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BETA GROUP, INC. 89 Shrewsbury Street, Suite 300, Worcester, MA 01604 P: 508.756.1600 | W: www.BETA-Inc.com December 1, 2022 Edwin Hoopes, Chair Yarmouth Conservation Commission 1146 Route 28 South Yarmouth, MA 02664 Re: Notice of Intent – Yarmouth Riverwalk Park – Boardwalk and Kayak/Paddleboard Launch 669 Route 28 and portion of the un-numbered parcel to the south Yarmouth, Massachusetts Dear Mr. Hoopes and Commissioners: On behalf of the Town of Yarmouth, BETA Group, Inc. is submitting a Notice of Intent under the Massachusetts Wetlands Protection Act, M.G.L. Chapter 131, Section 40 and the Town of Yarmouth Wetland Protection Regulation, Chapter 143, for the proposed Yarmouth Riverwalk Park Boardwalk and Kayak/Paddleboard Launch (the Project) at 669 Route 28 and a portion of the un-numbered parcel to the south in Yarmouth, Massachusetts (the Site). The purpose of this Project is to activate two Town-owned properties to provide accessible active and passive recreation to the public within a natural setting. Planned improvements to redevelop the properties are designed to offer a wide range of outdoor recreation and entertainment opportunities as well as to restore, in the case of one lot, degraded riverfront areas. The Town seeks to provide the public with a unique and immersive experience within the natural beauty of Cape Cod by restoring the unused property to provide a scenic park for residents and tourists in the area. Specifically, the Project aims to: • Provide the public with visual access to the Salt Marsh • Provide the public with educational information regarding bird, fish and wildlife and the natural environs thru interpretive panels • Provide visual and physical public access to the Parkers River. Improvements requested in this Notice of Intent involve construction of a boardwalk leading to a float for launching canoes, kayaks and paddleboards on the Parkers River, and construction of a 1,300 linear foot, 6-foot-wide boardwalk loop, including a pedestrian bridge over a tidal creek, constructed as an elevated walkway over Salt Marsh. The boardwalk, supported on helical anchors, includes three overlook areas and four bench areas, offering expansive views of the sky and marsh below. Work associated with the Project will take place within Areas Subject to Protection under the Massachusetts Wetlands Protection Act (M.G.L. ch.131 s.40) and its Regulations at 310 CMR 10.00 (the Act), as well as the Town of Yarmouth Wetland Protections Bylaw (Chapter 143 – the Bylaw), namely Bordering Vegetated Wetlands (BVW), Salt Marsh, Land Under Ocean, Coastal Beach, Land under an Anadromous Fish Run, Land Containing Shellfish, Riverfront Area, and Land Subject to Coastal Storm Flowage. The portion of the boardwalk construction proposed within BVW is being submitted as a Limited Project under 310 CMR 10.53(3)(j). The Applicant is seeking waivers from the following local provisions, as further detailed in the attached narrative: • 1.05(4)(c) – Abutter Notification • 1.09 (4) (a) (1) Pier (boardwalk) plank gap spacing and maximum pier(boardwalk) width Page 2 of 2 • 1.09(4)(a)(6)(k) – Requirement for Shellfish Survey • 1.09(4)(d)(3) – Work within 35-foot Undisturbed Area • 1.09(12)(b) Clearance from navigable channel • 1.09(13) Float configuration for common dock/pier regarding maximum size • 3.02(3) – Vegetated Wetlands This NOI has been concurrently submitted to the Massachusetts Department of Environmental Protection (MassDEP) Southeast Regional Office. As a municipal project, this filing is not subject to the fee requirements of the Act. Abutters to the project have been notified in accordance with State requirements. We trust that the following application provides adequate information to facilitate the issuance of an Order of Conditions. Should you have any additional questions, please do not hesitate to contact us. Very truly yours, BETA Group, Inc. Tyler Drew Laura Krause Staff Scientist Lead Scientist cc: MassDEP Southeast Region, Division of Wetlands Massachusetts Division of Marine Fisheries, Southeast Fisheries Station Natural Heritage and Endangered Species Program Brittany DiRienzo, Town of Yarmouth Kathleen Williams, Town of Yarmouth Arek Galle, BETA Group Job No: 21.10056.00 Yarmouth, Massachusetts Yarmouth Riverwalk Park – Boardwalk and Kayak Launch 669 Route 28 and a portion of an un-numbered parcel to the south December 2022 NOTICE OF INTENT Yarmouth Riverwalk Park – Boardwalk and Kayak Launch Yarmouth, Massachusetts 669 Route 28 and a portion of an un-numbered parcel to the south NOTICE OF INTENT Prepared by: BETA GROUP, INC. Prepared for: The Town of Yarmouth December 2022 Yarmouth Riverwalk Park – Boardwalk and Kayak Launch Notice of Intent Yarmouth, Massachusetts TABLE OF CONTENTS WPA FORM 3 – NOTICE OF INTENT LOCAL FORMS ABUTTER INFORMATION PROJECT NARRATIVE 1.0 Introduction ............................................................................................................................................ 1 2.0 Site Description ....................................................................................................................................... 2 2.1 Project Locus ....................................................................................................................................... 2 2.1.1 Drive-In Parcel ............................................................................................................................. 2 2.1.2 Lewis Pond Marsh Conservation Area ........................................................................................ 2 2.2 Wetland Resource Areas .................................................................................................................... 2 2.3 Buffer Zone ......................................................................................................................................... 3 2.4 NHESP-Mapped Habitat and Other Sensitive Areas ........................................................................... 3 3.0 Work Description .................................................................................................................................... 3 3.1 Work within Protected Resource Areas ............................................................................................. 4 3.1.1 Salt Marsh (310 CMR 10.32)........................................................................................................ 4 3.1.2 Land Under Ocean (310 CMR 10.25) ........................................................................................... 5 3.1.3 Coastal Beach/Tidal Flats (310 CMR 10.27) ................................................................................ 5 3.1.4 Land Containing Shellfish (310 CMR 10.34) ................................................................................ 5 3.1.5 Land Under an Anadromous Fish Run (310 CMR 10.35) ............................................................. 5 3.1.6 Bordering Vegetated Wetland (310 CMR 10.55) ........................................................................ 6 3.1.7 Riverfront Area (310 CMR 10.58) ................................................................................................ 6 3.1.8 Land Subject to Coastal Storm Flowage (FEMA AE and VE Zones 310 CMR 10.04) .................... 6 4.0 Mitigation Measures ............................................................................................................................... 6 4.1 Construction Mitigation ...................................................................................................................... 7 4.2 Wildlife Habitat Mitigation/Protection............................................................................................... 7 5.0 Regulatory Compliance ........................................................................................................................... 7 5.1 Massachusetts Wetlands Protection Act Regulations– 310 CMR 10.00 ............................................ 7 5.1.1 Limited Project Provisions 310 CMR 10.53(3)(j) ......................................................................... 7 5.1.2 Salt Marsh – Performance Standards – 310 CMR 10.30(4) ......................................................... 8 5.1.3 Coastal Beach – Performance Standards – 310 CMR 10.27 ........................................................ 8 5.1.4 Land Under Ocean – Performance Standards – 310 CMR 10.25 ................................................ 8 5.1.5 Land Containing Shellfish – Performance Standards – 310 CMR 10.34 ...................................... 8 5.1.6 Land Under Anadromous Fish Run – Performance Standards – 310 CMR 10.35 ....................... 8 5.1.7 Bordering Vegetated Wetlands – Performance Standards - 310 CMR 10.55 ............................. 9 Yarmouth Riverwalk Park – Boardwalk and Kayak Launch Notice of Intent Yarmouth, Massachusetts ii 5.1.8 Riverfront Area – Performance Standards – 310 CMR 10.58(4) ................................................. 9 5.1.9 Land Subject to Coastal Storm Flowage – FEMA AE Zone – 310 CMR 10.04 .............................. 9 5.2 Yarmouth Wetland Protection Bylaw ................................................................................................. 9 5.2.1 LUO – General Performance Standards – 2.01 ........................................................................... 9 5.2.2 Coastal Beach/Tidal Flat – General Performance Standards –2.02 .......................................... 10 5.2.3 Salt Marsh – General Performance Standards –2.06 ................................................................ 10 5.2.4 LCS – General Performance Standards –2.08 ............................................................................ 10 5.2.5 Fish Runs – General Performance Standards –2.09 .................................................................. 11 5.2.6 Land Subject to Coastal Storm Flowage – General Performance Standards – 2.10 ................. 11 5.2.7 Vegetated Wetlands – General Performance Standards – 3.02 ............................................... 11 5.2.8 General Requirements – 1.09 ................................................................................................... 11 5.2.9 Waiver Requests - 4.00 ............................................................................................................. 11 6.0 Summary ............................................................................................................................................... 12 LIST OF FIGURES Figure 1 Site Locus Figure 2 Environmental Resources Figure 3 Wildlife Habitat Figure 4 FEMA FIRMette PHOTOGRAPHIC DOCUMENTATION LIST OF APPENDICES Appendix A Delineation Report Appendix B Stormwater Management Checklist Narrative Appendix C Project Plans Appendix D Evaluation of Alternatives Appendix E Boardwalk Support Evaluation Yarmouth Riverwalk Park – Boardwalk and Kayak Launch Notice of Intent Yarmouth, Massachusetts WPA FORM 3 – NOTICE OF INTENT wpaform3.doc • rev. 6/18/2020 Page 1 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number Yarmouth 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): 669 Route 28 and un-numbered parcel to the south a. Street Address Yarmouth b. City/Town 02673 c. Zip Code Latitude and Longitude: 41.64608 d. Latitude -70.22311 e. Longitude 32 and 24 f. Assessors Map/Plat Number 122 and 92 g. Parcel /Lot Number 2. Applicant: Robert a. First Name Whritenour Jr. (Town Administrator) b. Last Name Town of Yarmouth c. Organization 1146 Route 28 d. Street Address South Yarmouth e. City/Town MA f. State 02664 g. Zip Code 508-398-2231 x1271 h. Phone Number i. Fax Number rwhritenour@yarmouth.ma.us j. Email Address 3. Property owner (required if different from applicant): Check if more than one owner a. First Name b. Last Name Town of Yarmouth c. Organization 1146 Route 28 d. Street Address Yarmouth e. City/Town MA f. State 02664 g. Zip Code h. Phone Number i. Fax Number j. Email address 4. Representative (if any): Laura a. First Name Krause b. Last Name BETA Group Inc. c. Company 89 Shrewsbury Street, Suite 300 d. Street Address Worcester e. City/Town MA f. State 01604 g. Zip Code 844-800-2382 x7113 h. Phone Number i. Fax Number lkrause@beta-inc.com j. Email address 5. Total WPA Fee Paid (from NOI Wetland Fee Transmittal Form): Exempt a. Total Fee Paid Exempt b. State Fee Paid Exempt c. City/Town Fee Paid wpaform3.doc • rev. 6/18/2020 Page 2 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number Yarmouth City/Town A. General Information (continued) 6. General Project Description: The Project includes redevelopment of the former Yarmouth Drive-In property into the Yarmouth River Park. This Notice of Intent requests approval to construct a pile-supported boardwalk over Salt Marsh with an associated pedestrian bridge over a tial creek , and a kayak/paddleboard launch and float. 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) 10.53(3)(j) - construction of observation decks/footbridges if on piles 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) 4985 and 8979 c. Book 181 and 44 d. Page Number B. Buffer Zone & Resource Area Impacts (temporary & permanent) 1. Buffer Zone Only – Check if the project is located only in the Buffer Zone of a Bordering Vegetated Wetland, Inland Bank, or Coastal Resource Area. 2. Inland Resource Areas (see 310 CMR 10.54-10.58; if not applicable, go to Section B.3, Coastal Resource Areas). Check all that apply below. Attach narrative and any supporting documentation describing how the project will meet all performance standards for each of the resource areas altered, including standards requiring consideration of alternative project design or location. wpaform3.doc • rev. 6/18/2020 Page 3 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number Yarmouth 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 2 sf perm 452 sf temp 1. square feet 452 sf 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 Parkers River - Coastal 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: 931,571 square feet 4. Proposed alteration of the Riverfront Area: 9,148 temp 27 perm a. total square feet 7,702 temp 23 perm b. square feet within 100 ft. 1,146 temp 4 perm c. square feet between 100 ft. and 200 ft. 5. Has an alternatives analysis been done and is it attached to this NOI? Yes No 6. Was the lot where the activity is proposed created prior to August 1, 1996? Yes No 3. Coastal Resource Areas: (See 310 CMR 10.25-10.35) Note: for coastal riverfront areas, please complete Section B.2.f. above. wpaform3.doc • rev. 6/18/2020 Page 4 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number Yarmouth 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, incl uding 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 6 perm 1. square feet 0 2. cubic yards dredged c. Barrier Beach Indicate size under Coastal Beaches and/or Coastal Dunes below d. Coastal Beaches 8 perm 1. square feet 2. cubic yards beach nourishment e. Coastal Dunes 1. square feet 2. cubic yards dune nourishment Size of Proposed Alteration Proposed Replacement (if any) f. Coastal Banks 1. linear feet g. Rocky Intertidal Shores 1. square feet h. Salt Marshes 8,696 temp 17 perm 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 14 perm 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 6 perm 1. cubic yards dredged l. Land Subject to Coastal Storm Flowage 9,240 temp 27 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 1 a. number of new stream crossings b. number of replacement stream crossings wpaform3.doc • rev. 6/18/2020 Page 5 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number Yarmouth City/Town C. Other Applicable Standards and Requirements This is a proposal for an Ecological Restoration Limited Project. Skip Section C and complete Appendix A: Ecological Restoration Limited Project Checklists – Required Actions (310 CMR 10.11). Streamlined Massachusetts Endangered Species Act/Wetlands Protection Act Review 1. Is any portion of the proposed project located in Estimated Habitat of Rare Wildlife as indicated on the most recent Estimated Habitat Map of State-Listed Rare Wetland Wildlife published by the Natural Heritage and Endangered Species Program (NHESP)? To view habitat maps, see the Massachusetts Natural Heritage Atlas or go to http://maps.massgis.state.ma.us/PRI_EST_HAB/viewer.htm. a. Yes No If yes, include proof of mailing or hand delivery of NOI to: Natural Heritage and Endangered Species Program Division of Fisheries and Wildlife 1 Rabbit Hill Road Westborough, MA 01581 Phone: (508) 389-6360 August 2021 b. Date of map If yes, the project is also subject to Massachusetts Endangered Species Act (MESA) review (321 CMR 10.18). To qualify for a streamlined, 30-day, MESA/Wetlands Protection Act review, please complete Section C.1.c, and include requested materials with this Notice of Intent (NOI); OR complete Section C.2.f, if applicable. If MESA supplemental information is not included with the NOI, by completing Section 1 of this form, the NHESP will require a separate MESA filing which may take up to 90 days to review (unless noted exceptions in Section 2 apply, see below). c. Submit Supplemental Information for Endangered Species Review 1. Percentage/acreage of property to be altered: (a) within wetland Resource Area percentage/acreage (b) outside Resource Area percentage/acreage 2. Assessor’s Map or right-of-way plan of site 2. Project plans for entire project site, including wetland resource areas and areas outside of wetlands jurisdiction, showing existing and proposed conditions, existing and proposed tree/vegetation clearing line, and clearly demarcated limits of work (a) Project description (including description of impacts outside of wetland resource area & buffer zone) (b) Photographs representative of the site Some projects not in Estimated Habitat may be located in Priority Habitat, and require NHESP review (see https://www.mass.gov/ma- endangered-species-act-mesa-regulatory-review). Priority Habitat includes habitat for state-listed plants and strictly upland species not protected by the Wetlands Protection Act. MESA projects may not be segmented (321 CMR 10.16). The applicant must disclose full development plans even if such plans are not required as part of the Notice of Intent process. wpaform3.doc • rev. 6/18/2020 Page 6 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number Yarmouth City/Town C. Other Applicable Standards and Requirements (cont’d) (c) MESA filing fee (fee information available at https://www.mass.gov/how-to/how-to-file-for- a-mesa-project-review). Make check payable to “Commonwealth of Massachusetts - NHESP” and mail to NHESP at above address Projects altering 10 or more acres of land, also submit: (d) Vegetation cover type map of site (e) Project plans showing Priority & Estimated Habitat boundaries (f) OR Check One of the Following 1. Project is exempt from MESA review. Attach applicant letter indicating which MESA exemption applies. (See 321 CMR 10.14, https://www.mass.gov/service-details/exemptions-from-review-for-projectsactivities-in- priority-habitat; the NOI must still be sent to NHESP if the project is within estimated habitat pursuant to 310 CMR 10.37 and 10.59.) 2. Separate MESA review ongoing. a. NHESP Tracking # b. Date submitted to NHESP 3. Separate MESA review completed. Include copy of NHESP “no Take” determination or valid Conservation & Management Permit with approved plan. 3. For coastal projects only, is any portion of the proposed project located below the mean high water line or in a fish run? a. Not applicable – project is in inland resource area only b. Yes No If yes, include proof of mailing, hand delivery, or electronic delivery of NOI to either: South Shore - Cohasset to Rhode Island border, and the Cape & Islands: Division of Marine Fisheries - Southeast Marine Fisheries Station Attn: Environmental Reviewer 836 South Rodney French Blvd. New Bedford, MA 02744 Email: dmf.envreview-south@mass.gov North Shore - Hull to New Hampshire border: Division of Marine Fisheries - North Shore Office Attn: Environmental Reviewer 30 Emerson Avenue Gloucester, MA 01930 Email: dmf.envreview-north@mass.gov Also if yes, the project may require a Chapter 91 license. For coastal towns in the Northeast Region, please contact MassDEP’s Boston Office. For coastal towns in the Southeast Region, please contact MassDEP’s Southeast Regional Office. c. Is this an aquaculture project? d. Yes No If yes, include a copy of the Division of Marine Fisheries Certification Letter (M.G.L. c. 130, § 57). wpaform3.doc • rev. 6/18/2020 Page 7 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number Yarmouth City/Town C. Other Applicable Standards and Requirements (cont’d) Online Users: Include your document transaction number (provided on your receipt page) with all supplementary information you submit to the Department. 4. Is any portion of the proposed project within an Area of Critical Environmental Concern (ACEC)? a. Yes No If yes, provide name of ACEC (see instructions to WPA Form 3 or MassDEP Website for ACEC locations). Note: electronic filers click on Website. b. ACEC 5. Is any portion of the proposed project within an area designated as an Outstanding Resource Water (ORW) as designated in the Massachusetts Surface Water Quality Standards, 314 CMR 4.00? a. Yes No 6. Is any portion of the site subject to a Wetlands Restriction Order under the Inland Wetlands Restriction Act (M.G.L. c. 131, § 40A) or the Coastal Wetlands Restriction Act (M.G.L. c. 130, § 105)? a. Yes No 7. Is this project subject to provisions of the MassDEP Stormwater Management Standards? a. Yes. Attach a copy of the Stormwater Report as required by the Stormwater Management Standards per 310 CMR 10.05(6)(k)-(q) and check if: 1. Applying for Low Impact Development (LID) site design credits (as described in Stormwater Management Handbook Vol. 2, Chapter 3) 2. A portion of the site constitutes redevelopment 3. Proprietary BMPs are included in the Stormwater Management System. b. No. Check why the project is exempt: 1. Single-family house 2. Emergency road repair 3. Small Residential Subdivision (less than or equal to 4 single-family houses or less than or equal to 4 units in multi-family housing project) with no discharge to Critical Areas. D. Additional Information This is a proposal for an Ecological Restoration Limited Project. Skip Section D and complete Appendix A: Ecological Restoration Notice of Intent – Minimum Required Documents (310 CMR 10.12). Applicants must include the following with this Notice of Intent (NOI). See instructions for details. Online Users: Attach the document transaction number (provided on your receipt page) for any of the following information you submit to the Department. 1. USGS or other map of the area (along with a narrative description, if necessary) containing sufficient information for the Conservation Commission and the Department to locate the site. (Electronic filers may omit this item.) 2. Plans identifying the location of proposed activities (including activities proposed to serve as a Bordering Vegetated Wetland [BVW] replication area or other mitigating measure) relative to the boundaries of each affected resource area. wpaform3.doc • rev. 6/18/2020 Page 8 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number Yarmouth 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. Yarmouth Riverwalk Park - Notice of Intent Plan Set- Boardwalk and Kayak Launch (24 Sheets) a. Plan Title BETA Group, Inc. b. Prepared By Gary James PE, Chris Jones PE, Arek Galle RLA c. Signed and Stamped by 12/1/2022 d. Final Revision Date Varies e. Scale f. Additional Plan or Document Title g. Date 5. If there is more than one property owner, please attach a list of these property owners not listed on this form. 6. Attach proof of mailing for Natural Heritage and Endangered Species Program, if needed. 7. Attach proof of mailing for Massachusetts Division of Marine Fisheries, if needed. 8. Attach NOI Wetland Fee Transmittal Form 9. Attach Stormwater Report, if needed. E. Fees 1. Fee Exempt: No filing fee shall be assessed for projects of any city, town, county, or district of the Commonwealth, federally recognized Indian tribe housing authority, municipal housing authority, or the Massachusetts Bay Transportation Authority. Applicants must submit the following information (in addition to pages 1 and 2 of the NOI Wetland Fee Transmittal Form) to confirm fee payment: 2. Municipal Check Number 3. Check date 4. State Check Number 5. Check date 6. Payor name on check: First Name 7. Payor name on check: Last Name Yarmouth Riverwalk Park – Boardwalk and Kayak Launch Notice of Intent Yarmouth, Massachusetts LOCAL FORMS 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 bdirienzo@yarmouth.ma.us Rev 9/2022 Page 1 of 2 Administrative Checklist Notice of Intent General Information: All filings must be made on Town of Yarmouth forms found at www.yarmouth.ma.us/325/Conservation. The filing deadline is two weeks prior to the next scheduled Conservation Commission meeting. No new information may be accepted into the Commissioners’ packets within the week before a meeting. 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 and fee 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) 1 original hardcopy NOI application with original signatures (double sided). Typed signatures will not be accepted. 1 hardcopy comprehensive and 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 document how the project meets performance standards per 310 CMR 10.0 & TOY Wetland Bylaw, Chapter 143, BVW delineation sheets or other supporting information. 1 hardcopy 100’ radius map, current abutters list and abutters notification identifying the property owners who are to be notified per 310 CMR 10.00. 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. 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. Landscape plans shall be detailed to show proposed & existing conditions, native species, size and spacing. A pdf copy of the entire signed application, supporting information listed above, and plan emailed to bdirienzo@yarmouth.ma.us. Please list project property’s street address in the pdf file name. Submit Certified Mail Receipts (PS Form 3800) for all abutters. If applicable, submit Certified Mail Receipts for Massachusetts Natural Heritage and Endangered Species Program and Massachusetts Division of Marine Fisheries. Alternatively, you may visit their websites for electronic filing information. If filed electronically, please copy bdirienzo@yarmouth.ma.us. 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 proof that this has been done or the filing will not be accepted. CONSERVATION OFFICE N/A 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 bdirienzo@yarmouth.ma.us Rev 9/2022 Page 2 of 2 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 at https://www.yarmouth.ma.us/696/Filing-Forms 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 copy 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 to bdirienzo@yarmouth.ma.us. We must receive a copy of this email with the application as proof that it has been submitted to DEP. DEP share of the fee (refer to NOI form) shall be sent to: Dept. of Environmental Protection Box 4062 Boston, MA 02211 Other Comments: • Does the proposed project meet all of 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 both boards at the same time. • 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 and click on: - Yarmouth Online Town Services - Town Record Search with Weblink - Browse Our Parcel Related Documents - First letter of street name to open file - Street name - Property address - Conservation - Click on the folder you want to view N/A N/A N/A N/A N/A Yarmouth Riverwalk Park – Boardwalk and Kayak Launch Notice of Intent Yarmouth, Massachusetts ABUTTERS INFORMATION TOWN OF YARMOUTH _______________________________________________________________ 1146 Route 28 South Yarmouth MASSACHUSETTS 02664-4492 Telephone (508) 398-2231, Ext. 1222 - Fax (508) 398-2365 ASSESSORS CERTIFICATION FOR ABUTTERS LIST Date: ______________ Subject Name: ____________________________ Map # __________________ Subject Address: ____________ _______________Lot # ___________________ To Whom It May Concern, This is to certify that the attached list is a complete list of abutters within the required radius of the subject lot. ________ List of direct abutters _______ Number of labels ________ List within 100’ radius _______ Number of hard copies ________ Other _______________ Respectfully, Andy Machado Director of Assessing Please list the date needed by: _______ _ BOARD OF ASSESSORS DIRECTOR OF ASSESSING Andy Machado 10/26/2022 10/31/2022 X 24 and 32 92 and 122 3 1 669 Route 28 Yarmouth Riverwalk Park - Boardwalk and Kayak Launch 32/ 92/ / / 32/ 121/ / / 32/ 117/ / / 32/ 119/ / / 24/ 77/ / / 32/ 123/ / / 32/ 118/ / / 32/ 116/ / / 32/ 91/ / / 32/ 120/ / / 24/ 78/ / / 32/ 136/ / / 32/ 90/ / / 24/ 79/ / / 24/ 76/ / / 32/ 89/ / / 24/ 80/ / / 24/ 81/ / / 32/ 88/ / /32/ 87/ / / 24/ 82/ / / 24/ 83/ / / 32/ 102/ / / 24/ 84/ / / 25/ 28/ / / 32/ 93/ / / 24/ 85/ / / 25/ 27/ / / 25/ 31/ / / 25/ 30/ / / 32/ 138/ / / 25/ 32/ / / 24/ 173/ / / 25/ 29/ / / 24/ 169/ / / 25/ 33/ / / 25/ 26/ / / 24/ 86/ / /24/ 87/ / / 24/ 156/ / / 24/ 174/ / / 32/ 135/ / / 24/ 159/ / / 24/ 171/ / / 24/ 154/ / / 24/ 153/ / /24/ 151/ / / 24/ 157/ / /24/ 160/ / / 24/ 152/ / / 24/ 155/ / /24/ 150/ / / 24/ 170/ / / 32/ 137/ / / 24/ 172/ / / 32/ 139/ / / 24/ 158/ / / 25/ 44/ / / 24/ 168/ / / 24/ 165/ / / 25/ 42/ / / 25/ 46/ / / 25/ 41/ / / 25/ 38/ / / 25/ 43/ / / 25/ 45/ / / 32/ 128/ / / 25/ 40/ / / 32/ 125/ / /32/ 140/ / /32/ 126/ / / 25/ 39/ / / 32/ 124/ / / 32/ 127/ / / 24/ 166/ / / 24/ 161/ / / 24/ 167/ / / 32/ 141/ / / 24/ 163/ / /24/ 162/ / / 24/ 164/ / / 32/ 148/ / / 32/ 134/ / / 32/ 131/ / / 24/ 62/ / /32/ 144/ / / 24/ 64/ / /24/ 63/ / /32/ 129/ / /32/ 145/ / / 32/ 149/ / / 32/ 147/ / /32/ 146/ / / Source: Esri, Maxar, GeoEye, Earthstar Geographics, CN ES/Airbus DS,USDA, USGS, AeroGRID, IGN, and the GIS User Community Abutters MapYarmouth Riverwalk ParkYarmouth, MA ² 0 800400Fee t 1 inch = 400 feet Data Source: USGS Topographic Map 669 Route 2832-122 24-92 Legend Approximate Site Locus 100ft Boundary 100ft A butters Parcel Boundaries 24/ 92/ / / TOWN OF YARMOUTH CONSERVATION DEPT 1146 ROUTE 28 SOUTH YARMOUTH , MA 02664-4463 32/ 129/ / / HOLT DAVID R HOLT NANCY J 207 COACHMAN LN WEST BARNSTABLE , MA 02668 32/ 123/ / / MITROKOSTAS NAFSIKA E TR S&N REALTY TRUST PO BOX 260 SOUTH YARMOUTH , MA 02664 32/ 121/ / / GOLD VILLAGE WATERSIDE LLC 681 ROUTE 28 WEST YARMOUTH , MA 02673 32/ 118/ / / NEPTUNE LANE LLC C/O SILVIO DIGIOVANNI PO BOX 370 SOUTH YARMOUTH , MA 02664 32/ 117/ / / VRI DEVELOPMENT & SALES RIVERVIEW RESORT PO BOX 399 HYANNIS , MA 02601 32/ 144/ / / SILVA THATIANA D 41 PINEWOOD RD WEST YARMOUTH , MA 02673 32/ 145/ / / OBRIEN DIANE G 37 PINEWOOD RD WEST YARMOUTH , MA 02673 32/ 128/ / / STAMULI GREGORY T STAMULI COLLEEN S 6 MYRTLE ST WESTBOROUGH , MA 01581-2015 32/ 122/ / / TOWN OF YARMOUTH PARK DEPT 1146 ROUTE 28 SOUTH YARMOUTH , MA 02664-4463 24/ 165/ / / KAROL STEVEN P KAROL DAWN I 80 WHITTIER ROAD MILTON , MA 02186 24/ 166/ / / WILLIAMS THOMAS E JR WILLIAMS GINA E 4 SUSANS PL EAST BRIDGEWATER , MA 02333 24/ 168/ / / CHALIFOUX RAOUL A TRS NEPTUNE LN IRR TRST 2 CRESTVIEW DR APT 41 SPENCER , MA 01562 24/ 77/ / / NYAGOLOV LYUBOMIR STOUDENKOVA DANIELA 2 & 4 NIAGARA LN WEST YARMOUTH , MA 02673 24/ 78/ / / PERRY JOHN D PERRY BARBARA C 8 SANBORN ST UNIT 4012 READING , MA 01867 24/ 79/ / / KASS BRADLEY S KASS MAUREEN M 3706 EAST END SEAFORD , NY 11783 24/ 80/ / / WILLIAMS ROBERT J WILLIAMS LISA M 18 NIAGARA LN WEST YARMOUTH , MA 02673-5030 24/ 81/ / / DASILVA JANICE DASILVA JAMES 24 NIAGARA LN WEST YARMOUTH , MA 02673 24/ 82/ / / SIKONSKI EDWARD M TRS DOHERTY MARYELLEN TRS 37 JUNIPER LN HOLDEN , MA 01520 24/ 83/ / / OCALLAGHAN JAMES C OCALLAGHAN ELIZABETH 32 NIAGARA LN WEST YARMOUTH , MA 02673 24/ 84/ / / MAYNARD MARGARET 91 GLENWOOD DR WESTFIELD , MA 01085-4920 32/ 92/ / / MARITIME HERITAGE RESEARCH LABS C/O MANNING GERALD 121 MAYFLOWER TERR WEST YARMOUTH , MA 02673 32/ 91/ / / MANNING GERALD TRS THE PARKER RIVER REALTY TRUST 121 MAYFLOWER TERR SOUTH YARMOUTH , MA 02664 32/ 89/ / / CAPTAIN PARKERS 558 LLC 121 MAYFLOWER TERR SOUTH YARMOUTH , MA 02664 32/ 90/ / / MIDDLE LAND LLC 121 MAYFLOWER TERR SOUTH YARMOUTH , MA 02664 Please use this signature to certify this list of properties abutting within 100' of the parcel located at: 669 Route 28, West Yarmouth, MA 02673 Assessors Map 32, Lot 122 _______________________________ Andy Machado, Director of Assessing October 27, 2022 17/ 121/ / / KINNEAR SUSAN 58 KING ST WATERTOWN , MA 02472 17/ 120/ / / KINNEAR SUSAN 58 KING ST WATERTOWN , MA 02472 17/ 123.1/ / / MOUDOURIS GEORGE M MOUDOURIS DIANE E 12 ATHENS WAY WEST YARMOUTH , MA 02673 24/ 2/ / / CASSIDY JASON CASSIDY MARIA 150 HUNTINGTON AVE APT SL11 BOSTON , MA 02115 24/ 1/ / / SMITH CHRISTINE M 67 ELMWOOD AVE DEDHAM , MA 02026 23/ 224/ / / KANE JOHN EUGENE (LIFE EST) KANE THERESA MARY (LIFE EST) 78 CROWES PURCHASE WEST YARMOUTH , MA 02673 17/ 106/ / / PATSIOS CHARLES PATSIOS MARY 130 ATLANTIC AVE SWAMPSCOTT , MA 01907 17/ 107/ / / COTE STEPHEN G COTE LYNN A 125 SOULE RD WILBRAHAM , MA 01095 17/ 136/ C10/ / FEID MATTHEW FEID ROBYN 140 MARY ANN WAY NORTH ATTLEBORO , MA 02760 17/ 136/ C20/ / FITZGERALD DAVID M 80 POPULATIC ST FRANKLIN , MA 02038 17/ 119/ / / SCANNELL MARY E 504 TORREY LN EXT HOLDEN , MA 01520 17/ 136/ C1/ / BELEKEWICZ THOMAS 53 PICKEREL COVE RD MASHPEE , MA 02649 17/ 136/ C11/ / COTTER LESLIE DONOVAN ROBERT 51 GARFIELD AVE WOBURN , MA 01801 17/ 136/ C12/ / ELLIOTT JOHN T ELLIOTT DIANE R 9 BOXBERRY LN WEST YARMOUTH , MA 02673 17/ 136/ C13/ / CARROLL PAUL T C/O GARRAHAN ROBERT C 33 CARON RD BEDFORD , NH 03110 17/ 136/ C14/ / GARRAHAN CHRISTOPHER I III GARRAHAN JOANNE D 4 MAYNARD CIR NORTH CHELMSFORD , MA 01863 17/ 136/ C15/ / DANTUONO ROBERT R TRS DANTUONO DEBRA TRS 20 CAROL CIR EAST BRIDGEWATER , MA 02333 17/ 136/ C16/ / JAMIESON NANCY J TRS C/O TANDLER KEITH A 14 CORNFIELD LN GUILFORD , CT 06437 17/ 136/ C17/ / SANDY SHORES LLC 28211 NE 140TH PLACE DUVALL , WA 98019 17/ 136/ C18/ / MATUSZEK JOHN (LIFE EST) MATUSZEK BRIAN AND HEATHER 1485 SW ALLIGATOR ST PALM CITY , FL 34990 17/ 136/ C19/ / BAGINSKI ALEX P BAGINSKI JOANNE M PO BOX 71 BLANDFORD , MA 01008 17/ 136/ C2/ / TRUDEAU PAMELA J TRS C/O PAUL H KING 15 TARRYTOWN LN WORCESTER , MA 01602 17/ 136/ C21/ / MARINO DAVID S 54 MIDDLEFIELD ST MIDDLETOWN , CT 06457-3011 17/ 136/ C22/ / MANSER GARY MANSER DEBORAH 6735 OLD BANYAN WAY NAPLES , FL 34109 17/ 136/ C23/ / YORNS WILLIAM R YORNS EILEEN 42 NUTMEG DR SOMERS , CT 06071 17/ 136/ C24/ / TAYLOR JORGEN C TAYLOR MELISSA A 104 BURR HILL RD KILLINGWORTH , CT 06419 17/ 136/ C25/ / DEWEY DONALD A TRS C/O SANDY SHORES LLC 28211 NE 140TH PL DUVALL , WA 98019 17/ 136/ C26/ / MARDER MELISSA M 184 SOUTH SEA AVE UNIT 26 WEST YARMOUTH , MA 02673 17/ 136/ C27/ / HOWARD MARIA TAIS R C 31 BRIAR HILL DR LYNN , MA 01902 17/ 136/ C28/ / BORNSTEIN JOSEPH M KAVALL EILEEN 11 HALCYON RD NEWTON , MA 02459 17/ 136/ C29/ / DUNPHY THOMAS J DUNPHY KAREN A 6 CHESTERFIELD RD LEEDS , MA 01053 17/ 136/ C3/ / LENKOWSKI STEPHEN J 1778 OLD WATERBURY RD CHESHIRE , CT 06410 17/ 136/ C31/ / EVANS HEATHER 184 SOUTH SEA AVE UNIT 31 , WEST YARMOUTH , MA 02673 17/ 136/ C31A/ / EVANS HEATHER 184 SOUTH SEA AVE UNIT 31A , WEST YARMOUTH , MA 02673 17/ 136/ C32/ / WALKER RICHARD J C/O WALKER MICHAEL F 30 GRASSMERE RD BOSTON , MA 02136 17/ 136/ C33/ / DADY GOLDSTEIN DIANE M GOLDSTEIN ALLAN 31 GOULD ST WAKEFIELD , MA 01880 17/ 136/ C4/ / BLANCHARD WILLIAM L TRS BLANCHARD NORENE E 16138 BOLLARD DR CROSBY , TX 77532 17/ 136/ C5/ / NEWTON GAIL K PO BOX 781 CLARK MILLS , NY 13321 17/ 136/ C6/ / THAYER TINA FORTE CYNTHIA 5 BAYBERRY DR HOLYOKE , MA 01040 17/ 136/ C7/ / HYDER PATRICIA A 70 BEACON HILL RD PELHAM , NH 03076 17/ 136/ C8/ / MAZIARSKI MILLICENT TR THE MILLIE MAZIARSKI LIVING TRUS 63 PROSPECT ST MELROSE , MA 02176 17/ 136/ C9/ / HANDEL SUSAN M 184 SOUTH SEA AVE UNIT 9 SOUTH YARMOUTH , MA 02664 24/ 37/ C6/ / KEYBL JAROSLAV KEYBL MEREDITH A 939 MAIN ST CONCORD , MA 01742 24/ 92/ / / TOWN OF YARMOUTH CONSERVATION DEPT 1146 ROUTE 28 SOUTH YARMOUTH , MA 02664-4463 25/ 21/ / / SAILING WINDS LLC P O BOX 612 WARREN , MA 01083 25/ 20/ / / HUGHES JACQUELINE TR C/O J HUGHES TRS BLUEFIN RLTY AA 145 ISLAND ST STOUGHTON , MA 02072 25/ 14/ / / BRIGGS THOMAS BRIGGS PAMELA 12 SWORDFISH DR SOUTH YARMOUTH , MA 02664 19/ 83/ / / TOWN OF YARMOUTH CONSERVATION DEPT 1146 ROUTE 28 SOUTH YARMOUTH , MA 02664-4451 24/ 23/ / / MIDDLEBROOK JASON D NEEDHAM CATHERINE A 445 OLD ROUTE 82 CRARYVILLE , NY 12521 24/ 24/ / / NEEDHAM MICHAEL V TRS MIDDLEBROOK JASON D TRS 22475 HOLLY OAK LN LEWES , DE 19958 25/ 25/ / / LASS BARRY LASS JUDY 91 LANDING DR DOBBS FERRY , NY 10522 25/ 26/ / / KING KERRY 19 ELDREDGE LN COHASSET , MA 02025 32/ 122/ / / TOWN OF YARMOUTH PARK DEPT 1146 ROUTE 28 SOUTH YARMOUTH , MA 02664-4463 24/ 124/ / / TOWN OF YARMOUTH 1146 ROUTE 28 SOUTH YARMOUTH , MA 02664-4463 24/ 125/ / / MCDONOUGH PAUL 103 IROQUOIS BLVD WEST YARMOUTH , MA 02673 24/ 93/ / / TOWN OF YARMOUTH 1146 ROUTE 28 SOUTH YARMOUTH , MA 02664-4463 24/ 138/ / / GREEN CHRISTOPHER T GREEN MONICA M 3 AUTUMN LN HALIFAX , MA 02338 24/ 83/ / / OCALLAGHAN JAMES C OCALLAGHAN ELIZABETH 32 NIAGARA LN WEST YARMOUTH , MA 02673 24/ 91/ / / THOMPSON GARY C KIDNEY HILDUR S 54 CEDAR ST SOUTH YARMOUTH , MA 02664 24/ 90/ / / BILSKI BARBARA C BILSKI RICHARD F 15 PAWNEE RD WEST YARMOUTH , MA 02673 24/ 89/ / / GODIN EUGENE R GODIN PAULA J 21 PAWNEE RD WEST YARMOUTH , MA 02673 24/ 88/ / / MARONEY THOMAS F JR C/O PHILLIPS NATHANIEL R 8 SULLIVAN DR RANDOLPH , MA 02368 24/ 87/ / / GOFF STEPHEN J 31 PAWNEE RD YARMOUTH , MA 02673 24/ 86/ / / TIMMERMAN CURTIS TIMMERMAN MELISSA 66 STONY HILL RD BROOKFIELD , CT 06804 24/ 84/ / / MAYNARD MARGARET 91 GLENWOOD DR WESTFIELD , MA 01085-4920 24/ 85/ / / MILES NANCY J TR SELIN REALTY TRUST 139 PILGRIM TRAIL PLYMOUTH , MA 02360 24/ 37/ C1/ / BERGERON LEO M KENNEDY MAUREEN PO BOX 332 MIDDLETON , MA 01949 24/ 37/ C8/ / RAMOS VERONICA N RAMOS MANUEL F 2 SADIES PATH MIDDLEBORO , MA 02346 24/ 37/ C2/ / INGLESI ALBERT SHEA PATRICIA E 52 FARRINGTON ST FRANKLIN , MA 02038 24/ 37/ C3/ / LOPEZ PAUL VINCENT C/O LOPEZ PAUL V TR 80 MATTAKESE RD UNIT 3 WEST YARMOUTH , MA 02673 24/ 37/ C4/ / KEYES GLADDEN R KEYES CAROL A 23 RACHEL TERR WESTFIELD , MA 01085-1877 24/ 37/ C5/ / ANTONELLI JOSEPH F TRS ANTONELLI PATRICIA TRS 1A SUMMIT RD MEDFORD , MA 02155 24/ 37/ C7/ / GUERRA PATRICIA A TR THE MJM REALTY TRUST 2712 SWEETWATER JUNO RD DAWSONVILLE , GA 30534 24/ 37/ C9/ / WIX DONNA 80 MATTAKESE RD APT 9 WEST YARMOUTH , MA 02673 GREAT POINT VILLAGE CONDO CONDO MAIN 80 MATTAKESE RD WEST YARMOUTH , MA 02673 SOUTH SEA VILLAGE CONDO CONDO MAIN 184 SOUTH SEA AVE UNITS WEST YARMOUTH , MA 02673 17/ 136/ C30/ / MIRANDA VICTORIA 40 FLAX ST DENNIS , MA 02638 Please use this signature to certify this list of properties abutting within 100' of the parcel located at: Nearmeadows Rd., West Yarmouth, MA 02673 Assessors Map 24, Lot 92 ______________________________________ Andy Machado, Director of Assessing October 27, 2022 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 _The 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 _669 Route 28 and portion of un- numbered parcel to the south__ D. Proposed work is part of the Yarmouth Riverwalk Park Project that includes the construction of the raised boardwalk over Lewis Pond Marsh Conservation area, and the kayak launch into the Parkers River. 