordance with the details indicated on license plan no. 75. A series of pile held floats, 8 feet by 18 feet may be placed and maintained in said river. Six of the said floats shall extend along and parallel to said bulkhead for a distance of approximately 108 feet aad two more floats will extead from the most southerly float into said river a total distance of approximately 42 feet. Ten mooring piles may be placed and maintained in the tidewater of said river in the loca ion shwon and in accordance with the details indicated on license plan no. 75. Nothing in this license shall be construed as authorizing encroachment on property not owned or controlled by the licensee, except with the consent of the owner or owners thereof. Acceptance of this license shall constitute an agreement by thelicensee to conform to all terms and conditions herein stated. This license is granted subject to all applicable Federal, State, County and Municipal Jaws, ordinances and regulations, and upon the express condition that use by boats or otherwise of the structures hereby licensed shall involve no discharge of sewage or other polluting matter into the adjacent tidewaters, except in strict conformity with the requirements of the local and state health departments and the Division of Water Pollution control, and upon the further express condition that any other authorizations necessitated due to the provisions hereof shall be secured prior to the commencement of any work under this license. This license is granted upon the further express condition that the authorization contained herein may be modified or may be revoked in whole or in part in the event of the licensee, its successors and assigns, failing to comply with said authorization or any provisions of the license or failing to maintain all authorized structures and installations in good condition to the satisfaction of theDepartment of Environmental Q ality Engineering or its successors. This condition permitting modification or revocation of the license shall also apply in the event of failure of the licensee its successors and assigns, to secure approval under all other applicable laws, ordinances or regulations or failure to adhere to the conditions of such approvals upon receipt of such failure provided by an agency having jurisdiction. Revocation or modification of this license as provided herein shall be without liability to the Commonwealth or claim for compensation by the licensee its successors and assigns. The plan of said work, numbered-------------7 5 -----------is on file in the office of said Department, and duplicate of said plan accompanies this License, and is to be referred to as a part hereof. The amount of tide-water displaced by the work hereby authorized shall be ascertained by said Department, and compensation therefor shall be made by the said heirs, successors I e I led I and assigns, by p~_ing into the treasury of the Commonwealth ccnts .. "r each cubi~ yard so displaced, being the said Department. \ h,c C ~"----'-Ci'--(__ amount hereby assessed by Nothing in this License shall be so construed as to impair the legal rights of any person. This License shall be void unless the same and the accompanying plan are recorded within one year from the date hereof, in the Registry District of the County of ~ c;,{u,-.Lz___,_ of Deeds for the Environmental Quality Engineering 11n IDitne1m lI1!1enuf. said Department of P"'1Wk-l.'\cQ,-J.i; have hereunto set their hands this day of year nineteen hundred and seventy-six. in the Department of Pllhlfc-ff'"1'lffl Environmental Quality Engineering THE COl\11\lONWEALTH OF MASSACHUSETTS This license is ap~1Zved in consideration of the payment into the treasury of the Com- '· rnonwealth by the said ',. of the further sum of "·, the amount determined by the Go~nor as a just and equitable charge for rights and . pridlcges hereby granted in land of the ·B-Ommonwealth. Approved by the Governor. f',,e C ~ CL, "!_; __ BOSTON, ----------------------· Governor I Nothing in this License shall be so construed as to impair the legal rights of any person. This License shall be void unless the same and the accompanying plan are recorded within one year from the date hereof, in therrRegistry ------of Deeds for the l-4,ct.'id:-cf..th@ County of Barnstable. EnvironPPntn_J r·uality Sr.c-ineerinq 3Jn Itlitttem1 !tlqen-,1f, said Department of •1',0,)3,it;-,:w,.,.,"" have hereunto set their hands this twenty-first ---------------day of March ------------------------in the year nineteen hundred and seventy-eight. THE COl\lMONWEALTH OF MASSACHUSETTS Departrnent of F,m#....W,,.,-1/'t ~nv iron17t~n t~.l Quality T'ngineering This license is approved in consideration of the payment into the treasury of the monwealth by the said of the further sum o:f the amount determined by the Governor as a privileges hereby granted in land of the Commo / rights and BOSTON, Governor Section G Abutter Notifications Job No. 24-0162-01 AFFIDAVIT OF SERVICE Under the Massachusetts Wetlands Protection Act, M.G.L. CH131, Sec. 40 (to be submitted to the Massachusetts Department of Environmental Protection and the Conservation Commission when filing a Notice of Intent) I, Bradford Bower of Woods Hole Group, Inc., hereby certify under the pains and penalties of perjury that on June 17, 2025, I sent notification to abutters, in compliance with the second paragraph of Massachusetts General Laws, Chapter 131, Section 40, and the Department of Environmental Protection’s Guide to Abutter Notification, dated, April 8, 1994, in connection with the following matter: A Notice of Intent was filed under the Massachusetts Wetlands Protection Act and the Yarmouth Wetlands Protection By-law, by the Town of Yarmouth with the Yarmouth Conservation Commission on June 17, 2025, for property located at 6 Pleasant Street (61-77.1) & 1377 Route 28 (61-78.1) in Yarmouth, MA. The form of the notification and a list of the abutters to whom the notice was given and their addresses are attached to this Affidavit of Service. 6/17/2025 Name Date 61/ 79/ / / SULLIVAN DANIEL SULLIVAN ANN 272 11TH AVE SOUTH NAPLES, FL 34102 61/ 85/ / / HOUSTON MARY LEIGH TR MARY LEIGH HOUSTON LIVING TRUST 15 PLEASANT ST SOUTH YARMOUTH, MA 02664 61/ 86/ / / MCMANUS J DREW 9 PLEASANT ST SOUTH YARMOUTH, MA 02664-4538 61/ 78.1/ / / TOWN OF YARMOUTH 1146 ROUTE 28 SOUTH YARMOUTH, MA 02664 61/ 77.1/ / / TOWN OF YARMOUTH PARK DEPT 1146 ROUTE 28 SOUTH YARMOUTH, MA 02664-4463 61/ 87/ / / BALBONI PHILLIP J BALBONI LAURA M 10 PLEASANT ST SOUTH YARMOUTH, MA 02664 61/ 88/ / / PERRONE PAULA A TRS PAULA A PERRONE FAMILY TRUST 12 PLEASANT ST SOUTH YARMOUTH, MA 02664 61/ 76/ / / WIMPFHEIMER CHRISTIAN 93 NEWGATE RD EAST GRANBY, CT 06206 61/ 80.1/ / / MAGICLEANERS & HOME IMPROVEMENT 55 BRISTOL AVE HYANNIS, MA 02601 61/ 58/ / / DENARDO MARC A DENARDO PATRICIA A 17 WILANN RD MASHPEE, MA 02649 61/ 59/ C1/ / EHRHARDT MICHELLE F 1372 BRIDGE ST UNIT 1 SOUTH YARMOUTH, MA 02664 61/ 60/ C1/ / DROLETTE BARBARA DROLETTE RONALD 23 CHURCHILL RD PLYMPTON, MA 02367 61/ 60/ C10/ / MCGRAW LYNNE K TR LYNN K MCGRAW REV LVG TRUST 220 PEYTON CIR WINFIELD, WV 25213 61/ 60/ C11/ / NOLAN ANDREW T 10 SCOTTS HILL RD IPSWICH, MA 01938 61/ 60/ C12/ / AGGANIS STAVROS TRS THE BASS RIVER RLTY TRST 7 FELMONT AVE SAUGUS, MA 01906 61/ 60/ C13/ / TARDIF PAUL R TR TARDIF MARTHA P TR 35 BELLE OF THE WEST RD YARMOUTH PORT, MA 02675 61/ 60/ C14/ / RAMIREZ STEVEN J TR RAMIREZ YANIPORN TR 41 FAIRMONT ST LOWELL, MA 01852 61/ 60/ C15/ / CLARK RAYMOND E CLARK JANET M 2 WAINWRIGHT RD WINCHESTER, MA 01890-2307 61/ 60/ C16/ / AGGANIS STAVROS TR BURCHSTEAD PLACE REALTY TRUST 200 BROADWAY STE 105 LYNNFIELD, MA 01940 61/ 60/ C17/ / FITZSIMMONS CHRISTINE M TRS HALF MOON REALTY TRUST PO BOX 700 SOUTH YARMOUTH, MA 02664 61/ 60/ C18/ / SANDY NECK REALTY TRUST LLC 24 SCHOOL ST WEST DENNIS, MA 02670 61/ 60/ C19/ / CAPTAIN JOLLY LLC 644 RIVER RD MARSTONS MILLS, MA 02648 61/ 60/ C2/ / JOHNSON DEBORAH A TR THE DEBORAH A JOHNSON REV TRUST 21 RIVER ST CONCORD, MA 01742 61/ 60/ C3/ / BANKS CAROLYN E 208 CARLSON LN WEST BARNSTABLE, MA 02668 61/ 60/ C4/ / PEDRO FRANK A TR PELAGIA REALTY TRUST 208 HARVARD ST CAMBRIDGE, MA 02139-2717 61/ 60/ C5/ / PEDRO FRANK A TR PELAGIA REALTY TRUST 208 HARVARD ST CAMBRIDGE, MA 02139-2717 61/ 60/ C6/ / RAPOZA JOHN M TRS RAPOSA KIMBERLY ANN TRS 94 VALLEY RD SOMERSET, MA 02726 61/ 60/ C7/ / BIANCO KEITH G 31 HIGHLAND TERR NEEDHAM, MA 02494 61/ 60/ C8/ / MURPHY THOMAS E MURPHY MICHELE F 7 OLD FARM MEADOWS MANCHESTER CENTER, VT 05255 61/ 60/ C9/ / KEEFE CHARLES KEEFE LINDA 2175 MASS AVE CAMBRIDGE, MA 02140 61/ 60/ C1/ 36/ JOLLY CAPTAIN WATERFRONT TOWNHOU PO BOX 1682 EAST DENNIS, MA 02641 61/ 59/ C2/ / GREGORY GEORGE GREGORY ANDREA 1372 BRIDGE ST UNIT 2 SOUTH YARMOUTH, MA 02664 61/ 59/ C3/ / ELLSWORTH JOAN TR THE JOAN ELLSWORTH LIVING REV TR 327 PIER A NAPLES, FL 34112 61/ 59/ C4/ / LUND MELISSA M 1372 ROUTE 28 UNIT 4 SOUTH YARMOUTH, MA 02664 Please use this signature to certify this list of propertiesabutting within 100' of the parcel located at:1377 Bridge St., South Yarmouth, MA 02664Assessors Map 61, Lot 78.1______________________________________Andy Machado, Director of AssessingMarch 25, 2025 61/ 78.1/ / / TOWN OF YARMOUTH 1146 ROUTE 28 SOUTH YARMOUTH, MA 02664 61/ 77.1/ / / TOWN OF YARMOUTH PARK DEPT 1146 ROUTE 28 SOUTH YARMOUTH, MA 02664-4463 61/ 87/ / / BALBONI PHILLIP J BALBONI LAURA M 10 PLEASANT ST SOUTH YARMOUTH, MA 02664 61/ 88/ / / PERRONE PAULA A TRS PAULA A PERRONE FAMILY TRUST 12 PLEASANT ST SOUTH YARMOUTH, MA 02664 61/ 59/ C1/ / EHRHARDT MICHELLE F 1372 BRIDGE ST UNIT 1 SOUTH YARMOUTH, MA 02664 61/ 60/ C1/ / DROLETTE BARBARA DROLETTE RONALD 23 CHURCHILL RD PLYMPTON, MA 02367 61/ 60/ C10/ / MCGRAW LYNNE K TR LYNN K MCGRAW REV LVG TRUST 220 PEYTON CIR WINFIELD, WV 25213 61/ 60/ C11/ / NOLAN ANDREW T 10 SCOTTS HILL RD IPSWICH, MA 01938 61/ 60/ C12/ / AGGANIS STAVROS TRS THE BASS RIVER RLTY TRST 7 FELMONT AVE SAUGUS, MA 01906 61/ 60/ C13/ / TARDIF PAUL R TR TARDIF MARTHA P TR 35 BELLE OF THE WEST RD YARMOUTH PORT, MA 02675 61/ 60/ C14/ / RAMIREZ STEVEN J TR RAMIREZ YANIPORN TR 41 FAIRMONT ST LOWELL, MA 01852 61/ 60/ C15/ / CLARK RAYMOND E CLARK JANET M 2 WAINWRIGHT RD WINCHESTER, MA 01890-2307 61/ 60/ C16/ / AGGANIS STAVROS TR BURCHSTEAD PLACE REALTY TRUST 200 BROADWAY STE 105 LYNNFIELD, MA 01940 61/ 60/ C17/ / FITZSIMMONS CHRISTINE M TRS HALF MOON REALTY TRUST PO BOX 700 SOUTH YARMOUTH, MA 02664 61/ 60/ C18/ / SANDY NECK REALTY TRUST LLC 24 SCHOOL ST WEST DENNIS, MA 02670 61/ 60/ C19/ / CAPTAIN JOLLY LLC 644 RIVER RD MARSTONS MILLS, MA 02648 61/ 60/ C2/ / JOHNSON DEBORAH A TR THE DEBORAH A JOHNSON REV TRUST 21 RIVER ST CONCORD, MA 01742 61/ 60/ C3/ / BANKS CAROLYN E 208 CARLSON LN WEST BARNSTABLE, MA 02668 61/ 60/ C4/ / PEDRO FRANK A TR PELAGIA REALTY TRUST 208 HARVARD ST CAMBRIDGE, MA 02139-2717 61/ 60/ C5/ / PEDRO FRANK A TR PELAGIA REALTY TRUST 208 HARVARD ST CAMBRIDGE, MA 02139-2717 61/ 60/ C6/ / RAPOZA JOHN M TRS RAPOSA KIMBERLY ANN TRS 94 VALLEY RD SOMERSET, MA 02726 61/ 60/ C7/ / BIANCO KEITH G 31 HIGHLAND TERR NEEDHAM, MA 02494 61/ 60/ C8/ / MURPHY THOMAS E MURPHY MICHELE F 7 OLD FARM MEADOWS MANCHESTER CENTER, VT 05255 61/ 60/ C9/ / KEEFE CHARLES KEEFE LINDA 2175 MASS AVE CAMBRIDGE, MA 02140 61/ 60/ C1/ 36/ JOLLY CAPTAIN WATERFRONT TOWNHOU PO BOX 1682 EAST DENNIS, MA 02641 61/ 59/ C2/ / GREGORY GEORGE GREGORY ANDREA 1372 BRIDGE ST UNIT 2 SOUTH YARMOUTH, MA 02664 61/ 59/ C3/ / ELLSWORTH JOAN TR THE JOAN ELLSWORTH LIVING REV TR 327 PIER A NAPLES, FL 34112 61/ 59/ C4/ / LUND MELISSA M 1372 ROUTE 28 UNIT 4 SOUTH YARMOUTH, MA 02664 Please use this signature to certifythis list of propertiesabutting within 100' of the parcellocated at:6 Pleasant StSouth Yarmouth, MA 02664Assessors Map 66, Lot 77.1_____________________________Andy Machado, Director of AssessingMarch 25, 2025 NOTIFICATION TO ABUTTERS UNDER THE MASSACHUSETTS WETLANDS PROTECTION ACT & TOWN OF YARMOUTH WETLAND BY-LAW, CHAPTER 143 In accordance with the second paragraph of the Massachusetts General Laws Chapter 131, Section 40, you are hereby notified of the following: A. The name of the applicant is: Town of Yarmouth B. The applicant has filed a Notice of Intent with the Yarmouth Conservation Commission, seeking permission to remove, fill, dredge or alter an Area Subject to Protection under the Wetlands Protection Act (MGL c. 131 s. 40 & Town of Yarmouth Wetland By-Law, Chapter 143). C. The address of the lot where the activity is proposed is: 6 Pleasant St (Map/Parcel: 61-77.1) 1377 Route 28 (Map/Parcel 61-78.1) D. Proposed work is: Upgrade Packet Landing Marina by elevating parking lot and timber wharf, provide sewer connection to pump-out and build coastal engineering structures. E. Copies of the Notice of Intent may be examined at the Yarmouth Town Hall at the Conservation Commission office between the hours of 9:00 a.m. and 4:00 p.m. Monday thru Friday. For more information, call (508) 398-2231 ext. 1288. F. Copies of the Notice of Intent may be obtained from either the applicant or applicant’s representative. Applicant’s phone number: 508-760-4800 Or Applicant’s representatives phone number: 508-495-6227 G. Information regarding the date, time and place of the public hearing may be obtained by calling the Yarmouth Conservation Commission office at (508) 398-2231 ext. 1288 H. Person sending this notification (applicant, representative or other) Name Brittany Hoffnagle Address 107 Waterhouse Road Bourne, MA 02532 Telephone 508-495-6227 NOTES : • Notice of the public hearing, including date, time and place will be published at least five (5) days in advance in a newspaper of general circulation. • Notice of the public hearing, including date, time and place will be posted in the Town Hall not less than forty-eight hours in advance. • You may also contact the Southeast Regional Office of the Department of Environmental Protection at (508) 946-2800 for more information about this application. Section H Project Maps & Plans Service Layer Credits: Copyright:© 2013National Geographic Society, i-cubed 107 Waterhouse RoadBourne, MA 02532 Town of Yarmouth - Packet Landing Marina6 Pleasant Street & 1377 Route 28Yarmouth, MAUSGS Dennis QuadrangleMap Scale 1:24,000 L o c u sLocus ¯0 0.4 0.8Miles Plotted On:Jun 12, 2025-11:17am By: TMcSparrenLast Saved: 6/11/2025Tighe & Bond: \\tighebond.com\data\Data\Projects\Y\Y0007 Yarmouth\0023 - Packet Landing Marina, 6 Pleasant Street\CAD\Sheet\Y0007-0023 COVER.dwg PREPARED BY:PROJECTLOCATIONCOMPLETE SET 19 SHEETSPREPARED FOR:TOWN OF YARMOUTHON BEHALF OF WOODS HOLE GROUP1146 ROUTE 28SOUTH YARMOUTH, MA 02664YARMOUTH, MASSACHUSETTS PACKET LANDING MARINARESILIENCYPERMIT SETJUNE 18, 2025JOHN A. BOLOGNA, PENICHOLAS T. BATEMAN, PELOCATION MAPSCALE: 1" = 1000'LIST OF DRAWINGSDRAWING NO.DRAWING TITLEG-001COVER SHEETG-002GENERAL NOTES, LEGEND & ABBREVIATIONSG-003PROJECT NOTESG-004TEST PITS & BORINGSG-005BORING LOGSV-101EXISTING CONDITIONS PLANV-301EXISTING SECTIONSCS-101EROSION CONTROL/STAGING PLAN/RESOURCE AREASCD-101DEMOLITION PLANCD-301DEMOLITION SECTIONSC-101LAYOUT & MATERIALS PLANC-102GRADING & DRAINAGE PLANC-103UTILITY PLANC-301PROPOSED SECTIONSC-501DETAILS - 1C-502DETAILS - 2C-503DETAILS - 3C-504DETAILS - 4S-101WATERFRONT STRUCTURES PLANN88 MA-6ASANDWICH, MA 02563THIS DOCUMENT IS RELEASED FORPERMITTING REVIEW ONLY. IT ISNOT INTENDED FOR BIDDING ORCONSTRUCTION PURPOSES.06/20/202306/18/2025JOHN A.BOLOGNA33776No.06/13/2025 DESIGNED/CHECKED BY:DRAWN BY:FILE:APPROVED BY:6 Pleasant StreetYarmouth,MassachusettsPacketLandingMarinaResiliencyTown ofYarmouthDATE:PROJECT NO:MARKDATEDESCRIPTIONY0007-0023 G-NOTE.dwg06/18/2025Y0007-0023SCALE:Plotted On:Jun 12, 2025-11:17am By: TMcSparrenLast Saved: 6/12/2025Tighe & Bond:\\tighebond.com\data\Data\Projects\Y\Y0007 Yarmouth\0023 - Packet Landing Marina, 6 Pleasant Street\CAD\Sheet\Y0007-0023 G-NOTE.dwg THIS DOCUMENT IS RELEASEDTEMPORARILY FOR PROGRESS REVIEW ONLY.IT IS NOT INTENDED FOR BIDDING ORCONSTRUCTION PURPOSES.PERMIT SETDAP/CEC/ALGNTB/JECJABGENERAL NOTESG-002NO SCALEEXISTINGPROPOSEDDESCRIPTIONABBREVIATIONSBCBITUMINOUS CURBBFEBASE FLOOD ELEVATIONBITBITUMINOUSBCBOTTOM OF CURBBOTBOTTOMBWBOTTOM OF WALLCBCATCH BASINCIPCAST IN PLACECMPCORRUGATED METAL PIPECNST JTCONSTRUCTION JOINTCJCONTRACTION JOINTCLCENTERLINECONCCONCRETECYCUBIC YARDDIADIAMETERDMHDRAIN MANHOLEEEASTEGEXISTING GRADEEJEXPANSION JOINTEL/ELEVELEVATIONEOPEDGE OF PAVEMENTEXEXISTINGFESFLARED END SECTIONFRPFIBER REINFORCED POLYMERGALVGALVANIZEDGRANGRANITEHCHANDICAPHDGHOT-DIPPED GALVANIZEDHDPEHIGH DENSITY POLYETHYLENEHMAHOT MIX ASPHALTHTLHIGH TIDE LINEHYDHYDRANTIDINNER DIAMETERININCHESINVINVERTJTJOINTLLENGTH OF CURBLDSTRAIGHT BAR DEVELOPMENT LENGTHLDHDEVELOPMENT LENGTH W/ STD HOOKLONGITUDINALLICLICENSELOWLIMIT OF WORKLPLIGHT POLELSLAP SPLICELSCSFLAND SUBJECT TO COASTALSTORM FLOWAGEMAXMAXIMUMMHHWMEAN HIGHER HIGH WATERMHWMEAN HIGH WATERMINMINIMUMMISCMISCELLANEOUSMLLWMEAN LOWER LOW WATERMLWMEAN LOW WATERNNORTHNONUMBERNTSNOT TO SCALEOCON CENTEROHOVERHEADPSFPOUNDS PER SQUARE FOOTPSIPOUNDS PER SQUARE INCHPVCPOLYVINYLCHLORIDEPVMTPAVEMENTRRADIUSRCPREINFORCED CONCRETE PIPERETRETAININGSSOUTHSCHSCHEDULESFSQUARE FOOTSMHSEWER MANHOLESTRMSTORMTCTOP OF CURBTPTEST PITTWTOP OF WALLTYPTYPICALUNOUNLESS NOTED OTHERWISEUPUTILITY POLEVGCVERTICAL GRANITE CURBPROPERTY LINERIGHT-OF-WAY LINEEASEMENT LINELIMITS OF WORKINTERMEDIATE CONTOURSINDEX CONTOURSSPOT GRADEMAGNITUDE & DIRECTION OF SLOPESTORM DRAINSANITARY SEWER FORCE MAINUNDERGROUND ELECTRICGAS SERVICEOVERHEAD UTILITY (UNSPECIFIED)CURBEDGE OF PAVEMENTDIRT ROADSIDEWALKRETAINING WALLSTONE WALLSHEET PILE WALLFENCE - UNSPECIFIEDFENCE - CHAIN LINKFENCE - WOOD POSTFENCE - METALMETAL BEAM RAILSTORM DRAIN STRUCTURESSANITARY SEWER MANHOLEWATER SERVICE STRUCTURESGAS SERVICE STRUCTURESELECTRIC SERVICE STRUCTURESTELECOMMUNICATIONS MANHOLETREELINETREEFLOAT GUIDE PILEGVWVDYHX 141.20.0%AREADRAINMANHOLECATCHBASINDSHYDRANTMANHOLEVALVETWMANHOLEVALVEGUTILITY C0.POLE #MANHOLEELIGHTEVERGREENDECIDUOUSLEGENDRESOURCE AREASCOASTAL BANKLSCSF50-FOOT BUFFER ZONE100-FOOT BUFFER ZONE200-FOOT RIVERFRONT AREALOCAL RESOURCE AREAMEAN LOW WATERMEAN HIGH WATERHIGH TIDE LINEHISTORIC HIGH WATERDEMOLITION / GEOTECHNICALEROSION & SEDIMENT CONTROLTURBIDITY CURTAINSAWCUTITEM TO BE DEMOLISHEDEXCAVATION AREATEST PITBORINGLEGENDLEGEND32.025D2.3'2.6'1.4'1.8'2.9'MLLWMLWEL 0.00 NAVD88(THIS PLAN SET)MHWMHHWHIGH TIDE LINEPER NOAA TIDE STATION 8447495 SAQUATUCKET HARBOR, MA EPOCH 1983-200112'100 YEAR FLOODGENERAL NOTES1.WORK SHALL COMPLY WITH THE ORDER OF CONDITIONS FROM THE TOWN OF YARMOUTH CONSERVATION COMMISSION, MASSDEP CHAPTER 91 LICENSES, ARMYCORPS OF ENGINEERS GENERAL PERMIT, AND OTHER APPLICABLE AGENCIES HAVING JURISDICTION OVER THE PROJECT.2.NOTIFY DIGSAFE AT 1-888-344-7233 AND OTHER UTILITY OWNERS IN THE AREA NOT ON THE DIGSAFE LIST AT LEAST 72 HOURS PRIOR TO ANY DIGGING,TRENCHING, ROCK REMOVAL, DEMOLITION, BORING, BACKFILLING, GRADING, LANDSCAPING, OR ANY OTHER EARTH MOVING OPERATIONS.3.LOCATIONS OF EXISTING UTILITIES ARE APPROXIMATE. IN ADDITION, SOME UTILITIES MAY NOT BE SHOWN. DETERMINE THE EXACT LOCATION OF UTILITIES BYTEST PIT OR OTHER METHODS, AS NECESSARY TO PREVENT DAMAGE TO UTILITIES AND/OR INTERRUPTIONS IN UTILITY SERVICE. PERFORM TEST PIT EXCAVATIONSAND OTHER INVESTIGATIONS TO LOCATE UTILITIES, AND PROVIDE THIS INFORMATION TO THE ENGINEER, PRIOR TO CONSTRUCTING THE PROPOSEDIMPROVEMENTS. LOCATE ALL EXISTING UTILITIES TO BE CROSSED BY HAND EXCAVATION.4.NOT ALL OF THE UTILITY SERVICES TO BUILDINGS ARE SHOWN. THE CONTRACTOR SHALL ANTICIPATE THAT EACH PROPERTY HAS SERVICE CONNECTIONS FOR GAS,ELECTRIC, PHONE, WATER AND SANITARY.5.BOLD TEXT AND LINES INDICATE PROPOSED WORK. LIGHT TEXT AND LINES INDICATE APPROXIMATE EXISTING CONDITIONS.6.TIGHE & BOND ASSUMES NO RESPONSIBILITY FOR ANY ISSUES, LEGAL OR OTHERWISE, RESULTING FROM CHANGES MADE TO THESE DRAWINGS WITHOUT WRITTENAUTHORIZATION FROM TIGHE & BOND.7.NOTIFY THE ENGINEER OF ANY UTILITIES IDENTIFIED DURING CONSTRUCTION THAT ARE NOT SHOWN ON THE DRAWINGS OR THAT DIFFER IN SIZE OR MATERIAL.8.THE CONTRACTOR IS RESPONSIBLE FOR SITE SAFETY; COORDINATION WITH THE OWNER, ALL SUBCONTRACTORS, AND WITH OTHER CONTRACTORS WORKINGWITHIN THE LIMITS OF WORK, THE MEANS AND METHODS OF CONSTRUCTING THE PROPOSED WORK.9.OBTAIN, PAY FOR AND COMPLY WITH PERMITS, NOTICES AND FEES NECESSARY TO COMPLETE THE WORK. ARRANGE AND PAY FOR NECESSARY INSPECTIONS ANDAPPROVALS FROM THE JURISDICTIONAL AUTHORITIES.10.SHORE UTILITY TRENCHES WHERE FIELD CONDITIONS DICTATE AND/OR WHERE REQUIRED BY LOCAL, STATE AND FEDERAL HEALTH AND SAFETY CODES.11.FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO CONSTRUCTION. IF FIELD CONDITIONS ARE OBSERVED THAT VARY SIGNIFICANTLY FROM THOSE SHOWN ONTHE DRAWINGS, IMMEDIATELY NOTIFY THE ENGINEER IN WRITING FOR RESOLUTION OF THE CONFLICTING INFORMATION.12.PROTECT AND MAINTAIN ALL UTILITIES IN THE AREAS UNDER CONSTRUCTION DURING THE WORK. LEAVE ALL PIPES AND STRUCTURES WITHIN THE LIMITS OF THECONTRACT IN A CLEAN AND OPERABLE CONDITION AT THE COMPLETION OF THE WORK. TAKE ALL NECESSARY PRECAUTIONS TO PREVENT SAND AND SILT FROMDISTURBED AREAS