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 _508-398-2231 x1271_______________ Or Applicant’s representatives phone number _844-800-2382 x7113__________________ 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 _Laura Krause_______________________________ Address _89 Shrewsbury Street, Suite 300______________ Town _Worcester_________ State _MA____ Zip _01604___ Telephone _844-800-2382 x 7113______________________ 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. TOWN OF YARMOUTH AFFIDAVIT OF MAILING OF NOTICE I, _________________________________, the undersigned person, hereby attest and affirm that on or before the date of signature below I personally mailed notice of this Application to each of the abutters on the attached list by First Class Mail, postage prepaid. Signed under the penalties of perjury this ___________day of ____________ 20 . Signature: ____________________________ _____________________________ Print Name Tyler Drew Tyler Drew 1st December 22 Yarmouth Riverwalk Park – Boardwalk and Kayak Launch Notice of Intent Yarmouth, Massachusetts NARRATIVE Yarmouth Riverwalk Park – Boardwalk and Kayak Launch Notice of Intent Yarmouth, Massachusetts 1 1.0 INTRODUCTION The Town of Yarmouth (the Proponent) is proposing to redevelop the town-owned properties located at 669 Route 28 and a portion of the un-numbered parcel to the south in the Town of Yarmouth, Massachusetts (the Site) into a Riverwalk Park including a Boardwalk and Kayak/Paddleboard Launch for use by residents and visitors. The purpose of this Project is to provide new active and passive outdoor recreation opportunities along the coast of Yarmouth, while redeveloping the existing degraded waterfront. Improvements proposed under this Notice of Intent include construction of an elevated boardwalk over Salt Marsh, a pedestrian bridge over a tidal stream, and construction of a kayak launch to the Parkers River (the Project). The purpose of this Project is to provide accessible outdoor recreation opportunities to the public, a new event space for the Town and to restore the waterfront. The Town seeks to utilize the natural beauty of Cape Cod by restoring the previously unused property to provide a scenic park for residents and tourists in the area. The Project will provide facilities that are ADA-accessible, as well as, connected to public transit, pedestrian infrastructure, and bicycle infrastructure. The Project also aims to encourage outdoor recreation for the public. Specifically, the Project aims to: - Provide the public with visual access to the Salt Marsh - Provide the public with educational information regarding bird, fish and other wildlife and the natural environs thru interpretive panels - Provide the public with visual and physical access to the Parkers River. To meet the Town’s goals and objectives, the Project proposes temporary and permanent impacts to resource areas subject to Protection under Massachusetts Wetlands Protection Act, M.G.L. Chapter 131, Section 40 (the Act) and its Regulations, 310 CMR 10.00 (WPA Regulations), and the Town of Yarmouth Wetland Protection Regulations (Chapter 143 – the Bylaw), namely, Bordering Vegetated Wetlands (BVW), Salt Marsh, Land Under Ocean, Coastal Beach, Land under an Anadromous Fish Run, Land Containing Shellfish, Riverfront Area (RA), and Land Subject to Coastal Storm Flowage (LSCSF). Work is also proposed within the Bylaw 50 and 35-foot wetland setback to Salt Marsh and the Parkers River. Due to the Site location and nature of the Project, the Project will also require the following reviews and permits: • A Secretary’s Certificate is required under the Massachusetts Environmental Policy Act (MEPA). • Section 106 Historic Review, as the Project requires compliance with the USACE Massachusetts General Permits. • Portions of the Project are within Chapter 91 Waterways Jurisdiction and within Salt Marsh (requiring a Section 401 Water Quality Certification - WQC). Accordingly, a combined Chapter 91 License/Section 401 WQC Application. It is anticipated that MassDEP will consider the Project “Water Dependent”. • Work below the High Tide Line (HTL) requires US Army Corps of Engineers (USACE) Authorization under the Massachusetts General Permits. A Pre-Construction Notification (PCN) will be submitted to the USACE. • The boardwalk portion of the Project is located within mapped NHESP Estimated Habitat for Rare Wildlife and will require a project review by the Massachusetts Endangered Species Act (MESA). • The kayak launch is proposed below the Mean High Water (MHW) elevation and will require project review by the Mass. Division of Marine Fisheries. Yarmouth Riverwalk Park – Boardwalk and Kayak Launch Notice of Intent Yarmouth, Massachusetts 2 2.0 SITE DESCRIPTION 2.1 PROJECT LOCUS The Site, located in South Yarmouth, MA consists of two parcels including a 23 -acre former Drive-In located along the Parkers River, and 8 acres of the 170 acre Lewis Pond Marsh Conservation Area to the south. The Site is bordered by the Parkers River which flows north/ south along the eastern side of the Site. Residential housing borders the Site to the west and commercial developments are located along Route 28 to the north. The entire Site is located with Land Subject to Coastal Storm Flowage. 2.1.1 DRIVE-IN PARCEL The Yarmouth Drive-In formerly operated at the site with a footprint of approximately 7-acres of paved parking , with a paved driveway connecting to Route 28. The majority of the former paved surfaces have degraded and crumbled, and the area now supports sparse vegetation. Since the Drive-In’s closing, the property has been used by the Town for the temporary storage of storm debris, as a temporary staging area in the northwest corner for construction of the nearby Parkers River Bridge along Route 28, and for occasional special events. Throughout the former Drive-In property, there are areas of previous disturbance. Specifically: • Debris consisting of wood piles, steel, tires, household rubbish, and marine debris are located directly along the Bank of the Parkers River and in wooded areas around the open area that was the Drive-In Theater Site, • An existing driveway leads to the Town-owned and operated upweller structure located on the west Bank of the Parkers River, • Metal, plastic, glass, and asphalt can be found throughout the Site, • The foundation of the former Drive-In Theater projector house remains onsite, • Jeep and walking trails are present throughout the woods to the south of the open area, and, • Walking trails and other evidence of human activity in the salt marsh to the south. 2.1.2 LEWIS POND MARSH CONSERVATION AREA The Lewis Pond Marsh Conservation Area is an extensive 170-acre Salt Marsh owned by the Town of Yarmouth. The northeast portion of the property abuts the Yarmouth Drive-In, where the proposed boardwalk will be constructed. Within the proposed boardwalk alignment, this area consists of high salt marsh, primarily vegetated with hightide bush (Iva frutescens) and Spartina patens surrounding a tidally- influenced Salt Marsh Pan that drains east to the Parkers River via a tidal stream (which will be crossed by a bridge structure). This area is listed as an NHESP estimated and priority habitat for rare wildlife and supports a wide range of local wildlife. 2.2 WETLAND RESOURCE AREAS A Site inspection was conducted by BETA Group, Inc. (BETA) on August 3, 2021 to identify existing Resource Areas on and in the immediate vicinity of the Site. In addition, the MassGIS database was used to further identify critical areas on or within proximity of the Site. Resource Area boundaries were identified in accordance with methods developed by the Massachusetts Department of Environmental Protection and Office of Coastal Zone Management’s Applying the Massachusetts Coastal Wetlands Regulations, dated 2017, as well as definitions set forth in the Wetland Regulations, 310 CMR 10.00. Resource areas within the Site include: • Bordering Vegetated Wetlands (BVW – 310 CMR 10.55) Yarmouth Riverwalk Park – Boardwalk and Kayak Launch Notice of Intent Yarmouth, Massachusetts 3 • Isolated Vegetated Wetland (IVW) • Riverfront Area (RA – 310 CMR 10.58) • Salt Marsh (310 CMR 10.32) • Land Subject to Coastal Storm Flowage (LSCSF – 310 CMR 10.04) • Land Subject to Tidal Action (LSTA) • Land Under Ocean (LUO – 310 CMR 10.25) • Coastal Dune (310 CMR 10.28) • Coastal Beach (310 CMR 10.27) • Land Containing Shellfish (310 CMR 10.34) • Land Under Anadromous Fish Run (310 CMR 10.35) A description of Areas Subject to Protection under the Act and the Yarmouth Wetland Protection Bylaw is included in Appendix A – Wetland Delineation Report and Resource Areas are depicted in Appendix C – Project Plans. 2.3 BUFFER ZONE The 100-foot Buffer Zone under the Act, and the 35-foot and 50-foot setback established by the Bylaw will be impacted in several locations by sections of the proposed raised boardwalk structure that approach the Salt Marsh, as well as the proposed kayak/canoe/paddleboard launch. The existing conditions within the Buffer Zones consist generally of previously undisturbed vegetated areas with small areas of disturbance including jeep/walking paths through the woods toward the Salt Marsh and clearing near the Town-owned Up-Weller and at the proposed kayak/paddleboard launch location. 2.4 NHESP-MAPPED HABITAT AND OTHER SENSITIVE AREAS According to the latest MassGIS data the southern portion of the Project, within the Lewis Pond Marsh Conservation Area, is located within NHESP mapped Priority Habitat of Rare Species and Estimated Habitat of Rare Wildlife. There were no NHESP Certified Vernal Pools, Potential Vernal Pools, or Areas of Critical Environmental Concern (ACEC) located in the vicinity of the Site. The Site is also not located within groundwater wellhead protection areas (Zones I, II, or Interim Wellhead Protection Areas), or within surface water protection areas (Zones A, B, or C). The Site is located within an area mapped as suitable for Quahog (Mercenaria mercenaria) and Blue Mussel (Mytilus edulis). In addition, Essential Fish Habitat of 11 species are designated/mapped within the Parkers River. The Parkers River is also a mapped anadromous fish run and is mapped by the NOAA Greater Atlantic Region Fisheries Office’s ESA Section 7 Mapper as providing migrating and foraging habitat for alewife (Alosa pseudoharengus), American eel (Anguilla rostrata), white perch (Morone americana), Atlantic tomcod (Microgadus tomcod), and winter flounder (Pseudopleuronectes americanus). No “Habitat Areas of Particular Concern” (HAPC) were identified in the vicinity of the Site. 3.0 WORK DESCRIPTION The proposed Boardwalk and Kayak Launch have been designed to provide active and passive outdoor recreational opportunities to residents and visitors alike. Specific improvements proposed at the Site include construction of a kayak launch to the Parkers River and construction of an elevated boardwalk over the nearby Salt Marsh. The detailed Project description below describes the physical characteristics of the Project, and plans depicting the Project elements are included in Appendix C. Yarmouth Riverwalk Park – Boardwalk and Kayak Launch Notice of Intent Yarmouth, Massachusetts 4 The proposed kayak and paddleboard float/launch is proposed near the southeastern corner of the Riverwalk Park Parcel (Map 32, Parcel 122). Access to the launch will be provided via an elevated boardwalk and gangway system. The boardwalk will be 6-feet-wide and will provide a 6-foot clearance above the Salt Marsh. The structure is proposed to be supported on helical piles (three 3-inch diameter piles per bent) until the boardwalk connects to a 6-foot-wide, fixed gangway. Here, the boardwalk is supported by wooden piles. The fixed, sloped gangway connects to a level landing platform, also supported on wooden piles, which is then connected to a hinged, variable slope 5-foot-wide gangway, connecting to an 18’ X 18’ floating launch that will be anchored to the river bottom substrate using helical anchors and an elastomeric mooring stay. The location of the float was selected to ensure the float would not impede boat traffic in the navigable channel and would provide a minimum of three feet of water depth between the float and substrate at low tide. The proposed boardwalk over the Salt Marsh will be a 6-foot-wide wooden boardwalk loop accessed via a 6-foot-wide stabilized aggregate woodland trail (trail permitted separately). This boardwalk will be constructed to provide a minimum of 1:1 height to width ratio over the ground elevation when generally in a north-south orientation, and a 1.25:1 height to width ratio for the proposed boardwalk where it follows generally an east-west orientation to minimize shading impacts on the Salt Marsh and Wetlands. This boardwalk will include four bench seating areas and three Salt Marsh Overlook areas. The boardwalk will be supported on helical piles (three 3-inch-diameter piles per bent). Incorporated into the boardwalk design is a proposed pedestrian bridge spanning the small tidal stream. This bridge will be located well above the stream’s Banks, will exceed 1.2 X Bankfull width, and will have no impact on tidal fluctuations. This bridge will be assembled on the Site and installed at the east- approach to the boardwalk, using a crane from upland areas. While this work will require additional clearing along the Salt Marsh, the area will be restored following construction completion. 3.1 WORK WITHIN PROTECTED RESOURCE AREAS Construction of the boardwalk and kayak launch will occur within Salt Marsh, Bordering Vegetated Wetland (BVW), Coastal Beach, Land Under Ocean (LUO), Land Containing Shellfish, Land Under an Anadromous Fish Run, Land Subject to Coastal Storm Flowage (LSCSF) and Riverfront Area (RA) to the Parkers River. These improvements have been designed to minimize impacts to Resource Areas to the maximum extent practicable while still meeting the goals of the Project. 3.1.1 SALT MARSH (310 CMR 10.32) Proposed work within Salt Marsh includes placement of approximately 255 helical piles to support the proposed 6-foot-wide elevated boardwalk. In order to construct the boardwalk in the preferred alignment, the Project requires approximately 17 sf of permanent alteration to Salt Marsh (associated with the piles). The Project also requires approximately 8,696 sf of temporary Salt Marsh alteration associated with accessing the Marsh with the drill-rig to install the piles. Mats will be placed on the Salt Marsh to distribute the load of the drill-rig to minimize impacts to the soil. It is anticipated that this work will be conducted in the winter to further minimize compaction of the soil profile and impacts to Salt Marsh vegetation. The proposed boardwalk provides a minimum of 1:1 height to width ratio for the proposed boardwalk when in a north-south orientation, and a 1.25:1 height to width ratio for the proposed boardwalk where it follows an east-west orientation. The higher boardwalk in this area also allows for the 1:1 ratio to be maintained at the locations where benches and overlooks are located. As the boardwalk is higher, increased width in these areas is accommodated and the 1:1 clearance ratio is maintained. Due to solar orientation and the sun’s path of travel, increasing the height to width ratio in the east-west direction Yarmouth Riverwalk Park – Boardwalk and Kayak Launch Notice of Intent Yarmouth, Massachusetts 5 minimizes shading impacts below on the Salt Marsh and Wetlands, while also decreasing Project costs and construction duration. If considering sunlight directly over the boardwalk, the preferred alignment will result in approximately 6,139 sf of shading over the Salt Marsh. The Salt Marsh in this area is significant to storm damage prevention, pollution prevention, wildlife habitat, and marine fisheries, so the Performance Standards at 310 CMR 10.32 (3 through 6) apply. In accordance with 310 CMR 10.32(3), the Project will not destroy any portion and will not alter the productivity of the Salt Marsh. The boardwalk qualifies as an elevated walkway under 310 CMR 10.32(4) and can be permitting accordingly. See Appendix D and E for an Evaluation of boardwalk and kayak launch alternatives. 3.1.2 LAND UNDER OCEAN (310 CMR 10.25) The Project will result in approximately 6 sf of permanent alteration below the Mean Low Water Elevation associated with installation of the mooring system for the kayak launch float. Land Under the Ocean within the Project is a Nearshore Area and is significant to the Protection of Marine Fisheries, Protection of Wildlife Habitat, Storm Damage Prevention, and Flood Control. As a water-dependent project, installation of the proposed moorings will be conducted using best available measures to minimize adverse effects to marine fisheries and wildlife habitat, including the use of turbidity controls. It is anticipated that work within LUO may result from construction by water and/or by land. 3.1.3 COASTAL BEACH/TIDAL FLATS (310 CMR 10.27) Proposed work within Coastal Beach includes placement of four wood piles to support the proposed kayak launch boardwalk. The Coastal Beach landform in the areas of work consist of Tidal Flats. This work will result in approximately 8 sf of permanent alteration of Coastal Beach and will result in approximately 173 sf of shading over the Coastal Beach. Note, the kayak launch was designed to avoid placement of piles within Salt Marsh. No solid fill structures or beach nourishment is proposed for this Project. As a water-dependent project, installation of the proposed piles will be conducted using best available measures to minimize adverse effects to marine fisheries and wildlife habitat, including the use of turbidity or erosion controls, as appropriate. 3.1.4 LAND CONTAINING SHELLFISH (310 CMR 10.34) The proposed work within LCS is limited to work associated with installing moorings for the kayak launch. This work will result in approximately 6 sf of permanent alteration of LCS. The Project will not adversely affect the substrate of LUO by providing a minimum of four feet of water between the bottom proposed kayak launch and substrate. Installation of the moorings may temporarily affect the shellfish productivity, however, there will be no change in productivity within one year of completion of the Project. 3.1.5 LAND UNDER AN ANADROMOUS FISH RUN (310 CMR 10.35) The proposed work below the Banks of an Anadromous Fish Run includes installation of four 16-inch diameter wooden piles and installation of moorings, both associated with the access of the kayak launch. This work will result in approximately 14 sf of permanent impacts to land under the Mean High Water (MHW) of an Anadromous Fish Run. The Project will not: • Impede or obstruct migration of fish, • Change the volume or flow rate of the Parkers River, or Yarmouth Riverwalk Park – Boardwalk and Kayak Launch Notice of Intent Yarmouth, Massachusetts 6 • Impair the capacity of spawning or nursery habitats. The Project does propose a stream crossing associated with the boardwalk to provide pedestrian access over a portion of a tidal stream. This crossing does extend over the MHW elevation; however, no boardwalk supports are proposed within the limits of the stream. The proposed crossing will consist of a single-span crossing and the structure will provide a minimum span of 1.2 times the MHW elevation. This crossing and approaches will allow free passage of tidal flow under the structure and the top of the structure will be above the Bank of the tidal stream. 3.1.6 BORDERING VEGETATED WETLAND (310 CMR 10.55) Because there are areas of hydrophytic vegetation above the High Tide Elevation within the Salt Marsh south of the Project, these areas are defined as BVW. Based on the proposed boardwalk alignment, the Project will cross four areas of BVW. In total, approximately 30 helical anchors will be installed within BVW, resulting in approximately 2 sf of permanent BVW alteration. Similar to the work in Salt Marsh, the Project also requires approximately 452 sf of temporary BVW alteration associated with accessing the boardwalk location with the drill-rig to install the piles. Mats will also be placed on BVW to distribute the load of the drill-rig to minimize impacts to the soil. Temporary wetland impact locations will be fully restored in place. A native salt-tolerant seed mix will be used within the temporary impact area to restore the type of wetland altered. 3.1.7 RIVERFRONT AREA (310 CMR 10.58) Portions of the Project are located within the 200-foot Riverfront Area of the Parkers River (as measured from the MHW boundary). Alterations within RA for this portion of the Project also coincide with Salt Marsh and BVW impacts, caused by pile installation and access to construct the boardwalk. In total, the Project will permanently alter approximately 27 sf of Riverfront Area. In addition, approximately 9,148 sf of RA will be temporarily altered to construct the boardwalk (note these impacts overlap with the BVW and Salt Marsh impacts). The Project will also restore approximately 1,264 sf of previously developed Riverfront Area in the location of the Kayak launch. 3.1.8 LAND SUBJECT TO COASTAL STORM FLOWAGE (FEMA AE AND VE ZONES 310 CMR 10.04) The entire Project is located below the 100-year Base Flood Elevation of an AE Zone (Elevation 13 feet). In addition, the Site is located within the Limit of Moderate Wave Action. Based on the location of the Site and the purpose of the proposed boardwalk and kayak launch, impacts to the coastal floodplain are unavoidable. Impacts to LSCSF include approximately 27 sf of permanent alteration associated with installation of helical piles and approximately 9,240 sf temporary impacts associated with access to install piles for the boardwalk. The Project also includes 1,264 sf of LSCSF restoration. 4.0 MITIGATION MEASURES The Project has been designed to incorporate various mitigation measures to offset environmental impacts. Impacts to Resource Areas Subject to Protection under the WPA have been mitigated to the maximum extent practicable, while still achieving the purpose and need of the Project. Permanent alteration of Riverfront Area (RA), LSCSF, BVW, Salt Marsh, Coastal Beach, Fish Runs, and Land Containing Shellfish will be mitigated through restoration of degraded Riverfront Area within the 100-foot inner riparian zone with native vegetation and removal of invasive species. During construction of the Project, Best Practices will be employed, including use of construction mats when work is proposed within the Salt Marsh/BVW, use of turbidity curtains during installation of the float anchors, and adherence to Time of Yarmouth Riverwalk Park – Boardwalk and Kayak Launch Notice of Intent Yarmouth, Massachusetts 7 Year Restrictions. Mitigation has also been included to offset the Project’s impacts on wildlife habitat, air quality, water quality, public infrastructure, noise and visual impacts, and the heat island effect. 4.1 CONSTRUCTION MITIGATION The areas beyond the limit of work area will be protected during construction through installation erosion controls. A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan has been provided as part of the stormwater report and a Stormwater Pollution Prevention Plan will be prepared by the contractor prior to construction. Erosion, sedimentation, and turbidity controls will be installed and maintained where activities are proposed adjacent to BVW, IVW, Coastal Beach, Riverfront Area, Salt Marsh, or LSCSF. The erosion controls will provide a limit of work barrier while preventing silt and sediments from migrating into or towards the coastal resource areas. These measures include installation of compost filter tubes and floating silt fence/turbidity curtains. In addition, a “soft start” approach will be used for advancing piles to allow opportunity for present marine life in the project vicinity to leave before noise levels increase. Per General Condition 11 as set forth in the Department of the Army General Permits for the Commonwealth of Massachusetts, effective April 16, 2018, “Installation of ≥12-inch-diameter piles … in tidal waters … must use a soft start each day of pile driving, building up power slowly from a low energy start-up over a period of 20-40 minutes to provide adequate time for fish and marine mammals to leave the vicinity.” 4.2 WILDLIFE HABITAT MITIGATION/PROTECTION Impacts to wildlife habitat will be mitigated through adherence to Time of Year restrictions to protect anadromous fish and migratory bird species, as well as, installation of turbidity and sediment control measures during construction within the water and in the Salt Marsh. The boardwalk alignment has also been selected to generally follow an existing footpath within the Salt Marsh. By following an existing footpath, the boardwalk will direct visitors to walk on the durable boardwalk surface, decreasing foot traffic on the marsh. Accordingly, construction of the boardwalk will provide additional protection for the Salt Marsh. Impacts to fisheries have also been minimized through requiring a minimum water depth between the proposed kayak launch float and the substrate at Mean Low Water. 5.0 REGULATORY COMPLIANCE 5.1 MASSACHUSETTS WETLANDS PROTECTION ACT REGULATIONS– 310 CMR 10.00 The Yarmouth Riverwalk Park Project has been designed to comply with the General Performance Standards and Limited Project provisions listed in 310 CMR 10.00. The Project, as proposed, results in temporary and permanent impacts to Salt Marsh, Bordering Vegetated Wetland (BVW), Coastal Beach, Land Under Ocean (LUO), Land Containing Shellfish, Land Under an Anadromous Fish Run, Land Subject to Coastal Storm Flowage (LSCSF) and Riverfront Area (RA) to the Parkers River. 5.1.1 LIMITED PROJECT PROVISIONS 310 CMR 10.53(3)(J) While the majority of the Project does not qualify as a Limited Project due to its location in coastal resources, the portion of the Project within BVW qualifies as a Limited Project under 310 CMR 10.53(3)(j): “The construction and maintenance of catwalks, footbridges, docks, piers, and observation decks; provided …such structures are constructed on pilings or posts so as to permit the reasonable unobstructed flowage of water and adequate light to maintain vegetation.” Work within BVW and RA qualifies as a Limited Project. Yarmouth Riverwalk Park – Boardwalk and Kayak Launch Notice of Intent Yarmouth, Massachusetts 8 5.1.2 SALT MARSH – PERFORMANCE STANDARDS – 310 CMR 10.30(4) The Salt Marsh in this area is significant to storm damage prevention, pollution prevention, wildlife habitat, and marine fisheries, so the Performance Standards at 310 CMR 10.32 (3 through 6) apply. In accordance with 310 CMR 10.32(3), the Project will not destroy any portion and will not alter the productivity of the Salt Marsh. The boardwalk qualifies as an elevated walkway under 310 CMR 10.32(4) and can be permitting accordingly. Appendix D and E present design alternatives evaluated for the boardwalk and kayak launch and discuss the selection of the proposed design. 5.1.3 COASTAL BEACH – PERFORMANCE STANDARDS – 310 CMR 10.27 The Coastal Beach within the Project limits is significant to storm damage prevention, flood control, wildlife habitat, and marine fisheries, so the Performance Standards at 310 CMR 10.27 (3 through 7) apply. In accordance with 310 CMR 10.27(3), the Project will not decrease the volume or change the form of the Coastal Beach within the limit of work. No solid fill structures or beach nourishment is proposed for this Project. As a water-dependent project, installation of the proposed piles will be conducted using best available measures to minimize adverse effects to marine fisheries and wildlife habitat, including the use of turbidity or erosion controls, as appropriate. 5.1.4 LAND UNDER OCEAN – PERFORMANCE STANDARDS – 310 CMR 10.25 The Project does not propose dredging for navigational purposes, therefore the Performance Standards at 310 CMR 10.25(3) and (4) do not apply. In accordance with the Performance Standards at 310 CMR 10.25 (5 through 7), the Project aims to stabilize the existing Coastal Beach and Salt Marsh, as well as decrease erosion through directing foot traffic to the water via a raised boardwalk. As a water-dependent project, installation of the proposed helical anchors to secure the float will be conducted using best available measures to minimize adverse effects to marine fisheries and wildlife habitat, including the use of turbidity controls. The proposed kayak float is also proposed in an area where a minimum of three feet of water depth will be maintained at all times. 5.1.5 LAND CONTAINING SHELLFISH – PERFORMANCE STANDARDS – 310 CMR 10.34 The Performance Standards at 310 CMR 10.34 (4 through 6) apply. In accordance with 310 CMR 10.34, the Project will not adversely affect the substrate of LUO by providing a minimum of three feet of water between the bottom proposed kayak launch and substrate at mean low water. Installation of the moorings may temporarily affect the shellfish productivity, however, there will be no change in productivity within one year of completion of the Project. The performance standards at 310 CMR 10.34 (7 and 9) are not applicable, as this Project is not intended to increase productivity of LCS, nor is this portion of the Project within NHESP Mapped Habitat. 5.1.6 LAND UNDER ANADROMOUS FISH RUN – PERFORMANCE STANDARDS – 310 CMR 10.35 In accordance with 310 CMR 10.35 (3), the Project will not: • Impede or obstruct migration of fish, • Change the volume or flow rate of the Parkers River, or • Impair the capacity of spawning or nursery habitats. The performance standards at 310 CMR 10.35 (5) is not applicable, as no portion of the kayak launch is within NHESP Mapped Habitat. In accordance with 310 CMR 10.35(6), the Project does propose a stream crossing associated with the boardwalk to provide pedestrian access over a portion of a tidal stream. This crossing does extend over Yarmouth Riverwalk Park – Boardwalk and Kayak Launch Notice of Intent Yarmouth, Massachusetts 9 the MHW elevation. The proposed crossing will consist of a single-span crossing and the structure will provide a minimum span of 1.2 times the MHW elevation. This crossing and approaches will allow free passage of tidal flow under the structure and the top of the structure will be above the Bank of the tidal stream. 5.1.7 BORDERING VEGETATED WETLANDS – PERFORMANCE STANDARDS - 310 CMR 10.55 Because there are areas of hydrophytic vegetation above the High Tide Elevation within the Salt Marsh south of the Project, these areas are defined as BVW. Based on the proposed boardwalk alignment, the Project will cross four areas of BVW. In total, 27 helical anchors will be installed within BVW, resulting in approximately 2 sf of permanent BVW alteration. Because the work within BVW qualifies as a Limited Project, and because construction of a BVW replication area would require additional excavation adjacent to sensitive resource areas with limited benefit, no replication area has been included to replicate the approximately 2 sf of BVW alteration. 5.1.8 RIVERFRONT AREA – PERFORMANCE STANDARDS – 310 CMR 10.58(4) The Project has been designed to comply with the standards at 310 CMR 10.58(4) and (5). While boardwalk and kayak launch are proposed within Riverfront Area (as measured from the MHW elevation), the majority of these impacts are temporary associated with access to install pilings and helical anchors approximately (9,148 sf). Permanent impacts are associated with installation of the piles caused by the raised boardwalk structures, totaling approximately 27 sf. The Project will also restore approximately 1,264 sf of previously developed RA in the vicinity of the kayak launch. While the Project proposes impacts to coastal RA, the work associated with the Project qualifies as a Limited Project, as all work is associated with construction of an elevated pedestrian structure, which will allow for water flow and adequate light to support vegetation growth below the structure. An Alternatives Analysis prepared in compliance with 310 CMR 10.58(4)(c)(2) has been provided documenting that there is no practicable alternative to the proposed project that would have less adverse effects on wetland interests provided by the RA (Attachment D). 5.1.9 LAND SUBJECT TO COASTAL STORM FLOWAGE – FEMA AE ZONE – 310 CMR 10.04 While the provisions of 310 CMR 10.00 do not specify any performance standards for LSCSF, the Project was evaluated to determine the effects on the functions of this Resource Area. LSCSF provides pollution prevention and flood storage functions. These functions will not be impacted by the Project, as the Project only includes construction of pile-supported boardwalks. 5.2 YARMOUTH WETLAND PROTECTION BYLAW The Project has been designed to comply with the General Performance Standards outlined in the Yarmouth Wetland Protection Bylaw Chapter 143. Compliance with the local regulations is outlined below. In addition, the Bylaw establishes a 35-foot and 50-foot setback policy that prohibits certain activities near resource areas. The Project proposes impacts within these setbacks, and within Resource Areas themselves, associated with the boardwalk and kayak launch. 5.2.1 LUO – GENERAL PERFORMANCE STANDARDS – 2.01 Impacts to LUO fully meet the local Standards, as the Project does not include dredging. Accordingly, the standards at 2.01 (3) and (4) do not apply to the Project. The Project will affect nearshore areas; however, Yarmouth Riverwalk Park – Boardwalk and Kayak Launch Notice of Intent Yarmouth, Massachusetts 10 in accordance with the standards at 2.01 (5), the Project will not alter the bottom topography of LUO, as work will be conducted using helical float anchors. In accordance with the standards at 2.01 (6), the Project: • Will maintain existing water circulation, as all structures will be pile or water supported, • Is not located in an area of eelgrass, • Will not alter the distribution of sediment grain size, as all in water work in LUO results from either pile driving or installation of helical float anchors, and • Will protect areas beyond the limit of work from changes in water quality during construction through installation of a turbidity curtain. The Project is not anticipated to impact water quality following construction. 5.2.2 COASTAL BEACH/TIDAL FLAT – GENERAL PERFORMANCE STANDARDS –2.02 Impacts to Coastal Beach/Tidal Flat fully meet the local Standards, as the Project: • Will not affect the ability of waves to remove sand, as all structures will be water or pile supported, • Will not disturb vegetation cover within the Tidal Flat, as the Tidal Flat in the vicinity of the kayak/paddleboard launch area is not vegetated, • Will not modify the beach topography, thereby preventing changes that would increase the potential for storm or flood damage, • Will not interfere with the natural movement of the Tidal Flat, as all structures will be supported by the water-sheet or piles, and, • Will not result in removal of sand from the Tidal Flat. 5.2.3 SALT MARSH – GENERAL PERFORMANCE STANDARDS –2.06 Impacts to Salt Marsh fully meet the local Standards, as the Project will result in co nstruction of a pile supported boardwalk and kayak launch over Salt Marsh. Accordingly the Project: • Will not result in an adverse effect on the productivity of the Salt Marsh, as the boardwalk will be elevated at a minimum ratio of 1:1 height to width to allow sunlight to reach the underlying Marsh, • Qualifies as an elevated walkway, which has no adverse effects other than blocking sunlight for a portion of the day, and, • The Project does not include restoration of Salt Marsh, accordingly this provision is not applicable. 5.2.4 LCS – GENERAL PERFORMANCE STANDARDS –2.08 Impacts to LCS fully meet the local Standards. The Project is not intended to increase productivity of LCS and does not propose removal of shellfish, accordingly, the standards at 2.08(4) and (5) do not apply. The Project will meet the standards at 2.08(3)(a-f), as the Project: • Will maintain existing water circulation, as all structures will be pile or water supported, • Will not change topography within LCS, as work within this areas consists solely of pile driving and/or helical anchor/pile installation, • Will not compact sediment, as no vehicular access is anticipated within LCS, • Will not alter the distribution of sediment grain size, as all in water work in LUO results from either pile driving or installation of helical float anchors, Yarmouth Riverwalk Park – Boardwalk and Kayak Launch Notice of Intent Yarmouth, Massachusetts 11 • Will retain natural drainage in the vicinity of work within LCS, and • Will protect areas beyond the limit of work from changes in water quality during construction through installation of a turbidity curtain. The Project is not anticipated to impact water quality following construction. 5.2.5 FISH RUNS – GENERAL PERFORMANCE STANDARDS –2.09 Impacts to Fish Runs fully meet the local Standards. The Project does not proposed fill within a Fish Run, accordingly, the standard at 2.09(3)(b) do not apply. The Project will meet the standards at 2.09(3)(a), as the Project: • Will not impede fish migration, as all structures within the Fish Run are pile or water supported, • Will not change with volume or rate of flow within the Fish Run, and • Will not impair the capacity of spawning or nursery habitats. 5.2.6 LAND SUBJECT TO COASTAL STORM FLOWAGE – GENERAL PERFORMANCE STANDARDS – 2.10 The Bylaw established performance standards for LSCSF. The proposed boardwalk and kayak launch will be securely anchored to the helical piles and anchors in accordance with 2.10(3)(c). The Project does not propose work on septic systems, therefore, the Standard at 2.10(3)(a) does not apply. In addition, in accordance with 2.10(3)(b), groundwater elevations incorporate the required adjustments (see Appendix B). Accordingly, the Project complies with these standards. 5.2.7 VEGETATED WETLANDS – GENERAL PERFORMANCE STANDARDS – 3.02 Impacts to Vegetated Wetlands result from installation of supports associated with the Boardwalk where piles are placed above the high tide elevation (as described above). While the Project will result in approximately 2 sf of permanent Vegetated Wetland alteration associated with installation of helical piles, this work is not anticipated to impair the Vegetated Wetland’s ability to provide its functions. Regardless, the Project will require a waiver from the Standard at 3.02(3), as the Project will permanently alter a small area of Vegetated Wetland. 5.2.8 GENERAL REQUIREMENTS – 1.09 Section 1.09(4)(a)(17) provides a provision that allows public docks and piers to be constructed without full compliance of the standards at 1.09(4)(a)(1-19) if the Project will enhance fishing, fowling and navigation if there is an overriding public benefit. The Project will improve public access to the Parkers River via canoe, kayak, and paddle board for enjoyment of the Salt Marsh and adjacent coastal resources. The proposed launch and boardwalk will not extend seaward greater than 80 feet from the MHW elevation and the water depth at the farthest point of the float will be no less than three feet at MLW per 1.09(4)(a)(10), as described above. In addition, at this time no shellfish survey has been conducted in accordance with the Provision at 1.09(4)(a). Section 1.09(4)(d)(3) prohibits work within 35 feet of Salt Marsh and Rivers, and construction of structures within 50-feet of these resources. The Project does propose clearing within this area to support the Project. 5.2.9 WAIVER REQUESTS - 4.00 In accordance with Section 4 of the Bylaw Regulations, a variance is requested from the following Sections/Standards of the Local Bylaw: • 1.05(4)(c) – Abutter Notification • 1.09 (4) (a) (1) Pier (boardwalk) plank gap spacing and maximum pier(boardwalk) width Yarmouth Riverwalk Park – Boardwalk and Kayak Launch Notice of Intent Yarmouth, Massachusetts 12 • 1.09(4)(a)(6)(k) – Requirement for Shellfish Survey • 1.09(4)(d)(3) – Work within 35-foot Undisturbed Area • 1.09(12)(b) Clearance from navigable channel • 1.09(13) Float configuration for common dock/pier regarding maximum size 3.02(3) – Vegetated Wetlands The work will result in an ecological improvement over existing conditions by directing visitors to durable surfaces along the Parker’s River and adjacent salt marsh areas. In addition, the Project will provide a public amenity that will improve access and enjoyment of Yarmouth’s natural resources. Accordingly, the Commission could find that the Project has an overriding public benefit. A waiver is sought for notification to abutters in accordance with the Bylaw, as notifying all abutters to the southern parcel (Map 24, Parcel 92) via Certified Mail would cost the Town an additional ~$1,000, which is in addition to the postage fees associated with notification of abutters in accordance with the Wetlands Protection Act. 6.0 SUMMARY The proposed Yarmouth Riverwalk Park Boardwalk and Kayak Launch will create a new, accessible destination for active and passive outdoor recreation for the public in the Town of Yarmouth. The Project has been designed to protect resource areas during and following construction and has avoided and minimized impacts to the greatest extent practical, while still meeting the Town’s coastal redevelopment goals. The Project design meets performance standards for all resource areas present within the limit of work, as set forth in the WPA and its Regulations at 310 CMR 10.00, and accordingly, can be conditioned to comply with the General Performance Standards in the Wetland Regulations and to contribute to the interests found in the Massachusetts Wetland Protection Act. The Town of Yarmouth respectfully requests that the Yarmouth Conservation Commission find these measures adequately protective of the interests of the Act in the Order of Conditions approving the work as described in the Notice of Intent and accompanying plans. Yarmouth Riverwalk Park – Boardwalk and Kayak Launch Notice of Intent Yarmouth, Massachusetts APPENDIX B – MassGIS Map FIGURES USGS, MassGIS Figure 1Site LocusYarmouth Riverwalk ParkYarmouth, MA ² 0 2,0001,000 Feet 1 inch = 1,000 feet Data Source: USGS Topographic Map Approximate SiteLocus MassGIS, MassDEP Drinking Water Program Figure 2Environmental ResourcesYarmouth R iverwalk ParkYarmouth, MA ² 0 1,000500Feet 1 inch = 500 feet Data Source: M assGIS USGS Color Ortho Ima gery (2014), M assDEP Wetlands (1:12000) (2009),Tidelands Jurisdiction Data (2011), Surface Wa ter Protection Areas , M assDEP Grounwa te r Protection Zones. Legend MassDEP Hydrologic FeatureBogInland WetlandsBarrier BeachCoastal Beach/Coastal DuneDeep MarshSalt MarshZone AZone BZONE COutstanding Resource WaterMassDEP Zone IMassDEP Zone IIMassDEP IWPACZM Coastal ZoneArea of Critical Environmental ConcernNFHL 100 Year Flood Zone Approximate ProjectLocus ^_ ^_ ^_ ^_ ^_ ^_^_^_^_^_ Figure 3Wildlife Habitat ResourcesYarmouth R iverwalk ParkYarmouth, MA ² 0 1,000500Feet 1 inch = 500 feet Data Source: M assGIS USGS Color Ortho Ima gery (2014), M assDEP Wetlands (1:12000) (2009),Tidelands Jurisdiction Data (2011), Surface Wa ter Protection Areas , M assDEP Grounwa te r Protection Zones. Legend ^_Anadromous Fish Presence American OysterBay ScallopBlue MusselEuropean OysterOcean QuahogQuahogRazor ClamSea ScallopSoft-shelled ClamSurf Clam !.NHESP Potential Vernal Pool ^_NHESP Certified Vernal PoolNHESP Priority Habitat of Rare SpeciesNHESP Estimated Habitats of Rare Wildlife Approximate ProjectLocus 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 DepthZone 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 mileZone X Future Conditions 1% Annual Chance Flood HazardZone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to LeveeZone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood HazardZone 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 7/27/2021 at 12:57 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°13'42"W 41°38'57"N 70°13'5"W 41°38'30"N Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020 Yarmouth Riverwalk Park – Boardwalk and Kayak Launch Notice of Intent Yarmouth, Massachusetts APPENDIX B – MassGIS Map Photographic Documentation PHOTOGRAPHIC DOCUMENTATION 669 MA-28 and portion of un-numbered parcel to the south Yarmouth, Massachusetts Photographs Documented September 2021 through March 2022 Photo 2 View of the proposed kayak launch access area—facing east View of high marsh and Coastal Dune north of the proposed kayak launch—facing northwest Photo 1 PHOTOGRAPHIC DOCUMENTATION 669 MA-28 and portion of un-numbered parcel to the south Yarmouth, Massachusetts Photographs Documented September 2021 through March 2022 Photo 4 View of the proposed boardwalk location’s eastern extent—facing north View of the proposed boardwalk location’s western extent—facing south Photo 3 PHOTOGRAPHIC DOCUMENTATION 669 MA-28 and portion of un-numbered parcel to the south Yarmouth, Massachusetts Photographs Documented September 2021 through March 2022 Photo 6 View of the interior portion of the salt marsh where the boardwalk is proposed —facing west View of the proposed boardwalk stream crossing location—facing east Photo 5 Yarmouth Riverwalk Park – Boardwalk and Kayak Launch Notice of Intent Yarmouth, Massachusetts 2 APPENDIX A – Resource Area Delineation Report BETA GROUP, INC. 89 Shrewsbury Street, Suite 300, Worcester, MA 01604 P: 508.756.1600 | W: www.BETA-Inc.com Resource Area Boundary Delineation 669 Route 28 Yarmouth, Massachusetts August 13, 2021 On August 3, 2021, BETA Group, Inc. (BETA) conducted resource area boundary delineations and assessments at the former drive-in site located at 669 Route 28 in Yarmouth, Massachusetts (the Site). This report describes resource areas Subject to Protection under the Massachusetts Wetlands Protection Act (M.G.L. Chapter 131 Section 40 - the Act), Town of Yarmouth Wetlands Protection Bylaw (Chapter 143), the federal Clean Water Act CFR (33 U.S.C. §1251 et seq (1972)), the federal Rivers and Harbors Act (33 U.S.C. 403 (1899)), the Massachusetts Clean Waters Act (M.G.L. Chapter 21 Section 26-53), and the Massachusetts Public Waterfront Act (M.G.L. Chapter 91) that exist on the Site and methodologies used to delineate their boundaries. Site Description The Site is located to the south of Route 28 in Yarmouth, Massachusetts and includes two (2) parcels totaling over 100 acres in area. The northern extent of the Site includes a former drive -in theatre that presently consists of an unimproved access road, a cleared area underlain by sandy fill and fragments of bituminous concrete, an upwelling station, and forested areas. The southern extent of the Site consists of the Lewis Pond Marsh Conservation Area (Figure 1 – Site Locus). The Parkers River and its associated Salt Marsh complex exist along the eastern boundary of the Site (Figure 2 – Environmental Resources). Land uses in the surrounding area include commercial properties, medium density housing, and undeveloped forest. According to the USDA Natural Resources Conservation Service – Soil Survey, mapped soils on the Site and in the vicinity of the Site are classified as Udipsamments, Deerfield loamy fine sand, Berryland mucky loamy coarse sand, and very frequently flooded Ipswich – Pawcatuck – Matunock complex. Our field work generally confirmed the soil types on the Site. The Custom Soil Resource Report for Barnstable County, Massachusetts is attached. State jurisdictional resource areas identified on the Site include Land Subject to Coastal Storm Flowage (LSCSF), Land Subject to Tidal Action (LSTA), Land Under the Ocean (LUO), Coastal Beach, Coastal Dune, Salt Marsh, Land Containing Shellfish (LCS), Fish Run, Bordering Vegetated Wetland (BVW), and Riverfront Area (RA). The MassGIS database was used as the initial step in identifying critical areas on or within proximity of the site that would be examined more closely if construction activities are proposed. The table below describes selected environmentally critical categories as determined through MassGIS. Table 1. Selected MassGIS Environmental Data Layers Mapped Resource on or Within Proximity to Site Yes No Area of Critical Environmental Concern ✓ NHESP Certified Vernal Pool ✓ NHESP Potential Vernal Pool ✓ Coldwater Fisheries Resource ✓ NHESP Established Habitat of Rare Wildlife ✓ NHESP Priority Habitat of Rare Species ✓ Outstanding Resource Waters ✓ FEMA Flood Zones ✓ August 13, 2021 Page 2 of 8 Mapped Resource on or Within Proximity to Site Yes No Surface Water Protection Area (Zones A and B) ✓ Interim Wellhead Protection Area ✓ Zone I Wellhead Protection Area ✓ Zone II Wellhead Protection Area ✓ Tidelands – Chapter 91 Jurisdiction ✓ Designated Port Area ✓ CZM Coastal Zone ✓ Anadromous Fish Presence ✓ Land Containing Shellfish ✓ Source: MassGIS Jurisdictional Areas – Massachusetts Endangered Species Act (MESA) According to MassGIS data, areas within the Salt Marsh at the south end of the Site are located within Natural Heritage Endangered Species Program (NHESP) Priority Habitat for Rare Species (PH 2156) and Estimated Habitat of Rare Wildlife (EH 693) (Figure 3 – Wildlife Habitat Resources). Impacts to this area require filing under the Massachusetts Endangered Species Act (M.G.L. ch. 131A) and its implementing regulations at 321 CMR 10.00. Jurisdictional Wetland Resource Areas – Massachusetts Wetlands Protection Act Site inspections were conducted by BETA’s Wetland Scientists on August 3, 2021, to identify and delineate the boundaries of existing wetland resource areas on the Site and in the immediate vicinity of the Site. Resource area boundaries were identified and delineated in accordance with methods developed by the Massachusetts Department of Environmental Protection and Office of Coastal Zone Management’s Applying the Massachusetts Coastal Wetlands Regulations, dated 2017; the Massachusetts Department of Environmental Protection’s Delineating Bordering Vegetated Wetlands Under the Massachusetts Wetlands Protection Act, dated 1995; as well as definitions set forth in the Wetland Regulations, 310 CMR 10.00. Several Coastal and Inland Areas Subject to Protection under the Act exist on and adjacent to the Site and are described below. Land Subject to Coastal Storm Flowage – FEMA AE Zone – 310 CMR 10.04 According to the FEMA Flood Insurance Rate Map (FIRM) community panel number 25001C0588J dated July 16, 2014 (Figure 5 – FEMA FIRMette), a Zone AE Flood Hazard subject to inundation by the 1% annual chance flood associated with tidal waters is present at the Site. Tthe Zone AE at the Site primarily has a base flood elevation (BFE) of 13 feet (NAVD88). However, the Zone AE at the northern and southern extents of the Site has a BFE of 12 feet (NAVD88). The entire Site is located below the BFEs associated with coastal storms and is therefore Subject to Protection under the Act as LSCSF. Land Subject to Tidal Action– 310 CMR 10.04 According to the Statement of Jurisdiction at 310 CMR 10.02 and definition at 310 CMR 10.04, LSTA is defined as land subject to the periodic rise and fall of a coastal water body, including spring tides. The landward boundary of this resource area is the extreme high tide elevation (HTL). Based on review of the Buzzards Bay National Estuary Program’s Tidal Datum Viewer, the estimated HTL at the Site is 2.91 feet (NAVD88) as determined by NOAA’s VDatum Software. Portions of the Site that are below this elevation are Subject to Jurisdiction under the Act as LSTA. These areas generally consist of the eastern and southern extents of the Site along the Parkers River. August 13, 2021 Page 3 of 8 Land Under the Ocean – 310 CMR 10.26 According to 310 CMR 10.25(2), LUO is defined as the “land extending from the mean low water (MLW) line seaward to the municipality’s jurisdiction and includes estuaries”. The Parkers River is a tidal river; therefore, land under this waterbody is, by definition, LUO. According to previous plans for the Site1, the MLW elevation of the Parkers River is -0.7 feet (NAVD88). The tidal creek within the Salt Marsh adjacent to Parkers River at the eastern extent of the Site may also be LUO; however, topographic data in the streambed is required to determine whether the streambed is below the MLW elevation. Coastal Beach – 310 CMR 10.27 According to CMR 10.27(2), the definition of Coastal Beach is unconsolidated sediment subject to wave, tidal and coastal storm action which forms a gently sloping shore of a body of saltwater and includes tidal flats. Coastal Beach/Tidal Flats are present seaward of the Coastal Dune and Salt Marsh at the northeastern portion of the Site and landward of the boundary of LUO. This resource area is also present anywhere below the Salt Marsh that is above the MLW elevation. This resource area consists of an unvegetated area underlain by saturated sediment. Coastal Dune – 310 CMR 10.28 The Wetland Regulations at 310 CMR 10.28(2) define Coastal Dune as any natural hill, mound or ridge of sediment landward of a coastal beach deposited by wind action or storm over wash. Coastal Dune also means sediment deposited by artificial means and serving the purpose of storm damage prevention or flood control. Coastal Dune is present within the northeast portion of the Site, landward of the Salt Marsh and Coastal Beach/Tidal Flats associated with the Parkers River. This Coastal Dune is characterized by unconsolidated sediment as well as vegetation that includes dune grasses and red cedar (Juniperus virginiana). Coastal Dune was not delineated in the field, as it is located between two areas of Salt Marsh. Salt Marsh – 310 CMR 10.32 According to 310 CMR 10.32, Salt Marsh is a coastal wetland that extends landward up to the highest high tide line and is characterized by plants that are adapted to, or prefer living in, saline soils. BETA identified one (1) Salt Marsh at the Site as described below in Table 2. 1 MassDOT Plan Set entitled: “Main Street (Route 28) (Bridge No. Y-01-002) 75% Highway Submission” Prepared by the Louis Berger Group. August 13, 2021 Page 4 of 8 Table 2: Salt Marsh Boundary Descriptions Flag Series Waterbody Description / Notes SM1 Series Flags SM1-100 to 211 West of Parkers River, East and South of the Site The SM1 Series Salt Marsh adjacent to the Parkers River is dominated by halophytic vegetation including salt meadow cordgrass (Spartina patens), marsh elder (Iva frutescens), and salicornia (Salicornia spp.) within the high marsh area, and salt marsh cord grass (Spartina alternaflora) within the low marsh area. Field observations of these species were used to determine the boundary of Salt Marsh. Based on the topographic plan analyzed during the delineation, the flags appeared to generally coincide with the HTL. Once survey data is collected to determine the location of the flags in relation to the HTL, any areas above the HTL included in the SM1 Series are freshwater wetlands (BVW). Land Containing Shellfish – 310 CMR 10.34 Land Containing Shellfish is defined as land under the ocean, tidal flats, rocky intertidal shores, salt marshes and land under salt ponds when any such land contains shellfish. Areas directly adjacent to the Site along Parkers River are mapped as suitable habitat for quahog (Mercenaria merceneria) and blue mussel (Mytilus edulis) (Figure 3 – Wildlife Habitat Map). “Fish Run” - 310 CMR 10.35 (Bank of or Land Under the Ocean, Ponds, Streams, Rivers, Lakes or Creeks that Underlie an Anadromous/Catadromous Fish Run) According to its definition at 310 CMR 10.35, a Fish Run is an area within estuaries, ponds, streams, creeks, rivers, lakes or coastal waters, that is a spawning or feeding ground or passageway for Anadromous or Catadromous fish and which is identified by the Division of Marine Fisheries (DMF) or has been mapped on the Coastal Atlas of the Coastal Zone Management Program. The landward boundary of a Fish Run is the Mean High Water (MHW) elevation. According to DMF data depicted on the MassGIS data viewer, the Parkers River is considered a Fish Run. Species mapped within this Fish Run include alewife (Alosa pseudoharengus), American eel (Anguilla rostrata), white perch (Morone americana), Atlantic tomcod (Microgadus tomcod), and winter flounder (Pseudopleuronectes americanus). The MHW at the Site is 2.05 feet (NAVD88) as previously determined2. Bordering Vegetated Wetlands – 310 CMR 10.55 According to 310 CMR 10.55(2), the definition of BVW are freshwater wetlands which border on creeks, rivers, streams, ponds and lakes and are areas where the soils are saturated and/or inundated such that they support a predominance of wetland indicator plants. The boundary of BVW is the line within which 50% or more of the vegetation community consists of wetland indicator plants and saturated or inundated conditions exist. BETA identified three (3) areas of BVW at the Site. Table 3 below describes the boundary of the BVW observed in the field. In addition, as described in Table 2, additional BVW may be present on Site, upgradient of HTL where Salt Marsh vegetation is present. 2 MassDOT Plan Set entitled: “Main Street (Route 28) (Bridge No. Y-01-002) 75% Highway Submission” Prepared by the Louis Berger Group. August 13, 2021 Page 5 of 8 Table 3: BVW Boundary Description Flag Series Location Description WF2 Series Flags WF2-100 to 108 Northeast portion of the Site, west of the SM1 Series Salt Marsh This BVW borders on the landward side of the SM1 series salt marsh, above the HTL (2.91 feet NAVD88). Vegetation within the BVW consists of species including groundseltree, greenbrier, and phragmites (Phragmites australis). The BVW boundary was determined based on observations of hydrophytic vegetation, hydric soils, and indicators of hydrology. A formal data plot was not performed at this location. Not delineated in the field Southern portion of the Site, within the SM1 Series Salt Marsh Two (2) areas of BVW were identified within the Salt Marsh at the southern extent of the Site. These areas were characterized by hummocks vegetated with species including northern bayberry, highbush blueberry, pitch pine, and greenbrier, as well as sandy soils that exhibited a depleted matrix. The transition between Salt Marsh and BVW occurs at the HTL (2.91 feet NAVD88). This boundary was not delineated in the field because the boundary will be determined by elevation. Riverfront Area – 310 CMR 10.58 According to its definition at 310 CMR 10.58(3), the boundary of inland RA is the area of land between a River’s mean annual high-water (MAHW) line measured horizontally outward from the River and a parallel line located 200 feet away. A River is any natural flowing body of water that empties to any ocean, lake, pond, or other River flowing throughout the year and is shown as perennial on the current United States Geological Survey or more recent map provided by the Department, or has a watershed size of at least 0.50 square miles and a predicted flow rate greater than or equal to 0.01 cubic feet per second at the 99% flow duration using the USGS Stream Stats Method. The coastal RA boundary is, instead, measured from the Mean High-Water (MHW) line as determined by the location where arithmetic mean of the high-water heights observed over a specific 19-year metonic cycle meets the shore. According to previous Site evaluations3, the MHW elevation associated with the Parkers River is 2.05 feet (NAVD88). Portions of RA at the Site, particularly those within the footprint of the former drive-in, were observed to be degraded due to a lack of topsoil and the presence of bituminous concrete fragments. Jurisdictional Wetland Resource Areas – Town of Yarmouth Bylaw The Bylaw sets forth the following resource area definitions that differ from those presented in the Act: Coastal Bank The Bylaw defines Coastal Bank as “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.” Coastal Bank under the Act must be delineated by a topographic analysis in accordance with MassDEP Policy 92-1 (the Policy). Therefore, the Coastal Bank delineation under the Bylaw may differ from a 3 MassDOT Plan Set entitled: “Main Street (Route 28) (Bridge No. Y-01-002) 75% Highway Submission” Prepared by the Louis Berger Group. August 13, 2021 Page 6 of 8 delineation performed under the Act if the first observable break in slope above the 100-year floodplain elevation does not meet the criteria set forth by the policy. There are no defined observable breaks in slope above or below the 100-year floodplain within the Project area, accordingly, there is no local Coastal Bank. Lake The Bylaw includes a definition for Lake, which is considered to be “any open body of fresh water with a surface area of 10 acres or more and shall include great ponds.” No Lakes are present on or within 100 feet of the Site. Land Within 300 Feet of a Major Estuary The Bylaw defines Land Within 300 Feet of a Major Estuary as “that portion of land that extends 300 feet landward or up-gradient from the actual river, creek, salt pond, or embayment and is within the 100 year frequency storm elevation as referenced on the latest available Flood Insurance Rate Maps provided by the Federal Emergency Management Agency.” Land Within 300 Feet of a Major Estuary (per the Bylaw list of Major Estuaries) is present at the Site and is associated with the Parkers River which extends from the MHW elevation (2.05 feet – NAVD 88). Pond (Inland) Inland Pond, as defined by the Bylaw, is “any open body of fresh water, either naturally occurring or manmade by impoundment, which is never without standing water due to natural causes, except during periods of extended drought. For the purposes of this definition, extended drought shall mean any period of four or more months during which the average rainfall for each month is 50% or less of the ten year average for that same month. Basins or lagoons which are part of waste water treatment plants shall not be considered ponds, nor shall swimming pools or other impervious man-made retention basins and ponds.” The 10,000-square foot minimum size threshold under the Act is not included in the Bylaw definition. There are no Inland Ponds within 100 feet of the Site that meet this definition. Stream The Bylaw defines Stream as “a body of running water, including brooks and creeks, which moves in a definite channel in or under the ground due to hydraulic gradient. A portion of a stream may flow through a culvert or beneath a bridge. A stream may be intermittent, (i.e. does not flow throughout the year). A stream may also be man-made.” Streams are jurisdictional under the Bylaw regardless of where they are situated in relation to their associated wetlands. Streams present at the Site that meet both the Act and Bylaw definition of Stream include the Parkers River and the tidal creek within the Salt Marsh. Vegetated Wetland The Bylaw defines Vegetated Wetland as “brackish and freshwater wetlands. The types of brackish and freshwater wetland are wet meadows, marshes, swamps and bogs. They are areas where the topography is low and flat, and where soils are annually saturated.” Vegetated Wetlands, by this definition, include Isolated Vegetated Wetlands (IVWs). Two (2) IVWs qualifying as Vegetated Wetlands under the Bylaw were delineated at the Site as described below in Table 4. August 13, 2021 Page 7 of 8 Table 4: Isolated Vegetated Wetland Boundary Description Flag Series Location Description WF1 Series Flags WF1-100 to 115 Eastern side of the Site entrance The WF1 Series IVW is a scrub-shrub wetland with a dense herbaceous layer that consists primarily of phragmites. The attached U.S. Army Corps of Engineers Field Data Sheets describe observations of hydrophytic vegetation, hydric soils, and indicators of hydrology at specific data plots. WF3 Series Flags WF3-100 to 132 Western side of the Site within the forested area to the north of the Salt Marsh The WF3 Series IVW is a forested wetland that was saturated during the 8/3/2021 Site visit. Vegetation within the IVW includes greenbrier, highbush blueberry (Vaccinium corymbosum), and bayberry (Morella pensylvanica). The boundary of the IVW was determined based on observation of hydrophytic vegetation, hydric soils, and indicators of hydrology. A formal data plot was not performed at this location. Buffer Zone The Town of Yarmouth maintains a 100-foot Buffer Zone that is more protective than the Act, as it is measured from the boundary of BLSF, Isolated Land Subject to Flooding, LSTA, and LSCSF in addition to all resource areas with a Buffer Zone under the Act. The Bylaw also further subdivides the Buffer Zone into a 35-foot Undisturbed Buffer and a 50-foot No Build Zone. Jurisdictional Wetland Resource Areas – Federal Clean Water Act (Section 404) Tidal Waters of the US As described above, “Tidal Waters of the United States” are present at and adjacent to the Site and are therefore subject to the federal Rivers and Harbors Act, 33 U.S.C. 403 (1899) and the federal Clean Water Act, 33 U.S.C. 1251 et seq (1972). According to 33 CFR §328.3(d), Tidal Waters are defined as “waters that rise and fall in a predictable and measurable rhythm or cycle due to the gravitational pulls of the moon and sun. Tidal waters end where the rise and fall of the water surface can no longer be practically measured in a predictable rhythm due to masking by hydrologic, wind, or other effects.” The boundary to “Tidal Waters of the United States” is the High Tide Line (HTL), which is defined at 33 CFR §328.3(c)(7). The boundary of the HTL is approximated using the “King Tide” elevation for all tidal areas, which is estimated by NOAA’s VDatum software to be 2.91 feet (NAVD88). Construction of any structure in, over, or under tidal waters, or work affecting the course, location, condition, or capacity of tidal waters is Subject to Jurisdiction under Section 10 of the Rivers and Harbors Act. Work that requires filling below the boundary of the HTL onsite is Subject to Jurisdiction under Section 404 of the Clean Water Act. Waters of the US (Freshwater) The freshwater wetlands (both isolated and bordering) located within the Site are “Waters of the United States,” and are therefore subject to the federal Clean Water Act, 33 U.S.C. §1251 et seq (1972). The boundary to “Waters of the United States” is the Vegetated Wetlands boundary, or, in the absence of Vegetated Wetlands, is the Ordinary High-Water Mark (OHWM) for non-tidal rivers and streams, as specified at 33 CFR §328.4. August 13, 2021 Page 8 of 8 According to 33 CFR §328.3(c)(4), Vegetated Wetlands are defined as “those areas that are inundated or saturated by surface or groundwater at a frequency and duration sufficient to support, and that under normal circumstances do support, a prevalence of vegetation typically adapted for life in saturated soil conditions.” The wetland boundaries previously described in this report were delineated in accordance with this definition. The US Army Corps of Engineers’ Vegetated Wetland Boundary Delineation Field Data Sheets are attached documenting BETA’s observed evidence of hydrology, soils, and hydrophytic vegetation at specific data plots. The boundary of Vegetated Wetlands at the Site is the extent of Section 404 jurisdiction for freshwater resources. Jurisdictional Wetland Resource Areas – Massachusetts Clean Waters Act (Section 401) The limit of jurisdiction under Massachusetts Clean Waters Act (Section 401), as specified in 314 CMR 9.00, is the boundary of federally regulated waters. Exceedances of the jurisdictional threshold under 314 CMR 9.00 require filing for a Water Quality Certification under Section 401. Special protections are given to Salt Marsh under Section 401, as alteration of Salt Marsh requires a 401 WQC be submitted to MassDEP. Jurisdictional Resource Areas – The Massachusetts Public Waterfront Act (Chapter 91) Any activity that takes place within Flowed Tidelands or Filled Tidelands requires Chapter 91 authorization. Chapter 91 Jurisdiction exists on the Site up to the MHW for tidal waters (2.05 feet NAVD88). Findings and Recommendations BETA has identified areas Subject to Protection and/or Jurisdiction under the Massachusetts Wetlands Protection Act, Yarmouth Wetlands Protection Bylaw, the federal Clean Water Act, the Massachusetts Clean Waters Act, and the Massachusetts Public Waterfront Act on or within 100 feet of the Site. We appreciate the opportunity to provide you with expert wetland services. If you have any questions or need further assistance, please do not hesitate to contact us. Attachments: Figure 1 – Site Locus Figure 2 – Environmental Resources Figure 3 – Wildlife Habitat Resources Figure 4 – Chapter 91 Jurisdiction Figure 5 – FEMA FIRMette Photographic Documentation U.S. Army Corps of Engineers Field Data Sheets Custom Soil Report for Barnstable County, Massachusetts Job No: 20.10056.00 USGS, MassGIS Figure 1Site Locus669 Route 28Yarmouth, MA ² 0 2,0001,000 Fee t 1 inch = 1,000 feet Data Source: USGS Topographic Qua drangle M aps Approximate SiteLocus Figure 2Environmental Resources669 Route 28Yarmouth, MA ² 0 700350Feet 1 inch = 350 feet Data Source: MassGIS USGS Color Ortho Imagery (2014), MassDEP Wetlands (1:12000) (2009),Tidelands Jurisdiction Data (2011), Surface Water Protection Areas, MassDEP Grounwater Protection Zones. Legend MassDEP Zone IMassDEP Hydrologic FeatureBogInland WetlandsBarrier BeachCoastal Beach/Coastal DuneDeep MarshSalt MarshZone AZone BOutstanding Resource WaterMassDEP Zone IIMassDEP IWPACZM Coastal ZoneArea of Critical Environmental ConcernNFHL 100 Year Flood Zone Approximate ProjectLocus ^_ ^_ ^_ ^_ ^_ ^_^_^_^_^_ Figure 3Wildlife Habitat Resources669 Route 28Yarmouth, MA ² 0 1,000500Feet 1 inch = 500 feet Data Source: MassGIS USGS Color Ortho Imagery (2014), MassDEP Wetlands (1:12000) (2009),Tidelands Jurisdiction Data (2011), Surface Water Protection Areas, MassDEP Grounwater Protection Zones. Legend ^_Anadromous Fish Presence American Oyster Bay Scallop Blue Mussel European Oyster Ocean Quahog Quahog Razor Clam Sea Scallop Soft-shelled Clam Surf Clam !.NHESP Potential Vernal Pool ^_NHESP Certified Vernal PoolNHESP Priority Habitat of Rare SpeciesNHESP Estimated Habitats of Rare Wildlife Approximate ProjectLocus Figure 4Chapter 91 Jurisdiction669 Route 28Yarmouth, MA ² 0 600300Feet 1 inch = 300 feet Data Source: MassGIS USGS Color Ortho Imagery (2014), MassDEP Wetlands (1:12000) (2009),Tidelands Jurisdiction Data (2011), Surface Water Protection Areas, MassDEP Grounwater Protection Zones. Legend Site Locus Marsh Boundary - landward Landlocked Tidelands Jurisdiction Historic High Water Marsh Boundary - seaward Contemporary High Water Inferrred Contemporary High Water Inferred Historic High Water Approximate SiteLocus 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 DepthZone 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 mileZone X Future Conditions 1% Annual Chance Flood HazardZone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to LeveeZone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood HazardZone 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 7/27/2021 at 12:57 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°13'42"W 41°38'57"N 70°13'5"W 41°38'30"N Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020 PHOTOGRAPHIC DOCUMENTATION 669 MA-28 Yarmouth, Massachusetts Photographs Documented August 3, 2021 Photo 6 View of high marsh and Coastal Dune—facing northwest View of Coastal Dune and the northern end of the SM1 Series Salt Marsh—facing north Photo 5 PHOTOGRAPHIC DOCUMENTATION 669 MA-28 Yarmouth, Massachusetts Photographs Documented August 3, 2021 Photo 10 View of the southeastern portion of the SM1 Series Salt Marsh—facing south View of the eastern portion of the SM1 Series Salt Marsh—facing north Photo 9 PHOTOGRAPHIC DOCUMENTATION 669 MA-28 Yarmouth, Massachusetts Photographs Documented August 3, 2021 Photo 12 View of a linear projection of the SM1 Series Salt Marsh at the eastern extent of the Site —facing west View of the SM1 Series Salt Marsh at the south end of the Site —facing west Photo 11 PHOTOGRAPHIC DOCUMENTATION 669 MA-28 Yarmouth, Massachusetts Photographs Documented August 3, 2021 Photo 16 View of the tidal creek within the SM1 Series Salt Marsh—facing west View of the confluence of the Parkers River and a tidal creek—facing east Photo 15 PHOTOGRAPHIC DOCUMENTATION 669 MA-28 Yarmouth, Massachusetts Photographs Documented August 3, 2021 Photo 14 View of southeastern portion of the SM1 Series Salt Marsh—facing east View the southeastern portion of the SM1 Series Salt Marsh—facing north Photo 13 PHOTOGRAPHIC DOCUMENTATION 669 MA-28 Yarmouth, Massachusetts Photographs Documented August 3, 2021 Photo 24 Another view of the critical tree perch habitat—facing east View of critical tree perch habitat within a BVW hummock interior to the SM1 Series Salt Marsh —facing west Photo 23 PHOTOGRAPHIC DOCUMENTATION 669 MA-28 Yarmouth, Massachusetts Photographs Documented August 3, 2021 Photo 18 View of the western portion of a Salt Pond—facing southwest View of the eastern portion of a Salt Pond—facing south Photo 17 PHOTOGRAPHIC DOCUMENTATION 669 MA-28 Yarmouth, Massachusetts Photographs Documented August 3, 2021 Photo 20 View of the southern portion of the SM1 Series Salt Marsh—facing west View of the southern portion of a Salt Pond—facing northwest Photo 19 PHOTOGRAPHIC DOCUMENTATION 669 MA-28 Yarmouth, Massachusetts Photographs Documented August 3, 2021 Photo 8 View of the transition between the SM1 Series Salt Marsh and the WF2 Series BVW —facing north View of WF2 Series BVW—facing west Photo 7 PHOTOGRAPHIC DOCUMENTATION 669 MA-28 Yarmouth, Massachusetts Photographs Documented August 3, 2021 Photo 22 View of vegetation within BVW interior to the SM1 Series Salt Marsh—facing west View of vegetation within BVW interior to the SM1 Series Salt Marsh—facing south Photo 21 PHOTOGRAPHIC DOCUMENTATION 669 MA-28 Yarmouth, Massachusetts Photographs Documented August 3, 2021 Photo 2 View of the northern end of WF1 Series IVW—facing southeast View of WF1 Series IVW- facing east Photo 1 PHOTOGRAPHIC DOCUMENTATION 669 MA-28 Yarmouth, Massachusetts Photographs Documented August 3, 2021 Photo 4 View of interior of the WF1 Series IVW—facing east View of WF1 Series IVW—facing southwest Photo 3 PHOTOGRAPHIC DOCUMENTATION 669 MA-28 Yarmouth, Massachusetts Photographs Documented August 3, 2021 Photo 26 View of vegetation along northern edge of the WF3 Series IVW—facing south View of vegetation along southern edge of the WF3 Series IVW—facing north Photo 25 PHOTOGRAPHIC DOCUMENTATION 669 MA-28 Yarmouth, Massachusetts Photographs Documented August 3, 2021 Photo 28 View of vegetation along western edge of the WF3 Series IVW—facing east View of vegetation along eastern edge of the WF3 Series IVW—facing south Photo 27 Project/Site: Applicant/Owner:State: Investigator(s): Lat: Soil Map Unit Name:NWI classification: X Are Vegetation , Soil , or Hydrology Yes X Are Vegetation , Soil , or Hydrology SUMMARY OF FINDINGS – Attach site map showing sampling point locations, transects, important features, etc. No X No X X No X X X X Yes X WETLAND DETERMINATION DATA FORM – Northcentral and Northeast Region 669 MA-28 City/County:Yarmouth Sampling Date:8/3/21 Landform (hillside, terrace, etc.):Shallow depression Local relief (concave, convex, none):Flat Slope %:0 Town of Yarmouth MA Sampling Point:Upland Jonathan Niro, Laura Krause, Tyler Drew (BETA Group)Section, Township, Range:Barnstable WGS84 Udipsamments, smoothed N/A Are climatic / hydrologic conditions on the site typical for this time of year?Yes No (If no, explain in Remarks.) Subregion (LRR or MLRA):LRR R 41.648449 Long:-70.224178 Datum: significantly disturbed?Are “Normal Circumstances” present?No naturally problematic?(If needed, explain any answers in Remarks.) Hydrophytic Vegetation Present?Yes Wetland Hydrology Present?Yes If yes, optional Wetland Site ID:WF1-102 Is the Sampled Area Hydric Soil Present? Yes within a Wetland?Yes No Remarks: (Explain alternative procedures here or in a separate report.) HYDROLOGY Wetland Hydrology Indicators:Secondary Indicators (minimum of two required) Primary Indicators (minimum of one is required; check all that apply) Surface Soil Cracks (B6) Surface Water (A1) Water Marks (B1)Hydrogen Sulfide Odor (C1)Crayfish Burrows (C8) Sediment Deposits (B2)Oxidized Rhizospheres on Living Roots (C3)Saturation Visible on Aerial Imagery (C9) Water-Stained Leaves (B9)Drainage Patterns (B10) High Water Table (A2)Aquatic Fauna (B13)Moss Trim Lines (B16) Saturation (A3)Marl Deposits (B15)Dry-Season Water Table (C2) Iron Deposits (B5)Thin Muck Surface (C7)Shallow Aquitard (D3) Inundation Visible on Aerial Imagery (B7)Other (Explain in Remarks)Microtopographic Relief (D4) Drift Deposits (B3)Presence of Reduced Iron (C4)Stunted or Stressed Plants (D1) Algal Mat or Crust (B4)Recent Iron Reduction in Tilled Soils (C6)Geomorphic Position (D2) Water Table Present?Yes No Depth (inches): Sparsely Vegetated Concave Surface (B8)FAC-Neutral Test (D5) Field Observations: Surface Water Present?Yes No Depth (inches): Remarks: No (includes capillary fringe) Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Saturation Present?Yes No Depth (inches):Wetland Hydrology Present? US Army Corps of Engineers Northcentral and Northeast Region – Version 2.0 Sampling Point: (Plot size: 1. 2. 3. 4. 5. 6.(A/B) 7. Sapling/Shrub Stratum (Plot size:x 1 = 1.x 2 = 2.x 3 = 3.x 4 = 4.x 5 = 5.Column Totals:(B) 6. 7. Herb Stratum (Plot size: 1. 2.4 - Morphological Adaptations1 (Provide supporting 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. (Plot size: 1. 2. 3. 