FROM ENTERING THE DRAINAGE SYSTEM.13.NOTIFY THE ENGINEER IN WRITING OF ANY CONFLICT, ERROR, AMBIGUITY, OR DISCREPANCY WITH THE PLANS OR BETWEEN THE PLANS AND ANY APPLICABLE LAW,REGULATION, CODE, STANDARD SPECIFICATION, OR MANUFACTURER'S INSTRUCTIONS.14.THE CONTRACTOR IS RESPONSIBLE FOR SUPPORT OF EXISTING UTILITIES AND REPAIR OR REPLACEMENT COSTS OF UTILITIES DAMAGED DURING CONSTRUCTION,WHETHER ABOVE OR BELOW GRADE. REPLACE DAMAGED UTILITIES IMMEDIATELY AT NO ADDITIONAL COST TO THE OWNER.15.TAKE NECESSARY MEASURES AND PROVIDE CONTINUOUS BARRIERS OF SUFFICIENT TYPE, SIZE, AND STRENGTH TO PREVENT ACCESS TO ALL WORK AND STAGINGAREAS AT THE COMPLETION OF EACH DAYS WORK.16.NO OPEN TRENCHES WILL BE ALLOWED OVER NIGHT. THE USE OF ROAD PLATES TO PROTECT THE EXCAVATION WILL BE CONSIDERED UPON REQUEST, BUTBACKFILLING IS PREFERRED.17.THE CONTRACTOR IS RESPONSIBLE FOR ALL NECESSARY TRAFFIC CONTROL/SAFETY DEVICES TO ENSURE SAFE VEHICULAR AND PEDESTRIAN ACCESS THROUGH THEWORK AREA, OR FOR SAFELY IMPLEMENTING DETOURS AROUND THE WORK AREA. PERFORM TRAFFIC CONTROL IN ACCORDANCE WITH THE CONTRACTOR'SAPPROVED TRAFFIC CONTROL PLAN.18.MAINTAIN EMERGENCY ACCESS TO ALL PROPERTIES WITHIN THE PROJECT AREA AT ALL TIMES DURING CONSTRUCTION. THE EAST AND WEST PASSAGEWAYSBETWEEN THE NEIGHBORING PROPERTY SITES SHALL REMAIN FREE OF CONSTRUCTION MATERIALS AND EQUIPMENT.19.WHEN WORKING IN THE ROAD, PROVIDE THE OWNER AND LOCAL FIRE/POLICE/SCHOOL AUTHORITIES A DETAILED PLAN OF APPROACH INDICATING METHODS OFPROPOSED TRAFFIC ROUTING ON A DAILY BASIS. PROVIDE COORDINATION TO ENSURE COMMUNICATION AND COORDINATION BETWEEN THE OWNER, CONTRACTORAND LOCAL FIRE/POLICE/SCHOOL AUTHORITIES THROUGHOUT THE CONSTRUCTION PERIOD.20.REMOVE AND DISPOSE OF ALL CONSTRUCTION-RELATED WASTE MATERIALS AND DEBRIS IN STRICT ACCORDANCE WITH ALL APPLICABLE LOCAL, STATE, ANDFEDERAL LAWS.21.THE TERM "DEMOLISH" USED ON THE DRAWINGS MEANS TO REMOVE AND DISPOSE OF IN ACCORDANCE WITH LOCAL, STATE, AND FEDERAL REQUIREMENTS.22.THE TERM "ABANDON" USED ON THE DRAWINGS MEANS TO LEAVE IN PLACE AND TAKE APPROPRIATE MEASURES TO DECOMMISSION AS SPECIFIED OR NOTED ONTHE DRAWINGS.23.PROPOSED WORK MAY BE ADJUSTED IN THE FIELD AS REQUESTED BY THE CONTRACTOR AND APPROVED BY THE ENGINEER.BASE PLAN NOTES1.THE EXISTING CONDITIONS INFORMATION SHOWN ON THE DRAWINGS IS BASED ON THE FOLLOWING:·SURVEY DRAWINGS PROVIDED BY COASTAL ENGINEERING COMPANY TITLED C1.2.1 "WOOD HOLE GROUP PACKET LANDING MARINA" AND DATED DECEMBER 5, 2023.·DRAWINGS TITLED PACKET LANDING IMPROVEMENTS, PREPARED BY BSC GROUP AND DATED 02/06/2017.·THE 100-YEAR FLOOD ZONE, ARE BASED ON THE FEMA FLOOD INSURANCE STUDY (FIS) FOR THE TOWN OF YARMOUTH FLOOD INSURANCE RATE MAP (FIRM) PANELNUMBER 25001C0591J, EFFECTIVE JULY 16, 2014.·COASTAL BANK AND COASTAL BEACH DELINEATIONS BY WOODS HOLE GROUP.2.UTILITY LOCATIONS SHOWN WERE PLOTTED FROM INFORMATION SUPPLIED BY RESPECTIVE UTILITY COMPANIES AND DATA OBTAINED FROM FIELD SURVEYS AND ASBUILT DRAWINGS. THE ACCURACY AND COMPLETENESS OF SUBSURFACE INFORMATION SHOWN ON THESE DRAWINGS IS NOT GUARANTEED. DETERMINE THE LOCATIONSAND ELEVATIONS OF ALL UTILITIES WHICH MAY AFFECT CONSTRUCTION OPERATIONS.3.THE EXISTING CONDITIONS SHOWN ARE APPROXIMATE. FIELD VERIFY EXISTING CONDITIONS.4.THIS PLAN IS REFERENCED HORIZONTALLY TO THE MASSACHUSETTS STATE PLANE COORDINATE SYSTEM NORTH AMERICAN DATUM OF 1983 MAINLAND ZONE (NAD83(2001) (MYCS2) EPOCH 2010.00) AND VERTICALLY TO THE NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD88) BY RTK GPS OBSERVATIONS ON 06-30-2022 USINGTHE HXGN SMARTNET RTK NETWORK.5.RIPARIAN BOUNDARIES ARE SUBJECT TO CHANGE DUE TO NATURAL CAUSES AND THE BOUNDARY SHOWN HEREON MAY OR MAY NOT REPRESENT THE ACTUAL LOCATIONOF THE LIMIT OF TIDAL.6.THIS SURVEY HAS BEEN PERFORMED WITHOUT THE BENEFIT OF A TITLE SEARCH AND MAY NOT REVEAL ANY FACTS THAT WOULD BE DISCLOSED BY ONE.PPSDEESFM06/20/202306/18/2025JOHN A.BOLOGNA33776No.06/13/2025 DESIGNED/CHECKED BY:DRAWN BY:FILE:APPROVED BY:6 Pleasant StreetYarmouth,MassachusettsPacketLandingMarinaResiliencyTown ofYarmouthDATE:PROJECT NO:MARKDATEDESCRIPTIONY0007-0023 G-NOTE.dwg06/18/2025Y0007-0023SCALE:Plotted On:Jun 12, 2025-11:17am By: TMcSparrenLast Saved: 6/12/2025Tighe & Bond:\\tighebond.com\data\Data\Projects\Y\Y0007 Yarmouth\0023 - Packet Landing Marina, 6 Pleasant Street\CAD\Sheet\Y0007-0023 G-NOTE.dwg THIS DOCUMENT IS RELEASEDTEMPORARILY FOR PROGRESS REVIEW ONLY.IT IS NOT INTENDED FOR BIDDING ORCONSTRUCTION PURPOSES.PERMIT SETDAP/CEC/ALGNTB/JECJABPROJECT NOTESG-003NO SCALEEROSION CONTROL AND RESOURCE AREA PROTECTION NOTES1.PROVIDE ALL EROSION CONTROL MEASURES SHOWN, SPECIFIED, REQUIRED BY PERMIT, AND/OR REQUIRED BY THEENGINEER PRIOR TO ANY CONSTRUCTION OR IMMEDIATELY UPON REQUEST. MAINTAIN SUCH CONTROL MEASURES UNTILFINAL SURFACE TREATMENTS ARE IN PLACE AND/OR UNTIL PERMANENT VEGETATION IS ESTABLISHED. INSPECT AFTEREACH RAINSTORM AND DURING MAJOR STORM EVENTS TO CONFIRM THAT ALL SEDIMENTATION AND EROSION CONTROLMEASURES REQUIRED ARE IN PLACE AND EFFECTIVE.2.PRIOR TO STARTING WORK, CLEARLY STAKE WORK LIMITS. DO NOT DISTURB VEGETATION AND TOPSOIL BEYOND THEPROPOSED LIMITS. COORDINATE WITH THE ENGINEER FOR LOCATIONS OF TEMPORARY STOCKPILING OF TOPSOIL DURINGCONSTRUCTION.3.INSTALL SILT SACKS OR OTHER APPROVED SEDIMENTATION BARRIERS IN/AT ALL CATCH BASINS IN THE PROJECT AREA.4.COMPACT, STABILIZE, AND LOAM AND SEED SIDE SLOPES, SHOULDER AREAS AND DISTURBED VEGETATED AREAS INACCORDANCE WITH THE CONTRACT DOCUMENTS AND AS REQUIRED BY PERMITS. GRADE SIDE SLOPES, SHOULDER AREASAND DISTURBED VEGETATED AREAS TO A MAXIMUM SLOPE OF 3 HORIZONTAL TO 1 VERTICAL (3H:1V), WHERE POSSIBLE.PROVIDE BIODEGRADABLE EROSION CONTROL BLANKETS TO PREVENT EROSION WHERE SLOPES ARE STEEPER THAN3H:1V.5.SETTLE OR FILTER ALL SILT-LADEN WATER FROM DEWATERING ACTIVITIES IN A SEDIMENTATION OR FILTER BAG TOREMOVE SEDIMENTS PRIOR TO RELEASE USING A SEDIMENTATION OR FILTER BAG LOCATED DOWN-GRADIENT OF THEDEWATERED AREA.6.REMOVE AND PROPERLY DISPOSE OF SILT TRAPPED AT BARRIERS IN UPLAND AREAS OUTSIDE BUFFER ZONES. REMOVEMATERIALS DEPOSITED IN ANY TEMPORARY SETTLING BASINS AT THE COMPLETION OF THE PROJECT. RESTORE ALLDISTURBED AREAS TO THEIR PRECONSTRUCTION CONDITION.7.SWEEP, COLLECT, REMOVE AND DISPOSE OF ANY SEDIMENT TRACKED ONTO PUBLIC RIGHT-OF-WAYS AT THE END OFEACH DAY.8.LOAM AND SEED ALL DISTURBED VEGETATED AREAS TO ESTABLISH COVER AND STABILIZATION AS SOON AS POSSIBLEFOLLOWING DISTURBANCE.9.MAINTAIN AN ADDITIONAL SUPPLY OF EROSION CONTROL MEASURES ON-SITE FOR EMERGENCY REPAIRS.10.STORE FUEL, OIL, PAINT, OR OTHER HAZARDOUS MATERIALS IN A SECONDARY CONTAINER AND REMOVE TO A SECURELOCKED AND COVERED AREA DURING NON-WORK HOURS.11.PROVIDE A SUPPLY OF ABSORBENT SPILL RESPONSE MATERIALS SUCH AS BOOMS, BLANKETS, AND OIL ABSORBENTMATERIALS AT THE CONSTRUCTION SITE AT ALL TIMES TO CLEAN UP POTENTIAL SPILLS OF HAZARDOUS MATERIALS.IMMEDIATELY REPORT SPILLS OF HAZARDOUS MATERIALS TO THE STATE ENVIRONMENTAL AGENCY AND THEMUNICIPALITY WHERE THE WORK IS OCCURRING.SURFACE RESTORATION NOTES1.ALL PAVEMENT DAMAGED BY THE CONTRACTOR'S OPERATIONS SHALL BE REPLACED IN ACCORDANCE WITH THE CONTRACTDOCUMENTS.2.PROVIDE SITE GRADING AT ACCESSIBLE SIDEWALK RAMPS, SIDEWALKS, AND BUILDING ENTRANCES THAT IS CONSISTENTWITH THE RELEVANT ACCESS REQUIREMENTS OF THE ARCHITECTURAL BARRIERS ACT (ABA), THE AMERICANS WITHDISABILITIES ACT (ADA), AND MA ARCHITECTURAL ACCESS BOARD REQUIREMENTS (AAB). SMALL CHANGES IN GRADEOVER RELATIVELY SHORT DISTANCES (E.G. AT PARKING SPACES, ACCESSIBLE ROUTES, AND RAMPS) MIGHT NOT BECLEARLY DEPICTED WITHIN THE CONTOUR INTERVAL SHOWN. COMPLY WITH THE CRITERIA IN THESE STANDARDS.SELECT MAXIMUM SLOPE CRITERIA ARE REPRODUCED BELOW:- ACCESSIBLE PARKING STALL AND PASSENGER LOADING ZONE (ANY DIRECTION) SLOPE < 2.0%- LONGITUDINAL SLOPE ALONG ACCESSIBLE ROUTES < 5.0%- CROSS SLOPE ALONG ACCESSIBLE ROUTES < 2.0%3.PROTECT PROJECT FEATURES (E.G., WALLS, FENCES, MAIL BOXES, SIGNS, SIDEWALKS, CURBING, STAIRS, WALKWAYS,TREES, ETC.) FROM DAMAGE DURING CONSTRUCTION, INCLUDING PROVIDING TEMPORARY SUPPORTS, WHENAPPROPRIATE.4.IF REMOVAL OF PROJECT FEATURES IS REQUIRED IN ORDER TO PERFORM THE PROPOSED WORK, REMOVE THOSE SITEFEATURES ONLY UPON APPROVAL OF ENGINEER. REPLACE ALL REMOVED PROJECT FEATURES; NEW ITEMS SHALL BE EQUALOR BETTER IN QUALITY AND CONDITION TO THE ITEMS REMOVED.5.EXISTING SURVEY MONUMENTS DISTURBED BY THE CONTRACTOR SHALL BE REPLACED BY A LAND SURVEYOR LICENSED INTHE STATE IN WHICH THE WORK IS PERFORMED AT NO ADDITIONAL COST TO THE OWNER.6.COORDINATE THE ADJUSTMENT OF EXISTING UTILITY STRUCTURES WITH EACH RESPONSIBLE UTILITY OWNER PRIOR TORECONSTRUCTION AND/OR PAVING OPERATIONS. RAISE ALL STRUCTURES TO FINISHED GRADES PRIOR TO THE END OFTHE CONSTRUCTION SEASON AND PRIOR TO FINISHED PAVING.7.REPAIR DISTURBED PAVED SURFACES AT THE END OF EACH WORK WEEK, UNLESS OTHERWISE APPROVED/REQUIRED BYTHE OWNER.8.PLACE TEMPORARY BITUMINOUS CONCRETE PAVEMENT AT DISTURBED PORTLAND CEMENT CONCRETE SIDEWALKS ANDDRIVEWAYS AT THE END OF EACH WORK WEEK, UNLESS OTHERWISE APPROVED/REQUIRED BY THE OWNER.9.TRANSFER ALL TEMPORARY BENCHMARKS, AS NECESSARY.10.ACCOMMODATE PEDESTRIAN TRAFFIC WHERE A SIDEWALK IS TO BE CLOSED FOR SAFETY. “SIDEWALK CLOSED HERE”SIGNS SHALL BE USED AT THE NEAREST SAFE INTERSECTION. SEE TRAFFIC CONTROL DETAILS FOR SIGN INFORMATION.11.RESTORE ALL AREAS DISTURBED BY THE CONTRACTOR BEYOND THE PAYLINE LIMITS TO ORIGINAL CONDITIONS AT NOADDITIONAL COST TO THE OWNER.12.REGRADE ALL UNPAVED AREAS DISTURBED BY THE WORK AS REQUIRED. REPAIR/REPLACE PAVED SURFACES DISTURBEDBY THE WORK IN-KIND, UNLESS OTHERWISE NOTED. RESTORE SURFACES TO EXISTING OR PROPOSED CONDITIONS ASINDICATED ON THE DRAWINGS.13.PROVIDE A SMOOTH, FLUSH TRANSITION BETWEEN ALL NEW AND EXISTING PAVEMENTS AND WALKING SURFACES.HELICAL TIEBACKS1.INSTALLATION ANGLES (Θ) SHALL BE 20°. FINAL INSTALLATION ANGLES SHALL SPECIFIED BY THE HELICAL TIEBACKDESIGNER.2.HELICAL SHALL BE SPACED (S) NO GREATER THAN THE LESSER OF 9' ON CENTER AND SIX (6) TIMES THE WIDTH OF THEINSTALLED SHEET PILE. (ASSUMED Z SHAPE)3.REQUIRED FACTOR OF SAFETY ON ULTIMATE STRENGTH: 2.04.HELICAL PILES SHALL BE INSTALLED TO A MINIMUM INSTALLED ULTIMATE CAPACITY OF 35 KIPS (ALREADY INCLUDESFACTOR OF SAFETY) OR MINIMUM OF 20' EMBEDMENT, WHICHEVER IS GREATER.5.CENTRAL STEEL SHAFT SHALL BE HOT ROLLED ROUND-CORNERED-SQUARE (RCS) SOLID STEEL BARS MEETING THEDIMENSIONAL AND WORKMANSHIP REQUIREMENTS OF ASTM A29. THE BAR SHALL BE HIGH STRENGTH LOW ALLOY (HSLA),LOW TO MEDIUM CARBON STEEL GRADE WITH IMPROVED STRENGTH DUE TO FINE GRAIN