4.X VEGETATION – Use scientific names of plants.Upland Tree Stratum 30' radius ) Absolute % Cover Dominant Species? Indicator Status Dominance Test worksheet: Acer rubrum 30 Yes FAC Number of Dominant Species That Are OBL, FACW, or FAC:2 (A) Total Number of Dominant Species Across All Strata:6 (B) Percent of Dominant Species That Are OBL, FACW, or FAC:33.3% Ilex opaca 10 No FACU Prevalence Index worksheet: 20 Yes UPL FAC species 50 150 0 0 Total % Cover of: 0 Rhus copallinum Pinus rigida 30 Yes FACU UPL species 60 300 Juniperus virginiana 10 No FACU FACU species 50 30 =Total Cover 650 Prevalence Index = B/A =4.06 Morella pensylvanica 10 No FAC 160 (A) 15' radius )OBL species Multiply by: FACW species 0 200 80 =Total Cover 1 - Rapid Test for Hydrophytic Vegetation 5' radius )2 - Dominance Test is >50% Hydrophytic Vegetation Indicators: Toxicodendron radicans 10 Yes FAC 3 - Prevalence Index is ≤3.01 Hypecoum imberbe 10 Yes UPL Problematic Hydrophytic Vegetation1 (Explain) 1Indicators of hydric soil and wetland hydrology must be present, unless disturbed or problematic. Poa spp.30 Yes UPL data in Remarks or on a separate sheet) Sapling/shrub – Woody plants less than 3 in. DBH and greater than or equal to 3.28 ft (1 m) tall. Definitions of Vegetation Strata: Tree – Woody plants 3 in. (7.6 cm) or more in diameter at breast height (DBH), regardless of height. Woody Vine Stratum 15' radius )Woody vines – All woody vines greater than 3.28 ft in height. Herb – All herbaceous (non-woody) plants, regardless of size, and woody plants less than 3.28 ft tall.50 =Total Cover Hydrophytic Vegetation Present?Yes No Remarks: (Include photo numbers here or on a separate sheet.) =Total Cover US Army Corps of Engineers Northcentral and Northeast Region – Version 2.0 Sampling Point: X SOIL Upland Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) Depth Matrix Redox Features Sandy, dry (inches)Color (moist)%Color (moist)%Type1 7-10 10YR 4/2 Sandy Loc2 Texture Remarks Coarse Sand w/ small gravel Rocky at 14" 10-14 10YR 5/6 100 100 Hydric Soil Indicators:Indicators for Problematic Hydric Soils3: Histosol (A1)Polyvalue Below Surface (S8) (LRR R,2 cm Muck (A10) (LRR K, L, MLRA 149B) Histic Epipedon (A2)MLRA 149B)Coast Prairie Redox (A16) (LRR K, L, R) Black Histic (A3)Thin Dark Surface (S9) (LRR R, MLRA 149B)5 cm Mucky Peat or Peat (S3) (LRR K, L, R) Hydrogen Sulfide (A4)High Chroma Sands (S11) (LRR K, L)Polyvalue Below Surface (S8) (LRR K, L) 1Type: C=Concentration, D=Depletion, RM=Reduced Matrix, MS=Masked Sand Grains.2Location: PL=Pore Lining, M=Matrix. Thick Dark Surface (A12)Depleted Matrix (F3)Piedmont Floodplain Soils (F19) (MLRA 149B) Sandy Mucky Mineral (S1)Redox Dark Surface (F6)Mesic Spodic (TA6) (MLRA 144A, 145, 149B) Stratified Layers (A5)Loamy Mucky Mineral (F1) (LRR K, L)Thin Dark Surface (S9) (LRR K, L) Depleted Below Dark Surface (A11)Loamy Gleyed Matrix (F2)Iron-Manganese Masses (F12) (LRR K, L, R) 0-7 10YR 3/1 100 Stripped Matrix (S6)Marl (F10) (LRR K, L)Other (Explain in Remarks) Dark Surface (S7) 3Indicators of hydrophytic vegetation and wetland hydrology must be present, unless disturbed or problematic. Sandy Gleyed Matrix (S4)Depleted Dark Surface (F7)Red Parent Material (F21) Sandy Redox (S5)Redox Depressions (F8)Very Shallow Dark Surface (F22) Yes No Remarks: This data form is revised from Northcentral and Northeast Regional Supplement Version 2.0 to include the NRCS Field Indicators of Hydric Soils, Version 7.0, 2015 Errata. (http://www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_051293.docx) Restrictive Layer (if observed): Type: Depth (inches): Hydric Soil Present? US Army Corps of Engineers Northcentral and Northeast Region – Version 2.0 Project/Site: Applicant/Owner:State: Investigator(s): Lat: Soil Map Unit Name:NWI classification: X Are Vegetation , Soil , or Hydrology Yes X Are Vegetation , Soil , or Hydrology SUMMARY OF FINDINGS – Attach site map showing sampling point locations, transects, important features, etc. X No X No X X No X X X X X Yes X WETLAND DETERMINATION DATA FORM – Northcentral and Northeast Region Riverfront Boardwalk Park City/County:Yarmouth Sampling Date:8/3/21 Landform (hillside, terrace, etc.):Shallow depression Local relief (concave, convex, none):Concave Slope %:0-3 Town of Yarmouth MA Sampling Point:Wetland Jonathan Niro, Laura Krause, Tyler Drew (BETA Group)Section, Township, Range:Barnstable WGS84 Udipsamments, smoothed N/A Are climatic / hydrologic conditions on the site typical for this time of year?Yes No (If no, explain in Remarks.) Subregion (LRR or MLRA):LRR R, MLRA 144A 41.648449 Long:-70.224178 Datum: significantly disturbed?Are “Normal Circumstances” present?No naturally problematic?(If needed, explain any answers in Remarks.) Hydrophytic Vegetation Present?Yes Wetland Hydrology Present?Yes If yes, optional Wetland Site ID:WF1-102 Is the Sampled Area Hydric Soil Present? Yes within a Wetland?Yes No Remarks: (Explain alternative procedures here or in a separate report.) HYDROLOGY Wetland Hydrology Indicators:Secondary Indicators (minimum of two required) Primary Indicators (minimum of one is required; check all that apply) Surface Soil Cracks (B6) Surface Water (A1) Water Marks (B1)Hydrogen Sulfide Odor (C1)Crayfish Burrows (C8) Sediment Deposits (B2)Oxidized Rhizospheres on Living Roots (C3)Saturation Visible on Aerial Imagery (C9) Water-Stained Leaves (B9)Drainage Patterns (B10) High Water Table (A2)Aquatic Fauna (B13)Moss Trim Lines (B16) Saturation (A3)Marl Deposits (B15)Dry-Season Water Table (C2) Iron Deposits (B5)Thin Muck Surface (C7)Shallow Aquitard (D3) Inundation Visible on Aerial Imagery (B7)Other (Explain in Remarks)Microtopographic Relief (D4) Drift Deposits (B3)Presence of Reduced Iron (C4)Stunted or Stressed Plants (D1) Algal Mat or Crust (B4)Recent Iron Reduction in Tilled Soils (C6)Geomorphic Position (D2) Water Table Present?Yes No Depth (inches): Sparsely Vegetated Concave Surface (B8)FAC-Neutral Test (D5) Field Observations: Surface Water Present?Yes No Depth (inches): Remarks: No (includes capillary fringe) Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Saturation Present?Yes No Depth (inches):Wetland Hydrology Present? US Army Corps of Engineers Northcentral and Northeast Region – Version 2.0 Sampling Point: (Plot size: 1. 2. 3. 4. 5. 6.(A/B) 7. Sapling/Shrub Stratum (Plot size:x 1 = 1.x 2 = 2.x 3 = 3.x 4 = 4.x 5 = 5.Column Totals:(B) 6. 7. Herb Stratum (Plot size:X 1.X 2.4 - Morphological Adaptations1 (Provide supporting 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. (Plot size: 1. 2. 3. 4.X VEGETATION – Use scientific names of plants.Wetland Tree Stratum 30 ) Absolute % Cover Dominant Species? Indicator Status Dominance Test worksheet: Number of Dominant Species That Are OBL, FACW, or FAC:4 (A) Total Number of Dominant Species Across All Strata:5 (B) Percent of Dominant Species That Are OBL, FACW, or FAC:80.0% Vaccinium corymbosum 15 Yes FACW Prevalence Index worksheet: 25 Yes FAC FAC species 45 135 10 10 Total % Cover of: 170 Morella pensylvanica UPL species 10 50 FACU species 0 =Total Cover 365 Prevalence Index = B/A =2.43 150 (A) 15 )OBL species Multiply by: FACW species 85 0 40 =Total Cover 1 - Rapid Test for Hydrophytic Vegetation 5 )2 - Dominance Test is >50% Hydrophytic Vegetation Indicators: Phragmites australis 70 Yes FACW 3 - Prevalence Index is ≤3.01 Solidago patula 10 No OBL Problematic Hydrophytic Vegetation1 (Explain) 1Indicators of hydric soil and wetland hydrology must be present, unless disturbed or problematic. Toxicodendron radicans 20 Yes FAC data in Remarks or on a separate sheet) Sapling/shrub – Woody plants less than 3 in. DBH and greater than or equal to 3.28 ft (1 m) tall. Definitions of Vegetation Strata: Tree – Woody plants 3 in. (7.6 cm) or more in diameter at breast height (DBH), regardless of height. Woody Vine Stratum 15 )Woody vines – All woody vines greater than 3.28 ft in height.Celastrus orbiculatus 10 Yes UPL Herb – All herbaceous (non-woody) plants, regardless of size, and woody plants less than 3.28 ft tall.100 =Total Cover Hydrophytic Vegetation Present?Yes No Remarks: (Include photo numbers here or on a separate sheet.) 10 =Total Cover US Army Corps of Engineers Northcentral and Northeast Region – Version 2.0 Sampling Point: ? X X SOIL Wetland Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) Depth Matrix Redox Features (inches)Color (moist)%Color (moist)%Type1 10YR 3/1 Coarse Sand Loc2 Texture Remarks Coarse Sand8-18 10YR 4/1 80 10YR 4/4 20 50 Hydric Soil Indicators:Indicators for Problematic Hydric Soils3: Histosol (A1)Polyvalue Below Surface (S8) (LRR R,2 cm Muck (A10) (LRR K, L, MLRA 149B) Histic Epipedon (A2)MLRA 149B)Coast Prairie Redox (A16) (LRR K, L, R) Black Histic (A3)Thin Dark Surface (S9) (LRR R, MLRA 149B)5 cm Mucky Peat or Peat (S3) (LRR K, L, R) Hydrogen Sulfide (A4)High Chroma Sands (S11) (LRR K, L)Polyvalue Below Surface (S8) (LRR K, L) 1Type: C=Concentration, D=Depletion, RM=Reduced Matrix, MS=Masked Sand Grains.2Location: PL=Pore Lining, M=Matrix. Thick Dark Surface (A12)Depleted Matrix (F3)Piedmont Floodplain Soils (F19) (MLRA 149B) Sandy Mucky Mineral (S1)Redox Dark Surface (F6)Mesic Spodic (TA6) (MLRA 144A, 145, 149B) Stratified Layers (A5)Loamy Mucky Mineral (F1) (LRR K, L)Thin Dark Surface (S9) (LRR K, L) Depleted Below Dark Surface (A11)Loamy Gleyed Matrix (F2)Iron-Manganese Masses (F12) (LRR K, L, R) 0-8 10YR 5/1 50 10YR 4/4 10 C M Stripped Matrix (S6)Marl (F10) (LRR K, L)Other (Explain in Remarks) Dark Surface (S7) 3Indicators of hydrophytic vegetation and wetland hydrology must be present, unless disturbed or problematic. Sandy Gleyed Matrix (S4)Depleted Dark Surface (F7)Red Parent Material (F21) Sandy Redox (S5)Redox Depressions (F8)Very Shallow Dark Surface (F22) Yes No Remarks: This data form is revised from Northcentral and Northeast Regional Supplement Version 2.0 to include the NRCS Field Indicators of Hydric Soils, Version 7.0, 2015 Errata. (http://www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_051293.docx) Restrictive Layer (if observed): Type: Depth (inches): Hydric Soil Present? US Army Corps of Engineers Northcentral and Northeast Region – Version 2.0 United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Barnstable County, MassachusettsNatural Resources Conservation Service July 27, 2021 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 Soil Map..................................................................................................................8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................11 Map Unit Descriptions.........................................................................................11 Barnstable County, Massachusetts.................................................................13 11A—Berryland mucky loamy coarse sand, 0 to 2 percent slopes.............13 66A—Ipswich - Pawcatuck - Matunuck complex, 0 to 2 percent slopes, very frequently flooded..........................................................................14 252A—Carver coarse sand, 0 to 3 percent slopes......................................17 256A—Deerfield loamy fine sand, 0 to 3 percent slopes............................18 607—Water, saline......................................................................................20 665—Udipsamments, smoothed.................................................................20 References............................................................................................................22 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and Custom Soil Resource Report 6 identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Custom Soil Resource Report 7 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 9 Custom Soil Resource Report Soil Map 46106004610700461080046109004611000461110046112004611300461140046115004611600461050046106004610700461080046109004611000461110046112004611300461140046115004611600397700 397800 397900 398000 398100 398200 398300 398400 398500 397700 397800 397900 398000 398100 398200 398300 398400 398500 41° 39' 1'' N 70° 13' 42'' W41° 39' 1'' N70° 13' 4'' W41° 38' 23'' N 70° 13' 42'' W41° 38' 23'' N 70° 13' 4'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 19N WGS84 0 250 500 1000 1500 Feet 0 50 100 200 300 Meters Map Scale: 1:5,760 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:25,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Barnstable County, Massachusetts Survey Area Data: Version 17, Jun 9, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 10, 2018—Nov 17, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 10 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 11A Berryland mucky loamy coarse sand, 0 to 2 percent slopes 7.2 4.0% 66A Ipswich - Pawcatuck - Matunuck complex, 0 to 2 percent slopes, very frequently flooded 50.2 28.0% 252A Carver coarse sand, 0 to 3 percent slopes 57.4 32.0% 256A Deerfield loamy fine sand, 0 to 3 percent slopes 7.3 4.1% 607 Water, saline 12.8 7.1% 665 Udipsamments, smoothed 44.4 24.7% Totals for Area of Interest 179.3 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it Custom Soil Resource Report 11 was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 12 Barnstable County, Massachusetts 11A—Berryland mucky loamy coarse sand, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 98q5 Elevation: 0 to 1,000 feet Mean annual precipitation: 28 to 48 inches Mean annual air temperature: 46 to 54 degrees F Frost-free period: 120 to 240 days Farmland classification: Not prime farmland Map Unit Composition Berryland and similar soils:70 percent Minor components:30 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Berryland Setting Landform:Terraces Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Concave Parent material:Loose sandy glaciofluvial deposits Typical profile H1 - 0 to 12 inches: loamy coarse sand H2 - 12 to 23 inches: gravelly loamy coarse sand H3 - 23 to 64 inches: stratified gravelly coarse sand to loamy coarse sand Properties and qualities Slope:0 to 2 percent Depth to restrictive feature:More than 80 inches Drainage class:Very poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat):High to very high (2.00 to 20.00 in/hr) Depth to water table:About 0 to 6 inches Frequency of flooding:OccasionalNone Frequency of ponding:Frequent Available water capacity:Low (about 5.1 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 5w Hydrologic Soil Group: A/D Hydric soil rating: Yes Minor Components Freetown Percent of map unit:10 percent Landform:Bogs Hydric soil rating: Yes Custom Soil Resource Report 13 Maybid Percent of map unit:5 percent Landform:Depressions Hydric soil rating: Yes Pipestone Percent of map unit:5 percent Landform:Terraces Hydric soil rating: Yes Swansea Percent of map unit:5 percent Landform:Bogs Hydric soil rating: Yes Walpole variant, loamy substratum Percent of map unit:5 percent Landform:Terraces Hydric soil rating: Yes 66A—Ipswich - Pawcatuck - Matunuck complex, 0 to 2 percent slopes, very frequently flooded Map Unit Setting National map unit symbol: 2tyqm Elevation: 0 to 10 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 250 days Farmland classification: Not prime farmland Map Unit Composition Ipswich and similar soils:50 percent Pawcatuck and similar soils:25 percent Matunuck and similar soils:15 percent Minor components:10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Ipswich Setting Landform:Tidal marshes Landform position (three-dimensional):Dip Down-slope shape:Linear Across-slope shape:Linear Parent material:Partially- decomposed herbaceous organic material Typical profile Oe - 0 to 42 inches: mucky peat Oa - 42 to 59 inches: muck Custom Soil Resource Report 14 Properties and qualities Slope:0 to 2 percent Depth to restrictive feature:More than 80 inches Drainage class:Very poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat):Moderately low to very high (0.14 to 99.90 in/hr) Depth to water table:About 0 inches Frequency of flooding:Very frequent Frequency of ponding:None Calcium carbonate, maximum content:5 percent Maximum salinity:Nonsaline to strongly saline (1.0 to 112.0 mmhos/cm) Sodium adsorption ratio, maximum:20.0 Available water capacity:Very high (about 26.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8w Hydrologic Soil Group: A/D Ecological site: R144AY001CT - Tidal Salt Low Marsh mesic very frequently flooded, R144AY002CT - Tidal Salt High Marsh mesic very frequently flooded Hydric soil rating: Yes Description of Pawcatuck Setting Landform:Tidal marshes Landform position (three-dimensional):Dip Down-slope shape:Linear Across-slope shape:Linear Parent material:Partially- decomposed herbaceous organic material over sandy mineral material Typical profile Oe - 0 to 46 inches: mucky peat Cg - 46 to 60 inches: mucky sand Properties and qualities Slope:0 to 2 percent Depth to restrictive feature:More than 80 inches Drainage class:Very poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat):Moderately low to very high (0.14 to 99.90 in/hr) Depth to water table:About 0 inches Frequency of flooding:Very frequent Frequency of ponding:None Calcium carbonate, maximum content:5 percent Maximum salinity:Nonsaline to strongly saline (1.0 to 112.0 mmhos/cm) Sodium adsorption ratio, maximum:20.0 Available water capacity:Very high (about 21.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8w Hydrologic Soil Group: A/D Custom Soil Resource Report 15 Ecological site: R144AY001CT - Tidal Salt Low Marsh mesic very frequently flooded, R144AY002CT - Tidal Salt High Marsh mesic very frequently flooded Hydric soil rating: Yes Description of Matunuck Setting Landform:Tidal marshes Landform position (three-dimensional):Dip Down-slope shape:Linear Across-slope shape:Linear Parent material:Partially- decomposed herbaceous organic material over glaciofluvial deposits and/or sandy marine deposits Typical profile Oe - 0 to 12 inches: mucky peat Cg - 12 to 72 inches: sand Properties and qualities Slope:0 to 2 percent Depth to restrictive feature:More than 80 inches Drainage class:Very poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat):Moderately low to very high (0.14 to 99.90 in/hr) Depth to water table:About 0 inches Frequency of flooding:Very frequent Frequency of ponding:None Calcium carbonate, maximum content:5 percent Maximum salinity:Nonsaline to strongly saline (1.0 to 112.0 mmhos/cm) Sodium adsorption ratio, maximum:20.0 Available water capacity:Moderate (about 8.2 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8w Hydrologic Soil Group: A/D Ecological site: R144AY001CT - Tidal Salt Low Marsh mesic very frequently flooded, R144AY002CT - Tidal Salt High Marsh mesic very frequently flooded Hydric soil rating: Yes Minor Components Hooksan Percent of map unit:5 percent Landform:Dunes Landform position (three-dimensional):Rise Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Succotash Percent of map unit:5 percent Landform:Spits on back-barrier flats Landform position (three-dimensional):Rise Down-slope shape:Linear Across-slope shape:Linear Custom Soil Resource Report 16 Hydric soil rating: No 252A—Carver coarse sand, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2y07w Elevation: 0 to 990 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Not prime farmland Map Unit Composition Carver, coarse sand, and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Carver, Coarse Sand Setting Landform:Moraines, outwash plains Landform position (two-dimensional):Summit, shoulder Landform position (three-dimensional):Side slope, crest, tread Down-slope shape:Convex, linear Across-slope shape:Linear Parent material:Sandy glaciofluvial deposits Typical profile Oi - 0 to 2 inches: slightly decomposed plant material Oe - 2 to 3 inches: moderately decomposed plant material A - 3 to 7 inches: coarse sand E - 7 to 10 inches: coarse sand Bw1 - 10 to 15 inches: coarse sand Bw2 - 15 to 28 inches: coarse sand BC - 28 to 32 inches: coarse sand C - 32 to 67 inches: coarse sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (1.42 to 14.17 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Custom Soil Resource Report 17 Available water capacity:Low (about 4.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3s Hydrologic Soil Group: A Ecological site: F149BY005MA - Dry Outwash Hydric soil rating: No Minor Components Deerfield Percent of map unit:10 percent Landform:Outwash deltas, kame terraces, outwash terraces, outwash plains Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Concave Hydric soil rating: No Hinckley Percent of map unit:5 percent Landform:Kame terraces, outwash terraces, eskers, moraines, outwash plains, kames, outwash deltas Landform position (two-dimensional):Footslope, shoulder, backslope, summit, toeslope Landform position (three-dimensional):Nose slope, side slope, crest, head slope, riser, tread Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No Merrimac Percent of map unit:3 percent Landform:Kame terraces, outwash terraces, outwash deltas Landform position (three-dimensional):Riser, tread Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Mashpee Percent of map unit:2 percent Landform:Terraces, depressions, drainageways Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes 256A—Deerfield loamy fine sand, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2xfg8 Custom Soil Resource Report 18 Elevation: 0 to 1,100 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 145 to 240 days Farmland classification: Farmland of statewide importance Map Unit Composition Deerfield and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Deerfield Setting Landform:Outwash deltas, kame terraces, outwash terraces, outwash plains Landform position (three-dimensional):Tread Down-slope shape:Concave, convex, linear Across-slope shape:Linear, convex, concave Parent material:Sandy outwash derived from granite, gneiss, and/or quartzite Typical profile Ap - 0 to 9 inches: loamy fine sand Bw - 9 to 25 inches: loamy fine sand BC - 25 to 33 inches: fine sand Cg - 33 to 60 inches: sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Moderately well drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (1.42 to 99.90 in/hr) Depth to water table:About 15 to 37 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Sodium adsorption ratio, maximum:11.0 Available water capacity:Moderate (about 6.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: A Ecological site: F144AY027MA - Moist Sandy Outwash Hydric soil rating: No Minor Components Windsor Percent of map unit:7 percent Landform:Kame terraces, outwash terraces, outwash plains, outwash deltas Landform position (three-dimensional):Tread Down-slope shape:Convex, linear, concave Across-slope shape:Concave, linear, convex Hydric soil rating: No Custom Soil Resource Report 19 Wareham Percent of map unit:5 percent Landform:Drainageways, depressions Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Sudbury Percent of map unit:2 percent Landform:Outwash terraces, outwash plains, outwash deltas, kame terraces Landform position (three-dimensional):Tread Down-slope shape:Convex, linear, concave Across-slope shape:Concave, linear, convex Hydric soil rating: No Ninigret Percent of map unit:1 percent Landform:Kame terraces, outwash terraces, outwash plains Landform position (three-dimensional):Tread Down-slope shape:Convex, linear Across-slope shape:Convex, concave Hydric soil rating: No 607—Water, saline Map Unit Setting National map unit symbol: b28j Frost-free period: 120 to 220 days Farmland classification: Not prime farmland Map Unit Composition Water, saline:100 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Water, Saline Typical profile - 0 to 0 inches: water 665—Udipsamments, smoothed Map Unit Setting National map unit symbol: 98s6 Elevation: 0 to 230 feet Mean annual precipitation: 41 to 48 inches Mean annual air temperature: 50 to 54 degrees F Custom Soil Resource Report 20 Frost-free period: 160 to 240 days Farmland classification: Not prime farmland Map Unit Composition Udipsamments and similar soils:100 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Udipsamments Setting Landform position (two-dimensional):Summit Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Parent material:Sandy excavated or filled land Properties and qualities Depth to restrictive feature:More than 80 inches Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Custom Soil Resource Report 21 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 22 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report 23 Yarmouth Riverwalk Park – Boardwalk and Kayak Launch Notice of Intent Yarmouth, Massachusetts APPENDIX A –Wetlands Delineation Information APPENDIX A –Wetlands Delineation Information APPENDIX B – List of Property Owners ABUTTER NOTIFICATION APPENDIX A –Wetlands Delineation Information APPENDIX B – Stormwater Management Report Yarmouth, Massachusetts Yarmouth Riverwalk Park, Route 28 669 Route 28 Parcel ID 32-122 & 24-92 November 2022 STORMWATER MANAGEMENT REPORT November 17, 2022 Yarmouth Riverwalk Park, Route 28 Yarmouth, Massachusetts 669 Route 28 Parcel ID 32-122 & 24-92 STORMWATER MANAGEMENT REPORT Prepared by: BETA GROUP, INC. Prepared for: Robert Whritenour, Town Administrator, 1146 Route 28, Yarmouth, MA Kathleen Williams, Town Planner, 1146 Route 28, Yarmouth , MA November 2022 Yarmouth Riverwalk Park, Route 28 STORMWATER MANAGEMENT REPORT Yarmouth, Massachusetts i TABLE OF CONTENTS STORMWATER MANAGEMENT CHECKLIST 1.0 Objective of Calculations ............................................................................................................... 10 2.0 Calculation Methods and Assumptions ......................................................................................... 10 3.0 Equations and Sources of Data Used ............................................................................................. 11 4.0 Points of Analysis ........................................................................................................................... 11 5.0 Existing Conditions ......................................................................................................................... 11 6.0 Proposed Condition Description .................................................................................................... 14 7.0 Summary of Results ....................................................................................................................... 16 7.1 Waivers from the By-law............................................................................................................. 16 8.0 Summary of Compliance with the Ten Stormwater Management Standards ............................... 17 9.0 Comments and Conclusions ........................................................................................................... 22 10.0 Illicit Discharge Compliance Statement ......................................................................................... 23 LIST OF FIGURES Figure 1: SITE LOCUS Figure 2: ENVIRONMENTAL RESOURCES Figure 3: WILDLIFE HABITAT Figure 4: FEMA FIRMETTE LIST OF APPENDICES Appendix A: SITE PLANS Appendix B: LONG TERM OPERATION AND MAINTENANCE PLAN Appendix C: SOILS DATA Appendix D: TSS REMOVAL SHEETS Appendix E: WATERSHED PLANS Appendix F: WATERSHED DATA Appendix G: EXISTING CONDITIONS CALCULATION Appendix H: PROPOSED CONDITIONS CALCULATION Appendix I: SUPPLEMENTAL CALCULATIONS Appendix J: STORMWATER POLLUTION PREVENTION PLAN Yarmouth Riverwalk Park, Route 28 STORMWATER MANAGEMENT REPORT Yarmouth, Massachusetts ii PAGE INTENTIONALLY LEFT BLANK Yarmouth Riverwalk Park, Route 28 STORMWATER MANAGEMENT REPORT Yarmouth, Massachusetts 1 STORMWATER MANAGEMENT CHECKLIST swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 1 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report A. Introduction Important: When filling out forms on the computer, use only the tab key to move your cursor - do not use the return key. A Stormwater Report must be submitted with the Notice of Intent permit application to document compliance with the Stormwater Management Standards. The following checklist is NOT a substitute for the Stormwater Report (which should provide more substantive and detailed information) but is offered here as a tool to help the applicant organize their Stormwater Management documentation for their Report and for the reviewer to assess this information in a consistent format. As noted in the Checklist, the Stormwater Report must contain the engineering computations and supporting information set forth in Volume 3 of the Massachusetts Stormwater Handbook. The Stormwater Report must be prepared and certified by a Registered Professional Engineer (RPE) licensed in the Commonwealth. The Stormwater Report must include: The Stormwater Checklist completed and stamped by a Registered Professional Engineer (see page 2) that certifies that the Stormwater Report contains all required submittals.1 This Checklist is to be used as the cover for the completed Stormwater Report. Applicant/Project Name Project Address Name of Firm and Registered Professional Engineer that prepared the Report Long-Term Pollution Prevention Plan required by Standards 4-6 Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan required by Standard 82 Operation and Maintenance Plan required by Standard 9 In addition to all plans and supporting information, the Stormwater Report must include a brief narrative describing stormwater management practices, including environmentally sensitive site design and LID techniques, along with a diagram depicting runoff through the proposed BMP treatment train. Plans are required to show existing and proposed conditions, identify all wetland resource areas, NRCS soil types, critical areas, Land Uses with Higher Potential Pollutant Loads (LUHPPL), and any areas on the site where infiltration rate is greater than 2.4 inches per hour. The Plans shall identify the drainage areas for both existing and proposed conditions at a scale that enables verification of supporting calculations. As noted in the Checklist, the Stormwater Management Report shall document compliance with each of the Stormwater Management Standards as provided in the Massachusetts Stormwater Handbook. The soils evaluation and calculations shall be done using the methodologies set forth in Volume 3 of the Massachusetts Stormwater Handbook. To ensure that the Stormwater Report is complete, applicants are required to fill in the Stormwater Report Checklist by checking the box to indicate that the specified information has been included in the Stormwater Report. If any of the information specified in the checklist has not been submitted, the applicant must provide an explanation. The completed Stormwater Report Checklist and Certification must be submitted with the Stormwater Report. 1 The Stormwater Report may also include the Illicit Discharge Compliance Statement required by Standard 10. If not included in the Stormwater Report, the Illicit Discharge Compliance Statement must be submitted prior to the discharge of stormwater runoff to the post-construction best management practices. 2 For some complex projects, it may not be possible to include the Construction Period Erosion and Sedimentation Control Plan in the Stormwater Report. In that event, the issuing authority has the discretion to issue an Order of Conditions that approves the project and includes a condition requiring the proponent to submit the Construction Period Erosion and Sedimentation Control Plan before commencing any land disturbance activity on the site. swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 2 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report B. Stormwater Checklist and Certification The following checklist is intended to serve as a guide for applicants as to the elements that ordinarily need to be addressed in a complete Stormwater Report. The checklist is also intended to provide conservation commissions and other reviewing authorities with a summary of the components necessary for a comprehensive Stormwater Report that addresses the ten Stormwater Standards. Note: Because stormwater requirements vary from project to project, it is possible that a complete Stormwater Report may not include information on some of the subjects specified in the Checklist. If it is determined that a specific item does not apply to the project under review, please note that the item is not applicable (N.A.) and provide the reasons for that determination. A complete checklist must include the Certification set forth below signed by the Registered Professional Engineer who prepared the Stormwater Report. Registered Professional Engineer’s Certification I have reviewed the Stormwater Report, including the soil evaluation, computations, Long-term Pollution Prevention Plan, the Construction Period Erosion and Sedimentation Control Plan (if included), the Long- term Post-Construction Operation and Maintenance Plan, the Illicit Discharge Compliance Statement (if included) and the plans showing the stormwater management system, and have determined that they have been prepared in accordance with the requirements of the Stormwater Management Standards as further elaborated by the Massachusetts Stormwater Handbook. I have also determined that the information presented in the Stormwater Checklist is accurate and that the information presented in the Stormwater Report accurately reflects conditions at the site as of the date of this permit application. Registered Professional Engineer Block and Signature Signature and Date Checklist Project Type: Is the application for new development, redevelopment, or a mix of new and redevelopment? New development Redevelopment Mix of New Development and Redevelopment x August 30,2022 swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 3 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) LID Measures: Stormwater Standards require LID measures to be considered. Document what environmentally sensitive design and LID Techniques were considered during the planning and design of the project: No disturbance to any Wetland Resource Areas Site Design Practices (e.g. clustered development, reduced frontage setbacks) Reduced Impervious Area (Redevelopment Only) Minimizing disturbance to existing trees and shrubs LID Site Design Credit Requested: Credit 1 Credit 2 Credit 3 Use of “country drainage” versus curb and gutter conveyance and pipe Bioretention Cells (includes Rain Gardens) Constructed Stormwater Wetlands (includes Gravel Wetlands designs) Treebox Filter Water Quality Swale Grass Channel Green Roof Other (describe): 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. x x x x x x Impervious surfaces as defined by the bylaw include gravel walkways and several areas will infiltrate without pretreatment. Waiver has been requested from the bylaw. See note below. swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 4 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 2: Peak Rate Attenuation Standard 2 waiver requested because the project is located in land subject to coastal storm flowage and stormwater discharge is to a wetland subject to coastal flooding. Evaluation provided to determine whether off-site flooding increases during the 100-year 24-hour storm. Calculations provided to show that post-development peak discharge rates do not exceed pre- development rates for the 2-year and 10-year 24-hour storms. If evaluation shows that off-site flooding increases during the 100-year 24-hour storm, calculations are also provided to show that post-development peak discharge rates do not exceed pre-development rates for the 100-year 24- hour storm. Standard 3: Recharge Soil Analysis provided. Required Recharge Volume calculation provided. Required Recharge volume reduced through use of the LID site Design Credits. Sizing the infiltration, BMPs is based on the following method: Check the method used. Static Simple Dynamic Dynamic Field1 Runoff from all impervious areas at the site discharging to the infiltration BMP. Runoff from all impervious areas at the site is not discharging to the infiltration BMP and calculations are provided showing that the drainage area contributing runoff to the infiltration BMPs is sufficient to generate the required recharge volume. Recharge BMPs have been sized to infiltrate the Required Recharge Volume. Recharge BMPs have been sized to infiltrate the Required Recharge Volume only to the maximum extent practicable for the following reason: Site is comprised solely of C and D soils and/or bedrock at the land surface M.G.L. c. 21E sites pursuant to 310 CMR 40.0000 Solid Waste Landfill pursuant to 310 CMR 19.000 Project is otherwise subject to Stormwater Management Standards only to the maximum extent practicable. Calculations showing that the infiltration BMPs will drain in 72 hours are provided. Property includes a M.G.L. c. 21E site or a solid waste landfill and a mounding analysis is included. 1 80% TSS removal is required prior to discharge to infiltration BMP if Dynamic Field method is used. x x x x x x x x All impervious surfaces as defined by the standards will discharge to an infiltration BMP. weighted average to account for gravel walkways has been calculated and is shown. swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 5 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 3: Recharge (continued) The infiltration BMP is used to attenuate peak flows during storms greater than or equal to the 10- year 24-hour storm and separation to seasonal high groundwater is less than 4 feet and a mounding analysis is provided. Documentation is provided showing that infiltration BMPs do not adversely impact nearby wetland resource areas. Standard 4: Water Quality The Long-Term Pollution Prevention Plan typically includes the following: Good housekeeping practices; Provisions for storing materials and waste products inside or under cover; Vehicle washing controls; Requirements for routine inspections and maintenance of stormwater BMPs; Spill prevention and response plans; Provisions for maintenance of lawns, gardens, and other landscaped areas; Requirements for storage and use of fertilizers, herbicides, and pesticides; Pet waste management provisions; Provisions for operation and management of septic systems; Provisions for solid waste management; Snow disposal and plowing plans relative to Wetland Resource Areas; Winter Road Salt and/or Sand Use and Storage restrictions; Street sweeping schedules; Provisions for prevention of illicit discharges to the stormwater management system; Documentation that Stormwater BMPs are designed to provide for shutdown and containment in the event of a spill or discharges to or near critical areas or from LUHPPL; Training for staff or personnel involved with implementing Long-Term Pollution Prevention Plan; List of Emergency contacts for implementing Long-Term Pollution Prevention Plan. A Long-Term Pollution Prevention Plan is attached to Stormwater Report and is included as an attachment to the Wetlands Notice of Intent. Treatment BMPs subject to the 44% TSS removal pretreatment requirement and the one inch rule for calculating the water quality volume are included, and discharge: is within the Zone II or Interim Wellhead Protection Area is near or to other critical areas is within soils with a rapid infiltration rate (greater than 2.4 inches per hour) involves runoff from land uses with higher potential pollutant loads. The Required Water Quality Volume is reduced through use of the LID site Design Credits. Calculations documenting that the treatment train meets the 80% TSS removal requirement and, if applicable, the 44% TSS removal pretreatment requirement, are provided. x x x x x x swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 6 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 4: Water Quality (continued) The BMP is sized (and calculations provided) based on: The ½” or 1” Water Quality Volume or The equivalent flow rate associated with the Water Quality Volume and documentation is provided showing that the BMP treats the required water quality volume. The applicant proposes to use proprietary BMPs, and documentation supporting use of proprietary BMP and proposed TSS removal rate is provided. This documentation may be in the form of the propriety BMP checklist found in Volume 2, Chapter 4 of the Massachusetts Stormwater Handbook and submitting copies of the TARP Report, STEP Report, and/or other third party studies verifying performance of the proprietary BMPs. A TMDL exists that indicates a need to reduce pollutants other than TSS and documentation showing that the BMPs selected are consistent with the TMDL is provided. Standard 5: Land Uses With Higher Potential Pollutant Loads (LUHPPLs) The NPDES Multi-Sector General Permit covers the land use and the Stormwater Pollution Prevention Plan (SWPPP) has been included with the Stormwater Report. The NPDES Multi-Sector General Permit covers the land use and the SWPPP will be submitted prior to the discharge of stormwater to the post-construction stormwater BMPs. The NPDES Multi-Sector General Permit does not cover the land use. LUHPPLs are located at the site and industry specific source control and pollution prevention measures have been proposed to reduce or eliminate the exposure of LUHPPLs to rain, snow, snow melt and runoff, and been included in the long term Pollution Prevention Plan. All exposure has been eliminated. All exposure has not been eliminated and all BMPs selected are on MassDEP LUHPPL list. The LUHPPL has the potential to generate runoff with moderate to higher concentrations of oil and grease (e.g. all parking lots with >1000 vehicle trips per day) and the treatment train includes an oil grit separator, a filtering bioretention area, a sand filter or equivalent. Standard 6: Critical Areas The discharge is near or to a critical area and the treatment train includes only BMPs that MassDEP has approved for stormwater discharges to or near that particular class of critical area. Critical areas and BMPs are identified in the Stormwater Report. x x x x swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 7 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum extent practicable The project is subject to the Stormwater Management Standards only to the maximum Extent Practicable as a: Limited Project Small Residential Projects: 5-9 single family houses or 5-9 units in a multi-family development provided there is no discharge that may potentially affect a critical area. Small Residential Projects: 2-4 single family houses or 2-4 units in a multi-family development with a discharge to a critical area Marina and/or boatyard provided the hull painting, service and maintenance areas are protected from exposure to rain, snow, snow melt and runoff Bike Path and/or Foot Path Redevelopment Project Redevelopment portion of mix of new and redevelopment. Certain standards are not fully met (Standard No. 1, 8, 9, and 10 must always be fully met) and an explanation of why these standards are not met is contained in the Stormwater Report. The project involves redevelopment and a description of all measures that have been taken to improve existing conditions is provided in the Stormwater Report. The redevelopment checklist found in Volume 2 Chapter 3 of the Massachusetts Stormwater Handbook may be used to document that the proposed stormwater management system (a) complies with Standards 2, 3 and the pretreatment and structural BMP requirements of Standards 4-6 to the maximum extent practicable and (b) improves existing conditions. Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan must include the following information: Narrative; Construction Period Operation and Maintenance Plan; Names of Persons or Entity Responsible for Plan Compliance; Construction Period Pollution Prevention Measures; Erosion and Sedimentation Control Plan Drawings; Detail drawings and specifications for erosion control BMPs, including sizing calculations; Vegetation Planning; Site Development Plan; Construction Sequencing Plan; Sequencing of Erosion and Sedimentation Controls; Operation and Maintenance of Erosion and Sedimentation Controls; Inspection Schedule; Maintenance Schedule; Inspection and Maintenance Log Form. A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan containing the information set forth above has been included in the Stormwater Report. x x x x swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 8 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control (continued) The project is highly complex and information is included in the Stormwater Report that explains why it is not possible to submit the Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan with the application. A Construction Period Pollution Prevention and Erosion and Sedimentation Control has not been included in the Stormwater Report but will be submitted before land disturbance begins. The project is not covered by a NPDES Construction General Permit. The project is covered by a NPDES Construction General Permit and a copy of the SWPPP is in the Stormwater Report. The project is covered by a NPDES Construction General Permit but no SWPPP been submitted. The SWPPP will be submitted BEFORE land disturbance begins. Standard 9: Operation and Maintenance Plan The Post Construction Operation and Maintenance Plan is included in the Stormwater Report and includes the following information: Name of the stormwater management system owners; Party responsible for operation and maintenance; Schedule for implementation of routine and non-routine maintenance tasks; Plan showing the location of all stormwater BMPs maintenance access areas; Description and delineation of public safety features; Estimated operation and maintenance budget; and Operation and Maintenance Log Form. The responsible party is not the owner of the parcel where the BMP is located and the Stormwater Report includes the following submissions: A copy of the legal instrument (deed, homeowner’s association, utility trust or other legal entity) that establishes the terms of and legal responsibility for the operation and maintenance of the project site stormwater BMPs; A plan and easement deed that allows site access for the legal entity to operate and maintain BMP functions. Standard 10: Prohibition of Illicit Discharges The Long-Term Pollution Prevention Plan includes measures to prevent illicit discharges; An Illicit Discharge Compliance Statement is attached; NO Illicit Discharge Compliance Statement is attached but will be submitted prior to the discharge of any stormwater to post-construction BMPs. x x x x x x x x Yarmouth Riverwalk Park, Route 28 STORMWATER MANAGEMENT REPORT Yarmouth, Massachusetts 10 1.0 OBJECTIVE OF CALCULATIONS The calculations presented in this report are an analysis of hydrology and stormwater runoff associated with the proposed redevelopment of the former Yarmouth drive-in theater into the new Yarmouth Riverwalk Park (the Project) at 669 Route 28 in southern Yarmouth, Massachusetts (the Site), including scenarios for both Pre- and Post-Development Conditions. The objective of this design and analysis is to document measures that have been implemented to demonstrate compliance with the Massachusetts Stormwater Management Standards and the Town of Yarmouth Conservation Commissions Stormwater Management Regulations (the By-law), dated July 01, 2021. The project is considered a mix of new development and redevelopment; however, the Site will be designed to comply with the Stormwater Management Standards. Analysis of the Existing and Proposed Conditions is included for the two (2), ten (10), twenty-five (25), fifty (50) and one hundred (100) year rainfall events as identified in NOAA ATLAS 14. A complete description of the Project and how it relates to the ten Stormwater Management Standards is also included. 2.0 CALCULATION METHODS AND ASSUMPTIONS Stormwater runoff is analyzed using the following: “HydroCAD Stormwater Modeling System,” by Applied Microcomputer Systems based upon SCS Technical Releases No. 55 and 20 for generating hydrologic calculations including peak flow rates and runoff volumes. Microsoft Excel spreadsheet calculations used to determine Total Suspended Solids (TSS) removal rates. EPA guidelines for nutrient removal associated with each Best Management Practice. CN Assumptions-HSG A across the site: Pavement 98 Sidewalks 98 Gravel 96 Dirt path 92 Reinforced earth walkway 92 Reinforced turf 68 Infield area existing 49 Infield area proposed 49 Wetlands 77 Wooded 30 Brush grass good condition 30 Landscaped/lawn 39 Basin area 98 Tc use 6.0 minutes as minimum. Yarmouth Riverwalk Park, Route 28 STORMWATER MANAGEMENT REPORT Yarmouth, Massachusetts 11 3.0 EQUATIONS AND SOURCES OF DATA USED Type III 24-Hour distribution-Rainfall data: NOAA ATLAS 14 2 year = 3.40 inches 10 year = 4.95 inches 25 year = 5.92 inches 50 year = 6.66 inches 100 year = 7.42 inches Soils information from the Natural Resources Conservation Service (NRCS) website (December 29, 2020) (See Appendix C). 4.0 POINTS OF ANALYSIS Stormwater runoff generated from the development will all flow primarily towards Parkers River (the River). This River is tidal in nature and a significant portion of the Site is located within the limits of the 100-year coastal floodplain. For this analysis, it was assumed that the rainfall event is not associated with the coastal event and that the stormwater control measures (SCMs) proposed will function as designed except in the event of coastal flooding. Most of the runoff from the Site will flow directly into the River; However, a few areas will flow towards localized depressions identified as Isolated Vegetated Wetlands (IVW) that area as IVW 1 and IVW 2. Limited overland flow will be directed to a third depression located at the end of Courtland Way at the northwest corner of the lot. POA 1: Parkers River POA 2: IVW 1 POA 3: IVW 2 POA 4: Courtland Way Depression 5.0 EXISTING CONDITIONS The Project area consists of two parcels currently owned by the Town of Yarmouth and identified as Assessor’s parcel 32-122 and 24-92. Together they cover an area of approximately 119.8+ acres. Parcel 32-122 is a former drive-in theater, and parcel 24-92, the rear parcel is primarily Salt Marsh abutting the River. The former drive-in theater still exhibits signs of its former use. The access roadway from Route 28 is paved with a variable width that extends 400+ feet onto the Site past the abutting property lines on either side of the entrance. Overall, the pavement encompasses an area of 38,000+ square feet (sq. ft.) with several dirt and gravel driveways extending from the pavement throughout the Site. The first driveway is located approximately 350 feet in from the entrance on the east side and consists of 3,700 sq. ft. of exposed earth and gravel that proceeds from the driveway to the left property line and cuts off IVW 1 from the River. The second driveway consists of 6,800 sq. ft. of gravel access drive that proceeds west from the end of the pavement to a material stockpile area near the end of Courtland Way used by the DPW to store construction material. The third driveway is 2,300 sq. ft. of exposed earth located at the end of the pavement on the east side that proceeds to the “Upweller Site”. All other areas within the Site are vegetated, although vegetation in the field where the drive-in theater was is sparse as most of the topsoil was removed to allow vehicular access throughout the Site. The drive-in theater screen was located just east of the entrance driveway; thus, all the rows were facing slightly northeast across the field. The grade across the field generally slopes upward from north to south. The elevation at the top of the field along the tree line ranges from 8.0 – 10.0. The area of the former drive-in theater screen at the northeast corner Yarmouth Riverwalk Park, Route 28 STORMWATER MANAGEMENT REPORT Yarmouth, Massachusetts 12 of the field, which is the low point, is just under Elevation 4. The residential dwellings abutting the Site to the north and west of the field are at a higher grade; thus runoff from the development will not have the ability to flow off-site towards the abutting properties. As previously noted, there are two flagged IVWs present onsite. The first IVW is located just east of the entrance driveway along the easterly property line. It abuts the existing commercial use on the adjacent lot which includes a restaurant and a retail seafood vendor. The flagged limit of this IVW is at Elevation 3.0+ and grades on the adjacent commercial site are at Elevation 7.0+. There is a gravel road that comes from the paved entrance driveway to the commercial site that cuts this depression off from the River. If water levels in this depression exceed Elevation 4.0, they will flow around the commercial site towards the River. Currently only a small watershed area flows into this area and none of the runoff from the existing driveway pavement or adjacent Site improvements flows towards this IVW. Accordingly, we can assume that the vegetation is supported by groundwater rather than runoff volumes and stormwater improvements adjacent to this area will be designed accordingly. The primary discharge point from the development, which includes the former drive-in theater area and the paved entrance driveway, is the River. A portion of the pavement in the driveway extends east towards the River, and the runoff from the drive-in theater field and the driveway follows the pavement edge and stops approximately 106.0+ feet from the Bordering Vegetated Wetlands (BVW) along the River. The grades in the former drive-in theater area slope from south to north back towards the entrance. The high point on the Site at the back edge of the former drive-in site acts as a watershed divide between the Salt Marsh south of the Site and the direct discharge towards the River. There is a thin line of vegetation between the former drive-in field and the River which ranges in width from 30-60 feet. The vegetation is sparse with some breaks, which provide access to the River and the “Upweller Site” located on the riverbank. There is a section of chain link fence that remains from the prior use and some additional snow fence that was set by the Town to protect the vegetation. The abutting parcel at the northeast corner of the Site, as previously mentioned, is commercially developed and the grade at the rear of this site has been recently filled and raised where it abuts the parcel in conjunction with a septic repair. The top of the fill is above Elevation 8.0., and the slope from this fill extends onto the Site with the toe below Elevation 4.0. This fill embankment prevents runoff from the Site from flowing onto the abutting parcel and directs the runoff easterly towards the wetlands bordering the River. IVW 2 is located south of the drive-in field behind the crest of the ridge at the tree line. Covering 6,500+ sq. ft., IVW 2 is like IVW 1 in that it sits just below Elevation 3.0 and is primarily dependent upon groundwater to support the vegetation. Most of the watershed tributary to this IVW is wooded although runoff from the rear of several dwellings on Niagara Lane flows to this depression. The last isolated depression onsite is located at the northwest corner at the end of Courtland Way. No hydrophytic vegetation was observed in this depression, although like both IVWs, the bottom of this depression is also at Elevation 3.0+. Natural Resources Conservation Service (NRCS) soils maps indicate soils in the Project area outside of the drive-in field are primarily Carver Sands and Deerfield Fine Loamy Sand, each with Hydrologic Soil Group (HSG) A. The former drive-in field is recognized by NRCS as graded Sandy fill (Udipsamments). The test pits conducted in this area confirm this assessment and this area is also assumed as HSG A. The groundwater assessment is based upon the results of this evaluation with an adjustment as determined by the Cape Cod Commission (CCC) methodology noted in the Town of Yarmouth bylaws. Based upon the soil mottling, the groundwater levels were generally from Elevation 2.0-2.5 across the Site, and actual water levels were encountered 17-20 inches lower. The test pits were conducted on October 19, 2021, and based upon the Cape Cod Commission methodology, the adjustment in the water level to establish Yarmouth Riverwalk Park, Route 28 STORMWATER MANAGEMENT REPORT Yarmouth, Massachusetts 13 maximum high groundwater levels is 2.0 feet. Thus, Estimated Seasonal High Groundwater (ESHGW) levels used in the design of the stormwater features were 4-7 inches higher than the mottling. Depth to Groundwater - Cape Cod Commission Methodology Calculations; Table 5-USGS Well MIW-29, Zone A1 Depth to groundwater in well 10/22/2021 = 8.76’ Potential water level rise from Appendix B2 - 2.0’ Seven test pits were conducted onsite October 17, 2021 and are shown on the Site plans (Appendix A). Estimated maximum groundwater levels based upon these soil evaluations and as adjusted based upon the above are as follows. Table 1 – Seasonal High Groundwater (ESHGW) Calculations Test Pit no. Grade at surface Depth to mottles (Inches) Elevation Depth to Weeping (In.) Actual/adj. Adjusted Elevation 1 3.84 20” 2.18 37”/13” 2.76 2 3.88 16” 2.55 36”/12” 2.88 3 3.95 23” 2.04 37”/13” 2.87 4 6.26 51” 2.01 72”/48” 2.26 5 8.29 70” 2.45 90”/66” 2.78 6 7.49 65” 2.06 82”/58” 2.65 7 4.23 22” 2.40 39”/15” 2.98 The ESHGW based upon the CCC method is slightly higher than the mottles and ranges from Elevation 2.26-2.98. The maximum groundwater elevations were consistently just below Elevation 3.0. This elevation will be used for the design of all stormwater control measures. 1 Table 5 of Estimation of High Ground-Water Levels for Construction and Land Use Planning – A Cape Cod Massachusetts Example – Updated 1991 Revised 2006 prepared by the Cape Cod Commission in Cooperation with the U.S. Geological Survey, Water Resources Division. 2 Appendix B of Estimation of High Ground-Water Levels for Construction and Land Use Planning – A Cape Cod Massachusetts Example – Updated 1991 Revised 2006 prepared by the Cape Cod Commission in Cooperation with the U.S. Geological Survey, Water Resources Division. Yarmouth Riverwalk Park, Route 28 STORMWATER MANAGEMENT REPORT Yarmouth, Massachusetts 14 6.0 PROPOSED CONDITION DESCRIPTION The Project proposes to develop the Site as a park with a paved access driveway, a porous pavement 88 space parking area, walking trails, a public restroom, a kayak launch area, storage, and rental kiosk, and an elevated boardwalk above the Salt Marsh at the southern end of the Site. The primary stormwater improvements will be in the park area in the former drive-in theater site. The proposed development will create an infield in this area that will encompass 3.85+ acres. The center point of this area will be a stage and event area in the southeast corner of the infield which will encompass 1.0+ acres. The entirety of the infield will be grass covered, including the event area. Utility improvements will also be installed in this area to allow for food truck and vendor use surrounding the event area. These utilities will include water and underground electrical. The westerly half of this infield will be used as event parking for 270 vehicles. An 8-foot-wide shared use paved path will be provided around the infield. Reinforced turf will be provided on either side of this pathway to provide a 22-foot-wide access driveway to the event parking area and the stage area which will connect with the cul de sac at the end of the access driveway. This access way will be sloped towards the infield, and all runoff from these surfaces which include the parking area, will flow towards two separate low points in the infield which will act as infiltration basins. Pretreatment for these areas will be provided by the surrounding grass which will act as a vegetated filter strip. The access driveway will be paved the entire length of 1,270+ linear feet from the edge of pavement on Route 28 to the cul-de-sac. The driveway will be a minimum of 20 feet wide throughout this length and will expand to 3 lanes at the entrance, 1 entering and 2 exiting with a landscaped divider. There will be 2 circles provided in this drive. The first will be centered at Station 6+50 and the second will be at the end of the road at Station 13+00. The proposed parking will be on either side of the access driveway between Stations 7+00 and 12+50. The surface in this parking area will be a porous pavement that will also act to treat and infiltrate the access driveway runoff. The driveway profile will be set level at Elevation 7.50 across this area. The roadway will be crowned at the center line through this area with a 1.0% cross slope. A collection trench will be provided at the outside edge to collect any excess runoff and direct it into the reservoir. The driveway will be graded to direct runoff to the proposed stormwater improvements. The entrance driveway from the crosswalk at Station 1+0 to Station 5+50 will be sloped to direct runoff to the east into a collection swale proposed along the east edge of the roadway. From Station 5+50 to the start of the parking area at Sta 7+00, the roadway cross slope will be modified to slope towards the landscaped island at the center of the circle. A pair of small HDPE inlet grates will be set in the middle of the island to collect the runoff and direct it east towards the swale through 2-8” ductile iron culverts. This swale will act as a sediment forebay prior to discharge into a subsurface infiltration chamber system that will be located beneath the entrance driveway approximately 85 feet from the flagged limit of IVW 1. Based upon its location upgradient of IVW 1, it should help maintain water levels in the area throughout the year. The infiltration system will be a Storm Tech Model SC 310 Chamber system that will be 8 rows of 14 chambers measuring 102.66’ by 28.16’ by 2.33’. The bottom of the system will be set at Elevation 5.0 to ensure that there is 2.0 feet minimum between the bottom of the system and maximum groundwater. The connection from the swale into the infiltration system will be 2-12” HDPE culverts set level at Elevation 5.5. An observation manhole will be provided where the culverts connect with chambers. An “Isolator Row”, which is a chamber row wrapped in filter fabric, will be provided for pretreatment at the inlets. The outlet from this system will be a precast concrete structure that will be located at the southeast end of the swale. The outlet control structure will be a 4’ x 4’ precast concrete structure that will discharge through a 12” HDPE culvert to the east towards the river. The inlet into this structure will be a 3’ wide spillway set at crest elevation 6.60. A gated 4” PVC inlet will also be provided at this structure for emergency dewatering. Yarmouth Riverwalk Park, Route 28 STORMWATER MANAGEMENT REPORT Yarmouth, Massachusetts 15 The top of the structure will be set at Elevation 7.20 to act as an emergency spillway. The earthen embankment along the east side of the swale that will contain this system will be 4’ wide at the crest with 3 horizontal:1 vertical side slopes. The top of the berm will be Elev. 7.70 which is 1.0’ above the calculated 100-year maximum water surface elevation. This system has also been sized to accept and treat the runoff from the proposed sewage pump station that will be located just east of the entrance driveway along Route 28. A 12” culvert will be provided beneath the driveway entrance into the station. Runoff from all the impervious surfaces in this area will be directed into the swale on either side of the driveway The perimeter walkway around the infield will be paved and as noted above will be sloped towards the infield area. Treatment for these walkways will be provided by infiltration. The infield area will be graded to act as an infiltration basin. Runoff from the walkways will flow across a minimum length of 75 feet of grass cover prior to contact with an infiltration trench in the infield area. The grass will provide the pretreatment needed for the infiltration. The grades to the bottom of the depression will be set at 1.0%+. This will ensure that the grass will filter out any suspended solids prior to infiltration. In order to assist with infiltration two (2) subsurface stone filled trenches will be provided in the infield with area grates to the surface that will allow surface water to enter the trench. At the cul-de-sac at the end of the access roadway, the pavement area within the cul-de-sac and the kayak storage area and rental kiosk will be graded to flow through a grated trench south towards a proposed infiltration basin. The basin will be excavated to a depth of 2.25 feet to Elevation 5.0. Pretreatment will be provided by 2 forebays in series. The outlet control for this basin will be similar to the structure at the Infiltration System No 1. The 36-inch-wide spillway will be set at crest Elevation 6.20. The walkways proposed between the parking area and the river will all be a stabilized earth surface that will be porous. In accordance with the manufacturers data, the infiltration rate on this surface will be 0.85 inches per hour. This surface is not considered impervious under the Massachusetts Stormwater Standards, however as defined in the By-laws, they are considered impervious. In most areas, these walkways are located outside of the 50-foot buffer from the flagged limit of the wetlands. Those areas that do not meet these criteria will be reviewed based on redevelopment criteria, or if not applicable, a waiver will be requested. In addition to the stabilized earth walkways, the driveway access to the “Upweller Site” will be routed through this area. Based upon its location adjacent to the river, little treatment can be provided for this surface. Therefore, this surface will be looked at under redevelopment criteria. At the start of the parking area on both the east and west side of the proposed parking spaces, there are several proposed structures. The primary structure is a public restroom/office building will be located on the west side adjacent to the infield area (Event Space). The building will be set at elevation 12.0 with walkways leading up to the doorway openings. The roof runoff will be collected in a drip edge and directed into a subsurface infiltration chamber system. Nearly all the runoff from the surrounding walkways will be graded to flow into several area drains that will be Nyloplast catch basins that will be piped through an “Isolator Row” in the chamber system, which will provide the pretreatment needed for the infiltration system. The infiltration system will be a storm tech chamber system consisting of 5 rows of 6 Stormtech Model SC310 chambers. Overall, the system will measure 45.92’ by 18.16’ by 2.33’. On the east side of the parking lot the stabilized earth walkways will access a series of “Artist Shanties”. These structures will be small prefabricated 10’ x 12’ one story wooden structures that will be occupied by local artisans. Roof runoff from these buildings will be directed to a drip edge along the edge of the roof line that will collect and infiltrate all roof runoff. Yarmouth Riverwalk Park, Route 28 STORMWATER MANAGEMENT REPORT Yarmouth, Massachusetts 16 To the east of the entrance at Route 28 is a proposed Town Owned Wastewater Pump Station, which is being designed by others under a separate contract. The proposed Pump Station is a one-story structure that will be accessed from the proposed entrance driveway. The roof runoff for this building will be captured in gutters and discharged into Infiltration System No. 1. All of the impervious areas associated with the proposed Pump Station site development will be captured in Infiltration System No. 1 and have been included in the design. 7.0 SUMMARY OF RESULTS Overall, the drainage design has been simplified to depend primarily on grading to direct runoff from impervious surfaces towards the proposed infiltration Best Management Practices (BMPs). The design meets all the requirements of the Massachusetts Stormwater Standards (the Standards) without considering the issues of redevelopment, and there will be a significant reduction in peak flow rates and runoff volumes towards the river. No runoff from any impervious surfaces as defined by the Standards will flow untreated towards the river under proposed conditions. Based upon the definition of impervious surfaces in the Town By-law, the uncontrolled impervious surfaces tributary to a Resource Area are the stabilized earth paths along the east side of the park and the paths leading out to the boardwalk. The aggregate driveway access to the Upweller Site will also fall into this category. These walkways are outside of the 50-foot buffer from the Resource Areas as delineated onsite. Runoff from these walkways flows towards the river similar to existing conditions onsite. The walkways are all disconnected, and runoff must flow across a naturally vegetated zone a minimum of 50 feet wide before contact with the river and the adjacent protected wetlands. Based upon the grades, the surface elevation is too close to groundwater to qualify as a vegetated filter strip. The discharge point for these areas is the river, thus they will be reviewed under the redevelopment requirements. The access driveway to the “Upweller Site” will be 10’ wide stabilized aggregate surface with a hammerhead turnaround at the front of the facility. Since the facility is directly adjacent to the river, the driveway will also be in this locus. At its closest, the driveway surface will be within 5’ of the saltmarsh as flagged. Nearly all this area has already been degraded in conjunction with the existing use. The stabilized aggregate surface will help reduce overall soil movement and provide a regular pathway to the facility. 7.1 WAIVERS FROM THE BY-LAW There are two waivers required from the By-law, in both instances the runoff will not be treated but ultimately will infiltrate into the ground. The first instance is at the southwest portion of the Site where the proposed stabilized aggregate walkways to the boardwalk crosses into the watershed tributary to IVW 2. Runoff from approximately 1,750 sq. ft. of walkway will flow towards IVW 2. The walkway will be outside of the 100-foot buffer from the protected wetlands and will flow across a woodland area with a slope that is less than 1.0%. However, the entirety of the area between the walk and IVW 2 are at or below Elevation 3.0. Based upon the ESHGW , this area cannot be used to meet the LID requirements or a vegetated filter strip and provide the pretreatment required by the Massachusetts Stormwater Handbook. This path will replace an existing unorganized walking trail through the woodland to the Salt Marsh. The second location is at the end of Courtland Way. The reinforced turf in this area will be extended from the end of Courtland Way to provide emergency access to the Site. As in the first instance, the depression at this location is at Elevation 3.0+ and will not qualify under the LID requirements. This area could be filled to meet the LID requirements, but it would require the removal of the adjacent woodland area to bring the grade up to Elevation 5.0. As in the first instance, this runoff will infiltrate but the pretreatment required under the By-law cannot be achieved. Yarmouth Riverwalk Park, Route 28 STORMWATER MANAGEMENT REPORT Yarmouth, Massachusetts 17 8.0 SUMMARY OF COMPLIANCE WITH THE TEN STORMWATER MANAGEMENT STANDARDS The Town of Yarmouth is proposing to convert this parcel into a public park with an event venue, recreational activities including a nature trail walking path, kayak launch and playground, and a vista boardwalk over the Salt Marsh. In its status it presents none of these opportunities and continues to display the environmental damage and continuing stormwater pollution issues associated with the prior use. As previously discussed, there are two subsurface infiltration structures proposed and several surface features that will act as infiltration structures in accordance with the Standards. All the impervious surfaces as defined by Standards will flow to one of these structures and be treated in accordance with the Standards. In addition, these measures have been sized to comply with the requirements of the By- laws to provide from 1-2 inches of static storage. In addition to the proposed park development, the stormwater features have also been designed for the proposed sewer pump station which will be located on the east side of the intersection of the access driveway and Route 28. The following narrative discusses these proposed features as they relate to the Massachusetts Stormwater Handbook’s Ten Stormwater Management Standards and the Town of Yarmouth Stormwater Standards (the By-law). LID Measures: The project is primarily a linear construction project and the existing grades left by the prior use are so close to the ESHGW that no useable area could provide LID measures that would comply with the Standards. Accordingly, conventional methodology will be used to treat all impervious surfaces. In most instances, the grades near these source control measures have been raised substantially to meet the separation requirements from groundwater. Standard 1: No New Untreated Discharges The Project proposes the installation of new infiltration structures that will treat and infiltrate all of the runoff from impervious surfaces, which includes the pavement, paved walkways, and roof areas. The proposed walking trails will be a treated gravel surface that will be porous. As defined in the By-laws, these walkways qualify as an impervious surface, but based upon their location at the Site, not all these surfaces will be treated as required. Although they are outside of the 50-foot buffer from protected wetlands, in all instances, the natural grades in the surrounding areas are too low and too close to groundwater (<2.0 feet) to qualify for any treatment or infiltration credits. These areas qualify under the redevelopment criteria. Where the proposed walkways cannot be considered as a redevelopment, as noted above, a waiver from the By-laws has been requested. – see Standard 7. Standard 2: Peak Rate Attenuation As previously noted, most of the runoff from the Site will be directed to infiltration structures and/or localized depressions that will trap and infiltrate the runoff. All runoff from the proposed development area east of the access driveway will sheet flow towards the river. Point of Analysis (POA) 1 towards the river will be the only runoff from the Site both existing and proposed. The flows towards the isolated depressions which include POA 2-4, are not relevant to Standard 2 since this runoff will remain onsite. Volume of runoff into the two IVWs will be the critical element and the analysis results for volume to these two points are presented below. The river is a tidal estuary thus in accordance with the Standards, Standard 2 is not applicable. However, the design of the stormwater features will result in a net reduction in the peak flow rate and volume. The results of the analysis for this design point POA 1 are as follows. Yarmouth Riverwalk Park, Route 28 STORMWATER MANAGEMENT REPORT Yarmouth, Massachusetts 18 Table 2: Peak flow rates-POA 1 Existing Proposed Difference 2 Year 0.75 cfs 0.03 cfs -96.0% 10 Year 4.35 cfs 0.43 cfs -90.0% 25 Year 7.68 cfs 1.89 cfs -75.4% 50 Year 10.60 cfs 3.37 cfs -68.2% 100 Year 13.90 cfs 5.47 cfs -60.6% Table 3: Runoff Volumes-POA 1 Existing Proposed Difference 2 Year 0.229 a-f 0.017 a-f -92.6% 10 Year 0.772 a-f 0.119 a-f -84.6% 25 Year 1.244 a-f 0.287 a-f -76.9% 50 Year 1.633 a-f 0.461 a-f -71.7% 100 Year 2.139 a-f 0.672 a-f -68.6% As can be seen in Tables 2 and 3, peak rates and runoff volume are each reduced to the river for every event. The significance is that more runoff from the Site is being infiltrated and treated than currently flows off the Site. For the two IVWs, as previously noted, volume of runoff is of more concern than peak flow rates. Each of these wetland areas are within the limits of the parcel, so no additional runoff or storage within these depressions will produce any flooding impacts on the abutters. The runoff volumes for each of these areas is as follows. Table 4: Runoff Volumes – POA 2 IVW 1 Existing Proposed Difference 2 Year 0.000 a-f 0.000 a-f 0.00 10 Year 0.009 a-f 0.010 a-f 0.01 a-f 25 Year 0.023 a-f 0.022 a-f -0.001 a-f 50 Year 0.037 a-f 0.033 a-f -0.004 a-f 100 Year 0.054 a-f 0.048 a-f -0.006 a-f Table 5: Runoff Volumes – POA 3 IVW 2 Existing Proposed Difference 2 Year 0.000 a-f 0.000 a-f 0.00 10 Year 0.026 a-f 0.040 a-f 0.014 a-f 25 Year 0.078 a-f 0.100 a-f 0.022 a-f Yarmouth Riverwalk Park, Route 28 STORMWATER MANAGEMENT REPORT Yarmouth, Massachusetts 19 50 Year 0.134 a-f 0.161 a-f 0.027 a-f 100 Year 0.205 a-f 0.236 a-f 0.031 a-f Based upon the results of the 2-year storm analysis, for each IVW there remains no runoff entering these areas except what falls directly onto the IVW. This confirms that the water surface elevation in these areas is dependent on groundwater levels more than runoff volumes. Thus, the proposed change in the watersheds will have minimal effect on water surface levels in these two areas. In addition, for IVW 1 the proposed infiltration chamber system 1 is directly upgradient. Thus, the differential volume will easily be made up by the increase in groundwater flow associated with the infiltration system. The impact of the volume differential on each IVW is: IVW 1 Wetlands Area = 3,487 sq. ft. Reduced volume during 100-year storm = 0.006 a-f = 261.4 cu. ft. Reduced water surface elevation = 0.075 ft. (Approximately 0.9”) IVW 2 Wetlands area = 19,556 sq. ft. increased volume during 100-year storm = 0.031 a-f = 1,350.4 cu. ft. Increased water surface elevation = 0.07 ft. (Approximately 0.8”) Standard 3: Recharge The total impervious surfaces onsite that discharge to an infiltration structure are: By-law only Infiltration System 1 27,873 sq. ft. 4,375 sq. ft Pump station 6,332 sq. ft. Bathroom system 7,664 sq. ft. Artist Shanties 1,080 sq. ft. Porous pavement 29,638 sq. ft. Infield area 1 6,650 sq. ft. 11,650 sq. ft. Infield area 2 9,970 sq. ft. 11,430 sq. ft. Basin 3 6,278 sq. ft. 620 sq. ft. Totals 95,485 sq. ft. 28,075 sq. ft. 123,560 sq. ft. Additional impervious surfaces IVW 2 1,560 sq. ft. Courtland way 1,640 sq. ft. Path to boardwalk 3,180 sq. ft. East side of parking 1,200 sq. ft. 19,705 sq. ft. Total 1,200 sq. ft. 26,085 sq. ft. 27,285 sq. ft. 150,845 sq. ft. Ratio of treated to total = 81.9% Recharge volume required (1”) = 12,570 cu. ft. Yarmouth Riverwalk Park, Route 28 STORMWATER MANAGEMENT REPORT Yarmouth, Massachusetts 20 Weighted requirement = 15,347 cu. ft. Static Volume provided System 1 6,549 cu. ft. System 2 930 cu. ft. Basin 3 1,432 cu. ft. Porous pavement 5,186.5 cu. ft. Infield Trench 1 1,347 cu. ft. Infield Trench 2 3,219 cu. ft. Shanty trenches 170.0 cu. ft. Total 18,833.5 cu. ft. ok – Project complies. Standard 4: Water Quality There are seven separate treatment trains (stormwater treatment sequences) proposed for the design in the re-development of the Site. All the impervious surfaces as defined by the Massachusetts Stormwater Standards will be directed through infiltration systems. These SCMs will be located both in an area with soils with a high infiltration rate and in a critical area. Accordingly, each will require 44% TSS removal for pretreatment. The pretreatment provided for each train will be: System identification Removal methodology Percent removal Notes/comments Infiltration system 1 Filter fabric isolator row 44% From EPA Guidelines Infiltration system 2 Filter fabric isolator row 44% From EPA Guidelines Infiltration Basin 3 Sediment forebay (2) 25% Total provided 44% Infield depressions Grass filter strip >50’ 45% Provided for each area Porous pavement Gravel filter media 45% MA Stormwater Handbook Drip edge trench for artist shanties None provided Direct Roof runoff no pretreatment needed The treatment provided by the infiltration systems will be 80% based upon the pretreatment provided as noted above. Several of the trains do have some additional treatment capability based upon other measures employed. TSS Removal calculation sheets can be seen in Appendix D. In accordance with the Town By-law, Section (3) (a)-(c), the performance of the BMPs is based upon EPA guidelines, per the Massachusetts MS4 Permit. A copy of the page from the EPA guidelines is included in Appendix D relative to the performance of the proposed infiltration systems. Based upon the storage volume provided in the infiltration systems, overall nutrient removal and TSS removal for each of these will be 100% in accordance with the EPA guidelines. Since each of these infiltration systems are within 2 feet of the maximum groundwater and are being used for both recharge and peak flow rate reduction a mounding analysis is required. See Appendix I for the mounding analysis for each of the structures. Yarmouth Riverwalk Park, Route 28 STORMWATER MANAGEMENT REPORT Yarmouth, Massachusetts 21 Those impervious surfaces as defined in the By-laws that lie outside of the proposed infiltration structures will be reviewed for conformance with the redevelopment standards. – Project complies. See Standard 7. Standard 5: Land Uses with Higher Potential Pollutant Loads (LUHPPLs) The Project does not propose Land Uses with Higher Potential Pollutant Loads – Standard not applicable. Standard 6: Critical Areas The Site is tributary to a tidal estuary which discharges adjacent to a shellfish growing area and bathing beach. Each of these areas are defined as a critical area which will require 44% TSS Removal for pretreatment. The water quality volume was also increased to 1 inch of runoff based upon these critical areas. – Standard applicable. Standard 7: Redevelopment The Project qualifies as a redevelopment project: 2. Development, rehabilitation, expansion and phased projects on previously developed sites, provided the redevelopment results in no net increase in impervious area; As previously noted, the Site was a drive-in theater, and all the existing impervious surfaces onsite flowed untreated into the river. As shown on the Site plans (Appendix A), runoff from the existing paved driveway flowed from Route 28 to a point approximately 105 feet from the edge of the river below elevation 4.0. Nearly all the area between the former drive-in theater and the river has been altered in the past. There remains a section of the chain link fencing along the river that was installed with the drive-in theater use. The existing impervious surfaces that flow towards the river untreated are as follows; Description SWS By-law Access driveway pavement 38,000 sq. ft. Gravel surfaces Gravel roadways 6,874 Exposed gravel (abutter) 11,442 Dirt roadway 2,328 Upweller Site 1,200 Total 38,000 21,844 59,844 sq. ft. Runoff from all exposed gravel and earth surfaces flow directly to the river are defined as impervious only under the Town By-law. Their total is; East side of park 4,766 Woodland area path to boardwalk 3,180 Driveway to Upweller Site 2,795 Exposed gravel (abutter) 11,442 Upweller Site 1,200 Total 23,383 sq. ft. Thus, as shown above, all the runoff from impervious surfaces as defined by the Massachusetts Stormwater Standards has been eliminated and will be treated in accordance with the Massachusetts Stormwater Standards. The walkways and Upweller Site driveway will continue to flow towards the river. Overall, there will be a net reduction of 36,461 sq. ft. of untreated impervious surfaces flowing towards the river. In addition, as shown above, the development does comply fully with the requirements of Massachusetts Stormwater Standards 2 & 3 since the walkways are a linear development and no Yarmouth Riverwalk Park, Route 28 STORMWATER MANAGEMENT REPORT Yarmouth, Massachusetts 22 concentrated flows will develop from these surfaces. Runoff generally will flow across these walkways and towards the river in a sheet flow pattern. This will eliminate any concerns regarding potential erosion and sedimentation towards the river. Because of the grades, the areas downgradient of the walkways are within 2 feet of groundwater and therefor will not qualify as a vegetated filter strip. Providing this strip would necessitate the removal of the existing vegetation along the river which has filled in over time since the drive-in theater was discontinued. Standard 8: Construction Period Pollution Prevention and Erosion and Sediment Control The project will disturb more than one acre of land; therefore, preparation of a Stormwater Pollution Prevention Plan (SWPPP) and filing a Notice of Intent with EPA will be necessary. The SWPPP and Plans for the proposed erosion control measures are attached in the Appendices.; – Project complies. Standard 9: Long Term Operation and Maintenance Plan A Long-Term Operation and Maintenance Plan has been included. Operations and maintenance of stormwater management systems will be the responsibility of the Town of Yarmouth DPW; therefore, street sweeping, porous pavement vacuuming, and inspection and maintenance of the infiltration structures, and outfalls will be in accordance with the Town-wide Operations and Maintenance schedule. – Project complies. Standard 10: Prohibition of Illicit Discharges There are currently no known illicit discharges within the Project limits and no new illicit discharges are proposed. A signed Illicit Discharge statement is attached hereto– Project complies. 