SIZE. MINIMUM SHAFT SIZESHALL BE 3/4" SQUARE.6.HELIX BEARING PLATES SHALL BE HOT ROLLED CARBON STEEL SHEET, STRIP, OR PLATE FORMED ON MATCHING METALDIES TO TRUE HELICAL SHAPE AND UNIFORM PITCH. BEARING PLATE MATERIAL SHALL CONFORM TO THE FOLLOWING ASTMA656 OR A1018 SPECIFICATIONS. MINIMUM YIELD STRENGTH SHALL BE FY = 80 KSI. MINIMUM STEEL THICKNESS SHALLBE 12".7.BOLTS SHALL MEET THE REQUIREMENTS OF ASTM A193 GRADE B7.8.COUPLINGS SHALL BE BE FORMED AS AN INTEGRAL PART OF THE PLAIN AND HELICAL EXTENSION MATERIAL AS HOT UPSETFORGED SOCKETS.9.ALL COMPONENTS OF THE HELICAL TIEBACK SHALL BE HOT-DIPPED GALVANIZED IN ACCORDANCE WITH ASTM A153 ORA123 AFTER FABRICATION.WOOD FRAMING NOTES1.FRAMING LUMBER SHALL CONFORM TO THE LATEST EDITION OF THE AFPA "NATIONAL DESIGN SPECIFICATION FOR WOODCONSTRUCTION", AND SUPPLEMENT "DESIGN VALUES FOR WOOD CONSTRUCTION", LATEST EDITION. MAXIMUM MOISTURECONTENT SHALL BE 19%.2.WOOD TREATMENT IN ACCORDANCE WITH AWPA C3):(SEE TABLE BELOW)3.CONNECTORS, CONNECTIONS, FASTENERS, ETC. USED TO SECURE PRESSURE TREATED LUMBER SHALL BE HOT-DIPPEDGALVANIZED, UNLESS OTHERWISE NOTED.4.LUMBER WHICH IS SPLIT, CRACKED, NOTCHED OR OTHERWISE ALTERED OR DAMAGED SHALL BE IMMEDIATELY REJECTEDAND NOT ALLOWED FOR USE, UNLESS OTHERWISE APPROVED IN WRITING BY THE STRUCTURAL ENGINEER.5.THE FRAMING LUMBER SHALL BE OF THE FOLLOWING MINIMUM GRADE AND SPECIES FOR THE SPECIFIED USE. ALL LUMBERSHALL BE GRADE STAMPED BY A RECOGNIZED GRADING AGENCY AND SHALL BE SURFACE DRY.6.CONTRACTOR SHALL SUBMIT PROPOSED WOOD SPECIES, GRADES, GRADING AGENCY, TYPE OF PRESSURE TREATMENT,MANUFACTURE DATA, AND CERTIFICATION TO THE ENGINEER FOR WRITTEN APPROVAL PRIOR TO ORDERING ANYMATERIALS.7.USE FULLY NAILED METAL CONNECTORS (USP, SIMPSON, TECO, OR EQUAL), JOIST, OR BEAM HANGERS WHEN JOISTS ORBEAMS FRAME INTO OTHER JOISTS OR BEAMS. REFER TO FRAMING PLAN FOR CONNECTOR TYPES.8.WOOD PRODUCTS SHALL BE STORED IN A DRY LOCATION.9.IN NO CASE SHALL JOISTS, BEAMS STUDS OR ANY OTHER FRAMING MEMBER BE CUT, NOTCHED DRILLED, OR OTHERWISEMODIFIED WITHOUT THE WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER.COMPOSITE FRP SHEET PILES1.TIP ELEVATIONS AS SHOWN ON THE DRAWINGS.2.ALL FRP SHEET PILES SHALL HAVE A MINIMUM THICKNESS OF 14" FOR BOTH WEB AND FLANGES.3.FRP SHEET PILES SHALL HAVE THE FOLLOWING MINIMUM SECTION PROPERTIES:- ELASTIC SECTION MODULUS: 58.5 IN3/FT- MOMENT OF INERTIA: 497 IN4/FT- SECTION DEPTH: 17"- SECTION WIDTH: 30" (Z PROFILE)- ULTRA COMPOSITE UC-95 BY CRANE MATERIALS INC. HAS BEEN ASSUMED FOR SHEET SPACING AND HEIGHT AS SHOWN ON PLANS4.COLOR TO BE CHARCOAL5.THE CONTRACTOR SHALL PROVIDE A SUBMITTAL FOR THE FRP SHEET PILES INCLUDING THE MANUFACTURER, SHEET TYPE,SHEET LENGTH, AND SHEET COLOR. NO SUBSTITUTIONS FOR SHEET MANUFACTURER SHALL BE MADE WITHOUT ENGINEERAPPROVAL.STRUCTURAL STEEL AND MISCELLANEOUS METALS1.STEEL SHALL CONFORM TO THE FOLLOWING ASTM GRADES:- HIGH STRENGTH BOLTSF3125, GRADE A325- COMMON STRENGTH BOLTSGRADE 307- ALL OTHER STRUCTURAL STEELA592 GRADE 60 (FY - 60 KSI) UNO2.WELDING ELECTRODESAWS E70XX3.ALL NEW STEEL HARDWARE AND FABRICATIONS SHALL BE HOT DIPPED GALVANIZED AND CONFORM TO ASTM A-123 AND/ORA-153 UNLESS OTHERWISE NOTED.4.THE CONTRACTOR SHALL COORDINATE ALL DIMENSIONS SHOWN ON THE PLANS WITH THE VARIOUS TRADES, SIZE OF UNITSAND EXISTING CONDITIONS BEFORE DETAILING AND FABRICATING STEEL.5.STAINLESS STEEL SHALL BE SERIES 300, TYPE 316 UNLESS OTHERWISE NOTED.6. ALUMINUM HANDRAILS SHALL BE TYPE 6061 T6 IN ACCORDANCE WITH THE 2015 IBC SECTION 1014.3.1 WITH AN OUTSIDEDIAMETER BETWEEEN 1 14" AND 2". THE MATERIAL SHALL CONFORM WITH ASTM B221MATERIAL NOTES34" CRUSHED STONESIEVE SIZEPERCENT PASSING1"100%34"90 - 100%12"10 - 50%38"0 - 20%NO. 40 - 5%STONE BORROW1.CRUSHED STONE BORROW CONSIST OF DURABLE CRUSHED ROCK CONSISTING OF THE ANGULAR FRAGMENTS OBTAINEDBY BREAKING AND CRUSHING SOLID OR SHATTERED NATURAL ROCK, AND FREE FROM A DETRIMENTAL QUANTITY OFTHIN, FLAT, ELONGATED OR OTHER OBJECTIONABLE PIECES. A DETRIMENTAL QUANTITY WILL BE CONSIDERED AS ANYAMOUNT IN EXCESS OF 15% OF THE TOTAL WEIGHT. THIN STONES SHALL BE CONSIDERED TO BE SUCH STONES WHOSEAVERAGE WIDTH EXCEEDS 4 TIMES THEIR AVERAGE THICKNESS. ELONGATED STONES SHALL BE CONSIDERED TO BESTONES WHOSE AVERAGE LENGTH EXCEEDS 4 TIMES THEIR AVERAGE WIDTH AND/OR DURABLE CRUSHED GRAVELSTONE OBTAINED BY ARTIFICIAL CRUSHING OF GRAVEL BOULDERS OR FIELDSTONE WITH A MINIMUM DIAMETER BEFORECRUSHING OF 8 INCHES.2.THE CRUSHED STONE SHALL BE FREE FROM CLAY, LOAM OR DELETERIOUS MATERIAL AND NOT MORE THAN 1.0% OFSATISFACTORY MATERIAL PASSING A NO. 200 SIEVE WILL BE ALLOWED TO ADHERE TO THE CRUSHED STONE.CONCRETE:1.ALL REINFORCEMENT SHALL BE NEW DEFORMED STEEL BARS, GRADE 60 CONFORMING TO ASTM A615, EPOXY-COATINGCONFORMING TO ASTM A775/A775M.2.REINFORCEMENT ACCESSORIES SHALL BE DIELECTRIC COATED STEEL OR APPROVED PLASTIC.3.ALL CONCRETE, EXCEPT TREMIE CONCRETE, SHALL HAVE THE FOLLOWING SPECIFICATIONS:- MINIMUM COMPRESSIVE STRENGTH: 5,000 PSI AT 28 DAYS- AIR ENTRAINMENT:6% ±1%- MAXIMUM AGGREGATE SIZE:34"- WATER/CEMENT RATIO:0.40- PORTLAND CEMENT:ASTM C150, TYPE II- MINIMUM CEMENTITIOUS MATERIAL:705 LBS/CY4.GROUT SHALL BE A HIGH STRENGTH, NON-SHRINK GROUT WITH SALTWATER RESISTANCE.5.CONCRETE COVER SHALL BE A MINIMUM OF 3" UNLESS NOTED OTHERWISE.6.UNLESS OTHERWISE NOTED, REINFORCEMENT SHALL HAVE THE FOLLOWING MINIMUM CLEARANCES:- BETWEEN EMBEDDED ELEMENTS1"- OVER EMBEDDED PILE HEADS3"7.FINISHING REQUIREMENTS- PROVIDE 1" CHAMFER ON ALL EXPOSED EDGES, UNLESS NOTED OTHERWISE.- ALL TOP SURFACES EXPOSED TO VEHICULAR OR FOOT TRAFFIC SHALL RECEIVE A NON-SKID BROOM FINISHTRANSVERSE TO THE TRAVEL DIRECTION.- ALL OTHER TOP SURFACES SHALL BE FLOAT FINISHED8.REINFORCEMENT DEVELOPMENT AND LAP SPLICE LENGTHS ARE SHOWN IN THE TABLE BELOW FOR THE CONDITIONSSTATED. REINFORCEMENT CONDITIONS OUTSIDE OF THOSE EXPLICITLY STATED SHALL BE COMPUTED IN ACCORDANCEWITH THE LATEST EDITION OF ACI318.TIMBER PRESERVATIVE TREATMENT AND GRADE SPECIFICATIONSMEMBER TYPELUMBER GRADE ANDSPECIESUSECATEGORYDESCRIPTIONPRESERVATIVETREATMENTSURFACE TEXTURESTRINGER/JOIST#1 SOUTHERN PINEUC4BSALT WATERSPLASH/ NOT INGROUND CONTACT0.31 MCA OR0.60 CCAS4SPILE CAP#1 SOUTHERN PINEUC4BSALT WATERSPLASH/ NOT INGROUND CONTACT0.31 MCA OR0.60 CCAS4SPILE12" DIA. (AT BUTT)SOUTHER PINE PILE(ASTM D25)UC5ASALT WATEREXPOSURE ANDIMMERSION2.5 CCAROUND PILINGPARKINGGUARD POST#1 SOUTHERN PINEUC4BSALT WATERSPLASH/ NOT INGROUND CONTACT1.5 CCAS4SHANDRAILPREMIUM/SELECTSOUTHERN PINEUC4BSALT WATERSPLASH/ NOT INGROUND CONTACT 0.23 MCAS4SBRACING#1 SOUTHERN PINEUC5ASALT WATEREXPOSURE ANDIMMERSION1.5 CCAS4S06/20/202306/18/2025JOHN A.BOLOGNA33776No.06/13/2025 S66° 48' 12"E63.04'EMOSWOSWSSSDYH WVPPPEMPSSSWVDYPPPCONC.PAD/SEPTICALARMPANELPPPPPPPPPPPPPPPPPPPPPPPPPPESESWMWMHEDGEBRICK WALKHEDGEHEDGECONC. PADW/METALHATCH DOORLAWNHE D G E CONC.LANDINGGRAVELWALKBIT. CONC.PARKING AREAWOODDECKVGC VGC VGC VGCFLO A T S ( T Y P . ) REV E T M E N T TIMB E R R E T . W A L L TIM B E R G U A R D R A I L F L O O D Z O N E A E ( E L . 1 2 ) F L O O D Z O N E A E ( E L . 1 3 ) FLOOD Z O N E X (OTHER F L O O D ZONES) FLOOD Z O N E A E ( E L . 1 1 ) F LOOD ZON E A E ( E L . 1 1 ) F LOOD ZON E A E ( E L . 1 2 )MLW E L . - 2 . 3 HTL E L . 2 . 9 MH W E L . 1 . 4 HTL E L . 2 . 9HISTORIC HIGH WATER(TYP)ML W E L . - 2 . 3 D.E. Q . E . L I C . PLA N 9 3 8 D.E . Q . E . L I C . N O . 938 D.E . Q . E . L I C . P L A N N O . 1 3 8 4D.P.W. LIC. NO.3741CHAIN LINK FENCE AND SECURITYGATE AT END OF GANGWAYDAVIT CRANE ON TIMBERPILEELECTRICSERVICECONC. PADW/WOOD BENCHCOASTAL BANK(DOT HATCH)TIMBER RET. WALLSTO R M W A T E R INFI L T R A T I O N STR U C T U R E S21 ° 0 3 ' 1 6 " W 124. 2 3 ' S21 ° 0 3 ' 1 6 " W 155. 3 8 'S66° 48' 12"E33.02'N70° 01' 20"W34.59'SANITARYVENTPARCEL61-88S 3 2 ° 5 6 ' 0 8 " W 0. 4 8 ' N 2 1 ° 5 3 ' 3 6 " E 0.2 5 'S 60° 55 ' 03 " W0.22 ' MH W E L . 1 . 4 BAS S R I V E R (TID A L )8" CMPINV. OUT=0.108" CMPINV. OUT=0.0BOTTOM OF COASTAL BANKTOP OF COASTAL BANKCOASTAL BEACH(LINE HATCH)18" DRAIN BASINRIM=7.80INV=5.0018" DRAIN BASINRIM=7.80INV=5.00EXISTING STORMWATERRECHARGE SYSTEM BASEDON BSC PLAN REV. 3DATED 02/07/2017BOT STONE EL 4.50BOT CHAMBER EL 5.006" HDPE6" HDPEPUMPOUTCONTROLSCOASTAL BANKHISTORIC HIGHWATER (TYP)SANITARY HOLDING TANKBENCHMARK: TAG BOLT IN HYDRANTEL. = 7.44' NAVD88TP-1TP-2TP-3B-1B-2B-350-FOOT BUFFER FROMCOASTAL BANK100-FOOT BUFFERFROM COASTAL BANKLAND SUBJECT TO COASTAL STORM FLOWAGEDESIGNED/CHECKED BY:DRAWN BY:FILE:APPROVED BY:6 Pleasant StreetYarmouth,MassachusettsPacketLandingMarinaResiliencyTown ofYarmouthDATE:PROJECT NO:MARKDATEDESCRIPTIONY0007-0023 G-NOTE.dwg06/18/2025Y0007-0023SCALE:Plotted On:Jun 12, 2025-11:17am By: TMcSparrenLast Saved: 6/12/2025Tighe & Bond:\\tighebond.com\data\Data\Projects\Y\Y0007 Yarmouth\0023 - Packet Landing Marina, 6 Pleasant Street\CAD\Sheet\Y0007-0023 G-NOTE.dwg THIS DOCUMENT IS RELEASEDTEMPORARILY FOR PROGRESS REVIEW ONLY.IT IS NOT INTENDED FOR BIDDING ORCONSTRUCTION PURPOSES.PERMIT SETDAP/CEC/ALGNTB/JECJABTEST PITS &BORINGSG-0041" = 10'0010'20'SCALE: 1" = 10'NOTES:1)THE VERTICAL DATUM SHOWN HEREON REFERENCES THE NORTH AMERICANVERTICAL DATUM OF 1988.2)THE HORIZONTAL DATUM SHOWN HERON REFERENCES THE NORTH AMERICANDATUM OF 1983, MASSACHUSETTS STATE PLANE MAINLAND COORDINATE SYSTEM.3)THE TEST PIT LOGS ARE PROVIDED FOR QUALITATIVE SOIL MATERIALSINFORMATION PURPOSES.DATE OF TESTS: MARCH 12, 2025TEST PITS PERFORMED BY: DERECK PACHECO, TIGHE & BOND, SE#14629TEST PIT LOGSTEST PIT 1. EL. = 6.4±DEPTH FROMSURFACESOILHORIZONSOILTEXTURESOIL COLOR(MUNSELL)SOILMOTTLINGOTHER0" - 42"FILL----42" - 48"BwMED-FINE SAND10 YR 4/4-SG, LOOSE48" - 66"+BCMED-FINE SAND10 YR 6/2-SG, LOOSEGW ENCOUNTERED5.3'± FROM FINISHGRADE. (EL. = 1.1±)TEST PIT 2. EL. = 5.3±DEPTH FROMSURFACESOILHORIZONSOILTEXTURESOIL COLOR(MUNSELL)SOILMOTTLINGOTHER0" - 36"FILL----36" - 45"Ap----45" - 63"+BCMEDIUM SAND10 YR 5/4-SG, LOOSEGW ENCOUNTERED4.9'± FROM FINISHGRADE. (EL. = 0.4±)TEST PIT 3. EL. = 4.2±DEPTH FROMSURFACESOILHORIZONSOILTEXTURESOIL COLOR(MUNSELL)SOILMOTTLINGOTHER0" - 53"+FILL----GW ENCOUNTERED3.5'± FROM FINISHGRADE. (EL. = 0.7±)ESTIMATED HIGH GROUNDWATER CALCULATION(USGS/CCC METHOD)INDEX WELL: # _________ZONE: _______DATE OF READING: _____________ DEPTH TO GROUNDWATER:_______GROUNDWATER LEVEL ADJUSTMENT: _______ACTUAL GROUNDWATER LEVEL @ SITE: EL= _______ESTIMATED (MAX.) HIGH GROUNDWATER LEVEL: EL= _______MIW-29A03-19-20258.52'1.90'1.1'±3.0'±*DURING MOON TIDES, HISTORICAL DATASUGGESTS WATER RISES TO ELEVATION 6.0±.ABANDONED 4" CAST IRONSEPTIC PIPE, ABANDONED 2"METAL CONDUIT (EMPTY) , &2" GAS LINE DISCOVERED(STATUS UNKNOWN)06/20/202306/18/2025JOHN A.BOLOGNA33776No.06/13/2025 DESIGNED/CHECKED BY:DRAWN BY:FILE:APPROVED BY:6 Pleasant StreetYarmouth,MassachusettsPacketLandingMarinaResiliencyTown ofYarmouthDATE:PROJECT NO:MARKDATEDESCRIPTIONY0007-0023 G-NOTE.dwg06/18/2025Y0007-0023SCALE:Plotted On:Jun 12, 2025-11:17am By: TMcSparrenLast Saved: 6/12/2025Tighe & Bond:\\tighebond.com\data\Data\Projects\Y\Y0007 Yarmouth\0023 - Packet Landing Marina, 6 Pleasant Street\CAD\Sheet\Y0007-0023 G-NOTE.dwg THIS DOCUMENT IS RELEASEDTEMPORARILY FOR PROGRESS REVIEW ONLY.IT IS NOT INTENDED FOR BIDDING ORCONSTRUCTION PURPOSES.PERMIT SETDAP/CEC/ALGNTB/JECJABBORING LOGSG-0051" = 10'0010'20'SCALE: 1" = 10'06/20/202306/18/2025JOHN A.BOLOGNA33776No.06/13/2025 S66° 48' 12"E63.04'EMOSWOSWSSSDYH WVPPPEMPSSSDDOSWOSWWVDYHPPPSCONC.PAD/SEPTICALARMPANELPPPPPPPPPPPPPPPPPPPPPPPPPPPPPPPPPPPFESESSGCEOPWMWMHEDGEHEDGEHEDGEBRICK WALKHEDGEHEDGECONC. PADW/METALHATCH DOORLAWNHEDGELACONC./ROCK RET.WALLCONC.LANDINGGRAVELWALKCONC./ROCK RET.WALLBIT. CONC.PARKING AREABIT. CONC. WALKRESTROOMSCOVEREDPAVILIONWOODDECKVGC VGC VGC VGCFLO A T S ( T Y P . ) REV E T M E N T TIM B E R R E T . W A L L TIM B E R G U A R D R A I L RIDGEEL.