9.0 COMMENTS AND CONCLUSIONS Overall, the redevelopment of the former drive-in site as a public park will result in an improvement in stormwater conditions onsite. The proposed stormwater management system has been designed to meet MassDEP’s Stormwater Management Handbook requirements and will now treat and infiltrate runoff from all impervious surfaces. Runoff from the proposed impervious surfaces as defined under the By-law will be reduced by nearly 40% over existing conditions. The Proposed conditions will also result in runoff water quality improvements. Regrading, providing suitable material to support vegetation, and the installation of new plantings in the former drive-in site will substantially improve water quality in this area. In addition, revegetating some of the areas between the former drive-in theater and the river, which have acted as informal paths and walkways over time, will also stabilize this area and reduce the sediment transport into the Parker’s River. Yarmouth Riverwalk Park, Route 28 STORMWATER MANAGEMENT REPORT Yarmouth, Massachusetts 23 10.0 ILLICIT DISCHARGE COMPLIANCE STATEMENT To the extent of my knowledge, the proposed project does not propose any illicit discharges and all illicit discharges are prohibited in the future. ___________________________________________ Director of Public Works PAGE INTENTIONALLY LEFT BLANK FIGURES Copyright:© 2013 National Geographic Society, i-cubed Figure 1Site Locus669 MA-28Yarmouth, MA ² 0 2,0001,000 Feet 1 inch = 1,000 feet Data Source: MassGIS USGS Color Ortho Imagery (2009) Approximate SiteLocus Figure 2Environmental ResourcesYarmouth Riverwalk ParkYarmouth, MA ² 0 1,000500Feet 1 inch = 500 feet Data Source: MassGIS USGS Color Ortho Imagery (2014), MassDEP Wetlands (1:12000) (2009),Tidelands Jurisdiction Data (2011), Surface Water Protection Areas, MassDEP Grounwater Protection Zones. Legend MassDEP Hydrologic FeatureBogInland WetlandsBarrier BeachCoastal Beach/Coastal DuneDeep MarshSalt MarshZone AZone BOutstanding Resource WaterMassDEP Zone IMassDEP Zone IIMassDEP IWPACZM Coastal ZoneArea of Critical Environmental ConcernNFHL 100 Year Flood Zone Approximate ProjectLocus ^_ ^_ ^_ ^_ ^_ ^_^_^_^_^_ Figure 3Wildlife Habitat ResourcesYarmouth Riverwalk ParkYarmouth, MA ² 0 1,000500Feet 1 inch = 500 feet Data Source: MassGIS USGS Color Ortho Imagery (2014), MassDEP Wetlands (1:12000) (2009),Tidelands Jurisdiction Data (2011), Surface Water Protection Areas, MassDEP Grounwater Protection Zones. Legend ^_Anadromous Fish Presence American Oyster Bay Scallop Blue Mussel European Oyster Ocean Quahog Quahog Razor Clam Sea Scallop Soft-shelled Clam Surf Clam !.NHESP Potential Vernal Pool ^_NHESP Certified Vernal PoolNHESP Priority Habitat of Rare SpeciesNHESP Estimated Habitats of Rare Wildlife Approximate ProjectLocus 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 DepthZone 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 mileZone X Future Conditions 1% Annual Chance Flood HazardZone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to LeveeZone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood HazardZone 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 7/27/2021 at 12:57 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°13'42"W 41°38'57"N 70°13'5"W 41°38'30"N Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020 Drawing Index C.2.8 –Clearing, Demolition & Perimeter Erosion Control Plan -1 C.2.9 –Clearing,Demolition & Perimeter Erosion Control Plan -2 C.7.6 –Site Details –6 C.6.1 –Grading & Drainage –1 C.6.2 –Grading & Drainage –2 C.6.3 –Grading & Drainage Enlargement –1 C.6.4 –Grading & Drainage Enlargement –2 C.6.5 –Grading & Drainage Enlargement –3 C.6.6 –Drainage Details –1 C.6.7 –Drainage Details –2 C.6.8 –Drainage Details –3 APPENDIX A –SITE PLANS LOCATION MAP1" = 250' - 0"TOWN OF YARMOUTH, MASSACHUSETTSYARMOUTH RIVERWALK PARKSTORMWATER MANAGEMENT PERMITAPPLICATION - PLAN SETNOVEMBER 2022ProjectLocationPLAN INDEXDESCRIPTIONSHEET NO.G.1G.2G.3C.1.1 - C.1.2C1.3 - C1.4C.1.3 - C.1.9C.2.1 - C.2.7C.3.1 - C.3.2C.3.3C.3.4C4.3C4.4C.5.1 - C.5.2C.5.3 - C.5.4C.6.1 - C.6.5U.1.1U.2.0U.3.0C.7.1 , C.7.6C.7.7C.7.8 - C.7.10A.1 - A.3P.0.1-P.1.0H.0.1E.0.1-E2.2S.1.1S.1.2-S.1.4S.2.1-S.2.4S.2.5S.2.6S.2.7L1.1 - L1.2L1.3 - L1.13L.2.1U.1.1TOWN OF YARMOUTH1146 ROUTE 28SOUTH YARMOUTH, MA 02664TOWN ADMINISTRATORROBERT L. WHRITENOUR, JR.ROUTE 28PREPARED BY:ISSUE DATE: 11/17/2022PROJECT LOCATIONCOVERGENERAL NOTESLEGEND AND ABBREVIATIONSEXIST CONDITIONS PLAN 1-2EXISTING CONDITIONS & SITE PREPARATION PLAN 1-2EXISTING CONDITIONS PLAN - 1-7 OMITTEDSITE PLAN PREPARATION PLAN - 1-7OMITTEDRIVERFRONT AREA IMPACT PLAN - 1-2 OMITTEDSALT MARSH AREA IMPACT PLAN OMITTEDLAND SUBJECT TO COASTAL STORM FLOWAGE (LSCSF) IMPACT PLAN OMITTEDSITE SECTIONS - 1 OMITTEDSITE SECTIONS - 2 OMITTEDMATERIALS AND LAYOUT PLAN - 1-2ENLARGEMENTS - 1-2 OMITTEDGRADING & DRAINAGE PLANS 1-5SITE UTILITY PLANSITE UTILITY DETAILS OMITTEDRESTROOM PUMP CHAMBER - DETAIL OMITTEDSITE DETAILS - 1 & 6 OMITTEDEROSION CONTROL DETAILSDRAINAGE DETAILS - 1-3ARCHITECTURAL DRAWINGS OMITTEDPLUMBING DRAWINGS OMITTEDHVAC DRAWING OMITTEDELECTRICAL DRAWINGS OMITTEDOVERALL BOARDWALK PLAN OMITTEDBOARDWALK - PROFILE - 1-3 OMITTEDBOARDWALK - DETAILS - 1-4 OMITTEDBOARDWALK DETAILS - 5 - PEDESTRIAN BRIDGE OMITTEDBOARDWALK DETAILS - 6 - KAYAK LAUNCH EXISTING CONDITIONS OMITTEDBOARDWALK DETAILS - 7 - KAYAK LAUNCH OMITTEDPLANTING PLAN OVERALL - 1-2 OMITTEDPLANTING DETAIL AREAS 1-10 OMITTEDPLANTING DETAILS - 1 OMITTEDSITE UTILITY PLAN - 1PARKERS RIVERREGISTERED PROFESSIONALDATE11/17/2022CRITICAL ELEVATIONS HIGH TIDE LINE (HTL) - ELEV. 2.91 MEAN HIGH WATER (MHW) - ELEV. 2.05 MEAN LOW WATER (MLW) - ELEV. -0.7 LOWEST ASTRONOMICAL TIDE (LAT) - ELEV. X.XX*DATA SOURCED FROM NATIONAL OCEANIC AND ATMOSPHERIC ADMINISTRATION(NOAA)LIMIT OF VILLAGECENTER OVERLAY DISTRICTNANTUCKET SOUNDUNDERLYING ZONING MAPSCALE: NOT TO SCALEMA-ROUTE 28ZONE R-25LIMIT OF HOTEL/MOTELOVERLAY DISTRICT (HMOD1)ZONE B2 UNLESS OTHERWISE NOTED OR CHANGED BY REPRODUCTION SHEET NO. SCALE DATE DESIGNED BY: 10056 CHECKED BY: BETA JOB NO.: ISSUE DATE: DRAWN BY: REVISIONSNO. TITLE PROJECT PREPARED BY West Yarmouth, MA YARMOUTH RIVERWALK PARK AKP/ALG For Review Only NONE AWG AWG REGISTERED PROFESSIONAL PERMITTING REGISTERED PROFESSIONAL 11/10/2022 GENERAL NOTES G.2 GENERAL NOTES: 1.ALL WORK SHALL CONFORM TO THE MASSACHUSETTS STATE BUILDING CODE AND ITS APPLICABLE REFERENCED STANDARDS. 2.IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS AS THEY RELATE TO NEW CONSTRUCTION. REPORT TO THE OWNER'S REPRESENTATIVE ALL OBSERVATIONS AND ANY DISCREPANCIES BEFORE PROCEEDING WITH WORK. 3.WORK WITHIN THE LOCAL RIGHT-OF-WAY SHALL CONFORM TO LOCAL MUNICIPAL STANDARDS. WORK WITHIN THE STATE RIGHT-OF-WAY SHALL CONFORM TO THE LATEST EDITION OF THE STATE HIGHWAY DEPARTMENTS STANDARD SPECIFICATIONS FOR HIGHWAYS AND BRIDGES. 4.CONTRACTOR SHALL NOTIFY "DIG-SAFE"(1-888-344-7233) AT LEAST 72 HOURS BEFORE EXCAVATING. THE CONTRACTOR SHALL RECORD THE LOCATION OF ANY/ALL DIG-SAFE UTILITY MARKINGS ON PROJECT RECORD DOCUMENTS. 5.THE LOCATION, SIZE, AND MATERIAL OF EXISTING UTILITIES ARE SHOWN AS APPROXIMATE REPRESENTATIONS ONLY. THE OWNER OR ITS REPRESENTATIVE HAVE NOT INDEPENDENTLY VERIFIED THIS INFORMATION. THE UTILITY INFORMATION SHOWN DOES NOT GUARANTEE THE ACTUAL EXISTENCE, SERVICEABILITY, OR OTHER DATA CONCERNING THE UTILITIES THAT MAY BE PRESENT. PRIOR TO ORDERING MATERIALS AND BEGINNING CONSTRUCTION, THE CONTRACTOR SHALL VERIFY AND DETERMINE THE EXACT LOCATIONS, SIZES, AND ELEVATIONS OF THE POINTS OF CONNECTIONS TO EXISTING UTILITIES AND SHALL CONFIRM THAT THERE ARE NO INTERFERENCES WITH EXISTING UTILITIES WITHIN PROJECT LIMITS AND THE PROPOSED UTILITY ROUTES, INCLUDING ROUTES WITHIN THE PUBLIC RIGHT-OF-WAY. 6.THE CONTRACTOR SHALL TAKE EVERY PRECAUTION TO PREVENT DAMAGE TO ALL UTILITIES (BOTH ABOVE AND BELOW GRADE) WITHIN THE PROJECT AREA. DAMAGE TO ANY UTILITIES AS A RESULT OF ACTIONS BY THE CONTRACTOR SHALL BE RESTORED BY THE CONTRACTOR, AT THE CONTRACTOR'S EXPENSE, TO CONDITIONS EQUAL TO CONDITIONS PRIOR TO THE DAMAGE. 7.UPON AWARD OF CONTRACT, CONTRACTOR SHALL MAKE NECESSARY CONSTRUCTION NOTIFICATIONS AND APPLY FOR AND OBTAIN NECESSARY PERMITS, PAY FEES, AND POST BONDS ASSOCIATED WITH THE WORK INDICATED ON DRAWINGS, IN THE SPECIFICATIONS, AND IN THE CONTRACT DOCUMENTS. DO NOT CLOSE OR OBSTRUCT ROADWAYS, SIDEWALKS, AND FIRE HYDRANTS, WITHOUT APPROPRIATE PERMITS. 8.AREAS OUTSIDE THE LIMITS OF PROPOSED WORK DISTURBED BY THE CONTRACTOR'S OPERATIONS SHALL BE RESTORED BY THE CONTRACTOR TO THEIR ORIGINAL CONDITION AT THE CONTRACTOR'S EXPENSE. 9.THE CONTRACTOR SHALL PREVENT DUST, SEDIMENT, AND DEBRIS FROM EXITING THE SITE AND SHALL BE RESPONSIBLE FOR CLEAN-UP, REPAIRS, AND CORRECTIVE ACTION IF SUCH OCCURS. 10.DAMAGE RESULTING FROM CONSTRUCTION LOADS SHALL BE REPAIRED BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER. 11.ANY DAMAGE TO EXISTING PAVEMENT, BRIDGES, SIDEWALKS, FENCES, ETC. CAUSED BY THE CONTRACTOR SHALL BE REPAIRED BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER. 12.TOPOGRAPHIC SURVEY IS BASED ON AN ON-THE-GROUND SURVEY PERFORMED BY ALPHA SURVEY GROUP, LLC BETWEEN MARCH 7 & APRIL 3, 2017 AND BETWEEN AUGUST 9 & AUGUST 12, 2021. 13.THE PROJECT IS HORIZONTALLY REFERENCED TO THE MASSACHUSETTS STATE PLANE COORDINATE SYSTEM REFERENCED TO THE NORTH AMERICAN DATUM OF 1983 (NAD83), CORS ADJUSTMENT (NA2011/GEOID 12a) AS DETERMINED BY REDUNDANT GPS OBSERVATIONS MADE ON MARCH 7, 2017. 14.THIS PROJECT IS VERTICALLY REFERENCED TO THE NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD88), BASED ON THE FOLLOWING BENCHMARKS: MASSDOT BM#8149 BRASS RIVET IN PARKER RIVER BRIDGE WITH A PUBLISHED ELEVATION OF 6.11 FT.; CB/TOWN OF YARMOUTH DISK STATION NO. 8, ELEV.= 5.20 FT; CHISELED SQUARE ON N.E. CORNER OF PARKER RIVER CONC. BRIDGE WALL ELEV.=6.18 FT. (LOUIS BERGER DRAINAGE & UTILITY PLAN 75% DESIGN SHEET 8 OF 20 YARMOUTH MAIN STREET (RTE. 28) PROJECT). 15.LAND OUTSIDE THE PROPOSED LIMIT OF WORK SHALL NOT BE DISTURBED BY THE CONTRACTOR. 16.ALL WORK AND MATERIALS SHALL COMPLY WITH ALL TOWN OF YARMOUTH REGULATIONS AND CODES AND O.S.H.A. STANDARDS. 17.THE CONTRACTOR SHALL BE RESPONSIBLE FOR ESTABLISHING AND MAINTAINING ALL CONTROL POINTS AND BENCH MARKS NECESSARY FOR THE WORK. 18.THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING AND PAYING FOR ANY PERMITS AND/OR CONNECTION FEES REQUIRED TO CARRY OUT THE WORK INCLUDING BUT NOT LIMITED TO DEMOLITION. 19.ALL DIMENSIONS AND RADII ARE TO THE FACE OF CURB UNLESS OTHERWISE NOTED. 20.CONTRACTOR SHALL BE RESPONSIBLE FOR ALL OF RELOCATIONS THAT CONFLICT WITH THE PROPOSED IMPROVEMENTS SHOWN ON THE DRAWINGS, INCLUDING BUT NOT LIMITED TO, ALL UTILITIES, STORM DRAINAGE, SIGNS, TRAFFIC SIGNALS & POLES, ETS. AS REQUIRED. ALL COSTS SHALL BE BORNE BY THE CONTRACTOR. CONSTRUCTION NOTES: 1.THE CONTRACTOR SHALL CALL "DIG-SAFE" AT 1-888-344-7233 AT LEAST 72 HOURS PRIOR TO EXCAVATION IN ACCORDANCE WITH STATE OF MASSACHUSETTS, GENERAL LAWS. 2.THE CONTRACTOR SHALL NOTIFY ALL APPROPRIATE AGENCIES AND UTILITY COMPANIES IN WRITING 48 HOURS PRIOR TO ANY CONSTRUCTION WITHIN 15 FEET OF A UTILITY LINE. 3.THE CONTRACTOR SHALL COMPLY WITH ALL APPLICABLE FEDERAL, STATE AND LOCAL SAFETY CODES, REGULATIONS, LEGAL REQUIREMENTS, PERMIT CONDITIONS, ETS. 4.THE CONTRACTOR SHALL TAKE ADEQUATE PRECAUTIONS TO PROTECT ALL WALKS, STREETS, PAVEMENTS, HIGHWAY GUARDS, CURBING, EDGING, TREES AND PLANTINGS ON OR OF THE PREMISES, AND SHALL REPAIR AND REPLACE OR OTHERWISE MAKE GOOD AT HIS/HER OWN EXPENSE AS DIRECTED BY THE ENGINEER ANY ITEMS DAMAGED AS A RESULT OF THE CONTRACTOR'S WORK. 5.THE CONTRACTOR SHALL PROVIDE ADEQUATE BRACING AND SHORING OF ALL EXCAVATIONS IN ACCORDANCE WITH THE REQUIREMENTS OF GOVERNING CODES AND REGULATIONS. 6.ALL SURFACES OUTSIDE THE LIMIT OF WORK THAT ARE DISTURBED SHALL BE RESTORED TO THEIR ORIGINAL CONDITION, AS DETAILED, OR AS SPECIFIED BY THE ENGINEER. 7.ALL EXISTING PIPING AND STRUCTURES EXPOSED DURING EXCAVATION SHALL BE ADEQUATELY SUPPORTED, BRACED, OR OTHERWISE PROTECTED DURING CONSTRUCTION ACTIVITIES. 8.WHERE NEW PAVEMENT MEETS EXISTING PAVEMENT (INCLUDING DRIVEWAYS), SAW CUT EXISTING PAVEMENT SMOOTH AND STRAIGHT. WHERE NEW BITUMINOUS CONCRETE MEETS EXISTING BITUMINOUS CONCRETE SURFACES, SAW CUT EDGES ARE TO BE SEALED WITH BITUMEN AND BACK SANDED. 9.WORK WITHIN PUBLIC WAYS SHALL COMPLY WITH APPLICABLE MUNICIPAL AND STATE REQUIREMENTS. 10.IF ANY EXISTING STRUCTURES TO REMAIN ARE DAMAGED DURING CONSTRUCTION IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO REPAIR AND/OR REPLACE THE EXISTING STRUCTURE AS NECESSARY TO RETURN IT TO EXISTING CONDITIONS OR BETTER. 11.THE CONTRACTOR SHALL RE-USE EXISTING GRANITE CURB IN GOOD CONDITION THAT IS RECOVERED FROM DEMOLITION ACTIVITIES. SITE PREPARATION & DEMOLITION NOTES: 1.ALL ITEMS DESIGNATED TO BE REMOVED AND DISPOSED (R&D) SHALL BE TAKEN FROM THE SITE AND LEGALLY DISPOSED. 2.ALL ITEMS DESIGNATED TO BE REMOVED AND STOCKPILED (R&S) SHALL BE DISASSEMBLED AND STOCKPILED AT A LOCATION DETERMINED BY THE OWNER'S REPRESENTATIVE. 3.DEBRIS OF ANY NATURE SHALL NOT BE ALLOWED TO ACCUMULATE IN THE STREETS, PARKING LOT, SIDEWALK AREAS OR GROUNDS SURROUNDING THE PROJECT AREA. 4.FOR ALL HOLES, PITS OR OTHER HAZARDOUS DEPRESSIONS ADJACENT TO OR WITHIN EIGHT (8) FEET OF ANY SIDEWALK AREA AND ARE UNPROTECTED, A TEMPORARY GUARD FENCE SHALL BE IMMEDIATELY ERECTED FOR THE PROTECTION OF PEDESTRIANS. THE FENCING MATERIAL SHALL BE FREE FROM NAILS, FASTENINGS OR SPLINTERS AND SHALL PRESENT A REASONABLY SMOOTH SURFACE ON THE SIDES OF POSSIBLE CONTACT. SUCH TEMPORARY FENCES SHALL BE LEFT IN PLACE AND SHALL BE PROPERLY MAINTAINED UNTIL THE HOLES, PITS OR DEPRESSIONS HAVE BEEN PROPERLY FILLED. 5.ALL STUMPS AND ROOTS OF TREE AND SHRUBS INDICATED TO BE REMOVED AND DISPOSED SHALL BE LEGALLY DISPOSED OF OFF SITE. IN SPECIFIC LOCATIONS, STUMPS MAY BE GROUND IN PLACE, AS SHOWN. 6.ALL EXISTING VEGETATION (TREES, SHRUBS, GRASSES, ETC.) TO REMAIN SHALL BE PROTECTED FROM INJURY. INDIVIDUAL TREES AND SHRUBS TO BE SAVED WITHIN THE DESIGNATED WORK AREA SHALL BE PROTECTED AS SPECIFIED HEREIN. THE CONTRACTOR SHALL REMOVE ALL PROTECTIVE BARRIERS ONLY AS DIRECTED BY THE OWNER'S REPRESENTATIVE. 7.THE CONTRACTOR SHALL STRIP AND STOCKPILE EXISTING LOAM FROM THOSE AREAS WHICH ARE TO BE EXCAVATED OR FILLED. STOCKPILED LOAM SHALL NOT BE MIXED WITH ANY SUBSOIL OR OTHER UNSUITABLE MATERIAL UNLESS DIRECTED BY THE OWNER'S REPRESENTATIVE. ALL STOCKPILED LOAM REMAINS THE PROPERTY OF THE OWNER. 8.ALL STOCKPILED LOAM OR OTHER SOIL MATERIAL SHALL BE SURROUNDED BY EROSION CONTROL DEVICES. 9.THE CONTRACTOR IS RESPONSIBLE FOR KEEPING THE SITE CLEAN OF MISCELLANEOUS DEBRIS THROUGHOUT THE CONSTRUCTION PERIOD. ALL WASTE MATERIALS SHALL BE DISPOSED OF IMMEDIATELY TO A LEGAL, OFF-SITE LOCATION UNLESS OTHERWISE INDICATED ON THE PLAN. 10.DURING THE DEMOLITION PROCESS THE CONTRACTOR SHALL USE SUFFICIENT WATER OR NON-SALVABLE MATERIALS TO PREVENT EXCESSIVE SPREADING OF DUST DURING OPERATIONS. 11.THE REMOVAL AND DISPOSAL OF ALL MATERIALS SHALL BE DONE IN ACCORDANCE WITH THE APPROPRIATE STATE AND TOWN ORDINANCES, RULES AND REGULATIONS. 12.UNVEGETATED SLOPES SHALL NOT BE UNATTENDED OR EXPOSED FOR PERIODS IN EXCESS OF TWO (2) WEEKS OR THROUGH THE INACTIVE WINTER SEASON. 13.ALL SIDEWALK AND DRIVEWAYS DESIGNATED FOR REPLACEMENT SHALL BE CUT AND MATCHED AT LOCATIONS SHOWN ON THE PLANS OR AS DIRECTED BY THE OWNER'S REPRESENTATIVE. 14.PRUNING STANDARDS: 14.A.PRUNE TREE ACCORDING TO ANSI A300. 14.B.EXPERIENCED WORKMEN UNDER THE IMMEDIATE SUPERVISION OF A LICENSED ARBORIST SHALL PERFORM ALL TREE TRIMMING. 14.C.CLIMBING IRONS OR OTHER EQUIPMENT INJURIOUS TO TREES SHALL NOT BE PERMITTED. 14.D.CUT BRANCHES WITH SHARP PRUNING INSTRUMENTS; DO NOT BREAK OR CHOP. 14.E.PRUNE TREES TO REMAIN THAT ARE AFFECTED BY TEMPORARY AND PERMANENT CONSTRUCTION. 14.F.ALL DOWNED AND CUT PLANT MATERIAL TOGETHER WITH MISCELLANEOUS DEBRIS FROM THIS WORK SHALL BE REMOVED BY THE CONTRACTOR FROM THE PROJECT ON A DAILY BASIS. MATERIALS FROM THE WORK WILL NOT BE PERMITTED TO REMAIN ON SITE RESULTING IN DELAYING OR IMPEDING OTHER WORK ON PROJECT SITE. 14.G.NO MATERIAL OR DEBRIS SHALL BE DUMPED WITHIN THE LIMITS OF THE SITE OR ABUTTING PROPERTY. SOIL EROSION AND SEDIMENTATION CONTROL NOTES: 1.ALL REFERENCED SOIL EROSION AND SEDIMENTATION CONTROLS INCLUDING MATERIALS USE, APPLICATION RATES, AND THE INSTALLATION PROCEDURES SHALL BE PERFORMED IN ACCORDANCE WITH THE MASSACHUSETTS DEP SPECIFICATIONS. 2.IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO MAINTAIN ALL SOIL EROSION AND SEDIMENT CONTROLS ON THE PROJECT FOR THE ENTIRE DURATION OF THE CONSTRUCTION PERIOD. THE CONTRACTOR SHALL FOLLOW THE DIRECTION OF THE OWNER'S REPRESENTATIVE WITH REGARD TO INSTALLATION, MAINTENANCE, AND REPAIR OF ALL SOIL EROSION AND SEDIMENTATION CONTROLS ON THE PROJECT SITE. TEMPORARY SOIL EROSION AND SEDIMENTATION CONTROLS (HAY BALES, SILT FENCE, ETC.) SHALL BE MAINTAINED UNTIL ALL EXPOSED SOILS ARE SATISFACTORILY STABILIZED. 3.THE HAY BALE / SILT FENCE LINE ILLUSTRATED ON THESE PLANS, IS TO BE STAKED IN THE FIELD PRIOR TO CONSTRUCTION AND SHALL SERVE AS THE STRICT LIMIT OF DISTURBANCE FOR THE PROJECT. NO ALTERATIONS, INCLUDING VEGETATIVE CLEARING OR SURFACE DISTURBANCE, SHALL OCCUR BEYOND THE HAY BALE / SILT FENCE LINE. 4.SOIL EROSION AND SEDIMENTATION CONTROL MEASURES SHALL BE INSPECTED AT LEAST ONCE EVERY SEVEN (7) CALENDAR DAYS AND WITHIN TWENTY-FOUR (24) HOURS AFTER AN EVENT WHICH GENERATES .25 INCHES OF RAIN IN A TWENTY-FOUR (24) HOUR PERIOD. MAINTENANCE SHALL INCLUDE CLEAN OUT OF ACCUMULATED SEDIMENT BEHIND THE BALES IF 12 THE ORIGINAL HEIGHT OF THE BALES / FENCE BARRIER BECOMES FILLED WITH SEDIMENT. ANY SEDIMENT DEPOSITS REMAINING IN PLACE AFTER THE SILT FENCE HAS BEEN REMOVED SHOULD BE ADDRESSED TO CONFORM TO THE EXISTING GRADE, PREPARED, AND SEEDED. 5.THE TOE OF ANY FILL SLOPE IS TO REMAIN AT LEAST ONE (1) FOOT INSIDE OF ALL EROSION CONTROLS. UNDER NO CIRCUMSTANCE SHALL THE CONTRACTOR COVER ANY PORTION OF THE EROSION CONTROLS WITH FILL MATERIAL. ANY FILL MATERIAL WHICH IS PLACED ON ANY EROSION CONTROLS BY THE CONTRACTOR, SHALL BE IMMEDIATELY REMOVED BY THE CONTRACTOR, AND ANY NECESSARY REPAIRS TO THE EROSION CONTROLS ACCOMPLISHED, AT NO COST TO THE OWNER. 6.THE CONTRACTOR SHALL INSTALL ALL EROSION CONTROL DEVICES FOR OUTLET PROTECTION PRIOR TO CLEANING AND FLUSHING STORM WATER DRAINAGE. EROSION CONTROL DEVICES SHALL REMAIN IN PLACE UNTIL ALL FLUSHED SEDIMENTS ARE REMOVED. AT ALL OUTFALL LOCATIONS WHERE PIPES ARE TO BE CLEANED AND FLUSHED, OUTLET PROTECTION SHALL BE INSTALLED TO TRAP SEDIMENTS. THESE SEDIMENTS SHALL THEN BE REMOVED AND DISPOSED OF LEGALLY BEFORE THE OUTLET PROTECTION DEVICES ARE REMOVED. IF OUTLET PROTECTION AT THE OUTFALL IS NOT FEASIBLE, THEN THE OUTLET PIPE OF THE LAST DRAINAGE STRUCTURE TO BE CLEANED SHALL BE PLUGGED TO CAPTURE ALL MATERIALS FLUSHED FROM PIPES. AFTER THE MATERIALS ARE REMOVED FROM THE DRAINAGE STRUCTURES, THE OUTLET SHALL BE UNPLUGGED TO RESUME NORMAL FUNCTIONING. CRITICAL ELEVATIONS HIGH TIDE LINE (HTL) - ELEV. 2.91 MEAN HIGH WATER (MHW) - ELEV. 2.05 MEAN LOW WATER (MLW) - ELEV. -0.7 LOWEST ASTRONOMICAL TIDE (LAT) - ELEV. X.XX *DATA SOURCED FROM NATIONAL OCEANIC AND ATMOSPHERIC ADMINISTRATION (NOAA) 11/17/2022 TP-1 B-1 SCHOOL ZONE - WHITE HANDICAP SYMBOL - WHITE BND CB TMH WMH EMH PROPOSED GG WG CS EXISTING GENERAL SYMBOLS v v v v 2+00 v v v v CURB OR BERM (TYPE AS NOTED) EDGE OF PAVEMENT CATCH BASIN (OR GUTTER INLET, LEACHING BASIN, DROP INLET, CATCH BASIN CURB INLET) ELECTRIC HANDHOLE (NUMBER AS NOTED) ELECTRIC MANHOLE TELEPHONE MANHOLE WATER MANHOLE SEWER MANHOLE DRAINAGE MANHOLE GAS GATE WATER GATE CURB STOP HYDRANT FIRE ALARM BOX PARKING METER STREET LIGHT POLE UTILITY POLE UTILITY POLE w/ LIGHT SIGN GUY POLE DRAIN PIPE (SIZE AS NOTED) SEWER MAIN (SIZE AS NOTED) ELECTRIC DUCT GAS MAIN (SIZE AS NOTED) WATER MAIN (SIZE AS NOTED) TELEPHONE DUCT (SIZE AS NOTED) OVERHEAD WIRE MAIL BOX WOOD GUARD RAIL STEEL BEAM GUARD, WOOD OR STEEL POSTS (TYPE AS NOTED) STEEL GUARD RAIL, STEEL POSTS (TYPE NOTED) STONE WALL RETAINING WALL (TYPE NOTED) HIGHWAY/PROPERTY BOUND (TYPE AS NOTED) STATE HIGHWAY LAYOUT LINE (SHLO) CITY, TOWN OR COUNTY LAYOUT LINE (R.O.W.) CITY, TOWN, COUNTY OR STATE BOUNDARY LINE PROPERTY LINE EASEMENT LINE (TYPE NOTED) CONSTRUCTION BASELINE SURVEY LINE RAILROAD OR STREET RAILWAY TRACKS WITH SIDELINES WHEELCHAIR RAMP TREE (SIZE AND TYPE AS NOTED) HEDGE/SHRUBS FENCE (SIZE AND TYPE AS NOTED) EDGE OF WETLAND W/ FLAGGED NUMBER EDGE OF RIVER/STREAM LINE 100-FT. WETLAND BUFFER LIMIT 100-FT. RIVER FRONT LIMIT 200-FT. RIVER FRONT LIMIT WOODED AREA / LIMIT OF CLEARING SPOT GRADE SAW CUT LINE TEST PIT BORING PROPOSED SIGNING SYMBOLS PAVEMENT MARKINGS AND PAVEMENT ARROW - WHITE LEGEND "ONLY" - WHITE DWLEx SYEL BYCL BWLL SWEL SL CW ABBREVIATIONS TRAFFIC SIGNAL SYMBOLS PROPOSED LEGEND ONLY CONTROL CABINET GROUND MOUNTED WITH FOUNDATION CONTROL CABINET POLE MOUNTED CONTROLLER PHASE MAST ARM, SHAFT & BASE (ARM LENGTH AS NOTED) VEHICULAR SIGNAL HEAD (ALPHA-NUMERIC DESIGNATION AS NOTED) VEHICULAR SIGNAL HEAD, OPTICALLY PROGRAMMED VEHICULAR SIGNAL HEAD (REMOVED & RESET) FLASHING BEACON PEDESTRIAN SIGNAL HEAD PEDESTRIAN SIGNAL HEAD, OPTICALLY PROGRAMMED PULL BOX 12"x12" OR HANDHOLE LOOP DETECTOR PEDESTRIAN PUSH BUTTON, SIGN (DIRECTIONAL ARROW AS SHOWN) AND SADDLE PRE-EMPTION DETECTOR PRE-EMPTION CONFIRMATION STROBE SIGNAL CONDUIT (SINGLE RUN) SIGNAL CONDUIT (DOUBLE RUN) SIGNAL POST & BASE MAGNETIC DETECTOR SCHOOL ZONE SPEED LIMIT SIGN MICROWAVE OR ULTRASONIC DETECTOR VIDEO DETECTION CAMERA VIDEO DETECTION ZONE MA-1 CROSSWALK, 2 - 12" WHITE LINES (8" WIDTH) STOP LINE - 12" WHITE LINE 4' BEHIND CW (TYP.) SOLID WHITE EDGE LINE - 4" SOLID WHITE CHANNELIZING LINES - 12" (SPACING NOTED) SOLID WHITE GORE LINE 12" @ 33°, (SPACING NOTED) SOLID WHITE LANE LINE - 4" SOLID WHITE PARKING LINE - 4" BROKEN WHITE LANE LINE - 4" DOTTED WHITE LANE EXTENSION LINE - 4" (2' LINE & 6' GAP) DOTTED YELLOW LANE EXTENSION LINE - 4" (2' LINE & 6' GAP) BROKEN YELLOW CENTERLINE - 4" DOUBLE YELLOW CENTERLINE - 2 - 4" LINES SOLID YELLOW EDGE LINE - 4" SOLID YELLOW GORE LINE 12" @ 33°, (SPACING NOTED) SOLID YELLOW LANE LINE - 4" SOLID YELLOW CYCLE TRACK EDGE LINE - 4" DOTTED YELLOW CYCLE TRACK CENTERLINE - 4" (3' LINE & 9' GAP) SWLL SWCHL SWGL SWPL DYCL SYGL SYLL EXISTING FAB PM GUY EHH x 00.00 TRAFFIC SIGNAL SYSTEMS STEADY CIRCULAR RED STEADY CIRCULAR AMBER STEADY CIRCULAR GREEN FLASHING CIRCULAR RED FLASHING CIRCULAR AMBER FLASHING YELLOW LEFT ARROW STEADY RED RIGHT ARROW STEADY AMBER RIGHT ARROW STEADY GREEN RIGHT ARROW STEADY RED LEFT ARROW STEADY AMBER LEFT ARROW STEADY GREEN LEFT ARROW STEADY WALK (PERSON WALKING) - LUNAR WHITE STEADY DON'T WALK (HAND) - PORTLAND ORANGE FLASHING DON'T WALK (FLASHING HAND) - PORTLAND ORANGE 10'-12" RCP 10'-8" PVC 10'-4" HP 10'-8" DI R Y G FR FY ¬FY R→ Y→ G→ ¬R ¬Y ¬G W DW FDW UTILITIES ACCMP ASPHALT COATED CORRUGATED METAL PIPE CAP CORRUGATED ALUMINUM PIPE CB CATCH BASIN CBCI CATCH BASIN WITH CURB INLET CI CURB INLET CIP CAST IRON PIPE CIT CHANGE IN TYPE CMP CORRUGATED METAL PIPE C CONDUIT CPP CORRUGATED PLASTIC PIPE CSP CORRUGATED STEEL PIPE DI DROP INLET DIP DUCTILE IRON PIPE F&C FRAME AND COVER F&G FRAME AND GRATE FM FORCE MAIN GI GUTTER INLET GIP GALVANIZED IRON PIPE GG GAS GATE HDW HEADWALL HYD. HYDRANT INV.INVERT ELEVATION LP LIGHT POLE MH MANHOLE PVC POLY-VINYL-CHLORIDE PIPE PWW PAVED WATER WAY RCP REINFORCED CONCRETE PIPE (CLASS III UNLESS NOTED) SD SUBDRAIN SMH SEWER MANHOLE TS TRAFFIC SIGNAL TSV&B TAPPING SLEEVE, VALVE AND BOX UP UTILITY POLE UPL UTILITY POLE w/ LIGHT UPT UTILITY POLE w/ TRANSFORMER VCP VITRIFIED CLAY PIPE WIP WROUGHT IRON PIPE WG WATER GATE WM WATER METER/WATER MAIN ABAN. ABANDON ADJ. ADJUST ALT. ALTERATION APPROX. APPROXIMATE B BASELINE B.B. BITUMINOUS BERM B.C. BITUMINOUS CURB BD OR BND BOUND BLDG. BUILDING B.O. BY OTHERS BOS BOTTOM OF SLOPE BOW BOTTOM OF WALL BSW BACK OF SIDEWALK C.C. CONCRETE CURB CEM. CEMENT CLF CHAIN LINK FENCE CONC. CONCRETE CONST. CONSTRUCTION CONT. CONTINUOUS DWY DRIVEWAY E.P., EOP EDGE OF PAVEMENT EL. ELEVATION ESMT. EASEMENT EXIST. EXISTING FDN. FOUNDATION GC GRANITE CURB HOR. HORIZONTAL IP IRON PIPE JCT JUNCTION LP LOW POINT MB MAIL BOX MHB MASSACHUSETTS HIGHWAY BOUND O.C. ON CENTER PERM. PERMANENT PGL PROFILE GRADE LINE PROP. PROPOSED PVC POINT OF VERTICAL CURVATURE PVMT. PAVEMENT R RADIUS OF CURVATURE R&D REMOVE AND DISCARD R&R REMOVE AND RESET R&S REMOVE AND STACK REM. REMOVE REMOD. REMODEL RET. RETAIN RR RAILROAD RT. RIGHT SB SOUTH BOUND OR STONE BOUND SDWK. SIDEWALK SHT. SHEET SHLD. SHOULDER STA. STATION TEMP. TEMPORARY TOS TOP OF SLOPE TOW TOP OF WALL TYP. TYPICAL VAR. VARIABLE VERT. VERTICAL VGC VERTICAL GRANITE CURB WCR WHEELCHAIR RAMP GENERAL Ø2 HH MM UP HYD DYLEx UPL MB EROSION CONTROL BARRIER/COMPOST FILTER TUBES GRAN. GRANITE L SYCTEL DYCTCL PCC POINT OF COMPOUND CURVATURE PC POINT OF CURVATURE PRC POINT OF REVERSE CURVATURE PI POINT OF INTERSECTION PT POINT OF TANGENCY PVC POINT OF VERTICAL CURVATURE PVI POINT OF VERTICAL INTERSECTION PVT POINT OF VERTICAL TANGENCY OHW SMH DMH 10'-8" PVC 10'-8" PVC UNLESS OTHERWISE NOTED OR CHANGED BY REPRODUCTION SHEET NO. SCALE DATE DESIGNED BY: 10056 CHECKED BY: BETA JOB NO.: ISSUE DATE: DRAWN BY: REVISIONSNO. TITLE PROJECT PREPARED BY West Yarmouth, MA YARMOUTH RIVERWALK PARK AKP/ALG For Review Only NONE AWG AWG REGISTERED PROFESSIONAL PERMITTING REGISTERED PROFESSIONAL 11/10/2022 LEGEND AND ABBREVIATIONS G.3 11/17/2022 NUNLESS OTHERWISE NOTED OR CHANGED BY REPRODUCTION SHEET NO. SCALE DATE DESIGNED BY: 10056 CHECKED BY: BETA JOB NO.: ISSUE DATE: DRAWN BY: REVISIONSNO. TITLE PROJECT PREPARED BY West Yarmouth, MA YARMOUTH RIVERWALK PARK AKP For Review Only GJ GJ REGISTERED PROFESSIONAL 100 SCALE IN FEET: 1"=50' 50050 STORMWATER APPLICATION PERMIT - PLAN SET REGISTERED PROFESSIONAL 11/18/22 EXISTING CONDITIONS PLAN - 1 C.1.1 PARKER'S RIVER PARKER'S RIVER MA - ROUTE 2811/17/2022 UNLESS OTHERWISE NOTED OR CHANGED BY REPRODUCTION SHEET NO. SCALE DATE DESIGNED BY: 10056 CHECKED BY: BETA JOB NO.: ISSUE DATE: DRAWN BY: REVISIONSNO. TITLE PROJECT PREPARED BY West Yarmouth, MA YARMOUTH RIVERWALK PARK AKP For Review Only GJ GJ REGISTERED PROFESSIONAL 100 SCALE IN FEET: 1"=50' 50050 STORMWATER APPLICATION PERMIT - PLAN SET REGISTERED PROFESSIONAL 11/18/22 EXISTING CONDITIONS PLAN - 2 C.1.2PARKER'S RIVER MARSH WOODED AREA WOODED AREA WOODED AREA 11/17/2022 NC.1.3 UNLESS OTHERWISE NOTED OR CHANGED BY REPRODUCTION SHEET NO. SCALE DATE DESIGNED BY: 10056 CHECKED BY: BETA JOB NO.: ISSUE DATE: DRAWN BY: REVISIONSNO. TITLE PROJECT PREPARED BY West Yarmouth, MA YARMOUTH RIVERWALK PARK AKP For Review Only GJ GJ REGISTERED PROFESSIONAL 100 SCALE IN FEET: 1"=50' 50050 STORMWATER APPLICATION PERMIT - PLAN SET REGISTERED PROFESSIONAL 11/18/22 C.1.3 PROP. SILT FENCE (TYP.) PROP. EQUIPMENT STORAGE AREA AND EMPLOYEE PARKING, CLEANING & FUELING OF VEHICLES SHALL BE LIMITED TO THIS AREA PROP. TEMP.COMPOST FILTER TUBE CHECK DAMS PHASE I LIMIT LINE PHASE I LIMIT LINE PHASE I LIMIT LINE PROP. STAGING AREA FOR KAYAK LAUNCH PROP. SEDIMENT CONTROL DEVICE - COMPOST FILTER TUBE; SEE DETAIL (TYP.) PROP. SEDIMENT CONTROL DEVICE - COMPOST FILTER TUBE PROP. SEDIMENT CONTROL DEVICE - COMPOST FILTER TUBE; SEE DETAIL (TYP.) PROP. TEMP. SEDIMENT BASIN - PHASE II STORAGE VOLUME - 18,000 CUBIC FEET ACCESS TO EXIST. UPWELLER SITE SHALL BE MAINTAINED R&D EXIST. BIT. PAVEMENT CLEARING IN THIS AREA SHALL OCCUR IN PHASE II OF CONSTRUCTION PROP. LIMIT OF CLEARING (TYP.) PROP. STAGING AREA FOR BOARDWALK MATCHLINEPROP. 20'x50' CONSTRUCTION ENTRANCE TRACKING PAD TRACKING PADS TO REDUCE IMPACT OF CONSTRUCTION AREA PARKER'S RIVER PARKER'S RIVER MA - ROUTE 28PROP. SEDIMENT CONTROL DEVICE SHALL FOLLOW EXIST. VEGETATION LIMITS INITIAL FILL ZONE FOR PROP. RESTROOM FACILITY PROP TEMPORARY ACCESS ROAD TO STAGING AREAS - ELEV. 6.8± N/F TOWN OF YARMOUTH 669 ROUTE 28 ASSESS. MAP 32 PARCEL ID: 32/122 DEED BK 4985 PAGE 181 23.32 ACRES PROP. OVERFLOW FROM SEDIMENT BASIN TRACKING PADS TO REDUCE IMPACT OF CONSTRUCTION IN THIS AREA TEMP. SOILS (A&B) STOCKPILE LOCATION FLOATING SILT FENCE DUMPSTER FOR RESTROOM FACILITY CONSTRUCTION DEBRIS/WASTE EXISTING CONDITIONS & SITE PREPARATION PLAN - 1 11/17/2022 UNLESS OTHERWISE NOTED OR CHANGED BY REPRODUCTION SHEET NO. SCALE DATE DESIGNED BY: 10056 CHECKED BY: BETA JOB NO.: ISSUE DATE: DRAWN BY: REVISIONSNO. TITLE PROJECT PREPARED BY West Yarmouth, MA YARMOUTH RIVERWALK PARK AKP For Review Only GJ GJ REGISTERED PROFESSIONAL 100 SCALE IN FEET: 1"=50' 50050 STORMWATER APPLICATION PERMIT - PLAN SET REGISTERED PROFESSIONAL 11/18/22 C.1.4 EXISTING CONDITIONS & SITE PREPARATION PLAN - 2 GENERAL NOTES: 1.OWNER / APPLICANT: TOWN OF YARMOUTH, 1146 ROUTE 28, YARMOUTH, MASSACHUSETTS 2.PREPARED BY: BETA GROUP, INC. 315 NORWOOD PARK SOUTH, 2ND FLOOR, NORWOOD, MASSACHUSETTS 02062. PHONE: 781-255-1982 SITE PREPARATION NOTES: 1.TOTAL FILL REQUIRED FOR SITE IMPROVEMENTS IS APPROXIMATELY 9,000 CY OF CLEAN SAND FILL. 2.EXISTING SOILS ON SITE ARE CLEAN SAND/LOAMY SAND. 3.ALL EXISTING A & B HORIZON SOILS REMOVED IN CONJUNCTION WITH EXCAVATION SHALL BE STOCKPILED IN STORAGE AREA FOR STORMWATER NOTES: 1.STORMWATER RUNOFF CALCULATIONS IN ACCORDANCE WITH THE REGULATIONS CAN BE FOUND IN THE STORMWATER REPORT, APPENDICES G & H. 2.THE ESTIMATED SEASONAL HIGH GROUNDWATER ELEVATION USING THE CAPE COD COMMISSION ADJUSTMENT METHOD IN AREAS TO BE USED FOR STORMWATER RETENTION, DETENTION AND INFILTRATION IS 2.0 FEET. THUS, ESTIMATED SEASONAL HIGH GROUNDWATER (ESHGW) LEVELS USED IN THE DESIGN OF THE STORMWATER FEATURES WERE 4-7 INCHES HIGHER THAN THE MOTTLING. 