=35.5THRESHOLDEL.=15.9FLOOD ZONE X(OTHER FLOOD ZONES)FLOOD ZONE AE (EL. 12) F L O O D Z O N E A E ( E L . 1 2 ) F L O O D Z O N E A E ( E L . 1 3 ) FLOOD Z O N E X (OTHER F L O O D ZONES) FLOOD Z O N E A E ( E L . 1 1 )FLOOD ZONE AE (EL. 12)FLOOD ZONE AE (EL. 13)F LOOD ZON E A E ( E L . 1 1 ) F LOOD ZON E A E ( E L . 1 2 )MLW E L . - 2 . 3 HTL E L . 2 . 9 MH W E L . 1 . 4 HTL E L . 2 . 9HISTORIC HIGH WATER(TYP)ML W E L . - 2 . 3 D.E. Q . E . L I C . PLA N 9 3 8 D.E . Q . E . L I C . N O . 938 D.E . Q . E . L I C . P L A N N O . 1 3 8 4D.P.W. LIC. NO.3741CHAIN LINK FENCE AND SECURITYGATE AT END OF GANGWAYDAVIT CRANE ON TIMBERPILEELECTRICSERVICECONC. PADW/WOOD BENCHCOASTAL BANK(DOT HATCH)TIMBER RET. WALLSTORMWATERINFILTRATIONSTRUCTURESTO R M W A T E R INFI L T R A T I O N STR U C T U R E S21 ° 0 3 ' 1 6 " W 124. 2 3 ' S21 ° 0 3 ' 1 6 " W 155. 3 8 'S66° 48' 12"E33.02'N70° 01' 20"W230.81'N70° 01' 20"W34.59'AREA47,879± S.F.(TO M.H.W.)SANITARYVENTPARCEL61-88S 3 2 ° 5 6 ' 0 8 " W 0. 4 8 ' N 2 1 ° 5 3 ' 3 6 " E 0.2 5 'S 60° 55' 03" W0.22'LAWNMH W E L . 1 . 4 ALLEN STREETBAS S R I V E R (TID A L )8" CMPINV. OUT=0.108" CMPINV. OUT=0.0BOTTOM OF COASTAL BANKTOP OF COASTAL BANKCOASTAL BEACH(LINE HATCH)18" DRAIN BASINRIM=7.80INV=5.0018" DRAIN BASINRIM=7.80INV=5.00EXISTING STORMWATERRECHARGE SYSTEM BASEDON BSC PLAN REV. 3DATED 02/07/2017BOT STONE EL 4.50BOT CHAMBER EL 5.006" HDPE6" HDPEPUMPOUTCONTROLSCOASTAL BANKHISTORIC HIGHWATER (TYP)SHELLSWOODSTEPSSANITARY HOLDING TANKBENCHMARK: TAG BOLT IN HYDRANTEL. = 7.44' NAVD88ELECTRICALSERVICEELECTRICALSERVICEWATER MAINLAND UNDER OCEANPARCEL61-87MAIN STREET - ROUTE 28STATE HIGHWAYPARCEL61-77.1PARCEL61-78.150-FOOT BUFFER FROMCOASTAL BANK100-FOOT BUFFERFROM COASTAL BANKLIMIT OF RIVERFRONT(200 FT FROM MHW)LAND SUBJECT TO COASTAL STORM FLOWAGEDESIGNED/CHECKED BY:DRAWN BY:FILE:APPROVED BY:6 Pleasant StreetYarmouth,MassachusettsPacketLandingMarinaResiliencyTown ofYarmouthDATE:PROJECT NO:MARKDATEDESCRIPTIONY0007-0023 V-EXIST.dwg06/18/2025Y0007-0023SCALE:Plotted On:Jun 12, 2025-1:26pm By: TMcSparrenLast Saved: 6/12/2025Tighe & Bond:\\tighebond.com\data\Data\Projects\Y\Y0007 Yarmouth\0023 - Packet Landing Marina, 6 Pleasant Street\CAD\Sheet\Y0007-0023 V-EXIST.dwg THIS DOCUMENT IS RELEASEDTEMPORARILY FOR PROGRESS REVIEW ONLY.IT IS NOT INTENDED FOR BIDDING ORCONSTRUCTION PURPOSES.PERMIT SETDAP/CEC/ALGNTB/JECJABEXISTING CONDITIONS PLANV-1010010'20'SCALE: 1" = 10'N1" = 10'1 V-3 0 1 2 V-30 1NOTES:1.SEE SHEET G-002 FOR PLAN REFERENCES06/20/202306/18/2025JOHN A.BOLOGNA33776No.06/13/2025 -20-10010-20-100100+000+500+52STONE REVETMENTCONSTRUCTION BELOWGRADE UNKNOWN (TYP)APPROX EXISTINGGRADE (TYP)MHW EL. 1.4MLW EL. -2.3VINTAGE TIMBER BULKHEADBELOW GRADE UNKNOWNTIMBER PARKING BARRIERVGCBIT CONC PAVEMENTSTORMWATER INFILTRATIONSTRUCTURE-20-10010-20-100100+000+500+54TIMBER PILE (TYP)TIMBER PILE CAP (TYP)TIMBERCROSSBRACINGTIMBER JOISTTIMBER DECKINGMHW EL. 1.4MLW EL. -2.3CONCRETE PADDAVITBIT CONC PAVEMENTDESIGNED/CHECKED BY:DRAWN BY:FILE:APPROVED BY:6 Pleasant StreetYarmouth,MassachusettsPacketLandingMarinaResiliencyTown ofYarmouthDATE:PROJECT NO:MARKDATEDESCRIPTIONY0007-0023 V-EXIST.dwg06/18/2025Y0007-0023SCALE:Plotted On:Jun 12, 2025-11:17am By: TMcSparrenLast Saved: 6/12/2025Tighe & Bond:\\tighebond.com\data\Data\Projects\Y\Y0007 Yarmouth\0023 - Packet Landing Marina, 6 Pleasant Street\CAD\Sheet\Y0007-0023 V-EXIST.dwg THIS DOCUMENT IS RELEASEDTEMPORARILY FOR PROGRESS REVIEW ONLY.IT IS NOT INTENDED FOR BIDDING ORCONSTRUCTION PURPOSES.PERMIT SETDAP/CEC/ALGNTB/JECJABEXISTING SECTIONSV-301EXISTING SECTIONSCALE: 1/4" = 1'-0"1V-301EXISTING SECTIONSCALE: 1/4" = 1'-0"2V-301004'8'SCALE: 1" = 4'1" = 4'06/20/202306/18/2025JOHN A.BOLOGNA33776No.06/13/2025 SITE ACCESS FOR EQUIPMENTFROM PLEASANT STREETCONTRACTOR STAGING ANDEQUIPMENT STORAGE AREASTRAW WATTLES AND SILTFENCE FOR STAGE 1 & STAGE 3EROSION CONTROL BARRIER.MA ROUTE 28TURBIDITY CURTAIN FOR STAGE 2EROSION CONTROL BARRIERPROTECT TREE WITH VERTICALWOODEN SLATS AROUNDPERIMETER OF ROOT BALLSILT SACKSILT SACKPROTECT UPPER TREE WITHVERTICAL WOODEN SLATSAROUND PERIMETER OF ROOTBALLRESTORE BARRIER DAILYCOASTAL BEACH (LINE HATCH)COASTAL BANK (DOT HATCH)LAND UNDER OCEANFLOOD ZONE AE (EL. 12)FLOOD ZONE AE (EL. 13)FLOOD Z O N E X (OTHER F L O O D ZONES) FLOOD Z O N E A E ( E L . 1 1 ) F LOOD ZON E A E ( E L . 1 1 ) F LOOD ZON E A E ( E L . 1 2 )50-FOOT BUFFER FROMCOASTAL BANK100-FOOT BUFFERFROM COASTAL BANKCOASTAL BANK (DOT HATCH)LIMIT OF RIVERFRONT(200 FT FROM MHW)LAND SUBJECT TO COASTAL STORM FLOWAGEDESIGNED/CHECKED BY:DRAWN BY:FILE:APPROVED BY:6 Pleasant StreetYarmouth,MassachusettsPacketLandingMarinaResiliencyTown ofYarmouthDATE:PROJECT NO:MARKDATEDESCRIPTIONY0007-0023 G-NOTE.dwg06/18/2025Y0007-0023SCALE:Plotted On:Jun 12, 2025-11:18am By: TMcSparrenLast Saved: 6/12/2025Tighe & Bond:\\tighebond.com\data\Data\Projects\Y\Y0007 Yarmouth\0023 - Packet Landing Marina, 6 Pleasant Street\CAD\Sheet\Y0007-0023 G-NOTE.dwg THIS DOCUMENT IS RELEASEDTEMPORARILY FOR PROGRESS REVIEW ONLY.IT IS NOT INTENDED FOR BIDDING ORCONSTRUCTION PURPOSES.PERMIT SETDAP/CEC/ALGNTB/JECJABEROSION CONTROL/STAGING PLAN/RESOURCEAREASCS-1011" = 10'0010'20'SCALE: 1" = 10'NNOTES:1.STAGE 1 REFERS TO PARKING LOT DEMOLITION.2.STAGE 2 REFERS TO CONSTRUCTION OF THE REVETMENT.3.STAGE 3 REFERS TO PARKING LOT CONSTRUCTION AFTER COMPLETION OF REVETMENT CONSTRUCTION.06/20/202306/18/2025JOHN A.BOLOGNA33776No.06/13/2025 EMOSWOSWSSSDYHWVPPPEMPSSSDDOSWOSWWVDYHPPPSCONC.PAD/SEPTICALARMPANELPPPPPPPPPPPPPPPPPPPPPPPPPPPPPPPPPPPFESESSGCEOPWMWMHEDGEHEDGEHEDGEBRICK WALKHEDGEHEDGECONC. PADW/METALHATCH DOORLAWNHEDGELACONC./ROCK RET.WALLCONC.LANDINGGRAVELWALKCONC./ROCK RET.WALLBIT. CONC.PARKING AREABIT. CONC. WALKRESTROOMSCOVEREDPAVILIONWOODDECKVGC VGC VGC VGCFLO A T S ( T Y P . ) REV E T M E N T TIM B E R R E T . W A L L TIM B E R G U A R D R A I L RIDGEEL.=35.5THRESHOLDEL.=15.9FLOOD ZONE X(OTHER FLOOD ZONES)FLOOD ZONE AE (EL. 12) F L O O D Z O N E A E ( E L . 1 2 ) F L O O D Z O N E A E ( E L . 1 3 ) FLOOD Z O N E X (OTHER F L O O D ZONES) FLOOD Z O N E A E ( E L . 1 1 )FLOOD ZONE AE (EL. 12)FLOOD ZONE AE (EL. 13)F LOOD ZON E A E ( E L . 1 1 ) F LOOD ZON E A E ( E L . 1 2 )MLW E L . - 2 . 3 HTL E L . 2 . 9 MH W E L . 1 . 4 HTL E L . 2 . 9HISTORIC HIGH WATER(TYP)ML W E L . - 2 . 3 D.E. Q . E . L I C . PLA N 9 3 8 D.E . Q . E . L I C . N O . 938 D.E . Q . E . L I C . P L A N N O . 1 3 8 4D.P.W. LIC. NO.3741CHAIN LINK FENCE AND SECURITYGATE AT END OF GANGWAYDAVIT CRANE ON TIMBERPILEELECTRICSERVICECONC. PADW/WOOD BENCHCOASTAL BANK(DOT HATCH)TIMBER RET. WALLSTORMWATERINFILTRATIONSTRUCTURESTO R M W A T E R INFI L T R A T I O N STR U C T U R E AREA47,879± S.F.(TO M.H.W.)SANITARYVENTPARCEL61-88S 3 2 ° 5 6 ' 0 8 " W 0. 4 8 ' N 2 1 ° 5 3 ' 3 6 " E 0.2 5 'S 60° 55' 03" W0.22'LAWNMH W E L . 1 . 4 ALLEN STREETBAS S R I V E R (TID A L )8" CMPINV. OUT=0.108" CMPINV. OUT=0.0BOTTOM OF COASTAL BANKTOP OF COASTAL BANKCOASTAL BEACH(LINE HATCH)18" DRAIN BASINRIM=7.80INV=5.0018" DRAIN BASINRIM=7.80INV=5.00EXISTING STORMWATERRECHARGE SYSTEM BASEDON BSC PLAN REV. 3DATED 02/07/2017BOT STONE EL 4.50BOT CHAMBER EL 5.006" HDPE6" HDPEPUMPOUTCONTROLSCOASTAL BANKHISTORIC HIGHWATER (TYP)SHELLSWOODSTEPSSANITARY HOLDING TANKBENCHMARK: TAG BOLT IN HYDRANTEL. = 7.44' NAVD88ELECTRICALSERVICEELECTRICALSERVICEWATER MAINREMOVE AND RESET SIGNTEMPORARILY REMOVEAND STORE FLOATREMOVE AND RESETGRANITE CURB (TYP)PROTECT MEMORIALDEMOLISH PAVEMENTEXCAVATE LAWN AREADEMOLISH BRICK WALKSAWCUT (TYP)REMOVE GUARDRAIL AND POSTSPROVIDE PROTECTIONONOVERHEAD WIRES (TYP)TRIM HEDGE FORNEW SHEET PILESTRIM BACK ENCROACHINGBRANCHES AS NEEDED TOINSTALL SHEET PILESREMOVE AND STORE EXISTINGHYDRANT FOR REUSERELOCATE ELECTRIC METERSEE UTILITIES PLANDEMOLISH HEDGECRUSH AND FILL DRAIN PIPEDEMOLISH WOOD FENCEDEMOLISH LIGHT POLE ANDFOUNDATION (TYP 5 LOCATIONS)CRUSH AND FILL DRAIN PIPETEMPORARILY REMOVE AND STORECOMMUNICATIONS POLE. DEMOLISHFOUNDATIONTEMPORARILY REMOVE ANDSTORE (2) BENCHESDEMOLISH PUMP OUT ANDCONTROLSTEMPORARILY REMOVE AND STORE EXISTINGUPWELLING TANK AND AFFILIATED SIGNS.DEMOLISH UPWELLING PIPEDEMOLISH DAVIT CRANEDEMOLISH TIMBER PIER AND PILESDEMOLISH TIMBER BULKHEAD ANDSOLDIER PILES DIRECTLY AGAINST WALLDEMOLISH GANGWAYPROTECT HOLDING TANKWITH JERSEY BARRIERS ANDSTEEL ROAD PLATEDEMOLISH BITUMINOUSCONCRETE PARKING SURFACEAND SUBSURFACE UTILITIESDEMOLISH ROOF RUNOFFSTORMWATER RECHARGESYSTEM AND MANHOLESDEMOLISH EXISTINGSTORMWATERINFILTRATION STRUCTURETEMPORARILY DISCONNECT 6" HDPE ROOFLEADER FOR FUTURE RECONNECTION TOSTORMWATER MANAGEMENT SYSTEM(2 PLACES TYP)DEMOLISH TREEABANDON EXISTINGELECTRIC SERVICEREMOVE PANEL AND POLEDEMOLISH CHAIN LINKFENCE AND SECURITY GATEJERSEY BARRIER (TYP OF 6)50-FOOT BUFFER FROMCOASTAL BANK100-FOOT BUFFERFROM COASTAL BANKLIMIT OF RIVERFRONT(200 FT FROM MHW)LAND SUBJECT TO COASTAL STORM FLOWAGEDESIGNED/CHECKED BY:DRAWN BY:FILE:APPROVED BY:6 Pleasant StreetYarmouth,MassachusettsPacketLandingMarinaResiliencyTown ofYarmouthDATE:PROJECT NO:MARKDATEDESCRIPTIONY0007-0023 V-EXIST.dwg06/18/2025Y0007-0023SCALE:Plotted On:Jun 12, 2025-11:18am By: TMcSparrenLast Saved: 6/12/2025Tighe & Bond:\\tighebond.com\data\Data\Projects\Y\Y0007 Yarmouth\0023 - Packet Landing Marina, 6 Pleasant Street\CAD\Sheet\Y0007-0023 V-EXIST.dwg THIS DOCUMENT IS RELEASEDTEMPORARILY FOR PROGRESS REVIEW ONLY.IT IS NOT INTENDED FOR BIDDING ORCONSTRUCTION PURPOSES.PERMIT SETDAP/CEC/ALGNTB/JECJABDEMOLITION PLANCD-1010010'20'SCALE: 1" = 10'N1" = 10'DEMOLITION KEYDEMOLITION AREAWATERFRONT DEMOLITION AREAEXCAVATION AREAITEM TO BE DEMOLISHED1 CD- 3 0 1 2 CD- 3 0 1 06/20/202306/18/2025JOHN A.BOLOGNA33776No.06/13/2025 -20-10010-20-100100+000+500+52STONE REVETMENTCONSTRUCTION BELOWGRADE UNKNOWN (TYP)APPROX EXISTINGGRADE (TYP)MHW EL. 1.4MLW EL. -2.3VINTAGE TIMBER BULKHEADBELOW GRADE UNKNOWNTIMBER PARKING BARRIERDEMOLISH PARKING BARRIER,STORMWATER INFILTRATIONSTRUCTURE, VGC AND PAVEMENTTURBIDITYCURTAINVGCBIT CONC PAVEMENTSTORMWATER INFILTRATIONSTRUCTURE-20-10010-20-100100+000+500+54TIMBER PILE (TYP)TIMBER PILE CAP (TYP)TIMBERCROSSBRACINGTIMBER JOISTTIMBER DECKINGMHW EL. 1.4MLW EL. -2.3CONCRETE PADDAVITTURBIDITYCURTAINBIT CONC PAVEMENTDEMOLISH PAVEMENT,WHARF, AND PILESSALVAGE EXISTING REVETMENT STONESDESIGNED/CHECKED BY:DRAWN BY:FILE:APPROVED BY:6 Pleasant StreetYarmouth,MassachusettsPacketLandingMarinaResiliencyTown ofYarmouthDATE:PROJECT NO:MARKDATEDESCRIPTIONY0007-0023 V-EXIST.dwg06/18/2025Y0007-0023SCALE:Plotted On:Jun 12, 2025-11:18am By: TMcSparrenLast Saved: 6/12/2025Tighe & Bond:\\tighebond.com\data\Data\Projects\Y\Y0007 Yarmouth\0023 - Packet Landing Marina, 6 Pleasant Street\CAD\Sheet\Y0007-0023 V-EXIST.dwg THIS DOCUMENT IS RELEASEDTEMPORARILY FOR PROGRESS REVIEW ONLY.IT IS NOT INTENDED FOR BIDDING ORCONSTRUCTION PURPOSES.PERMIT SETDAP/CEC/ALGNTB/JECJABDEMOLITION SECTIONSCD-301004'8'SCALE: 1" = 4'1" = 4'DEMOLITION SECTIONSCALE: 1/4" = 1'-0"1V-301DEMOLITION SECTIONSCALE: 1/4" = 1'-0"2V-301DEMOLITION KEYDEMOLITION AREA06/20/202306/18/2025JOHN A.BOLOGNA33776No.06/13/2025 OSWOSWSSSWVPPPPSSSDDOSWOSWWVDYHPPPSCONC.PAD/SEPTICALARMPANELPPPPPPPPPPPPPPPPPPPPPPFSGCEOPWMWMHEDGEHEDGEBRICK WALKHEDGECONC. PADW/METALHATCH DOORLAWNHEDGELACONC./ROCK RET.WALLCONC.LANDINGGRAVELWALKCONC./ROCK RET.WALLBIT. CONC. WALKRESTROOMSCOVEREDPAVILIONWOODDECKVGC FLO A T S ( T Y P . ) REV E T M E N T TIMB E R R E T . W A L L RIDGEEL.=35.5THRESHOLDEL.=15.9FLOOD ZONE X(OTHER FLOOD ZONES)FLOOD ZONE AE (EL. 12) F L O O D Z O N E A E ( E L . 1 2 ) F L O O D Z O N E A E ( E L . 1 3 ) FLOOD Z O N E X (OTHER F L O O D ZONES) FLOOD Z O N E A E ( E L . 1 1 )FLOOD ZONE AE (EL. 12)FLOOD ZONE AE (EL. 13)F LOOD ZON E A E ( E L . 1 1 ) F LOOD ZON E A E ( E L . 1 2 )MLW E L . - 2 . 3 HTL E L . 2 . 9 MH W E L . 1 . 4 HTL E L . 2 . 9HISTORIC HIGH WATER(TYP)MLW E L . - 2 . 3 CONC. PADW/WOOD BENCHCOASTAL BANK(DOT HATCH)STORMWATERINFILTRATIONSTRUCTUREAREA47,879± S.F.(TO M.H.W.)PARCEL61-88LAWNMH W E L . 1 . 4 ALLEN STREETBAS S R I V E R (TID A L )BOTTOM OF COASTAL BANKTOP OF COASTAL BANKCOASTAL BEACH(LINE HATCH)COASTAL BANKHISTORIC HIGHWATER (TYP)SHELLSWOODSTEPSSANITARY HOLDING TANKEMDYH 22.0 '84920.1'20.0'(20' MIN)(20' MIN)(20' M I N ) 4.0' 6.0'R5.0' 10.0 ' (TY P . )20.0'(TYP.)FLUSH WITH PARKING AREAVGCVGCVGC VGC 20.0'(TYP.)20.0'(TYP.)10.0 ' (TY P . ) 10.0 ' (TY P . UNO )VGCVGCVGC 2.7' WIDE MITIGATION PLANTING STRIP:- SEASIDE GOLDENROD AND BUTTERFLY BUSH(PLUGS) SPACED @ 6.0 FT- LITTLE BLUESTEM AND INDIAN GRASS (PLUGSOR 1 GAL) SPACED @ 3.0 FT(SEE PLANTING PLAN BY WOODS HOLE GROUP)PROPOSED CONCRETEWHEELSTOP (TYP.)PROPOSED ALTERNATEFLOAT ACCESSSEE SHEET S-101PROPOSED ALUMINUM GANGWAYSEE SHEET S-101PROPOSED TIMBERBOARDWALKSEE SHEET S-101PROPOSED SHEETPILE BULKHEAD W/CONCRETE CAP (TYP.)SEE SHEET S-101PROPOSED PARKING GUARD ALONGENTIRE LENGTH OF SHEET PILE BULKHEADINFILL VOIDS IN REVETMENTW/ ANGULAR RIP RAPSEE SHEET S-101PROPOSED RAMPCONC PEDESTAL FOR SEWERCOMPONENTS. TOP OFCONCRETE EL 7.0BITUMINOUSCONCRETEPARKING AREAPROPOSED BRICK PATIOEXPANSION. WALKWAYTO BE ADA ACCESSIBLEPROPOSED HANDICAPPARKING SIGN & NEWPAVEMENT MARKINGRECONSTRUCT EXISTINGTIMBER WHARF TO EL. 4.7SEE SHEET S-101PROPOSED SHEET PILEBULKHEAD W/CONCRETE CAP (TYP.)SEE SHEET S-101MEMORIALTO REMAINR15.0'START OF NEWPAVEMENT AT EL 7.08.0' 8.0'PROPOSED PARKING GUARD3'-0" WIDE STRIP OF 6'-0"TALL VEGETATED SCREENINGPROPOSED PARKINGGUARD43.9'8'5.0' WIDE MITIGATION PLANTING STRIP:EASTERN RED CEDAR (6.0 TALL) SPACED @ 6.0 FT(SEE PLANTING PLAN BY WOODS HOLE GROUP)RELOCATE FIRE HYDRANTRELOCATE SANITARY VENTREPLACE COMMUNICATIONS POLEFALL PROTECTION GUARDREPLACEMENT DOWNLIGHTINGON 20' MAX POLES (TYP. 5LOCATIONS)RELOCATED UPWELLING TANKAND AFFILIATED SIGNAGEREINSTALL BENCHESTYP. (2) LOCATIONSPEDESTRIAN FALLPROTECTION GUARD25.2 ' 4' M I N BOLLARD (TYP)NO PARKINGCOMPACT CAR ONLY SIGNSTART TRANSITION TO FLUSH GRANITE CURB50-FOOT BUFFER FROMCOASTAL BANK100-FOOT BUFFERFROM COASTAL BANKLIMIT OF RIVERFRONT(200 FT FROM MHW)LAND SUBJECT TO COASTAL STORM FLOWAGE6.0' WIDE MITIGATION PLANTING STRIP:BEACH PLUMB AND BAYBERRY (2 GAL) SPACED @ 3.0 FT(SEE PLANTING PLAN BY WOODS HOLE GROUP)DESIGNED/CHECKED BY:DRAWN BY:FILE:APPROVED BY:6 Pleasant StreetYarmouth,MassachusettsPacketLandingMarinaResiliencyTown ofYarmouthDATE:PROJECT NO:MARKDATEDESCRIPTIONY0007-0023 C-SHEET.dwg06/18/2025Y0007-0023SCALE:Plotted On:Jun 12, 2025-2:10pm By: TMcSparrenLast Saved: 6/12/2025Tighe & Bond:\\tighebond.com\data\Data\Projects\Y\Y0007 Yarmouth\0023 - Packet Landing Marina, 6 Pleasant Street\CAD\Sheet\Y0007-0023 C-SHEET.dwg THIS DOCUMENT IS RELEASEDTEMPORARILY FOR PROGRESS REVIEW ONLY.IT IS NOT INTENDED FOR BIDDING ORCONSTRUCTION PURPOSES.PERMIT SETDAP/CEC/ALGNTB/JECJABLAYOUT & MATERIALSPLANC-1010010'20'SCALE: 1" = 10'N1" = 10'PARKING TABLEEXISTINGPROPOSEDPASSENGER VEHICLE PARKING1820PASSENGER VEHICLE PARKING (ADA)11TOTAL1921COVERAGE TABLEEXISTINGPROPOSEDNET GAINBITUMINOUS CONCRETE PARKING12,047 SF12,381 SF334 SFCONCRETE BULKHEAD CAP0 SF725 SF725 SFBRICK WALKWAY527 SF934 SF407 SFPERVIOUS TIMBER DECKING414 SF420 SF6 SFPERVIOUS ALUMINUM GANGWAY88 SF216 SF128 SF1 C-3 0 1 2 C-3 0 1 3C-3014C-301TOTALMITIGATION AREA1,352 SF1,593 SFJEANCHRISTYCIVIL47080No.06/13/2025JOHN A.BOLOGNA33776No.06/13/2025 OSWOSWSSSWVPPPPSSSDDOSWOSWWVDYHPPPSCONC.PAD/SEPTICALARMPANELPPPPPPPPPPPPPPPPPPPPPPFSGCEOPWMWMHEDGEHEDGEBRICK WALKHEDGECONC. PADW/METALHATCH DOORLAWNHEDGELACONC./ROCK RET.WALLCONC.LANDINGGRAVELWALKCONC./ROCK RET.WALLBIT. CONC. WALKRESTROOMSCOVEREDPAVILIONWOODDECKVGC FLO A T S ( T Y P . ) REV E T M E N T TIMB E R R E T . W A L L RIDGEEL.=35.5THRESHOLDEL.=15.9FLOOD ZONE X(OTHER FLOOD ZONES)FLOOD ZONE AE (EL. 12) F L O O D Z O N E A E ( E L . 1 2 ) F L O O D Z O N E A E ( E L . 1 3 ) FLOOD Z O N E X (OTHER F L O O D ZONES) FLOOD Z O N E A E ( E L . 1 1 )FLOOD ZONE AE (EL. 12)FLOOD ZONE AE (EL. 13)F LOOD ZON E A E ( E L . 1 1 ) F LOOD ZON E A E ( E L . 1 2 )MLW E L . - 2 . 3 HTL E L . 2 . 9 MH W E L . 1 . 4 HTL E L . 2 . 9HISTORIC HIGH WATER(TYP)MLW E L . - 2 . 3 CONC. PADW/WOOD BENCHCOASTAL BANK(DOT HATCH)STORMWATERINFILTRATIONSTRUCTUREAREA47,879± S.F.(TO M.H.W.)PARCEL61-88LAWNMH W E L . 1 . 4 ALLEN STREETBAS S R I V E R (TID A L )BOTTOM OF COASTAL BANKTOP OF COASTAL BANKCOASTAL BEACH(LINE HATCH)COASTAL BANKHISTORIC HIGHWATER (TYP)SHELLSWOODSTEPSSANITARY HOLDING TANK7.77.46.46.36.36.36.3DD6 7.67 S DSDSDD 7 8776.6DSD SD6.66.67 DYH6.5 75 TC=7.6BC=7.1TC=7.6BC=7.1TC=7.6BC=7.1TC=7.6BC=7.1TW=7.1BW=7.0TW=7.1BW=7.0TW=7.1BW=7.0TW=7.2BW=7.0PROPOSED ADA PARKINGAREA (VAN ACCESSIBLE)NOT TO EXCEED 2% SLOPEIN ANY DIRECTIONTC=7.0BC=6.7TC=7.0BC=6.7WQU 1RIM = 6.4INV IN = 3.9INV OUT = 3.66' Ø DMH 1RIM = 6.4INV IN (CB 1) = 4.1INV IN (CB 2) = 4.1INV IN (CB 4) = 4.1INV IN (DMH 3) = 4.4INV OUT = 4.0CB 2RIM = 6.3INV OUT = 4.2CB 1RIM = 6.3INV OUT = 4.24.9' OF 12" RCP @ 2.0% SLOPERETAIN-IT SUBSURFACE INFILTRATION SYSTEM26 INFILTRATION CHAMBERSSTONE COVER TOP ELEVATION = 6.2CHAMBER TOP ELEVATION = 5.7CHAMBER BOTTOM ELEVATION = 3.5GRAVEL BED BOTTOM ELEVATION = 3.012" INV IN (WQU 1) = 3.5ESTIMATED HIGH GROUNDWATER ELEVATION = 3.04.9' OF 12" RCP @ 2.0% SLOPE39.4' OF 12" HDPE @ 1.3% SLOPE6.6' OF 12" HDPE @ 1.5% SLOPE10.6' OF 12" HDPE @ 0.9% SLOPETD 122' LONG HS-20 RATED TRENCH DRAIN @1% INTERNAL SLOPE (ZURN Z874-1204P B')RIM = 6.9INV IN = 5.9INV OUT = 5.6CB 3RIM = 7.1INV OUT = 5.1CB 4 WITH MANHOLE COVERRIM = 6.9INV IN (TD 1) = 5.5INV IN (CB 3) = 4.7INV OUT = 4.619.8' OF 12" HDPE @ 0.5% SLOPE67.4' OF 12" HDPE @ 0.6% SLOPEDMH 3RIM = 7.0INV IN (ROOF) = 4.9INV IN (ROOF) = 4.8INV OUT = 4.741.4' OF 12" HDPE @ 0.7% SLOPE10'CONNECT TO EXISTING6" HDPE ROOF LEADERAT ELEVATION 5.0±CONNECT TO EXISTING6" HDPE ROOF LEADERAT ELEVATION 5.0±28.2' OF 6" RCP @0.7% SLOPE4.0' OF 6" RCP @ 2.5% SLOPEOVERFLOW OUTLET FROM STONE BED13.9' OF 12" HDPE @ 6.5% SLOPEINV IN = 4.9INV OUT = 4.0TW=7.1BW=7.0TW=4.7BW=4.7TW=7.1BW=6.7WALL SLOPES FROM EL 7.1 TO 4.7 @ 5.6% SLOPETW=7.1BW=6.0TW=7.1BW=7.050-FOOT BUFFER FROMCOASTAL BANK100-FOOT BUFFERFROM COASTAL BANKLIMIT OF RIVERFRONT(200 FT FROM MHW)LAND SUBJECT TO COASTAL STORM FLOWAGEDESIGNED/CHECKED BY:DRAWN BY:FILE:APPROVED BY:6 Pleasant StreetYarmouth,MassachusettsPacketLandingMarinaResiliencyTown ofYarmouthDATE:PROJECT NO:MARKDATEDESCRIPTIONY0007-0023 C-SHEET.dwg06/18/2025Y0007-0023SCALE:Plotted On:Jun 12, 2025-2:10pm By: TMcSparrenLast Saved: 6/12/2025Tighe & Bond:\\tighebond.com\data\Data\Projects\Y\Y0007 Yarmouth\0023 - Packet Landing Marina, 6 Pleasant Street\CAD\Sheet\Y0007-0023 C-SHEET.dwg THIS DOCUMENT IS RELEASEDTEMPORARILY FOR PROGRESS REVIEW ONLY.IT IS NOT INTENDED FOR BIDDING ORCONSTRUCTION PURPOSES.PERMIT SETDAP/CEC/ALGNTB/JECJABGRADING & DRAINAGEPLANC-1020010'20'SCALE: 1" = 10'N1" = 10'1 C-3 0 1 2 C-3 0 1 5%JEANCHRISTYCIVIL47080No.06/13/2025JOHN A.BOLOGNA33776No.06/13/2025 EMOSWOSWSSSWVPPPPSSSDDOSWOSWWVDYHPP PSCONC.PAD/SEPTICALARMPANELPPPPPPPPPPPPPPPPPPPPPPFSGCEOPWMWMHEDGEHEDGEBRICK WALKHEDGECONC. PADW/METALHATCH DOORLAWNHEDGELACONC./ROCK RET.WALLCONC.LANDINGGRAVELWALKCONC./ROCK RET.WALLBIT. CONC. WALKRESTROOMSCOVEREDPAVILIONWOODDECKVGC FLO A T S ( T Y P . ) REV E T M E N T TIMB E R R E T . W A L L RIDGEEL.=35.5THRESHOLDEL.=15.9FLOOD ZONE X(OTHER FLOOD ZONES)FLOOD ZONE AE (EL. 12) F L O O D Z O N E A E ( E L . 1 2 ) F L O O D Z O N E A E ( E L . 1 3 ) FLOOD Z O N E X (OTHER F L O O D ZONES) FLOOD Z O N E A E ( E L . 1 1 )FLOOD ZONE AE (EL. 12)FLOOD ZONE AE (EL. 13)F LOOD ZON E A E ( E L . 1 1 ) F LOOD ZON E A E ( E L . 1 2 )MLW E L . - 2 . 3 HTL E L . 2 . 9 MH W E L . 1 . 4 HTL E L . 2 . 9HISTORIC HIGH WATER(TYP)MLW E L . - 2 . 3 CONC. PADW/WOOD BENCHCOASTAL BANK(DOT HATCH)STORMWATERINFILTRATIONSTRUCTUREAREA47,879± S.F.(TO M.H.W.)PARCEL61-88LAWNMH W E L . 1 . 