3.THE EXISTING AND PROPOSED VEGETATION AND GROUND SURFACES AND THEIR ASSOCIATED RUNOFF CO-EFFICIENT CAN BE FOUND ON PG. 10 OF THE STORMWATER REPORT. CONSTRUCTION SEQUENCING NOTES: 1.THE OVERALL DISTURBANCE AREA EXCLUSIVE OF THE BOARDWALK AND KAYAK LAUNCH PIERS WILL BE APPROXIMATELY 10.8 ACRES. BASED ON THE LINEAR NATURE OF THE PROPOSED DEVELOPMENT, THE PROPOSED EROSION CONTROL AND SEQUENCING WILL BE SPECIFICALLY DESIGNED TO MINIMIZE THE MAXIMUM EXPOSED SURFACE AREA AND PROVIDE AN OPPORTUNITY TO CAPTURE RUNOFF INSIDE THE DEVELOPMENT AREA AND MINIMIZE THE POTENTIAL FOR DISCHARGE TO THE PARKER'S RIVER. THE SEQUENCING WILL BE AS FOLLOWS: a.PHASE I CONSTRUCTION i.SET ALL PERIMETER EROSION CONTROL MEASURES FOR THE SITE. ii.ESTABLISH LAY DOWN AND STAGING AREA FOR EQUIPMENT AND EMPLOYEE PARKING IN THE EXISTING AREA BEING USED BY THE DPW FOR MATERIAL STORAGE AT THE FAR WESTERN EDGE OF THE SITE. iii.SET ALL VEGETATION PROTECTION MEASURES ALONG PERIMETER OF DEVELOPMENT AREA. iv.REMOVE EXISTING PAVEMENT AND SET CONSTRUCTION ENTRANCE PAD. v.PROVIDE AND PLACE FILL NEEDED IN THE PROPOSED ACCESS DRIVEWAY AND PARKING AREA TO BRING SITE GRADES FOR ALL PROPOSED UP TO ELEVATION 6.8+ AND PROVIDE CONSTRUCTION ACCESS TO THE BOARDWALK AND KAYAK LAUNCH. ONCE BOARDWALK HAS BEEN COMPLETED, COMPLETE INSTALLATION OF STABILIZED AGGREGATE WALKWAY, INCLUDING VEGETATIVE STABILIZATION OF SHOULDERS. vi.CLEAR ALL VEGETATION, AS SHOWN ON THE SITE PREPARATION PLAN AND GRUB AREAS WITHIN THE LIMITS OF PHASE I AREA TO BE ALTERED. vii.PLACE FILL FOR RESTROOM FACILITY WHILE MAINTAINING CONSTRUCTION STAGING AND LAYDOWN AREA, INCLUDING TEMPORARY VEHICULAR ACCESS TO STRUCTURE AREA. viii.CONSTRUCT RESTROOM FACILITY COMPLETE, INCLUDING ALL UTILITIES AND INFILTRATION SYSTEM ix.INSTALL WATER, SEWER & ELECTRICAL UTILITIES. x.SHAPE BERM ALONG EAST SIDE OF ACCESS DRIVEWAY COMPLETE, INCLUDING LOAM & SEED. xi.INSTALL INFILTRATION SYSTEM 1 COMPLETE. (DO NOT CONNECT WITH SWALE UNTIL ROADWAY IS PAVED AND WATERSHED AREA HAS BEEN STABILIZED.) xii.SET GRAVEL BASE IN ENTRANCE DRIVEWAY TO THE START OF THE PARKING AREA. xiii.COMPLETE INSTALLATION OF ALL DRAINAGE PIPING IN THE ENTRANCE DRIVEWAY. xiv.PROVIDE BASE COURSE PAVING IN ENTRANCE DRIVEWAY TO STATION 9+50 AT START OF POROUS PAVEMENT PARKING LOT. xv.PROVIDE VEGETATIVE COVER ON ALL EXPOSED SLOPES ALONG THE ENTRANCE DRIVEWAY. xvi.OPEN FLOW INTO INFILTRATION SYSTEM 1. b.INITIATE PHASE II CONSTRUCTION i.FILL & SHAPE INFIELD AREA & PERIMETER PATHWAY AND REINFORCED TURF SHOULDERS. ii.REMOVE BORROW FROM PARKING LOT AREA TO PROVIDE ROOM FOR POROUS EARTH DESIGN SECTION. USE MATERIAL REMOVED TO ROUGH GRADE AREA FOR DEVELOPMENT WEST OF PARKING LOT BETWEEN PAVEMENT AND THE RIVER. iii.SET BASE LAYERS FOR POROUS PAVEMENT iv.INSTALL INFILTRATION BASIN 3 COMPLETE, INCLUDING LOAM & SEED. v.INSTALL INFILTRATION TRENCH IN THE INFIELD AREA COMPLETE, INCLUDING REMOVE & REPLACE. vi.SET GRAVEL BASE FOR PERIMETER PATHWAY ACROSS THE ENTIRE SITE WEST OF THE ACCESS DRIVEWAY. vii.PLACE POROUS PAVEMENT AND PAVE CUL DE SAC INCLUDING VERTICAL GRANITE CURBING. viii.PAVE PERIMETER PATHWAY AND SET REINFORCED TURF AROUND THE INFIELD AREA. ix.FINISH PAVE ENTRANCE DRIVEWAY AND INSTALL BITUMINOUS CURB. x.COMPLETE LANDSCAPE PLANTINGS ALONG THE ENTRANCE DRIVEWAY. xi.LOAM & SEED THE INFIELD AREA. xii.SHAPE WALKWAYS BETWEEN THE PARKING LOT AND THE RIVER. xiii.CONSTRUCT PLAYGROUND AND SET ARTIST SHANTIES. xiv.COMPLETE INSTALLATION OF ALL REMAINING STABILIZED AGGREGATE PATHWAYS. xv.COMPLETE REMAINING LANDSCAPING.MATCHLINEPROP. EROSION CONTROL; SEE DETAIL (TYP.) PROP. LIMIT OF CLEARING (TYP.) PROP. EROSION CONTROL; SEE DETAIL (TYP.) PROP. LIMIT OF CLEARING (TYP.) PROP. LIMIT OF CLEARING (TYP.) PROP. PROTECTIVE FENCING FOR EXIST. VEGETATION (TYP.) N/F TOWN OF YARMOUTH 1146 ROUTE 28 ASSESS. MAP 18 PARCEL ID: 24/92 DEED BK 8979 PAGE 44 122.28 ACRES MARSH PARKER'S RIVER 11/17/2022 N4 * * * * 0+00 1+00 2+003+004+00 5+00 6+00 7+008+009+00 10+0011+0012+0013+0014+00 UNLESS OTHERWISE NOTED OR CHANGED BY REPRODUCTION SHEET NO. SCALE DATE DESIGNED BY: 10056 CHECKED BY: BETA JOB NO.: ISSUE DATE: DRAWN BY: REVISIONSNO. TITLE PROJECT PREPARED BY West Yarmouth, MA YARMOUTH RIVERWALK PARK AKP For Review Only GJ GJ REGISTERED PROFESSIONAL 100 SCALE IN FEET: 1"=50' 50050 STORMWATER APPLICATION PERMIT - PLAN SET REGISTERED PROFESSIONAL 11/18/22 MATERIALS AND LAYOUT PLAN - 1 C.5.1 PARKER'S RIVER PARKER'S RIVER MA - ROUTE 28PROP. CONCRETE PAD FOR ARTIST'S SHANTY (STRUCTURE NIC) PROP. RESTROOM FACILITY PROP. GRANITE CURB - TYPE 1 PROP. KAYAK KIOSK (NIC) PROP. PLANTING BED (TYP.) PROP. HOT MIX ASPHALT BERM PROP. BARRIER GATE PROP. BARRIER GATE PROP. WOOD SPLIT RAIL FENCE PROP. NATURAL PLAY AREA PROP. HMA PATHWAY PROP. HMA PAVEMENT - TYPE 2 (TYP.) PROP. HMA PATHWAY PROP. CONCRETE STAIRS PROP. CONCRETE PAVEMENT PROP. STABILIZED AGGREGATE - VEHICULAR (TYP.) PROP. STABILIZED AGGREGATE - TRAIL, TYPE 2 PROP. HMA PATHWAY PROP. REINFORCED TURF (TYP.) PROP. LOAM & SEED PROP. STABILIZED AGGREGATE - VEHICULAR PROP. REINFORCED TURF (TYP.) PROP. REINFORCED TURF (TYP.) PROP. LIMIT OF DISTURBANCE (TYP.) PROP. HMA PATHWAY PROP. HMA PAVEMENT - TYPE 1 PROP. KAYAK LAUNCH APPROACH PROP. KAYAK LAUNCH GANGWAY PROP. KAYAK LAUNCH FLOAT PROP. GRANITE CURB - TYPE 2 PROP. HOT MIX ASPHALT BERMPROP. GRANITE CURB - TYPE 1 PROP. GRANITE CURB - TYPE 2 PROP. PLANTING BED (TYP.) PROP. REMOVABLE BOLLARD PROP. BIKE RACK - DOUBLE (TYP.) PROP. BENCH WITH COMPANION SEATING (TYP.)PROP. CONCRETE PAVEMENT (TYP.) PROP. INFILTRATION SYSTEM NO. 2 PROP. UTILITY TRANSFORMER PROP. INFILTRATION SYSTEM NO. 1 PROP. REINFORCED TURF (TYP.) PROP. STABILIZED AGGREGATE - PATHWAY PROP. SITE LIGHT - TYPE B PROP. SITE LIGHT - TYPE B PROP. SITE LIGHT - TYPE B PROP. BIKE RACK - DOUBLE (TYP.) PROP. BENCH WITH COMPANION SEATING (TYP.) PROP. BENCH WITH COMPANION SEATING (TYP.) PROP. TRASH RECEPTACLE (TYP.) PROP. STABILIZED AGGREGATE - TRAIL, TYPE 2 PROP. INFILTRATION BASIN NO. 3 IMPROVEMENTS IN THIS AREA FOR YARMOUTH TOWN-WIDE WASTEWATER COLLECTION SYSTEM & WATER RESOURCE RECOVERY FACILITY. WASTEWATER PUMP STATION (PROPOSED) THIS LOCATION CURRENTLY IN FINAL DESIGN. REFER TO THE MASSACHUSETTS EXECUTIVE OFFICE OF ENERGY AND ENVIRONMENTAL AFFAIRS NUMBER (EEA) #14659 AND CORRESPONDING PERMITS RELATED TO THE COMPREHENSIVE WASTEWATER MANAGEMENT PLAN AND SUPPLEMENTAL SINGLE ENVIRONMENTAL IMPACT REPORT. PROPOSED IMPROVEMENTS THIS AREA (PUMP STATION BUILDING, SERVICE DRIVE, WALKWAYS, LANDSCAPING, ETC.) SHOWN TO FACILITATE THE INTERFACE BETWEEN THE TWO TOWN-OWNED PROJECTS. PARK DRAINAGE HAS BEEN DESIGNED TO ACCOMMODATE THE DESIGN OF THE PUMP STATION. FINAL IMPROVEMENTS IN THIS AREA TO BE PERFORMED BY OTHERS UNDER A SEPARATE CONTRACT. PROP. SITE LIGHT - TYPE A PROP. SITE LIGHT - TYPE A PROP. POROUS ASPHALT (TYP.) PROP. EVENT SPACE 11/17/2022 126°UNLESS OTHERWISE NOTED OR CHANGED BY REPRODUCTION SHEET NO. SCALE DATE DESIGNED BY: 10056 CHECKED BY: BETA JOB NO.: ISSUE DATE: DRAWN BY: REVISIONSNO. TITLE PROJECT PREPARED BY West Yarmouth, MA YARMOUTH RIVERWALK PARK AKP For Review Only GJ GJ REGISTERED PROFESSIONAL 100 SCALE IN FEET: 1"=50' 50050 STORMWATER APPLICATION PERMIT - PLAN SET REGISTERED PROFESSIONAL 11/18/22 MATERIALS AND LAYOUT PLAN - 2 C.5.2 PROP. BOARDWALK PROP. BOARDWALK - APPROACH PATH PROP. BOARDWALK - APPROACH PATH PROP. PEDESTRIAN BRIDGE PROP. BENCH LOCATION (TYP.) PROP. STABILIZED AGGREGATE - TRAIL PROP. STABILIZED AGGREGATE - TRAIL PROP. LIMIT OF CLEARING (TYP.) PARKER'S RIVER MARSH WOODED AREA WOODED AREA PROP. BENCH WITH COMPANION SEATING (TYP.) 11/17/2022 N4 * * * * 0+00 1+002+003+004+00 5+00 6+00 7+008+009+00 10+0011+0012+0013+0014+00 8 7 688 1 0 6 7 6 7 6 99 6 9 6 56756777 6 7 6 6 7 5 76 6 7 7 6 5 6765567 68684 6 7 8 8 1 05 8 77 87 7 5 76 677 778777 5 9 76543 654 7 65 6 5 8 68911 10 9 11109810119 67 1 0 6 6 8 6 109 87 1175 6 5 4 4 5 8 888 87 87 777 7 7 7 8 8 87 8 9 8 7 7 7 76 8 89811 6 UNLESS OTHERWISE NOTED OR CHANGED BY REPRODUCTION SHEET NO. SCALE DATE DESIGNED BY: 10056 CHECKED BY: BETA JOB NO.: ISSUE DATE: DRAWN BY: REVISIONSNO. TITLE PROJECT PREPARED BY West Yarmouth, MA YARMOUTH RIVERWALK PARK AKP For Review Only 20 0 20 SCALE IN FEET: 1"=20' 40 GJ GJ REGISTERED PROFESSIONAL 100 SCALE IN FEET: 1"=50' 50050 STORMWATER APPLICATION PERMIT - PLAN SET REGISTERED PROFESSIONAL 11/18/22 C.6.1 GRADING & DRAINAGE PLAN - 2 PARKER'S RIVER PARKER'S RIVER IMPROVEMENTS IN THIS AREA FOR YARMOUTH TOWN-WIDE WASTEWATER COLLECTION SYSTEM & WATER RESOURCE RECOVERY FACILITY. WASTEWATER PUMP STATION (PROPOSED) THIS LOCATION CURRENTLY IN FINAL DESIGN. REFER TO THE MASSACHUSETTS EXECUTIVE OFFICE OF ENERGY AND ENVIRONMENTAL AFFAIRS NUMBER (EEA) #14659 AND CORRESPONDING PERMITS RELATED TO THE COMPREHENSIVE WASTEWATER MANAGEMENT PLAN AND SUPPLEMENTAL SINGLE ENVIRONMENTAL IMPACT REPORT. PROPOSED IMPROVEMENTS THIS AREA (PUMP STATION BUILDING, SERVICE DRIVE, WALKWAYS, LANDSCAPING, ETC.) SHOWN TO FACILITATE THE INTERFACE BETWEEN THE TWO TOWN-OWNED PROJECTS. PARK DRAINAGE HAS BEEN DESIGNED TO ACCOMMODATE THE DESIGN OF THE PUMP STATION. FINAL IMPROVEMENTS IN THIS AREA TO BE PERFORMED BY OTHERS UNDER A SEPARATE CONTRACT.MA-ROUTE 28LIMIT OF SALT MARSH (TYP.) TO BOARDWALK PROP. INFILTRATION BASIN NO. 3 PROP. KAYAK RENTAL KIOSK EXIST. UPWELLER PROP. INFIELD TRENCH NO. 2 PROP. RESTROOM FACILITY FFE 12.0 PROP. INFILTRATION SYSTEM NO. 1 EXIST. PROPERTY LINE (TYP.) PROP. PUMP STATION EVENT SITE PROP. INFIELD TRENCH NO. 2 WOODED AREA PROP. INFILTRATION SYSTEM NO. 2 1 11/17/2022 UNLESS OTHERWISE NOTED OR CHANGED BY REPRODUCTION SHEET NO. SCALE DATE DESIGNED BY: 10056 CHECKED BY: BETA JOB NO.: ISSUE DATE: DRAWN BY: REVISIONSNO. TITLE PROJECT PREPARED BY West Yarmouth, MA YARMOUTH RIVERWALK PARK AKP For Review Only GJ GJ REGISTERED PROFESSIONAL 100 SCALE IN FEET: 1"=50' 50050 STORMWATER APPLICATION PERMIT - PLAN SET REGISTERED PROFESSIONAL 11/18/22 C.6.1 GRADING & DRAINAGE PLAN - 2 C.6.2 PARKER'S RIVER M.L.W. ELEV. = -0.7" M.H.W. ELEV. = 2.05' WOODED AREA LIMIT OF SALT MARSH WOODED AREA EXIST. TREELINE (TYP.) MARSHZONE AE (EL 12)ZONE A E (EL 13)ZONE AE(EL 12)ZONE AE(EL 13)MARSH C.6.2 11/17/2022 0+00 1+00 2+003+00 4+00 5+00 6+00 8 8.40 8.40 8.40 9.07 9.07 9.07 8.40 TC 8.25 8.40 INSPECTION MANHOLE 1 RIM 8.60 INV IN 5.5 INV OUT 5.5 PROP. OUTLET CONTROL STRUCTURE 1 RIM 6.8 INV. 5.5 PROP. OUTLET W/ TIDE GATE INFILTRATION SYSTEM NO. 1 INV. 5.5 8.08 7.75 7.58 7.85 INV 5.5 5.3 5.3 5.3 INV 5.3 5.5 INSPECTION MANHOLE 2 RIM 8.50 INV IN 5.5 INV OUT 5.5 6 7 99 6 9 6 77 6 7 6 6 7 5 76 6 7 7 6 5 67 6 5567 64 6 7 8 8 7 65 8 12" HDPE 87 8 7 8 8 87 8 9 8 7 7 7 76 8 89811 10 9 8 7 6 7.34 7.56 BC 7.72 TC 7.97 8.00 7.81 7.90 7.83 7.51 7.53 7.79 8.54 8.43 8.55 8.43 8.18 8.06 INV 5.5 BC 8.70 TC 8.95BC 8.70 TC 8.95 BC 8.70 TC 8.95 BC 8.28 TC 8.78 8.83 7.68 7.63 7.56 BC 7.10 TC 7.60 7.59 7.64 UNLESS OTHERWISE NOTED OR CHANGED BY REPRODUCTION SHEET NO. SCALE DATE DESIGNED BY: 10056 CHECKED BY: BETA JOB NO.: ISSUE DATE: DRAWN BY: REVISIONSNO. TITLE PROJECT PREPARED BY West Yarmouth, MA YARMOUTH RIVERWALK PARK AKP For Review Only 20 0 20 SCALE IN FEET: 1"=20' 40 GJ GJ REGISTERED PROFESSIONAL STORMWATER APPLICATION PERMIT - PLAN SET REGISTERED PROFESSIONAL 11/18/22 GRADING & DRAINAGE - ENLARGEMENT PLAN - 1 C.6.3MATCHLINE - MATCH TO SHEET C.6.4MA - ROUTE 28IMPROVEMENTS IN THIS AREA FOR YARMOUTH TOWN-WIDE WASTEWATER COLLECTION SYSTEM & WATER RESOURCE RECOVERY FACILITY. WASTEWATER PUMP STATION (PROPOSED) THIS LOCATION CURRENTLY IN FINAL DESIGN. PROPOSED IMPROVEMENTS THIS AREA (PUMP STATION BUILDING, SERVICE DRIVE, WALKWAYS, LANDSCAPING, ETC.( SHOWN TO FACILITATE THE INTERFACE BETWEEN THE TWO TOWN-OWNED PROJECTS. PARK DRAINAGE HAS BEEN DESIGNED TO ACCOMMODATE THE DESIGN OF THE PUMP STATION. FINAL IMPROVEMENTS IN THIS AREA TO BE PERFORMED BY OTHERS UNDER A SEPARATE CONTRACT. 11/17/2022 4 * 5+00 6+00 7+008+009+00 10+0011+00 7 7.10 7.3 7.3 7.3 7.3 7.50 7.50 7.50 7.50 7.1 7.1 7.17.1 7.50 7.50 7.10 7.55 7.50 7.50 7.50 7.50 7.17.10 7.50 7.50 7.10 7.10 7.28 7.50 7.55 7.55 6.15 9.07 TC 8.25 8.40 7.10 7.03 7.43 7.43 7.43 TC 7.50 PROP. CURB INLET BC 7.10 TC 7.50 7.82 7.20 AREA DRAIN 1 RIM 8.75 INV IN 5.75 INV OUT 5.75 7.10 7.10 7.10 7.20 7.90 7.20 6.80 7.25 7.20 6.856.80 6.80 6.15 6.80 6.90 6.88 7.50 7.28 7.55 TC 7.80 TC 7.80 7.89 7.96 7.89 8.30 8.42 8.22 8.10 6.80 6.74 INSPECTION MANHOLE 1 RIM 8.60 INV IN 5.5 INV OUT 5.5 7.55 7.26 7.26 7.26 AREA DRAIN 5 RIM 7.0 INV OUT 6.0 7.55 7.55 7.26 7.55 7.50 7.50 7.50 PROP. OUTLET CONTROL STRUCTURE 1 RIM 6.8 INV. 5.5 PROP. OUTLET W/ TIDE GATE INV. 4.0 INV. 5.5 7.28 7.28 7.28 7.28 INV. 5.0 7.28 7.28 7.28 7.28 7.28 7.28 7.28 7.28 TC 7.80 7.55 TC 7.80 TC 7.80 7.55 INV IN 4.1 INV 5.5 HP 8.25 5.3 INSPECTION MANHOLE 2 RIM 8.50 INV IN 5.5 INV OUT 5.5 6.80 6.65 6.50 6.25 6.35 6.35 10.2 6.72 5.90 8" HDPE2 - 8" DI 12" HDPE91 0 7 6 5567 68684 671 0 6 6 8 4 8 77 887 6 6 67 75 765 6 5 8 68911 10 9 11109810119 6 7 8 9 1 0 6 6 7 8 4 6 4" PERF. 4" PER F . 4" PE R F. 4" PERF.4" PERF.4" PERF.4" PERF.AREA DRAIN 2 RIM 6.75 INV OUT 6.25 AREA DRAIN 3 RIM 6.75 INV IN 6.25 INV OUT 6.25 10 9 8 7 1110987AREA DRAIN 4B RIM 6.75 INV IN 6.25 INV OUT 6.25 7 5 4 PROP. INFIELD TRENCH - 2 6 5 4 4 5 8 888 87 7 7 7 BC 8.70 TC 8.95 PROP. CURB INLET BC 7.10 TC 7.50 AREA DRAIN 4A RIM 6.75 INV IN 6.25 INV OUT 6.25 UNLESS OTHERWISE NOTED OR CHANGED BY REPRODUCTION SHEET NO. SCALE DATE DESIGNED BY: 10056 CHECKED BY: BETA JOB NO.: ISSUE DATE: DRAWN BY: REVISIONSNO. TITLE PROJECT PREPARED BY West Yarmouth, MA YARMOUTH RIVERWALK PARK AKP For Review Only 20 0 20 SCALE IN FEET: 1"=20' 40 GJ GJ REGISTERED PROFESSIONAL STORMWATER APPLICATION PERMIT - PLAN SET REGISTERED PROFESSIONAL 11/18/22 GRADING & DRAINAGE - ENLARGEMENT PLAN - 2 C.6.4MATCHLINE - MATCH TO SHEET C.6.3MATCHLINE - MATCH TO SHEET C.6.511/17/2022 * * * * 12+0013+0014+00 6.15 7.10 7.10 7.50 7.50 6.80 6.80 7.20 7.277.35 7.45 7.25 PROP. OUTLET CONTROL STRUCTURE 2 RIM 7.00 INV. EL. 4.65 12" OUT 36" SPILLWAY INLET CREST ELEV - 6.25 PROP INFILTRATION BASIN 3 6.75 7.20 7.30 7.40 7.50 7.40 7.30 7.50 7.75 7.20 7.10 7.00 6.90 7.00 7.10 6.90 6.80 7.00 7.75 7.50 7.50 6.80 7.28 7.28 AREA DRAIN 6 RIM 7.20 INV 5.50 TC 7.50 TC 7.60 TC 7.63 INV OUT 5.25 TC 7.90 FFE 7.50 4" PERF.4" PERF. 6 6 7 6567567 6 5 7 5 7777 6 12" FLARED END WITH RIP RAP INV. ELEV - 4.00 2 SEDIMENT FOREBAYS IN SERIES STORAGE VOL. 100 CU. FT./MIN. TOP OF BASIN ELEV. 7.25 4" PERF.4" PERF.777 7 UNLESS OTHERWISE NOTED OR CHANGED BY REPRODUCTION SHEET NO. SCALE DATE DESIGNED BY: 10056 CHECKED BY: BETA JOB NO.: ISSUE DATE: DRAWN BY: REVISIONSNO. TITLE PROJECT PREPARED BY West Yarmouth, MA YARMOUTH RIVERWALK PARK AKP For Review Only 20 0 20 SCALE IN FEET: 1"=20' 40 GJ GJ REGISTERED PROFESSIONAL STORMWATER APPLICATION PERMIT - PLAN SET REGISTERED PROFESSIONAL 11/18/22 GRADING & DRAINAGE - ENLARGEMENT PLAN - 3 C.6.5MATCHLINE - MATCH TO SHEET C.6.411/17/2022 PLAN VIEW CURVE ENDS UPHILL PROTECTED ZONE FLOW EXIST. TREE NOTES: 1.PLACE TUBE ALONG CONTOURS AND PERPENDICULAR TO FLOW. 2.ADJUST LOCATION AS REQUIRED FOR OPTIMUM EFFECTIVENESS. DO NOT INSTALL IN WATERWAYS. 3.PLACE STAKES AS NEEDED TO SECURE TUBES IN PLACE. COMPOST FILTER TUBE REDUCE FLOW ONTO WORK ZONE FLOW BIODEGRADABLE FABRIC FOR SLOPES 3:1 OR AS NECESSARY, STAKE OR OTHERWISE SUPPORT TUBES (I.E., TREES, CINDER BLOCKS) ENSURE FIRM CONTACT WITH GROUND TO PREVENT FLOW UNDERNEATH TUBES RESOURCE AREA *9 INCH MAY BE USED FOR FLATTER SURFACES WITH APPROVAL FROM ENGINEER. PREVENT FLOW OFF SITE: PLACE AS CLOSE TO AREA OF DISTURBANCE AS POSSIBLE EROSION CONTROL BARRIER - TYPE 212" DIA.INSTALLEDAREA OF SOIL DISTURBANCE MINIMUM 3'OVERLAPFORCONTINUOUSBARRIERHARDWOOD STAKES PLACED OUTSIDE OF TUBES OR PER MANUFACTURERS INSTRUCTIONS SNOW FENCE 6' STANDARD STEEL POST, 6' O.C. (TYP.) 12" CLEARANCE AROUND DECIDUOUS TREES EX. GRADE DECIDUOUS TREE EVERGREEN TREE SNOW FENCE 6' STANDARD STEEL POST, 6' O.C. (TYP.) 12" CLEARANCE AROUND EVERGREEN TREES EX. GRADE PROTECTIVE FENCING FOR EXISTING VEGETATION EXISTING TREE TREE PROTECTION FENCE AND/OR PROTECTIVE BARRIER, TYP. TOPSOIL 'A' HORIZON SOIL 'B' HORIZON SUBGRADE 'C' HORIZON TREE ROOT FLARE TREE TRUNK TREE DRIP LINE CRITICAL ROOT ZONE (CRZ) TREE PROTECTION FENCE AND/OR PROTECTIVE BARRIER CRITICAL ROOT ZONE (CRZ)CRITICAL ROOT ZONE (CRZ)TREE DRIPLINETREE DRIPLINE5'MIN.SOIL/ ROOT ZONEDEPTH T.B.D.VAR T.B.D 10' (TYP.) 5" MIN. EXISTING TREE PRESERVATION WITH AIRSPADE EX. GRADE SNOW FENCE 6' STANDARD STEEL POST, 6' O.C. 12" CLEARANCE AROUND SHRUBS SHRUB TO BE PROTECTED SHRUB PROTECTION DEVICE SILT FENCE FILTER FABRIC 2"x2" WOOD POST @ 7'-6"± O.C. FILTER FABRIC BURIED 6" INTO GRADE DRIVE STAKES PERPENDICULAR TO GRADE WRAP FABRIC UNDER COMPOST FILTER TUBE WETLAND COMPOST FILTER TUBE 1"x1"x3' OAK STAKES SPACED 4' APART SEDIMENTATION FENCE/FILTER FABRIC PLACE COMPOST FILTER TUBE IN 3" TO 5" TRENCH, WATER MUST NOT BE ALLOWED UNDER OR AROUND ROLL SILT FENCE/FILTER FABRIC 2"x2" WOOD POST @ 7'-6"± O.C. EROSION CONTROL BARRIER - TYPE 1 EMBEDDING DETAIL ANCHORING DETAIL FL O W FLOW PUB LI C R O A D GEOGRID CRUSHED STONE CONSTRUCTION ENTRANCE DEPTHVARIESMATCH ASREQUIRED(AS REQUIRED) D D FLOW (VARIES) RIVER BOTTOM RIVER BOTTOM 1/4" CHAIN BALLAST (MIN.) SEWN FABRIC SILT CONTAINMENT BARRIER HIGH FLOW PERMEABLE POLYPROPYLENE OR EQUAL GROMMETS VINYL COATED NYLON OR POLYESTER FLOAT CONTAINER TIE STRAP TIE STRAP FLOAT H.W.H.W. 8" DIA. ROUND FLOAT 0.2 LB/FT CHAIN BALLAST BOTTOM TO MATCH RIVER BOTTOM DEPTH OR GREATER SILT CONTAINMENT BARRIER RIVER DEPTH VARIES TENSION LINE TIE STRAP 4'MIN.FLOAT WIDTH AS REQUIRED GALVANIZED STEEL TURNBUCKLE GALVANIZED STEEL POST ANCHOR 12"FLOATING SILT FENCE EROSION & SEDIMENT CONTROL DETAILS C.7.7 UNLESS OTHERWISE NOTED OR CHANGED BY REPRODUCTION SHEET NO. SCALE DATE DESIGNED BY: 10056 CHECKED BY: BETA JOB NO.: ISSUE DATE: DRAWN BY: REVISIONSNO. TITLE PROJECT PREPARED BY West Yarmouth, MA YARMOUTH RIVERWALK PARK AKP For Review Only AS SHOWN GJ GJ REGISTERED PROFESSIONAL STORMWATER APPLICATION PERMIT - PLAN SET REGISTERED PROFESSIONAL 11/18/2211/17/2022 SCALE:AREA DRAIN1" = 1'-0"12"x12" NDS AREA DRAIN,SEE PLAN FOR LOCATION ANDRIM ELEVATIONSDRAIN PIPE,SEE PLAN FOR PIPESIZE AND INVERTELEVATIONS6"6"MIN.LOAM & SEEDCOMPACTEDCRUSHEDSTONE BASECLASS I OR II MATERIALPER ASTM D2321, LATEST EDITION,COMPACTED IN MAX. 8" LOOSE LIFTSTO 95% MIN. OF MAX. SPD* H , H = 12" FOR UP TO AND INCLUDING 36" N-12 = 24" FOR 42"-48" N-12FILTER FABRIC(AASHTO M-288)** SEE TABLE 112UNDISTURBEDEARTHH (RIGID PVMT.)*1BEDDING (CLASS I OR II MATERIAL)= 4" MIN. FOR 12"-24" N-12, 42"-48" HC= 6" MIN. FOR 30"-48" N-12HDPE PIPE2H (FLEX. PVMT.)*TABLE 1NOMINAL DIAMETER,IN (MM)FT (M)X (MIN.),0.69 (0.21)12 (300)0.68 (0.21)15 (375)0.74 (0.23)18 (450)0.84 (0.26)24 (600)1.5 (0.46)30 (750)1.5 (0.46)36 (900)1.5 (0.46)42 (1050)1.5 (0.46)48 (1200)TYPICAL SUB-SURFACE TRENCH DETAILHOT MIX ASPHALTSECTION A-APLANSECTION B-BSTONE AT PIPE ENDSDRAINAGEDETAILS - 1INFILTRATION SYSTEM NO. 2 - RESTROOM FACILITYUNLESS OTHERWISE NOTED OR CHANGED BY REPRODUCTIONSHEET NO.SCALEDATEDESIGNED BY:10056CHECKED BY:BETA JOB NO.:ISSUE DATE:DRAWN BY:REVISIONSNO.TITLEPROJECTPREPARED BYWest Yarmouth, MAYARMOUTHRIVERWALKPARKAKPFor Review Only80SCALE IN FEET: 1"=40'4004020020SCALE IN FEET: 1"=20'40404SCALE IN FEET: 1"=4'810010SCALE IN FEET: 1"=10'20NONEAS SHOWNGJGJREGISTERED PROFESSIONAL100SCALE IN FEET: 1"=50'50050200SCALE IN FEET: 1"=100'1000100160SCALE IN FEET: 1"=80'80080STORMWATER APPLICATIONPERMIT - PLAN SETREGISTERED PROFESSIONAL11/18/22C.7.811/17/2022 INFILTRATION SYSTEM NO. 1 - ACCESS DRIVEWAY TREATMENT SYSTEMINSPECTION MANHOLEOUTLET CONTROL STRUCTURE AT INFILTRATION BASIN (1 & 3)PLANFRONT ELEVATIONSECTIONCHECK DAM CROSS SECTIONDRAINAGEDETAILS - 2UNLESS OTHERWISE NOTED OR CHANGED BY REPRODUCTIONSHEET NO.SCALEDATEDESIGNED BY:10056CHECKED BY:BETA JOB NO.:ISSUE DATE:DRAWN BY:REVISIONSNO.TITLEPROJECTPREPARED BYWest Yarmouth, MAYARMOUTHRIVERWALKPARKAKPFor Review Only80SCALE IN FEET: 1"=40'4004020020SCALE IN FEET: 1"=20'40404SCALE IN FEET: 1"=4'810010SCALE IN FEET: 1"=10'20NONEAS SHOWNGJGJREGISTERED PROFESSIONAL100SCALE IN FEET: 1"=50'50050200SCALE IN FEET: 1"=100'1000100160SCALE IN FEET: 1"=80'80080STORMWATER APPLICATIONPERMIT - PLAN SETREGISTERED PROFESSIONAL11/18/22C.7.911/17/2022 EDGE INFILTRATION TRENCHPOROUS PAVEMENT2"4"Ø PERFORATED PIPE4"Ø SOLID PIPEFILTER FABRIC2'2'34" AGGRGATE1 12" AGGREGATE MASSHIGHWAY SPECINFIELD TRENCH 1 - DETAILINFIELD TRENCH 2 - DETAILPERIMETER DRAIN DETAIL AT RESTROOMOUTFALL DETAILCURB INLET DETAILSECTION A-APLANAAAXONDRAINAGEDETAILS - 3UNLESS OTHERWISE NOTED OR CHANGED BY REPRODUCTIONSHEET NO.SCALEDATEDESIGNED BY:10056CHECKED BY:BETA JOB NO.:ISSUE DATE:DRAWN BY:REVISIONSNO.TITLEPROJECTPREPARED BYWest Yarmouth, MAYARMOUTHRIVERWALKPARKAKPFor Review Only80SCALE IN FEET: 1"=40'4004020020SCALE IN FEET: 1"=20'40404SCALE IN FEET: 1"=4'810010SCALE IN FEET: 1"=10'20NONEAS SHOWNGJGJREGISTERED PROFESSIONAL100SCALE IN FEET: 1"=50'50050200SCALE IN FEET: 1"=100'1000100160SCALE IN FEET: 1"=80'80080STORMWATER APPLICATIONPERMIT - PLAN SETREGISTERED PROFESSIONAL11/18/22C.7.1011/17/2022 NYH YH YH YH * * * * YH HYD LOAD CENTER FOR STAGE ELECTRICAL SERVICE TO PROP. KAYAK KIOSK 2" SANITARY SEWER FORCE MAIN LINE 2" WATER LINE LOAD CENTER FOR EVENT/LAWN SPACE 8" WATER LINE R&S EXIST. HYDRANT, WATER METER AND VALVE TERMINATE 2" SANITARY SEWER FORCE MAIN LINE RESTORE/UPGRADE WATER & ELECTRICAL SERVICE TO UPWELLER FACILITY RESTROOM PUMP CHAMBER, SEE DETAIL INFILTRATION SYSTEM NO. 2 PROP. SITE LIGHT, TYPE A (TYP.) PROP. SITE LIGHT, TYPE B (TYP.) PROP. SITE LIGHT, TYPE A (TYP.) 2" SANITARY SEWER FORCE MAIN LINE SANITY SEWER MANHOLE NO. 1 B B B S3-LP-B REMOVE EXIST. UTILITY POLE, DISCONNECT ELECTRICAL SERVICE REMOVE EXIST. UTILITY POLE, DISCONNECT ELECTRICAL SERVICE EMH NO. 1 INFILTRATION SYSTEM NO. 1 PROP. UTILITY POLE TO RECEIVE ELECTRICAL SERVICE ON COURTLAND WAY S3-LP-B S3-LP-B S3-LP-B S3-LP-B S3-LP-B S3-LP-B S3-LP-B S3-LP-B S3-LP-B S1-LP-A S1-LP-A S1-LP-A S1-LP-A S1-LP-A S1-LP-A S1-LP-A S1-LP-A S1-LP-A S1-LP-A S1-LP-A S1-LP-A S1-LP-A S1-LP-A S1-LP-A S1-LP-A S1-LP-A S1-LP-A S1-LP-A S1-LP-A S1-LP-A S1-LP-AS1-LP-A S1-LP-A S1-LP-A S1-LP-A S1-LP-A S1-LP-A S1-LP-A S1-LP-AS1-LP-A S1-LP-AS1-LP-A S1-LP-A S1-LP-A PROP. RESTROOM FACILITY UNLESS OTHERWISE NOTED OR CHANGED BY REPRODUCTION SHEET NO. SCALE DATE DESIGNED BY: 10056 CHECKED BY: BETA JOB NO.: ISSUE DATE: DRAWN BY: REVISIONSNO. TITLE PROJECT PREPARED BY West Yarmouth, MA YARMOUTH RIVERWALK PARK AKP For Review Only GJ GJ REGISTERED PROFESSIONAL 100 SCALE IN FEET: 1"=50' 50050 STORMWATER APPLICATION PERMIT - PLAN SET REGISTERED PROFESSIONAL 11/18/22 SITE UTILITY PLAN U.1.1 LEGEND ENCLOSURE / POWER PANEL SITE LIGHT - TYPE A (S1-LP-A) YH YARD HYDRANT HYDRANTHYD 8" WATERLINE 2" WATERLINE SANITARY SEWER FORCE MAIN LINE PARKER'S RIVER PARKER'S RIVER MA - ROUTE 28SITE LIGHT - TYPE B (S3-LP-B) NOTE: REFER TO ELECTRICAL PLANS FOR DETAILS AND DISTRIBUTION. APPENDIX B –LONG TERM OPERATIONS & MAINTENANCE PLAN OPERATION AND MAINTENANCE PLAN for: Yarmouth River Walk Park Route 28 Yarmouth, MA 02673 Operator: Town of Yarmouth DPW 74 Town Brook Road West Yarmouth, MA 02673 O&M Contact: DPW Director Town of Yarmouth 74 Town Brook Road Yarmouth, MA 02066 508-398-2231 x1250 O&M Plan Preparation Date: August 28,2022 OPERATION AND MAINTENANCE PLAN NARRATIVE: The Project Site is a public park with a paved access driveway, a porous pavement 88 space parking area, walking trails, a public restroom, a kayak launch area, and an elevated boardwalk above the Salt Marsh at the southern end of the site. The primary stormwater improvements will be a series of infiltration structures in the park area in the former drive-in theater site.The center of the park will be an open field of approximately 4.0+acres that will be used for public events including concerts.The entirety of the infield will be grass covered, including the event area. Utility improvements will also be installed in this area to allow for food truck and vendor use surrounding the event area. These utilities will include water and underground electrical. The westerly half of this infield will be used as event parking for 270 vehicles.An 8-foot-wide shared use paved path will be provided around the infield. Reinforced turf will be provided on either side of this pathway to provide a 22-foot-wide access driveway to the event parking area. This access way will be sloped towards the infield, and all runoff from these surfaces which include all the overflow parking area, will flow towards two separate low points in the infield which will act as infiltration basins. To assist with infiltration, an 8” deep stone filled trench will be provided at these low points.These infiltration trenches are below grade and flow into them will be through 2-area drains that will flow through a 4” perforated ADS pipe through the trench. The trench at the far end of the field will be 24” wide x 100’ long. The trench at the near end, behind the stage area will be 48” wide x 60’ long.Pretreatment for these areas will be provided by the surrounding grass which will act as a filter strip.Flow through the grass infield will be a minimum length of 75’ prior to contact with the grated inlets into the infiltration trench. The access is paved the entire length of 1,270+linear feet from the edge of pavement on Route 28 to the cul-de-sac. The parking will be on either side of the access driveway between Stations 7+00 and 12+50. The surface in this parking area is a porous pavement that will treat and infiltrate the pavement in this area. The centerline of this pavement has been set level at Elevation 7.56. The roadway is crowned at the center line through this area with a 1.0% cross slope. A 12-inch- wide stone filled collection trench is provided at the outside edge to collect any excess runoff and direct it into the reservoir.The reservoir is located beneath this entire area and consists of a 6- inch-thick layer of 1-1/2-inch aggregate. The access driveway will be graded to direct runoff to the proposed stormwater improvements. The entrance driveway profile from Station 1+50 to Station 7+00 will be shaped to direct runoff to the east into a collection swale proposed along the easterly edge of the roadway. This swale will act as a sediment forebay prior to discharge into a subsurface infiltration chamber system that will be located beneath the entrance driveway.A stone check dam in the swale just before the pipe inlet into the infiltration system will provide the storage necessary to act as a forebay. The infiltration system is a Storm Tech Model SC 310 Chamber system that is 8 rows of 14 chambers measuring 102.66’by 28.0’by 2.5’, and the bottom of the system is set at Elevation 5.0. Discharge from the sediment forebay will flow through two 12-inch ADS culverts into 2 separate Isolator Rows.Observation manholes have been provided at the start of each isolator row, which will assist with both maintenance and inspection of the isolator rows.Outlet control from this system is a precast concrete structure set at the far end of the collection swale. This structure has a 36-inch-wide spillway which will allow flows exceeding 100-year frequency rainfall amounts to flow towards the Parker’s River. The outlet from this structure will be a 12-inch ADS culvert through the embankment.It will also be provided with a gated low-level outlet for emergency dewatering. The cul-de-sac at the end of the driveway will be graded to direct runoff towards an infiltration basin to the left of the walkway around the infield. This basin will be an excavated depression that will be 2.25 feet deep, with 3h:1v side slopes. Runoff from the pavement will flow through a concrete trough into the basin with a rip rap apron at the discharge point.Two stone check dams are located just beyond the inlet and will provide 2 sediment forebays in series to provide the pretreatment needed for the basin.The outlet from this basin will be a precast concrete structure with a 36-inch-wide spillway set at crest Elevation 6.2.The top of the structure will be set at elevation 7.0 and will act as an emergency spillway. There will also be a gated low-level outlet for emergency dewatering. At the start of the parking area on both the left and right side of the spaces, there are structures with individual collection and treatment systems. A public restroom will be located on the west side adjacent to the infield area. The building will be elevated above the floodplain with walkways leading up to the doorway openings. The roof runoff and surrounding walkway will be collected in a drip edge and directed into a subsurface infiltration chamber system. The runoff from the surrounding walkways will be graded to flow towards a series of area drains at the front of the building.These drains will all be set in the lawn area outside the walkway and set in a localized depression which will form a basin at each grate. They will all be interconnected with 6” ADS piping that will be directed through an “Isolator Row”which will provide the pretreatment needed for the infiltration system.The infiltration system is a Storm Tech Model SC 310 Chamber system that is 5 rows of 6 chambers measuring 45’by 18.0’by 2.5’, and the bottom of the system is set at Elevation 5.0.The system is equipped with an observation riser which will allow the inspector access to view the condition of the system. On the east side of the parking, there are a series of 9 artist shacks 10’by 12’ that are stretched out along a reinforced earth path. Each of these shacks will have a drip edge trench along the edge of the building to collect and infiltrate the roof runoff.All the walkways along the east side of the park and that extend from the access driveway out to the boardwalk are a reinforced earth walkway. STORMWATER MANAGEMENT SYSTEM OWNERS: The current owner of all of the Stormwater management systems is; Town of Yarmouth DPW 74 Town Brook Road West Yarmouth, MA 02673 SCHEDULE FOR IMPLEMENTATION OF ROUTINE AND NON-ROUTINE MAINTENANCE TASKS Infiltration Chamber System No. 1-the infiltration chamber system is 8 rows of 14 Stormtech Model SC 310 HDPE chambers with 6 inches of 1-1/2-inch aggregate beneath the chambers and 6 inches above them.The pipes entering this system all enter the “Isolator Row”.There is a manhole at the start of the isolator row. The isolator row can be cleaned and inspected through this manhole.If any more than 6 inches of sediment is observed in this section, have the sediment removed by a competent contractor.This system shall be inspected after every significant rainfall event for the first 6 months and once every 6 months thereafter. If any standing water is present within 3 days after the event,the owners shall contact an engineer to determine a course of action.The sediment forebay into this system is a swale along the east side of the entrance drive which has its own maintenance and inspection schedule.The outlet control structure should be inspected with the chambers.Any damage to the structure and the outlet should be repaired immediately.The gate on the low-level outlet should be exercised also. Swale-the swale along the east side of the entrance driveway acts as a sediment forebay for flows entering Infiltration Chamber System No. 1. The bottom of the swale has been graded level at Elevation 5.3, which is 0.2’ below the inlet elevation into the chambers. A small semicircular check dam will be provided at the inlets into the chambers. The crest of the check dam is set at elevation 5.75.The swale is formed by an embankment along the easterly edge that is 2.5’ high, 4’ wide at the crest with 3horizontal:1 vertical side slope. The embankment shall be grass covered and maintained accordingly. No shrubs or trees shall be allowed to grow on this berm. The bottom of this swale will be allowed to develop wetlands vegetation. This area should be cut and cleaned of debris at the end of the growing season.Depth of organic matter in the bottom of the swale should be removed once it exceeds 3” in depth or once every 5 years. The embankment between the bottom of the swale and the roadway should be kept clear of any tree growth. The vegetation on this slope should be maintained sufficiently to prevent the development of any erosion rills and protect the structural integrity of the access driveway. Any rills which develop should be filled and revegetated immediately. Runoff entering the northerly end of the swale will come from 2-8” ductile iron culverts from drains in the island. This outfall shall be inspected 4x per year and any sediment buildup, debris or erosion observed should be removed and/or repaired immediately. Sediment forebays-The sediment forebays act as pretreatment for the infiltration structures. There are 2 forebays in series at infiltration basin 3 at the cul-de-sac. These structures should be inspected monthly, and the check dams shall be inspected and reshaped if necessary. Any sediment buildup in the forebay should be immediately removed.All vegetation should be kept to a minimum and trimmed and mowed as needed. Infiltration Chamber System No. 2-The infiltration chamber system is 5rows of 6 Stormtech Model SC 310 HDPE chambers with 6 inches of 1-1/2-inch aggregate beneath the chambers and 6 inches above them.The pipes entering this system all enter the “Isolator Row”.Observation risers are available to inspect the system after events. This system shall be inspected after every significant rainfall event for the first 6 months and once every 6 months thereafter. If any standing water is present within 3 days after the event the owners shall contact an engineer to determine a course of action. Infiltration basin no. 3-Preventative maintenance should be conducted on this basin at least twice a year to ensure proper functioning, this includes after every major storm during first 3 months of operation and twice a year thereafter as well as when there are discharges through the outlet control structure.There are no embankments around this basin where vegetation management is critical. However, routine maintenance should include mowing the side slopes, and basin bottom,removal of trash and debris, and removal of grass clippings and accumulated organic matter.The outlet control structure should also be inspected and damage to the structure repaired. The low-level outlet gate should also be exercised. Area Drains-There are 11 area drains spread across the site. They convey runoff from localized areas in the grass covered areas adjacent to improvements where the grades do not allow runoff from these areas to slope towards an infiltration system. These drains are HDPE piping set vertical with basin grates set on top.They should be inspected 4x per year like catch basins. They will be set with 18” deep sumps so any debris or sediment observed should be removed. Any damaged or missing grates should be replaced also. Porous pavement-Porous pavement should be monitored frequently to ensure that the paving surface drains properly after storms. As needed, clean the surface using power washer to dislodge trapped particles and then vacuum sweep the area. Assess exfiltration capability at least once a year. When exfiltration capacity is found to decline, implement measures from the Operation and Maintenance Plan to restore original exfiltration capacity. The grass pavers around the infield have not been designed as porous however, reseed grass within the pavers as needed. Vegetated filter strips-The entirety of the infield area between the paved walking path and the infiltration trench will act as a filter strip.Regular maintenance is critical for filter strips to be effective and to ensure that flow does not short circuit the system. Conduct semi-annual inspections during the first year (and annually thereafter). Inspect the vegetation for signs of erosion, bare spots,and overall health. Regular, frequent mowing of the grass is required. Remove sediment from the trench area and replace cover stone as needed. Reseed bare spots as necessary. Periodically, remove sediment that accumulates near the top of the strip to maintain the appropriate slope and prevent formation of a “berm” that could impeded the distribution of runoff as sheet flow. Rip-rap outlet protection-At each pipe outfall,there is a small stone pad that prevents scour and erosion. This pad should be inspected after every significant rainfall event.Any debris or sediment present should be immediately removed. Any stones displaced or missing should also be either reset or replaced. PLAN SHOWING THE LOCATION OF ALL STORMWATER BMP’S MAINTENANCE ACCESS AREAS: The access areas to, and the Best Management Practices (BMP)referred to in this Operation and Maintenance Plan are delineated on the “Site Plan”attached hereto. EMERGENCY PROCEDURES FOR OIL & GAS SPILLS: Minor spills of less than 5 gallons will be maintained on the surface and all contaminated soils should be removed immediately.If a large spill does occur, a hazardous waste company should be contacted immediately to clean up the waste and all the surfaces contacted. COASTAL STORM EVENTS It is important to note that the entirety of the Site is within the limits of the coastal floodplain. The area of the park is extremely flat. Grades on site generally do not exceed 1.0% in any direction. The grade of the roadway and the perimeter walkway around the infield form a barrier from potential coastal flooding up to elevation 7.5+.Tide gates have been provided at the 2 outlets from this infield area to prevent coastal flooding from entering the infield,However,coastal flooding events that exceed this elevation will inundate the entirety of the Site.Because of the level grades around the perimeter of the infield, as the flood waters recede, they will not concentrate at any one point along the perimeter. This will help to minimize the damage to the park infrastructure. Except for infiltration, the only positive outfall from the area entrapped by the perimeter is the 8” culvert beneath the circle at the start of the parking. As the waters recede, the outlet from this culvert should be observed to ensure that it is flowing freely.The damage associated with floodwater movement both in and out of the estuary should be assessed after any event to determine what damage the system suffered during the event and what steps are necessary to bring the system back to its original performance capabilities.Any debris deposited on the site during the event should be removed. The integrity of the embankment along the east side of the swale should be inspected also and repaired as necessary. The subsurface systems should be inspected after the first rainfall event following the flooding to ensure that the rate has not been compromised. LANDSCAPE MAINTENANCE The overall design approach to the Riverwalk Park has been to minimize hardscape improvements along with any concentrated rainwater runoff,restore areas previously modified and degraded by human activity, and augment the restored areas with predominantly native plant materials throughout the site. After successful plant establishment the majority of the native grass, perennial, shrub and tree plant material proposed for use on site will not require maintenance.Certain areas of grass may be cut annually to improve the seed bank and facilitate the identification and management of any potential invasive plants. Certain grass species may benefit from cutting back by hand on a yearly basis during the dormant season to improve appearance and re-invigorate growth and spring ‘green-up’. Areas of maintained grass, such as the Event Space will require regular mowing as the space is programmed for events. For maintained grass areas, a cutting height of 3” is recommended. It may be possible to ‘relax’ a traditional weekly mowing operations during periods of time if special events are not scheduled. This practice would serve to conserve rainfall and promote more robust turf-grass root development. Subsequent mowing operations then would be scheduled well in advance of any event and grass clippings removed. Mulching clippings would be preferred practice with regular mowing operations. Under concentrated use as associated with special events, both spike and core aeration operations will be required to promote root zone health for all maintained grass areas. The application of well-aged compost thru top-dressing operations in conjunction with aeration is recommended. It may be necessary to supplement the above listed practices with fertilization. A carefully balanced grass care program that includes spring and fall season work as well as planned incremental applications will help ensure no adverse impacts from supplemental nutrients to water quality, groundwater and tidal areas.Any fertilizer or line applications will be conducted as needed and in accordance with manufacturers recommendations.It is suggested that all work related to the health of the grassed areas occur between mid-April and the end of October in any given year. INTEGRATED PEST MANAGEMENT: Proper measures to be implemented will seek to limit the adverse impact of insecticides and pesticides. The presence of these chemicals in stormwater runoff has a direct impact on the health of aquatic organisms and can present a threat to human health through groundwater contamination. The major source of these chemicals in stormwater runoff is the application of products designed to kill insects and weeds in the lawn area. The following practices will be implemented; The use of herbicides will be limited to invasive species control as part of the Invasive Plant management operations and will be by direct application only rather than broadcast applications. Insecticides will not be used on site. ESTIMATED OPERATION AND MAINTENANCE BUDGET: The system inspection and maintenance will be included within the annual budget of the Town of Yarmouth Department of Public Works and should be implemented as part of their normal routine for maintenance of the stormwater BMPs in town. OPERATION AND MAINTENANCE LOG FORM: Project Name:Yarmouth River Park Inspector Name:___________________________________ Date:____________________________________________ Weather Conditions:_______________________________ Inspection prompted by Rainfall Event [yes or no] _______________ Amount ____inches BMP Inspect ion Date Inspector Name Status Is Corrective Action necessary? By whom? Infiltration system no. 1 Observation manholes Isolator Rows Outlet control structure Swale embankment Vegetation control Infiltration system No. 2 Isolator row Infield area West side Grassed area trench East side Grassed area trench Area drains Sediment depth Infiltration Basin No. 3 Outlet control structure Sediment forebays Embankment areas Edge Infil. Trenches Parking Lot Areas Artist Shanties Restroom Appendix A Site Plan with Drainage Features APPENDIX C –SOILS DATA Soil Map—Barnstable County, Massachusetts (river walk) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/12/2022 Page 1 of 34611090461115046112104611270461133046113904611450461151046115704611030461109046111504611210461127046113304611390461145046115104611570397890397950398010398070398130398190398250 397890 397950 398010 398070 398130 398190 398250 41° 38' 58'' N 70° 13' 35'' W41° 38' 58'' N70° 13' 17'' W41° 38' 40'' N 70° 13' 35'' W41° 38' 40'' N 70° 13' 17'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 19N WGS84 0 100 200 400 600 Feet 0 35 70 140 210 Meters Map Scale: 1:2,690 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:25,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Barnstable County, Massachusetts Survey Area Data: Version 18, Sep 1, 2021 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 10, 2018—Nov 17, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map—Barnstable County, Massachusetts (river walk) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/12/2022 Page 2 of 3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 66A Ipswich - Pawcatuck - Matunuck complex, 0 to 2 percent slopes, very frequently flooded 0.5 3.0% 252A Carver coarse sand, 0 to 3 percent slopes 2.8 15.8% 256A Deerfield loamy fine sand, 0 to 3 percent slopes 1.8 9.9% 607 Water, saline 0.1 0.8% 665 Udipsamments, smoothed 12.7 70.6% Totals for Area of Interest 18.1 100.0% Soil Map—Barnstable County, Massachusetts river walk Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/12/2022 Page 3 of 3 Barnstable County, Massachusetts 256A—Deerfield loamy fine sand, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2xfg8 Elevation: 0 to 