4 ALLEN STREETBAS S R I V E R (TID A L )BOTTOM OF COASTAL BANKTOP OF COASTAL BANKCOASTAL BEACH(LINE HATCH)COASTAL BANKHISTORIC HIGHWATER (TYP)SHELLSWOODSTEPSSANITARY HOLDING TANKDDS DSDSDD EMEEEEEEEEEEEEEESFMSFMSFMSFMDSD SDSFMSFMSFMDYHEEEEEEEEEEEE E E E E E E EEEEEEEE RELOCATE ELECTRICAL BOXTO EL 11 AND PLACE ONPEDESTAL ABOVE EL 131 14" DIRECT BURIAL1 14" DIRECT BURIAL FOR FUTURE USECONDUIT(S) FOR ELECTRICALFOR NEW PUMP STATION ANDDOCK UTILITIESGRINDER PUMP ONCONC PADVERIFY CONDITION PRIORTO CONSTRUCTION ANDREPLACE IF REQUIREDSUBSURFACE DRAINAGE SYSTEMSEE SHEET C-102CONDUIT FORPERIMETER LIGHTINGCONDUIT FOR PERIMETER LIGHTINGRECONNECT COMMUNICATIONSELECTRIC PANEL FORCONNECTION TO EXISTINGFLOATING DOCK ELECTRICCAP DIRECT BURIALFOR FUTURE USE50-FOOT BUFFER FROMCOASTAL BANK100-FOOT BUFFERFROM COASTAL BANKLIMIT OF RIVERFRONT(200 FT FROM MHW)LAND SUBJECT TO COASTAL STORM FLOWAGEDESIGNED/CHECKED BY:DRAWN BY:FILE:APPROVED BY:6 Pleasant StreetYarmouth,MassachusettsPacketLandingMarinaResiliencyTown ofYarmouthDATE:PROJECT NO:MARKDATEDESCRIPTIONY0007-0023 C-SHEET.dwg06/18/2025Y0007-0023SCALE:Plotted On:Jun 12, 2025-2:11pm By: TMcSparrenLast Saved: 6/12/2025Tighe & Bond:\\tighebond.com\data\Data\Projects\Y\Y0007 Yarmouth\0023 - Packet Landing Marina, 6 Pleasant Street\CAD\Sheet\Y0007-0023 C-SHEET.dwg THIS DOCUMENT IS RELEASEDTEMPORARILY FOR PROGRESS REVIEW ONLY.IT IS NOT INTENDED FOR BIDDING ORCONSTRUCTION PURPOSES.PERMIT SETDAP/CEC/ALGNTB/JECJABUTILITY PLANC-1030010'20'SCALE: 1" = 10'N1" = 10'1 C-3 0 1 2 C-3 0 1 JEANCHRISTYCIVIL47080No.06/13/2025JOHN A.BOLOGNA33776No.06/13/2025 -20-10010-20-100100+000+500+52TOP OF CAPEL 7.1TOP OF WALEEL 5.5TIPEL -16.9MHW EL. 1.4MLW EL. -2.3STONE REVETMENTCONSTRUCTION BELOWGRADE UNKNOWN (TYP)VINTAGE TIMBER BULKHEADBELOW GRADE UNKNOWNTURBIDITYCURTAIN12X12 P.T. WALECONC CAPTIMBER PARKING GUARDSUBSURFACE INFILTRATIONSYSTEM. SEE SHEET C-102BIT CONC PAVEMENTHELICAL TIE BACKFRP SHEET PILE BULKHEAD20°'-20-10010-20-100100+000+500+54TOP OF CAPEL 4.7TIPEL -16.9TOP OF WALEEL 3.2MHW EL. 1.4MLW EL. -2.3TURBIDITYCURTAINHELICAL TIE BACK20°'FRP SHEET PILE BULKHEAD(3) ROWS OF (6) 12" DIA P.T. PILE(1) ROW OF (6) 12" DIAP.T. FENDER PILESTIMBER CROSS BRACINGREMOVE AND RESET STONES ASREQUIRED TO INSTALL PILESTIMBER PILE SUPPORTED WHARFREPLACEMENT DAVIT12X12 P.T. WALECONCRETE CAPBIT CONC PAVEMENTTIEBACK (TYP.)2'-6" 3'-6"4'-0" MINTIMBER PARKING GUARDTIMBER FALL PROTECTION GUARDBULKHEAD W/ CONC CAP PER PLANWHARFEL 4.7PIEREL 7.13'-6"4'-0"TIMBER PEDESTRIAN GUARDTIMBER PIER OVERFRAMEDATOP WHARFTIMBER WHARFDESIGNED/CHECKED BY:DRAWN BY:FILE:APPROVED BY:6 Pleasant StreetYarmouth,MassachusettsPacketLandingMarinaResiliencyTown ofYarmouthDATE:PROJECT NO:MARKDATEDESCRIPTIONY0007-0023 C-SHEET.dwg06/18/2025Y0007-0023SCALE:Plotted On:Jun 12, 2025-11:18am By: TMcSparrenLast Saved: 6/12/2025Tighe & Bond:\\tighebond.com\data\Data\Projects\Y\Y0007 Yarmouth\0023 - Packet Landing Marina, 6 Pleasant Street\CAD\Sheet\Y0007-0023 C-SHEET.dwg THIS DOCUMENT IS RELEASEDTEMPORARILY FOR PROGRESS REVIEW ONLY.IT IS NOT INTENDED FOR BIDDING ORCONSTRUCTION PURPOSES.PERMIT SETDAP/CEC/ALGNTB/JECJABPROPOSED SECTIONSC-301004'8'SCALE: 1" = 4'PROPOSED SECTIONSCALE: 1/4" = 1'-0"1C-301PROPOSED SECTIONSCALE: 1/4" = 1'-0"2C-3011" = 4'PEDESTRIAN WALKWAYSCALE: 1/2" = 1'-0"3C-301SECTION THROUGH PIERSCALE: 1/2" = 1'-0"4C-30106/20/202306/18/2025JOHN A.BOLOGNA33776No.06/13/2025 PLACE TEMPORARY 2X4 BUMPERSAROUND TRUNKS FROM GROUND TO8'-0" ABOVE GRADE, SECURE FORDURATION OF CONSTRUCTIONSET POSTS PLUMB. VERIFY LOCATION INFIELD WITH OWNER'S REPRESENTATIVE6'-0" HIGH CONSTRUCTION CHAIN LINKFENCE - SET FABRIC SECURELY TOPOSTS AND SUPPORTS WITH WIRE TIES12" O.C.PORTABLE CONCRETE FOOTING SET ONGRADE - SHIM FOOTING TO ALLOWPOSTS TO STAND PLUMB AND SECURE -DO NOT SET BOTTOM OF POSTS LOWERTHAN BOTTOM OF PORTABLE CONCRETEFOOTINGTEMPORARY 3" SHREDDED HARDWOODMULCH TO BE HAND RAKED ANDREMOVED AFTER CONSTRUCTIONOPERATIONS AND FENCE REMOVALALIGN OUTER EDGE OF TREEPROTECTION FENCE WITH TREE CANOPY EDGENOTE: HAND GRADING IS ALLOWEDWITHIN THE TREE PROTECTION FENCE ASAPPROVED BY THE DESIGN ENGINEERDESIGNED/CHECKED BY:DRAWN BY:FILE:APPROVED BY:6 Pleasant StreetYarmouth,MassachusettsPacketLandingMarinaResiliencyTown ofYarmouthDATE:PROJECT NO:MARKDATEDESCRIPTIONY0007-0023 C-SHEET.dwg06/18/2025Y0007-0023SCALE:Plotted On:Jun 12, 2025-11:18am By: TMcSparrenLast Saved: 6/12/2025Tighe & Bond:\\tighebond.com\data\Data\Projects\Y\Y0007 Yarmouth\0023 - Packet Landing Marina, 6 Pleasant Street\CAD\Sheet\Y0007-0023 C-SHEET.dwg THIS DOCUMENT IS RELEASEDTEMPORARILY FOR PROGRESS REVIEW ONLY.IT IS NOT INTENDED FOR BIDDING ORCONSTRUCTION PURPOSES.PERMIT SETDAP/CEC/ALGNTB/JECJABDETAILS - 1C-501PLANWORK ZONEFLOWAREA TO BE PROTECTEDWOOD STAKES* (TYP)STRAW WATTLESOR MULCH LOGSSILT FENCEEROSION AND SEDIMENT CONTROL BARRIERNO SCALESECTION12"3"WORK ZONE2"x2"x2'-0"WOOD STAKESFOR WATTLES**STAKES TO BE SPACED AT 4-5'O.C. STAGGER STAKES BETWEENSTRAW WATTLES AND SILT FENCE9"AREA TO BEPROTECTED4'-6"18"LAWN RESTORATION AREAS NO SCALESEED MIX FOR LAWNS:TALL FESCUE - 70%KENTUCKY BLUEGRASS - 10%PERENNIAL RYEGRASS - 20%APPLY AT 2LBS PER 1000 S.F.FINISH GRADE4" MINIMUM TOPSOILSUB-GRADELANDSCAPING STONE AROUND BUILDINGSNO SCALENON-WOVEN GEOTEXTILEFABRIC (MIRAFI14ON OR APPROVED EQUAL)6" DEPTH OF 34" WASHED STONESILTSACK MANUFACTURED BY:ACF ENFIRONMENTAL2831 CARDWELL ROADRICHMOND, VIRGINIA 232371" REBAR FOR BAGREMOVAL FROM INLETSILTSACK ORAPPROVED EQUALR1" REBAR FOR BAGREMOVAL FROM INLETDUMP STRAP(TYP OF 2)RSILTSACKNO SCALE1SLOPE OR LESS2INSTALLATION NOTES:1. AREA CHOSEN FOR STOCKPILING OPERATIONS SHALL BE DRY AND STABLE.2. MAXIMUM SLOPE OF STOCKPILE SHALL BE 2H:1V.3. UPON COMPLETION OF SOIL STOCKPILING, EACH PILE SHALL BE SURROUNDEDWITH EITHER SILT FENCING OR STRAW BALES, THEN STABILIZED WITHVEGETATION OR COVERED.SOIL STOCKPILINGNO SCALESTABILIZE ENTIRE PILE WITHVEGETATION OR COVER IFINACTIVE FOR 30 DAYSOR MORESTRAW BALES& SILT FENCE (STAKED)MIN. SLOPETOE OFSTOCKPILE1 0 'MIN .DIVERT UPSTREAMRUNOFF AROUNDSTOCKPILETREE PROTECTION1/4" = 1'-0"WATER BODYUPLANDCONSTRUCTION LIMITSUPLANDTURBIDITY CURTAINPLAN VIEWWATER BODYWATER BODYANCHORS (TYP.)6" DIA.VERIFY IN FIELDNOTES:1.TURBIDITY CURTAIN BY ENVIRONETICS, INC. OR APPROVED EQUAL.2.TURBIDITY CURTAIN MATERIAL SHALL BE ULTRAVIOLET LIGHT RESISTANT.UNICELLULAR POLYSTYRENE FOAM FLOATATIONDIELECTRIC SEAM38"Ø POLYPROPYLENEANCHOR LIFTING LINEBAFFLE SKIRT 8OZ. NONWOVENGEOTEXTILE OR REINFORCEDTHERMOPLASTICDIELECTRIC SEAMBOTTOM HEM14"Ø HDG STEELPROOF-COIL CHAINTYPEIIIIIIIVDESCRIPTIONFLATWATERLIGHTWEIGHTMIDDLEWEIGHTHEAVYWEIGHTCONDITIONSCALM AND PROTECTEDSEMI-PROTECTED AREA, CURRENTS UP TO 2 FT/SEXPOSED AREA, CURRENTS UP TO 5 FT/SEXPOSED TO WIND, CURRENT, AND TIDESGAP (IN.)012120GAP,SEE TABLEFLOOR OF WATER BODYSECTION VIEWTURBIDITY CURTAINNO SCALEJEANCHRISTYCIVIL47080No.06/13/2025JOHN A.BOLOGNA33776No.06/13/2025 TOP SLAB ACCESS(SEE FRAME ANDCOVER DETAIL)AFLOW48" [1219] I.D. MANHOLESTRUCTUREAFLOW+/-90° MAX 6"6'-11"6"7'6" 6"5'-812"1'-6"612"8"6"734"2'-2" 61 2"8" 1'-2" 1' 2'-2" 2'-2"7'-0"1/2" TYP.6 1/2"TYP.18"TYP.1'-6" 51 4"1 14" PERFORATIONS (TYP.)12" LIP2" TAPEROPENPERFORATED WALLWINDOWDESIGNED/CHECKED BY:DRAWN BY:FILE:APPROVED BY:6 Pleasant StreetYarmouth,MassachusettsPacketLandingMarinaResiliencyTown ofYarmouthDATE:PROJECT NO:MARKDATEDESCRIPTIONY0007-0023 C-SHEET.dwg06/18/2025Y0007-0023SCALE:Plotted On:Jun 12, 2025-11:18am By: TMcSparrenLast Saved: 6/12/2025Tighe & Bond:\\tighebond.com\data\Data\Projects\Y\Y0007 Yarmouth\0023 - Packet Landing Marina, 6 Pleasant Street\CAD\Sheet\Y0007-0023 C-SHEET.dwg THIS DOCUMENT IS RELEASEDTEMPORARILY FOR PROGRESS REVIEW ONLY.IT IS NOT INTENDED FOR BIDDING ORCONSTRUCTION PURPOSES.PERMIT SETDAP/CEC/ALGNTB/JECJABDETAILS - 2C-502TRENCH DRAINNO SCALEZURN Z874-1204P B' TRENCH DRAIN WITHCONTINUOUSLY SLOPED HDPE CHANNEL,DUCTILE IRONFRAME AND SLOTTED GRATE, 12" END OUTLETFIBER REINFORCED4500 PSICAST-IN-PLACECONCRETE12"EXPANSION JOINT WHEREDRAIN ABUTS PAVEMENT12"ABUTTING PAVEMENTCOMPACTED PROCESSGRAVEL12" (MIN.)TYP#5 U-BAR, 12" O.C.#5 REBAR T&B, 15" O.C.12" (MIN.)#5 REBAR#5 REBAR3'-6"#5 HORIZONTALW/STANDARDHOOK AT EACHEND, 12" O.C.VARIES24" (MIN.)ABUTTING PAVEMENTREINFORCEMENT1.DETAILING, FABRICATION, AND ERECTION OF REINFORCEMENT, UNLESS OTHERWISE NOTED, SHALLCONFORM TO ACI "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI 318)" AND ACI"MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES (ACI 315)",LATEST EDITION.2.STEEL REINFORCEMENT UNLESS OTHERWISE SHOWN SHALL CONFORM TO ASTM A615 GRADE 60 MINIMUM(YIELD STRENGTH - 60,000 PSI).3.THE CONCRETE PROTECTIVE COVERING FOR REINFORCEMENT SHALL BE 3 INCHES FOR CAST-IN-PLACECONCRETE CAST AGAINST EARTH, OR EXPOSED TO WATER OR WEATHER AND 1 1/2 INCHES IFCAST-IN-PLACE IS NOT CAST AGAINST EARTH, OR EXPOSED TO WATER OR WEATHER, UNLESS OTHERWISESHOWN.4.WHERE REINFORCEMENT IS CALLED FOR IN SECTION, REINFORCEMENT IS CONSIDERED TYPICALWHEREVER THE SECTION APPLIES.5.REINFORCEMENT SHALL BE CONTINUOUS THROUGH ALL CONSTRUCTION JOINTS UNLESS OTHERWISEINDICATED ON THE DRAWINGS.6.REINFORCEMENT SHALL BE SET BEFORE PLACING CONCRETE. SETTING ANY REINFORCEMENT INTO WETCONCRETE IS PROHIBITED.CONCRETE1.CONCRETE WORK SHALL CONFORM TO THE LATEST EDITIONS OF THE BUILDING CODE REQUIREMENTS FORREINFORCED CONCRETE (ACI 318), AND SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDING (ACI301.2.CONCRETE SHALL BE NORMAL WEIGHT CONCRETE AND SHALL HAVE A COMPRESSIVE STRENGTH OF 4,500PSI AT 28 DAYS, SHALL BE AIR ENTRAINED BETWEEN 4.5 AND 7.5 PERCENT, SHALL HAVE MAXIMUMWATER/CEMENT RATIO OF 0.45, AND SHALL HAVE A TOTAL CEMENTITIOUS MATERIAL IN THE MIX BETWEEN635 LBS (MIN) AND 658 LBS (MAX) PER CUBIC YARD.3.CONCRETE MATERIALS:3.1.PORTLAND CEMENT: TYPE II, MEETING REQUIREMENTS OF ASTM C1503.2.FLY ASH: CLASS F CONFORMING TO ASTM C9893.3.GROUND GRANULATED BLAST SLAG: CONFORMING TO ASTM C9893.4.FINE AGGREGATE: NATURAL SAND CONFORMING TO ASTM C33 WITH A FINENESS MODULUS = 2.75(PLUS/MINUS 0.25)3.5.COARSE AGGREGATE: 3/4" PROCESSED STONE CONFORMING TO ASTM C333.6.WATER: SHALL BE CLEAN, POTABLE3.7.MID-RANGE WATER REDUCING AGENT: CONFORMING TO ASTM C494 TYPE A3.8.HIGH-RANGE WATER REDUCING AGENT: CONFORMING TO ASTM C494 TYPE F3.9.AIR-ENTRAINING AGENT: CONFORMING TO ASTM C2604.CONCRETE SLAB SHALL BE CAST SO THAT THE SLAB THICKNESS IS AT NO POINT LESS THAN THATINDICATED ON THE DRAWINGS.5.CONCRETE SHALL BE PLACED WITHOUT HORIZONTAL CONSTRUCTION JOINTS EXCEPT WHERE SHOWN ORNOTED.6.ALL CONCRETE SHALL BE CURED IMMEDIATELY AFTER FINISHING IN ACCORDANCE WITH THE FOLLOWINGREQUIREMENTS: CURING SHALL BE ACCOMPLISHED BY A CONTINUOUS SOAKING PROCESS SUCH AS THEUSE OF SOAKER HOSE OR SPRINKLERS, OR BY USE OF PLASTIC ROLL MATERIALS TO COVER THE CONCRETE,WHICH SHALL BE THOROUGHLY WETTED AT LEAST ONCE A DAY OR MORE OFTEN AS REQUIRED IN VERY HOTWEATHER. SUCH PLASTIC SHALL BE PLACED AS SOON AS POSSIBLE AFTER FINISHING OF CONCRETE AS ISPROPER SO THAT SCARRING OF THE SURFACE WILL NOT OCCUR. PLASTIC SHALL BE HELD IN PLACE ON THESURFACE OF THE CONCRETE IN SUCH A MANNER AND MEANS AS WILL NOT ALLOW IT TO BE BLOWN OFF OROTHERWISE DISLODGED FROM THE CONCRETE SURFACE. CURING PROCEDURES SHALL BE MAINTAINEDCONTINUOUSLY FOR A PERIOD OF AT LEAST 7 DAYS.7.CONCRETE SHALL NOT BE ALLOWED TO FLOW HORIZONTALLY OVER DISTANCES EXCEEDING 10 FEET ORDROPPED VERTICALLY OVER 6 FEET.8.THOROUGHLY CONSOLIDATE EACH LAYER OF CONCRETE BY RODDING AND VIBRATING USING INTERNALTYPE MECHANICAL VIBRATOR.9.IMMEDIATELY AFTER THE END OF THE WET CURE PERIOD, REMOVE FROM TIES AND PATCH ALL TIE-HOLES,RAT HOLES AND OTHER SURFACE VOIDS WITH A NON-METALLIC, NON-SHRINK GROUT, WHICH MOST NEARLYMATCHES THE COLOR AND TEXTURE OF THE CONCRETE SURFACE. ALL PROTRUSIONS SHALL BE GROUNDSMOOTH WITH AN APPROVED MECHANICAL GRINDER.10.COLD WEATHER CONDITIONS SHALL BE IMPLEMENTED IN ACCORDANCE WITH ACI 306.1-90 WHEN FOR MORETHAN THREE SUCCESSIVE DAYS THE AVERAGE DAILY OUTDOOR TEMPERATURE DROPS BELOW 40°F.11.DURING COLD WEATHER CONCRETE PROCEDURES, THE CONCRETE TEMPERATURE AT THE TIME OFPLACEMENT SHALL BE SPECIFIED:11.1.A. TABLE - CONCRETE TEMPERATURE DURING COLD WEATHER CONDITIONSLEAST DIMENSIONS OF MINIMUM TEMPERATURE OF CONCRETE MAXIMUMGRADUAL DECREASE IN SECTION (INCHES)AS PLACED AND MAINTAINED DURING SURFACETEMPERATURE DURING HOURS PROTECTION PERIOD, °FAFTER ENDOF PROTECTION, °FLESS THAN 125550 12 TO LESS THAN 365040PLAN VIEWSTORMCEPTOR 450iNO SCALEOIL INSPECTIONPIPE (CAPOPTIONAL)OUTLET PIPEOUTLET RISERPERMANENT POOL ELEVATIONWEIRREMOVABLEDROP TEESOLIDSSTORAGE SUMPINLET PIPE, OPTIONAL(IF PIPE IS REQUIRED,INVERT IS 3" HIGHERTHAN OUTLET INVERT)REMOVABLE DROPTEE HANDLESTORMCEPTOR INSERTGRADE RINGS/RISERS(NOT PROVIDED BY CONTECH)CONTRACTOR TO GROUT TOFINISHED GRADESECTION VIEWTOP SLAB ACCESS(SEE FRAME ANDCOVER DETAILS)48" I.D.MANHOLESTRUCTURE6"TRENCH WIDTH"D"6"NOTES:1.PROVIDE 3' MINIMUM COVER FOR STORMWATER PIPES.2.COMPACT ALL BACKFILL MATERIAL WITH VIBRATORY PLATE EQUIPMENT (MINIMUM TWO PASSES) TO AMINIMUM DENSITY OF 95 PERCENT OF THE STANDARD PROCTOR DENSITY AS DETERMINED BY ASTM D698.3.PLACE BACKFILL MATERIAL IN MAXIMUM ONE FOOT LIFTS.4.FOR PIPES LESS THAN 24" IN DIAMETER THE TRENCH WIDTH SHALL BE 5.0'. FOR PIPES 24" IN DIAMETERAND GREATER, TRENCH WIDTH SHALL BE THE PIPE DIAMETER + 3.0'.UNDISTURBEDSOIL EARTHGRANULAR FILL OR APPROVEDPREVIOUSLY EXCAVATED MATERIAL8" MAX. STONE DIAMETERPROVIDE TRENCH BOX, SHEETINGOR OTHER MEANS ACCORDINGTO OSHA STANDARDSEXISTING GRADESAND BORROW ORGRAVEL SUBBASEUTILITY WARNING TAPE MARKED"DRAIN" OR AS APPROPRIATESTORMWATERDRAIN PIPE2' MIN CRUSHED STONETYPICAL DRAIN LINE NO SCALERETAIN-IT SUBSURFACE INFILTRATION SYSTEM MODULENO SCALENOTES:1.CONCRETE - 5,000 PSI, 28 DAYS2.REINFORCING STEEL CONFORMS TO LATEST ASTMA615 AND A82 OR A185 SPECS3.H-20 DESIGN LOADING PER AASHTO HS-20-444.6" DEPTH GRAVEL BED REQUIRED BELOWINFILTRATION SYSTEM5.12" OF GRAVEL REQUIRED AROUND SYSTEMPERIMETER6.FINAL UNIT SPECIFICATIONS TO BE COORDINATEDWITH MANUFACTURERJEANCHRISTYCIVIL47080No.06/13/2025JOHN A.BOLOGNA33776No.06/13/2025 PRECAST BASE6"MULTIPLES 12",24",36" OR 48"AS REQUIRED24"48"Ø5"8"MIN4'-0" SUMP24" SQUAREOPENINGO.D. OF PIPE+2" CLEARANCEFRAME & GRATE12"Ø PVCDRAIN PIPECAST IRON HOOD22"±34"±8"24"±3/4"±1 1/4"1 1/4"SECTION A-ANOTES:1. MINIMUM FRAME WEIGHT: 4 FLANGE - 295± LBS 3 FLANGE - 265± LBS2. MATERIAL - CAST IRON, SEESPECIFICATIONS3. FOR ADDITIONAL INFORMATION SEEMHD 201.6.0PLANAA23 78"±2"1 14"1 14"SECTION A-A2 14"±1 14"±NOTES:1. MINIMUM WEIGHT OFGRATE - 190 LBS.2. MATERIAL - CAST IRON,SEE SPECIFICATIONS.AAPLANGUTTER LINEDESIGNED/CHECKED BY:DRAWN BY:FILE:APPROVED BY:6 Pleasant StreetYarmouth,MassachusettsPacketLandingMarinaResiliencyTown ofYarmouthDATE:PROJECT NO:MARKDATEDESCRIPTIONY0007-0023 C-SHEET.dwg06/18/2025Y0007-0023SCALE:Plotted On:Jun 12, 2025-11:19am By: TMcSparrenLast Saved: 6/12/2025Tighe & Bond:\\tighebond.com\data\Data\Projects\Y\Y0007 Yarmouth\0023 - Packet Landing Marina, 6 Pleasant Street\CAD\Sheet\Y0007-0023 C-SHEET.dwg THIS DOCUMENT IS RELEASEDTEMPORARILY FOR PROGRESS REVIEW ONLY.IT IS NOT INTENDED FOR BIDDING ORCONSTRUCTION PURPOSES.PERMIT SETDAP/CEC/ALGNTB/JECJABDETAILS - 3C-503STANDARDMANHOLE RUNGASECTION AAPIPE DIA. + 24" MIN.70"ØMULTIPLES 12",24",36" OR 48"AS REQUIRED 36"48"Ø6"5 1/8"24"Ø5"12"4"1/4" PIPE DIAMETERSS CLAMPGROUTSECTION B-BRUBBER BOOT12 PIPE LENGTH48" PRECAST DRAIN MANHOLENO SCALEBB8 1 4"318"1316"14"15 716"24"34"8"±24" DIAMINIMUM WEIGHT: 240 LBS.2 6 " D I AMINIMUM WEIGHT: 200 LBS.3"±1 1/8"±NOTES:1.FRAME AND COVER SHALL BE PROVIDED FROM THE SAME MANUFACTURER.2.LETTERING SHALL BE CAST INTO COVERS AS SPECIFIED.STANDARD MANHOLE COVERSTANDARD MANHOLE FRAMEMANHOLE FRAME & COVERNO SCALEPRECAST CONCRETE CATCH BASIN1/2" = 1'-0"CATCH BASIN FRAME & GRATE3/4" = 1'-0"6"FIN. GRADESLOPESLOPE4'-6"4'-0" 6"1'-6" DIA3,000 PSI CONCRETE6" DIA, SCH 40 STEEL PIPE,CONC FILLED BOLLARD,PAINT SAFETY YELLOW (TYP)SLOPE TOP OF CONCFILL FOR DRAINAGE6" DIAMETER STEEL BOLLARDNO SCALEQUALITY CONTROLLED - AIR ENTRAINED CONCRETENOTE:1.CURBING TO BE PINNED THROUGH ASPHALT PAVEMENT.HOLES FOR 5/8" DOWELS1'-0" FROM EACH END1/2" CHAMFERBDCAEABCDEWEIGHT PERFOOTREINFORCINGSCHEDULE6'-0"6"4 1/2"2 1/2"1 3/4"23 LBS.4 - #3 BARSCONCRETE WHEELSTOPNO SCALEJEANCHRISTYCIVIL47080No.06/13/2025JOHN A.BOLOGNA33776No.06/13/2025 DESIGNED/CHECKED BY:DRAWN BY:FILE:APPROVED BY:6 Pleasant StreetYarmouth,MassachusettsPacketLandingMarinaResiliencyTown ofYarmouthDATE:PROJECT NO:MARKDATEDESCRIPTIONY0007-0023 C-SHEET.dwg06/18/2025Y0007-0023SCALE:Plotted On:Jun 12, 2025-11:19am By: TMcSparrenLast Saved: 6/12/2025Tighe & Bond:\\tighebond.com\data\Data\Projects\Y\Y0007 Yarmouth\0023 - Packet Landing Marina, 6 Pleasant Street\CAD\Sheet\Y0007-0023 C-SHEET.dwg THIS DOCUMENT IS RELEASEDTEMPORARILY FOR PROGRESS REVIEW ONLY.IT IS NOT INTENDED FOR BIDDING ORCONSTRUCTION PURPOSES.PERMIT SETDAP/CEC/ALGNTB/JECJABDETAILS - 4C-504R7-8RESERVEDPARKING12"18"VANACCESSIBLE18"9"R7-8P24" MIN.28" MIN. 18'5' MIN. TYP9'NOTES:1.SIGN BACKGROUND - BLUE REFLECTIVE2.LETTERS, GRAPHICS & BORDER - WHITE REFLECTIVE4" WHITE LINE3' ON CENTER45° ANGLETO STALLINTERNATIONALSYMBOL OFACCESSIBILITY4" WHITE LINE(TYP.)BLUE PAVEMENTPAINT4" WHITE LINEACCESSIBLE SPACEINTERNATIONAL SYMBOLOF ACCESSIBILITYR7-8 AND R7-8PMOUNTED ONTYPICAL SIGN POST9' MIN. VAN1 1/2" HMA TOP COURSECOMPACTED PROCESSED GRAVEL(MHD 1.03.1)2 1/2" HMA BINDER COURSENOTES:1.TAMP EDGES WHERE PAVING ABUTS LOAM AND SEED AREAS2.APPLY BITUMINOUS SEALANT ALONG ALL PAVEMENT SAWCUTLINES AND BUILDING INTERFACE6"12"FLUSH GRANITE CURBNO SCALE6"8" 17"-19"1/2"4"MIN.6" REVEAL11"-13"MAXIMUM ALLOWABLE BREAK BACK8" - FOR ALL CURB LENGTHS6"PAVEMENT9"MIN OVERALL HEIGHTSUITABLE IN-SITU MATERIAL ORGRAVEL BORROWCEMENT CONCRETE BASE(3,000 PSI MIX) SET TO HMABASE/BINDER COURSE ELEVATIONGRANITE CURB TYPE VA4NO SCALEVERTICAL GRANITE CURBINGSMOOTH QUARRY SPLITVERTICAL GRANITE CURBINGVERTICAL GRANITE CURBINGSECTIONELEVATION12" PROCESSED GRAVEL BORROWPERMEABLE UNIT PAVERS(SEE LANDSCAPE DETAILS)1.5" HOT MIX ASPHALT TOP COURSE2.5" HOT MIX ASPHALT BINDER COURSE6"FLUSH GRANITE CURBHMA PAVEMENTNO SCALEACCESSIBLE STRIPING AND SIGNAGE DETAILNO SCALEHMA CURBNO SCALE2" GALVANIZEDFENCE POST CAP12" X 18" X 0.08" ALUMINUMSIGN BOLT TO STEEL TUBE WITH3/8" CADMIUM PLATED BOLTS,NUTS & WASHERS2" SQUARE GALVANIZEDUNISTRUT EXTENDED 4'INTO SOILFINISH GRADE4'-0"4' - 0"NOTE:1.SEE OVERALL SITE PLAN FOR SIGNSCHEDULE AND LOCATIONSTYPICAL SIGN INSTALLATIONNO SCALE1"9"2" R(TYP)7 1 2"45°6"1 12"HMA TOP COURSEHMA BINDER COURSEPROCESSED GRAVEL BASE(MHD 1.03.1)JEANCHRISTYCIVIL47080No.06/13/2025JOHN A.BOLOGNA33776No.06/13/2025 OSWOSWSSSWVPPPPSSSDDOSWOSWWVDYHPPPSCONC.PAD/SEPTICALARMPANELPPPPPPPPPPPPPPPPPPPPPPFSGCEOPWMWMHEDGEHEDGEBRICK WALKHEDGECONC. PADW/METALHATCH DOORLAWNHEDGELACONC./ROCK RET.WALLCONC.LANDINGGRAVELWALKCONC./ROCK RET.WALLBIT. CONC. WALKRESTROOMSCOVEREDPAVILIONWOODDECKVGC FLO A T S ( T Y P . ) REV E T M E N T TIMB E R R E T . W A L L RIDGEEL.=35.5THRESHOLDEL.=15.9FLOOD ZONE X(OTHER FLOOD ZONES)FLOOD ZONE AE (EL. 12) F L O O D Z O N E A E ( E L . 1 2 ) F L O O D Z O N E A E ( E L . 1 3 ) FLOOD Z O N E X (OTHER F L O O D ZONES) FLOOD Z O N E A E ( E L . 1 1 )FLOOD ZONE AE (EL. 12)FLOOD ZONE AE (EL. 13)F LOOD ZON E A E ( E L . 1 1 ) F LOOD ZON E A E ( E L . 1 2 )MLW E L . - 2 . 3 HTL E L . 2 . 9 MH W E L . 1 . 4 HTL E L . 2 . 9HISTORIC HIGH WATER(TYP)MLW E L . - 2 . 3 CONC. PADW/WOOD BENCHCOASTAL BANK(DOT HATCH)STORMWATERINFILTRATIONSTRUCTUREAREA47,879± S.F.(TO M.H.W.)PARCEL61-88LAWNMH W E L . 1 . 4 ALLEN STREETBAS S R I V E R (TID A L )BOTTOM OF COASTAL BANKTOP OF COASTAL BANKCOASTAL BEACH(LINE HATCH)COASTAL BANKHISTORIC HIGHWATER (TYP)SHELLSWOODSTEPSSANITARY HOLDING TANK7.77.46.46.36.36.36.36 7.67 7 8776.66.66.67 DYH6.5 75 REPLACE DAMAGED ANDMISSING GUIDE PILEATTACHMENTS (TYP.)SEE SHEET C-102 FORSTORMWATER STRUCTURES24.0' ALUMINUM GANGWAY90°'90°'96°'40.0'TOP OF SHEET EL 6.72.0' WIDE CONC CAPTOW SLOPES FROM EL7.6 TO 7.12.0' WIDE CONC CAPTOW=EL 7.195.0'TOP OF SHEET EL 6.62.0' WIDE CONC CAPTOW=EL 7.1REPLACEMENT 30.0' ALUMINUM GANGWAY4.0' WIDE BY 14.0' LONG PILESUPPORTED PIER OVERFRAMEDON TOP WHARF. TOP EL 7.02.0' WIDE CONC CAPTOW=EL 4.7REINSTALL FLOAT110. 0 ' TOP O F S H E E T E L 6 . 6 27. 5 ' TO P O F S H E E T E L 4 . 2 14.0' WIDE BY 30.0' LONG PILESUPPORTED WHARF. TOP EL 4.7INFILL GAPS IN REVETMENTWITH ANGULAR RIP-RAPSTEP IN TOW(3) ROWS OF (6) 12" DIA P.T. PILE(1) ROW OF (6) 12" DIAP.T. FENDER PILES(8) TIEBACKS @ 5.0'(9) HELICALS @ 10.0'(4) HELICALS @ 10.0'(19) H E L I C A L S @ 5 . 0 '45'TOP OF SHEET EL 6.5SECURITY GATE(4) H E L I C A L S @ 5 . 0 'START OF SLOPE42.9'TOP OF SHEET EL VARIES FROM 6.6 TO 4.2SHEET PILE RETURN TOPROPERTY LINE TOP OFSHEET EL 450-FOOT BUFFER FROMCOASTAL BANK100-FOOT BUFFERFROM COASTAL BANKLIMIT OF RIVERFRONT(200 FT FROM MHW)LAND SUBJECT TO COASTAL STORM FLOWAGEHTL E L . 2 . 9 MH W E L . 1 . 4 MLW E L . - 2 . 3 DESIGNED/CHECKED BY:DRAWN BY:FILE:APPROVED BY:6 Pleasant StreetYarmouth,MassachusettsPacketLandingMarinaResiliencyTown ofYarmouthDATE:PROJECT NO:MARKDATEDESCRIPTIONY0007-0023 S-SHEET.dwg06/18/2025Y0007-0023SCALE:Plotted On:Jun 12, 2025-2:10pm By: TMcSparrenLast Saved: 6/12/2025Tighe & Bond:\\tighebond.com\data\Data\Projects\Y\Y0007 Yarmouth\0023 - Packet Landing Marina, 6 Pleasant Street\CAD\Sheet\Y0007-0023 S-SHEET.dwg THIS DOCUMENT IS RELEASEDTEMPORARILY FOR PROGRESS REVIEW ONLY.IT IS NOT INTENDED FOR BIDDING ORCONSTRUCTION PURPOSES.PERMIT SETDAP/CEC/ALGNTB/JECJABWATERFRONTSTRUCTURES PLANS-1010010'20'SCALE: 1" = 10'N1" = 10'NTB1 C-3 0 1 2 C-3 0 1 4C-3013C-30106/20/202306/18/2025JOHN A.BOLOGNA33776No.06/13/2025