1,100 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 145 to 240 days Farmland classification: Farmland of statewide importance Map Unit Composition Deerfield and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Deerfield Setting Landform:Outwash terraces, outwash deltas, outwash plains, kame terraces Landform position (three-dimensional):Tread Down-slope shape:Concave, convex, linear Across-slope shape:Convex, linear, concave Parent material:Sandy outwash derived from granite, gneiss, and/or quartzite Typical profile Ap - 0 to 9 inches: loamy fine sand Bw - 9 to 25 inches: loamy fine sand BC - 25 to 33 inches: fine sand Cg - 33 to 60 inches: sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Moderately well drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (1.42 to 99.90 in/hr) Depth to water table:About 15 to 37 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Sodium adsorption ratio, maximum:11.0 Available water supply, 0 to 60 inches: Moderate (about 6.5 inches) Interpretive groups Land capability classification (irrigated): None specified Map Unit Description: Deerfield loamy fine sand, 0 to 3 percent slopes---Barnstable County, Massachusetts river walk Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/12/2022 Page 1 of 2 Land capability classification (nonirrigated): 2w Hydrologic Soil Group: A Ecological site: F144AY027MA - Moist Sandy Outwash Hydric soil rating: No Minor Components Windsor Percent of map unit:7 percent Landform:Outwash terraces, kame terraces, outwash deltas, outwash plains Landform position (three-dimensional):Tread Down-slope shape:Concave, convex, linear Across-slope shape:Convex, linear, concave Hydric soil rating: No Wareham Percent of map unit:5 percent Landform:Drainageways, depressions Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Sudbury Percent of map unit:2 percent Landform:Outwash plains, kame terraces, outwash deltas, outwash terraces Landform position (three-dimensional):Tread Down-slope shape:Concave, convex, linear Across-slope shape:Convex, linear, concave Hydric soil rating: No Ninigret Percent of map unit:1 percent Landform:Kame terraces, outwash plains, outwash terraces Landform position (three-dimensional):Tread Down-slope shape:Convex, linear Across-slope shape:Convex, concave Hydric soil rating: No Data Source Information Soil Survey Area: Barnstable County, Massachusetts Survey Area Data: Version 18, Sep 1, 2021 Map Unit Description: Deerfield loamy fine sand, 0 to 3 percent slopes---Barnstable County, Massachusetts river walk Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/12/2022 Page 2 of 2 Barnstable County, Massachusetts 252A—Carver coarse sand, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2y07w Elevation: 0 to 990 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Not prime farmland Map Unit Composition Carver, coarse sand, and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Carver, Coarse Sand Setting Landform:Moraines, outwash plains Landform position (two-dimensional):Summit, shoulder Landform position (three-dimensional):Side slope, crest, tread Down-slope shape:Convex, linear Across-slope shape:Linear Parent material:Sandy glaciofluvial deposits Typical profile Oi - 0 to 2 inches: slightly decomposed plant material Oe - 2 to 3 inches: moderately decomposed plant material A - 3 to 7 inches: coarse sand E - 7 to 10 inches: coarse sand Bw1 - 10 to 15 inches: coarse sand Bw2 - 15 to 28 inches: coarse sand BC - 28 to 32 inches: coarse sand C - 32 to 67 inches: coarse sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (1.42 to 14.17 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 4.3 inches) Map Unit Description: Carver coarse sand, 0 to 3 percent slopes---Barnstable County, Massachusetts river walk Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/12/2022 Page 1 of 2 Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3s Hydrologic Soil Group: A Ecological site: F149BY005MA - Dry Outwash Hydric soil rating: No Minor Components Deerfield Percent of map unit:10 percent Landform:Outwash deltas, outwash terraces, outwash plains, kame terraces Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Concave Hydric soil rating: No Hinckley Percent of map unit:5 percent Landform:Moraines, eskers, kames, outwash deltas, outwash terraces, outwash plains, kame terraces Landform position (two-dimensional):Summit, toeslope, shoulder, backslope, footslope Landform position (three-dimensional):Nose slope, head slope, crest, side slope, riser, tread Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No Merrimac Percent of map unit:3 percent Landform:Kame terraces, outwash deltas, outwash terraces Landform position (three-dimensional):Riser, tread Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Mashpee Percent of map unit:2 percent Landform:Depressions, drainageways, terraces Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Data Source Information Soil Survey Area: Barnstable County, Massachusetts Survey Area Data: Version 18, Sep 1, 2021 Map Unit Description: Carver coarse sand, 0 to 3 percent slopes---Barnstable County, Massachusetts river walk Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/12/2022 Page 2 of 2 Barnstable County, Massachusetts 665—Udipsamments, smoothed Map Unit Setting National map unit symbol: 98s6 Elevation: 0 to 230 feet Mean annual precipitation: 41 to 48 inches Mean annual air temperature: 50 to 54 degrees F Frost-free period: 160 to 240 days Farmland classification: Not prime farmland Map Unit Composition Udipsamments and similar soils:100 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Udipsamments Setting Landform position (two-dimensional):Summit Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Parent material:Sandy excavated or filled land Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Data Source Information Soil Survey Area: Barnstable County, Massachusetts Survey Area Data: Version 18, Sep 1, 2021 Map Unit Description: Udipsamments, smoothed---Barnstable County, Massachusetts river walk Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/12/2022 Page 1 of 1 APPENDIX D –TSS REMOVAL SHEETS V INSTRUCTIONS:Version 1, Automated: Mar. 4, 2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3. After BMP is selected, TSS Removal and other Columns are automatically completed. Location: B C D E F TSS Removal Starting TSS Amount Remaining BMP1 Rate1 Load* Removed (C*D) Load (D-E) Sediment Forebay 0.25 1.00 0.25 0.75 Infiltration trench 0.80 0.75 0.60 0.15 0.00 0.15 0.00 0.15 0.00 0.15 0.00 0.15 0.00 0.15 0.00 0.15 Total TSS Removal =85% Separate Form Needs to be Completed for Each Outlet or BMP Train Project:Yarmouth River Walk Prepared By:Gary James *Equals remaining load from previous BMP (E) Date:8/24/2022 which enters the BMPTSS Removal Calculation WorksheetInfiltration Chamber System 1 Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept. of Environmental Protection V INSTRUCTIONS:Version 1, Automated: Mar. 4, 2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3. After BMP is selected, TSS Removal and other Columns are automatically completed. Location: B C D E F TSS Removal Starting TSS Amount Remaining BMP1 Rate1 Load* Removed (C*D) Load (D-E) Deep Sump and Hooded Catch Basin 0.25 1.00 0.25 0.75 Infiltration trench 0.80 0.75 0.60 0.15 0.00 0.15 0.00 0.15 0.00 0.15 0.00 0.15 0.00 0.15 0.00 0.15 Total TSS Removal =85% Separate Form Needs to be Completed for Each Outlet or BMP Train Project:Yarmouth River Walk Prepared By:Gary James *Equals remaining load from previous BMP (E) Date:8/24/2022 which enters the BMPTSS Removal Calculation WorksheetInfiltration Chamber System 2 - form catch basin Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept. of Environmental Protection V INSTRUCTIONS:Version 1, Automated: Mar. 4, 2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3. After BMP is selected, TSS Removal and other Columns are automatically completed. Location: B C D E F TSS Removal Starting TSS Amount Remaining BMP1 Rate1 Load* Removed (C*D) Load (D-E) Deep Sump and Hooded Catch Basin 0.25 1.00 0.25 0.75 Sediment Forebay 0.25 0.75 0.19 0.56 0.00 0.56 0.00 0.56 0.00 0.56 0.00 0.56 0.00 0.56 0.00 0.56 Total TSS Removal =44% Separate Form Needs to be Completed for Each Outlet or BMP Train Project:Yarmouth River Walk Prepared By:Gary James *Equals remaining load from previous BMP (E) Date:8/24/2022 which enters the BMPTSS Removal Calculation WorksheetBasin 3 pretreatment Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept. of Environmental Protection V INSTRUCTIONS:Version 1, Automated: Mar. 4, 2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3. After BMP is selected, TSS Removal and other Columns are automatically completed. Location: B C D E F TSS Removal Starting TSS Amount Remaining BMP1 Rate1 Load* Removed (C*D) Load (D-E) Vegetated Filter Strip >50 feet 0.45 1.00 0.45 0.55 0.00 0.55 0.00 0.55 0.00 0.55 0.00 0.55 0.00 0.55 0.00 0.55 0.00 0.55 0.00 0.55 Total TSS Removal =45% Separate Form Needs to be Completed for Each Outlet or BMP Train Project:Yarmouth River Walk Prepared By:Gary James *Equals remaining load from previous BMP (E) Date:8/24/2022 which enters the BMPTSS Removal Calculation Worksheetinfield depression pretreatment Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept. of Environmental Protection APPENDIX E –WATERSHED PLANS NWS.1WATERSHED PLAN -EXISTINGLEGEND EXISTING WATERSHED LIMIT200' RIVERFRONT AREA100' RIVERFRONT AREAPOA 4COURTLAND WAYAREA = 24,293 SFPOA 3ISOLATED WETLANDS 2AREA = 174,310 SFPOA 1WOODLAND BEYONDDRIVE-IN AREAAREA = 166,861 SFPOA 1DRIVE IN AREATOWARDS THE RIVERAREA = 377,282 SFPOA 1DRIVE IN AREA ABOVEUPWELLER SITEAREA = 125,340 SFPOA 2ISOLATED WETLANDS 1AREA = 125,340 SFFLOW PATH (TYP.)UNLESS OTHERWISE NOTED OR CHANGED BY REPRODUCTIONSHEET NO.SCALEDATEDESIGNED BY:10056CHECKED BY:BETA JOB NO.:ISSUE DATE:DRAWN BY:REVISIONSNO.TITLEPROJECTPREPARED BYWest Yarmouth, MAYARMOUTHRIVERWALKPARKAKPFor Review OnlyGJGJREGISTERED PROFESSIONAL100SCALE IN FEET: 1"=50'50050STORMWATER APPLICATIONPERMIT - PLAN SETREGISTERED PROFESSIONAL11/18/22PARKER'S RIVERPARKER'S RIVERMA - R O U T E 2 8 COURTLAND WAY N8768 8 106767699 6965 6 7 56 7 776766757667765676556768 6 8 4678810587787757 66 77 7 7 87775 97 654365476565868 9 1110911 10 9 8 10 11967106686 109871 1 75654 4588 8 887877777 77 88878987777688981164 WS.2WATERSHED PLAN -PROPOSEDLEGEND PROPOSED WATERSHED LIMITPOA 1INFIELD DEPRESSION 2 -DIRECT AREAAREA = 132,180 SFPOA 1INFIELD DEPRESSION 1AREA = 113,450 SFPOA 1WEST SIDE OF ACCESSROADWAYAREA = 30,300 SFPOA 1INFILTRATION SYSTEM 1AREA = 61,380 SFPOA 2ISOLATED WETLANDS 1AREA = 28,630 SFPOA 1UNCONTROLLED TO THERIVERAREA = 131,244 SFRESTROOM STRUCTUREAREA = 3,560 SFCATCH BASINAREA = 1,633 SFPOA 1POROUS PAVEMENTAREA = 31,070 SFPOA 1WALKWAYS TO TRENCHAREA = 10,420 SFPOA 4COURTLAND WAYAREA = 21,713 SFINFILTRATION BASIN NO. 3AREA = 13,791SFUNLESS OTHERWISE NOTED OR CHANGED BY REPRODUCTIONSHEET NO.SCALEDATEDESIGNED BY:10056CHECKED BY:BETA JOB NO.:ISSUE DATE:DRAWN BY:REVISIONSNO.TITLEPROJECTPREPARED BYWest Yarmouth, MAYARMOUTHRIVERWALKPARKAKPFor Review OnlyGJGJREGISTERED PROFESSIONAL100SCALE IN FEET: 1"=50'50050STORMWATER APPLICATIONPERMIT - PLAN SETREGISTERED PROFESSIONAL11/18/22PARKER'S RIVERPARKER'S RIVERMA - R O U T E 2 8 COURTLAND WAY APPENDIX F –WATERSHED DATA BETA GROUP, INC. 89 Shrewsbury Street, Suite 300, Worcester, MA 01604 P: 508.756.1600 | W: www.BETA-Inc.com Watershed Data – Existing Conditions 669 Route 28 Yarmouth, Massachusetts September 2022 POA 1 Parkers River Drive-in area at Upweller Site This area flows from the access drive down past the Upweller Site and includes all the gravel and dirt pathways. Area = 377,282 sq. ft. = 8.66 acres Land Use Use Area CN Paved entrance drive 38,578 98 Drive in grass 244,084 49 Gravel roadways 6,874 96 Exposed gravel (abutter) 11,442 96 Dirt road to Upweller 2,328 72 Wooded 46,293 30 Brush 20,368 35 Wetlands 6,125 77 Upweller area inside fence 1,200 98 Tc Calculation Sheet Flow 50’-2.0% slope, woodland light underbrush Shallow Concentrated flow 50’-0.5% slope, wooded Shallow Concentrated flow 850’-0.5% slope across drive in field Area outside the former drive-in discharge point This area sheet flows directly into the River and includes a portion of the existing drive-in area. Drainage Area = 125,340 sq. ft. = 2.877 acres Land Use Use Area CN Drive in grass 107,144 49 Brush 18,196 35 Tc Calculation Sheet Flow 50’-1.3% slope, short grass Shallow Concentrated flow 420’-0.8% slope, nearly bare August 2022 Page 2 of 3 Woodland Area outside the former drive-in development This area sheet flows directly into the Salt Marsh adjacent to the River. It is completely wooded currently but will be traversed by reinforced earth walking paths to access the proposed boardwalk Area = 166,861 sq. ft. = 2.877 acres Land Use Use Area CN Brush, good 166,861 30 Tc Calculation Sheet Flow 50’-1.0% slope, woodlands Shallow Concentrated flow 85’-1.0% slope, woodland POA 2 Isolated Wetlands (IVW 1) Drainage Area = 37,105 sq. ft. = 0.852 acres Land Use Use Area CN Grass shoulder along access driveway 4,660 49 Brush 28,958 30 Wetlands 3,487 77 Tc Calculation Sheet Flow 50’-1.4% slope, wooded Shallow Concentrated flow 29’-1.4% slope, wooded POA 3 Isolated Wetlands (IVW 2) Drainage Area = 174,130 sq. ft. = 3.997 acres Land Use Use Area CN Wooded 146,048 30 Wetlands 19,556 77 Lawn 8,256 39 Tc Calculation Sheet Flow 50’-5.0% slope, dense grass Shallow Concentrated flow 34’-2.80% slope, wooded August 2022 Page 3 of 3 POA 4 Depression at the end of Courtland Way Drainage Area = 24,293 sq. ft. = 0.558 acres Land Use Use Area CN Roadway pavement 360 98 Brush 23,202 30 Lawn area 731 77 Tc Calculation Sheet Flow 50’-5.8% slope, woods light underbrush Shallow Concentrated flow 35’-6.80% slope, wooded TOTAL WATERSHED AREA ANALYZED POA 1 377,282 125,340 166,861 669,483 POA 2 37,105 POA 3 174,130 POA 4 24,293 TOTAL 905,011 sq. ft. 20.776 acres BETA GROUP, INC. 89 Shrewsbury Street, Suite 300, Worcester, MA 01604 P: 508.756.1600 | W: www.BETA-Inc.com Watershed Data – Proposed Conditions 669 Route 28 Yarmouth, Massachusetts September 2022 POA 1 Parkers River 1S-Access Roadway Infiltration system Area = 46,900 sq. ft. = 1.34 acres Land Use Use Area CN Paved 14,261 98 Sidewalk 3,817 98 Reinforced turf 3,105 92 Basin 2,033 98 Landscaped/lawn 17,352 39 Pump Station Paved 2,622 98 Roof area 2,250 98 Sidewalk 1,460 98 Tc Calculation Use 6 minutes as a minimum 2S-Area drain in the first island Area = 16,240 sq. ft. = 1.34 acres Land Use Use Area CN Paved 7,230 98 Sidewalk 2,565 98 Reinforced turf 1,270 92 Landscaped/lawn 5,175 39 Tc Calculation Use 6 minutes as a minimum Pond 2P-Infiltration System 1 Water Quality Volume Total Impervious area =39,980 sq. ft. 1” Rainfall = 3,332 cu. ft. Chamber System data System will be 8 rows of Stormtech SC 301 chambers 14 per row. August 2022 Page 2 of 11 Flow from forebay will enter Isolator Rows only through 2-12” diameter culverts at Inv. El. 5.50 that will be set flat with no slope. Inlets will be flared ends Overall dimensions = 102.88’ x 28.17’ x 2.33’ Storage volume provided = 3,439.7 cu. ft. (from Hydro-CAD) Infiltration rate =8.27 inches per hour Bottom area = 102.88 x 28.17 = 2,898 sq. ft. = 0.55 cfs Dynamic sizing calculation Sizing criteria = 1” runoff in 2 hours A(KT) + storage volume =Rv Rv = 3,123 cu. ft. minimum A=2,898 sq. ft. Storage Volume 2,664 cu. ft. @ El. 6.60 K T=1.38 ft Rv=2,898(1.38) + 2,664 = 3,999.2 + 2,644= 6,643.2 cu. ft.= 1.99” ok Outlet configuration Outlet structure will be set east end of the forebay. Structure will be 4’ x 4’ precast concrete Top El. 7.2 Outlet will be 12” ADS culvert @ Inv. El. 4.75 Inlet – 3’ wide spillway at crest El. 6.60 Gated emergency outlet 4” PVC @ Inv. El. 5.2+ Total Volume Stored at Elevation 6.60 = 2,664 + 4,323 = 6,987 cu. ft. Time to Dewater = 6,987 / [2898 x 8.27/12) = 6987/ 1,997 = 3.50 hours ok Pond 1P-Collection Swale Bottom El. 5.30 Sediment forebay Storage volume required = 0.1” = 312.3 cu. ft. Storage Volume provided Elev. Area Average volume total 5.3 1,573 0 4,647 2,323.5 1,626.5 6.0 3,074 1626.5 8,139 4,069.5 4,069.5 7.0 5.065 5696.0 11,208 5,604 3,922.8 7.7 6,143 9618.8 Top of stone check dam will be set at Elevation 5.75 Forebay sizing = 1045 cu. ft. = 0.32” ok August 2022 Page 3 of 11 Bathroom System Runoff from bathroom will be collected in stone trenches along the drip edge of the structure and along the outside edge of the surrounding walkways. There will also be several area drains placed around the perimeter of this area that will collect runoff and direct it into the infiltration system that will be located east of the bathroom. Piping from these area drains will be either flat or have slopes less than 0.5%. Grading around the grates will be set to allow some ponding above the grates to allow some elevation differential to develop and help flow to the leaching facility. 12S-Building area Area = 3,560 sq. ft. = 0.072 acres Land Use Use Area CN Roof 1,210 98 Walkways 2,165 98 Landscaped/lawn 185 39 Tc Calculation Use 6 minutes as a minimum 13S-AD 1 Area = 1,633 sq. ft. = 0.037 acres Land Use Use Area CN Walkways 462 98 Landscaped/lawn 1,171 39 Tc Calculation Use 6 minutes as a minimum 14S-Infiltration trench Area = 10,420 sq. ft. = 0.239 acres Land Use Use Area CN Walkways 3,827 98 Landscaped/lawn 6,593 39 Tc Calculation Use 6 minutes as a minimum August 2022 Page 4 of 11 3P-Chamber System data System will be 5 rows of Stormtech SC 301 chambers 6 per row. Flow from all inlet piping will enter Isolator Row only Overall dimensions = 18.17’ x 45.92’x 2.33’ Storage volume provided = 959 cu. ft. (from Hydro-CAD) Infiltration rate =8.27 inches per hour = 0.08 cfs Water Quality Volume Total Impervious area =7,664 sq. ft. 1” Rainfall = 639 cu. ft. Dynamic sizing calculation Sizing criteria = 1” runoff in 2 hours A(KT) + storage volume =Rv Rv = 574 cu. ft. minimum A=834 sq. ft. K T=1.38 ft Rv=834(1.38) + 959 = 1,150.9 + 959= 2,109.9 cu. ft.= 3.30” ok Outlets The only outlet from this system will be through exfiltration. Inside the program, we have assumed that overflow will be flow over the walkway from the area drain along the parking lot. This would be at Elevation 7.20. It is entered as a broad crested weir, width 20’ breadth 8’. Time to Dewater 100 Year flood level = El. 7.29 = 940 cu. ft. = 940/ (834 x 8.27/12) = 1.63 hours ok 15S-Porous Pavement Porous pavement will receive runoff from the pavement above only. The center aisle will be solid pavement but will flow across the porous section. The Reservoir will be sized for the entire area. 16S-Watershed Area = 31,070 sq. ft. Pavement area = 29,638 sq. ft. Collection trench= 1,432 sq. ft. Water Quality Volume 1” rainfall = 2,470 cu. ft. Reservoir Reservoir will be 6”t layer of 1-1/2” aggregate assume 35% voids Volume = 29,638 (6”) 0.35 = 5,186.5 cu. ft. = 2.10” ok. August 2022 Page 5 of 11 4S-Cul-de-Sac Area This area is at the end of the roadway into the park. It includes the cul-de-sac pavement, the Kayak rental kiosk area, and the walkways around the cul-de-sac. Drainage Area = 13,791 sq. ft. = 0.317 acres Land Use Use Area CN Paved 5,958 98 Kiosk Area 175 98 Sidewalk 145 98 Reinforced earth path 620 92 Basin 1,903 98 Landscaped/lawn 4,930 39 Tc Calculation Use 6 minutes as a minimum Water quality Volume Total impervious = 6,898 sq. ft. 1” volume = 574.8 cu. ft. 4P-Infiltration basin 3 All impervious surfaces from this area will be collected and directed into the basin. most will come directly into the basin from a small trench from the edge of the pavement. Area drains will be provided in the Kiosk area to collect the runoff from the storage area. The check dams that form the forebay will be set at crest elevation 6.0, 5.0 850 2,150 1,075.0 1,075.0 6.0 1,300 1075.0 3,040 1,520 15.2 6.01 1,740 1090.0 4,075 2,37.5 2,037.5 7.0 2,335 3,127.5 4,977 2,488.5 829.5 7.33 2,642 3,957.0 Infiltration Rate = 8.27” / hour = 0.16 cfs Static storage provided = 1,432 cu. ft. at Elev. 6.20 = 2.49” ok Sediment forebay sizing Volume required = 0.1” = 58 cu. ft. Volume provided = 1st bay 149 cu. ft. 2nd bay 134 cu. ft. August 2022 Page 6 of 11 17S-Infield depression 1 Area = 113,450 sq. ft. = 2.64 acres Land Use Use Area CN Sidewalk 6,650 98 Reinforced turf 11,650 68 Woods 13,020 30 Infield grass 65,720 49 Landscaped/lawn 16,410 39 Tc Calculation Sheet Flow 50’-0.8% slope, woods light underbrush Shallow Concentrated flow 172’-1.10% slope, grass Water quality volume Total impervious area = 24,880 sq. ft. Volume = 1” = 2,073 cu. ft. Basin area Elev. Area Average volume total 6.15 200 0 59,600 29,800 20,860 6.85 59,400 20,860 Outlets Exfiltration will be the only outlet from this basin area. To assist with infiltration, a stone filed trench 24” w x 8” deep x 100’ long will be provided. Area drains will be provided at each end of the trench to allow surface runoff to enter the trench. Time to Dewater Based on Hydro-CAD printout, basin will be dry in 26 hours. August 2022 Page 7 of 11 18S-Infield depression 2 Direct area Area = 132,180 sq. ft. = 3.034 acres Land Use Use Area CN Sidewalk 8,020 98 Stage area 1,950 98 Reinforced turf 10,710 68 Infield grass 104,435 49 Landscaped 6,345 39 Earth path 720 92 Tc Calculation Sheet Flow 50’-1.0% slope, grass dense Shallow Concentrated flow 50’-1.0% slope, grass Water quality volume Total impervious 16,896 sq. ft. Volume = 1408 cu. ft. 11P-Basin Data Trench 2 Basin area Elev. Area Average volume total 6.15 240 0 58,140 29,070 20,349 6.85 57,900 20,349 Total water quality volume = 1,720 cu. ft. Outlets Exfiltration will be the only outlet from this basin area. To assist with infiltration, a stone filed trench 48” w x 8” deep x 60’ long will be provided. Area drains will be provided at each end of the trench to allow surface runoff to enter the trench. Dewater time Based on Hydro-CAD printout, basin will be dry at 25 hours August 2022 Page 8 of 11 7S-Uncontrolled to Parkers River along East side of park This area sheet flows directly into the Parkers River and includes the access driveway to the Upweller site, and the developed areas east of the parking. All the walkways in this area will be reinforced earth paths. The artist shanties will have a drip edge around them to collect the roof runoff and will be analyzed separately. Area = 130,164 sq. ft. = 2.988 acres Land Use Use Area CN Reinforced earth walkway 4,837 92 Access driveway to upweller 2,497 96 Gravel Path 929 96 Wetlands 6,125 77 Upweller area inside fence 1,200 98 landscaped 31,301 39 Brush, good 71,833 30 Exposed gravel (abutter) 11,442 96 Tc Calculation Sheet Flow 50’-0.5% slope, woodland Shallow Concentrated flow 180’-1.0% slope, woodland 11S-Artist Shanties Buildings are each 10’ x 12’ – 9 buildings Total area = 1,080 sq. ft. Each building will have drip edge that is 18” deep x 18” wide x 12’ long Volume = 27.0 cu. ft. (35% voids) = 9.5 cu ft. per trench Total volume = 18(9.5) = 171 cu. ft. Water Quality Volume= 90 cu. ft. Infiltration rate = 8.27” / hour Total = 0.09 cfs August 2022 Page 9 of 11 6S-Woodland Area outside the former Drive-in development to the Boardwalk This area sheet flows directly into the salt marsh adjacent to the river. It is completely wooded currently but will be traversed by reinforced earth walking paths to access the proposed boardwalk Area = 164,861 sq. ft. = 3.831 acres Land Use Use Area CN Reinforced earth walkway 3,180 92 Grass shoulder 7,980 39 Brush, good 153,701 30 Tc Calculation Sheet Flow 50’-1.0% slope, woodlands Shallow Concentrated flow 85’-1.0% slope, woodland 5S-West side of access driveway through culvert This area is along the west side of the access driveway which will be trapped by raising the driveway and parking area. It will be connected by a 12” culvert 180’ long, across the circle prior to the parking. There are no impervious surfaces proposed in this area. Nor will there be any impervious surfaces tributary to this area from the development. A portion of this area is within the former drive-in area which will be landscaped. Area = 30,300 sq. ft. = 0.696 acres Land Use Use Area CN Grass shoulder & landscaped 18,741 39 Brush, good 11,559 30 Tc Calculation Sheet Flow 50’-2.0% slope, woodlands Shallow Concentrated flow 80’-0.6% slope, woodland Outlet will be 8” culvert 180’ long @ slope = 0.50% August 2022 Page 10 of 11 POA 2 -20S Isolated Wetlands 1 (IVW 1) Drainage Area = 26,870 sq. ft. = 0.617 acres Land Use Use Area CN Landscaped 7,760 39 Brush 15,623 30 Wetlands 3,487 77 Tc Calculation Sheet Flow 50’-1.28% slope, wooded Shallow Concentrated flow 29’-1.28% slope, wooded POA 3 – 30S-Isolated Wetlands 2 (IVW 2) Drainage Area = 160,788 sq. ft. = 3.691 acres Land Use Use Area CN Reinforced earth walkway 1,560 92 Landscaped shoulder 3,450 39 Wooded 129,739 30 Wetlands 19,556 77 Lawn 6,483 39 Tc Calculation Sheet Flow 50’-5.0% slope, dense grass Shallow Concentrated flow 34’-2.80% slope, wooded August 2022 Page 11 of 11 POA 4 – 40S- Depression at the end of Courtland Way Drainage Area = 21,713 sq. ft. = 0.498 acres Land Use Use Area CN Roadway pavement 360 98 Reinforced turf 1640 68 Landscaped 3225 39 Brush 15,757 30 Lawn area 731 77 Tc Calculation Sheet Flow 50’-5.8% slope, woods light underbrush Shallow Concentrated flow 35’-6.80% slope, wooded TOTAL WATERSHED AREA ANALYZED POA 1 Infiltration System 1 63,140 Infiltration System 2 15,613 Cul de sac 13,791 Porous pavement 31,070 Infield Area 1 113,450 Infield Area 2 132,180 Artist shanties 1,080 Uncontrolled east side 130,164 West side of access road 30,300 Woodland area to boardwalk 164,861 695,649 POA 2 26,870 POA 3 160,788 POA 4 21,713 TOTAL 905,010 sq. ft. ok 1.0’ 20.776 acres APPENDIX G –EXISTING CONDITIONS CALCULATION 1S Drivein area 2S to parkers river outside pavement 3S woodland outside riverpark 4S to IVW 1 5S to IVW 2 6S to Courtland way 5P courtland way depression POA 1 parkers river exist POA 2 IVW 1 POA 3 IVW 2 Routing Diagram for River Walk Exist Cond Prepared by {enter your company name here}, Printed 8/23/2022 HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Subcat Reach Pond Link River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 2HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 8.170 49 50-75% Grass cover, Fair, HSG A (1S, 2S, 4S) 0.017 39 >75% Grass cover, Good, HSG A (6S) 0.885 35 Brush, Fair, HSG A (1S, 2S) 5.028 30 Brush, Good, HSG A (3S, 4S, 6S) 0.008 98 Courtland way pavement, HSG A (6S) 0.053 92 Dirt roads, HSG A (1S) 0.420 96 Gravel surface, HSG A (1S) 0.886 98 Paved parking, HSG A (1S) 0.028 98 Paved parking, HSG A upweller (1S) 4.611 30 Woods, Good, HSG A (1S, 5S) 0.670 77 wetlands (1S, 4S, 5S) 20.776 44 TOTAL AREA River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 3HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 20.107 HSG A 1S, 2S, 3S, 4S, 5S, 6S 0.000 HSG B 0.000 HSG C 0.000 HSG D 0.670 Other 1S, 4S, 5S 20.776 TOTAL AREA River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 4HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 8.170 0.000 0.000 0.000 0.000 8.170 50-75% Grass cover, Fair 1S, 2S, 4S 0.017 0.000 0.000 0.000 0.000 0.017 >75% Grass cover, Good 6S 0.885 0.000 0.000 0.000 0.000 0.885 Brush, Fair 1S, 2S 5.028 0.000 0.000 0.000 0.000 5.028 Brush, Good 3S, 4S, 6S 0.008 0.000 0.000 0.000 0.000 0.008 Courtland way pavement 6S 0.053 0.000 0.000 0.000 0.000 0.053 Dirt roads 1S 0.420 0.000 0.000 0.000 0.000 0.420 Gravel surface 1S 0.913 0.000 0.000 0.000 0.000 0.913 Paved parking 1S 4.611 0.000 0.000 0.000 0.000 4.611 Woods, Good 1S, 5S 0.000 0.000 0.000 0.000 0.670 0.670 wetlands 1S, 4S, 5S 20.107 0.000 0.000 0.000 0.670 20.776 TOTAL AREA Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 5HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Time span=3.00-30.00 hrs, dt=0.01 hrs, 2701 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=377,292 sf 10.54% Impervious Runoff Depth=0.28"Subcatchment 1S: Drivein area Flow Length=950' Tc=34.4 min CN=54 Runoff=0.73 cfs 0.203 af Runoff Area=125,340 sf 0.00% Impervious Runoff Depth=0.11"Subcatchment 2S: to parkers river outside Flow Length=470' Tc=14.3 min CN=47 Runoff=0.04 cfs 0.025 af Runoff Area=166,861 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment 3S: woodland outside Flow Length=181' Slope=0.0100 '/' Tc=20.2 min CN=30 Runoff=0.00 cfs 0.000 af Runoff Area=37,105 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment 4S: to IVW 1 Flow Length=79' Slope=0.0128 '/' Tc=15.2 min CN=37 Runoff=0.00 cfs 0.000 af Runoff Area=174,130 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment 5S: to IVW 2 Flow Length=310' Tc=16.1 min CN=35 Runoff=0.00 cfs 0.000 af Runoff Area=24,293 sf 1.48% Impervious Runoff Depth=0.00"Subcatchment 6S: to Courtland way Flow Length=85' Tc=8.2 min CN=31 Runoff=0.00 cfs 0.000 af Peak Elev=3.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 5P: courtland way depression Outflow=0.00 cfs 0.000 af Inflow=0.75 cfs 0.229 afLink POA 1: parkers river exist Primary=0.75 cfs 0.229 af Inflow=0.00 cfs 0.000 afLink POA 2: IVW 1 Primary=0.00 cfs 0.000 af Inflow=0.00 cfs 0.000 afLink POA 3: IVW 2 Primary=0.00 cfs 0.000 af Total Runoff Area = 20.776 ac Runoff Volume = 0.229 af Average Runoff Depth = 0.13" 95.56% Pervious = 19.855 ac 4.44% Impervious = 0.921 ac Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 6HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Drivein area Runoff = 0.73 cfs @ 12.73 hrs, Volume= 0.203 af, Depth= 0.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Storm Rainfall=3.40" Area (sf) CN Description 244,084 49 50-75% Grass cover, Fair, HSG A 38,578 98 Paved parking, HSG A 6,874 96 Gravel surface, HSG A 11,442 96 Gravel surface, HSG A * 2,328 92 Dirt roads, HSG A 46,293 30 Woods, Good, HSG A * 1,200 98 Paved parking, HSG A upweller * 6,125 77 wetlands 20,368 35 Brush, Fair, HSG A 377,292 54 Weighted Average 337,514 89.46% Pervious Area 39,778 10.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 50 0.0200 0.07 Sheet Flow, woodline Woods: Light underbrush n= 0.400 P2= 3.40" 2.4 50 0.0050 0.35 Shallow Concentrated Flow, woodline Woodland Kv= 5.0 fps 20.0 850 0.0050 0.71 Shallow Concentrated Flow, infield Nearly Bare & Untilled Kv= 10.0 fps 34.4 950 Total Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 7HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Subcatchment 1S: Drivein area Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2 Year Storm Rainfall=3.40" Runoff Area=377,292 sf Runoff Volume=0.203 af Runoff Depth=0.28" Flow Length=950' Tc=34.4 min CN=54 0.73 cfs Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 8HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: to parkers river outside pavement Runoff = 0.04 cfs @ 13.87 hrs, Volume= 0.025 af, Depth= 0.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Storm Rainfall=3.40" Area (sf) CN Description 107,144 49 50-75% Grass cover, Fair, HSG A 18,196 35 Brush, Fair, HSG A 125,340 47 Weighted Average 125,340 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.5 50 0.0130 0.13 Sheet Flow, a Grass: Short n= 0.150 P2= 3.40" 7.8 420 0.0080 0.89 Shallow Concentrated Flow, b Nearly Bare & Untilled Kv= 10.0 fps 14.3 470 Total Subcatchment 2S: to parkers river outside pavement Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)0.046 0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type III 24-hr 2 Year Storm Rainfall=3.40" Runoff Area=125,340 sf Runoff Volume=0.025 af Runoff Depth=0.11" Flow Length=470' Tc=14.3 min CN=47 0.04 cfs Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 9HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: woodland outside riverpark [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 3.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Storm Rainfall=3.40" Area (sf) CN Description 166,861 30 Brush, Good, HSG A 166,861 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.8 50 0.0100 0.05 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 4.4 131 0.0100 0.50 Shallow Concentrated Flow, b Woodland Kv= 5.0 fps 20.2 181 Total Subcatchment 3S: woodland outside riverpark Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)1 0 Type III 24-hr 2 Year Storm Rainfall=3.40" Runoff Area=166,861 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=181' Slope=0.0100 '/' Tc=20.2 min CN=30 0.00 cfs Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 10HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: to IVW 1 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 3.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Storm Rainfall=3.40" Area (sf) CN Description 28,958 30 Brush, Good, HSG A * 3,487 77 wetlands 4,660 49 50-75% Grass cover, Fair, HSG A 37,105 37 Weighted Average 37,105 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.3 50 0.0128 0.06 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 0.9 29 0.0128 0.57 Shallow Concentrated Flow, b Woodland Kv= 5.0 fps 15.2 79 Total Subcatchment 4S: to IVW 1 Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)1 0 Type III 24-hr 2 Year Storm Rainfall=3.40" Runoff Area=37,105 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=79' Slope=0.0128 '/' Tc=15.2 min CN=37 0.00 cfs Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 11HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: to IVW 2 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 3.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Storm Rainfall=3.40" Area (sf) CN Description * 19,556 77 wetlands 154,574 30 Woods, Good, HSG A 174,130 35 Weighted Average 174,130 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 50 0.0400 0.09 Sheet Flow, start Woods: Light underbrush n= 0.400 P2= 3.40" 1.1 75 0.0500 1.12 Shallow Concentrated Flow, wooded b Woodland Kv= 5.0 fps 5.9 185 0.0110 0.52 Shallow Concentrated Flow, c Woodland Kv= 5.0 fps 16.1 310 Total Subcatchment 5S: to IVW 2 Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)1 0 Type III 24-hr 2 Year Storm Rainfall=3.40" Runoff Area=174,130 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=310' Tc=16.1 min CN=35 0.00 cfs Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 12HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: to Courtland way [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 3.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Storm Rainfall=3.40" Area (sf) CN Description 23,202 30 Brush, Good, HSG A 731 39 >75% Grass cover, Good, HSG A * 360 98 Courtland way pavement, HSG A 24,293 31 Weighted Average 23,933 98.52% Pervious Area 360 1.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.8 50 0.0580 0.11 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 0.4 35 0.0680 1.30 Shallow Concentrated Flow, b Woodland Kv= 5.0 fps 8.2 85 Total Subcatchment 6S: to Courtland way Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)1 0 Type III 24-hr 2 Year Storm Rainfall=3.40" Runoff Area=24,293 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=85' Tc=8.2 min CN=31 0.00 cfs Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 13HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Pond 5P: courtland way depression Inflow Area = 0.558 ac, 1.48% Impervious, Inflow Depth = 0.00" for 2 Year Storm event Inflow = 0.00 cfs @ 3.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 3.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 3.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 3.00' @ 3.00 hrs Surf.Area= 777 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 3.00' 7,588 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 3.00 777 0 0 4.00 3,804 2,291 2,291 5.00 6,790 5,297 7,588 Device Routing Invert Outlet Devices #1 Discarded 3.00'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 3.00 hrs HW=3.00' (Free Discharge) 1=Exfiltration (Passes 0.00 cfs of 0.15 cfs potential flow) Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 14HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Pond 5P: courtland way depression Inflow Discarded Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)1 0 Inflow Area=0.558 ac Peak Elev=3.00' Storage=0 cf 0.00 cfs 0.00 cfs Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 15HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Link POA 1: parkers river exist Inflow Area = 15.369 ac, 5.94% Impervious, Inflow Depth = 0.18" for 2 Year Storm event Inflow = 0.75 cfs @ 12.73 hrs, Volume= 0.229 af Primary = 0.75 cfs @ 12.73 hrs, Volume= 0.229 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Link POA 1: parkers river exist Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=15.369 ac 0.75 cfs 0.75 cfs Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 16HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Link POA 2: IVW 1 Inflow Area = 0.852 ac, 0.00% Impervious, Inflow Depth = 0.00" for 2 Year Storm event Inflow = 0.00 cfs @ 3.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 3.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Link POA 2: IVW 1 Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)1 0 Inflow Area=0.852 ac 0.00 cfs 0.00 cfs Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 17HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Link POA 3: IVW 2 Inflow Area = 3.997 ac, 0.00% Impervious, Inflow Depth = 0.00" for 2 Year Storm event Inflow = 0.00 cfs @ 3.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 3.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Link POA 3: IVW 2 Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)1 0 Inflow Area=3.997 ac 0.00 cfs 0.00 cfs Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 18HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Time span=3.00-30.00 hrs, dt=0.01 hrs, 2701 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=377,292 sf 10.54% Impervious Runoff Depth=0.90"Subcatchment 1S: Drivein area Flow Length=950' Tc=34.4 min CN=54 Runoff=3.79 cfs 0.647 af Runoff Area=125,340 sf 0.00% Impervious Runoff Depth=0.52"Subcatchment 2S: to parkers river outside Flow Length=470' Tc=14.3 min CN=47 Runoff=0.69 cfs 0.125 af Runoff Area=166,861 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment 3S: woodland outside Flow Length=181' Slope=0.0100 '/' Tc=20.2 min CN=30 Runoff=0.00 cfs 0.001 af Runoff Area=37,105 sf 0.00% Impervious Runoff Depth=0.13"Subcatchment 4S: to IVW 1 Flow Length=79' Slope=0.0128 '/' Tc=15.2 min CN=37 Runoff=0.01 cfs 0.009 af Runoff Area=174,130 sf 0.00% Impervious Runoff Depth=0.08"Subcatchment 5S: to IVW 2 Flow Length=310' Tc=16.1 min CN=35 Runoff=0.04 cfs 0.026 af Runoff Area=24,293 sf 1.48% Impervious Runoff Depth=0.01"Subcatchment 6S: to Courtland way Flow Length=85' Tc=8.2 min CN=31 Runoff=0.00 cfs 0.001 af Peak Elev=3.00' Storage=0 cf Inflow=0.00 cfs 0.001 afPond 5P: courtland way depression Outflow=0.00 cfs 0.001 af Inflow=4.35 cfs 0.772 afLink POA 1: parkers river exist Primary=4.35 cfs 0.772 af Inflow=0.01 cfs 0.009 afLink POA 2: IVW 1 Primary=0.01 cfs 0.009 af Inflow=0.04 cfs 0.026 afLink POA 3: IVW 2 Primary=0.04 cfs 0.026 af Total Runoff Area = 20.776 ac Runoff Volume = 0.808 af Average Runoff Depth = 0.47" 95.56% Pervious = 19.855 ac 4.44% Impervious = 0.921 ac Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 19HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Drivein area Runoff = 3.79 cfs @ 12.58 hrs, Volume= 0.647 af, Depth= 0.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Storm Rainfall=4.95" Area (sf) CN Description 244,084 49 50-75% Grass cover, Fair, HSG A 38,578 98 Paved parking, HSG A 6,874 96 Gravel surface, HSG A 11,442 96 Gravel surface, HSG A * 2,328 92 Dirt roads, HSG A 46,293 30 Woods, Good, HSG A * 1,200 98 Paved parking, HSG A upweller * 6,125 77 wetlands 20,368 35 Brush, Fair, HSG A 377,292 54 Weighted Average 337,514 89.46% Pervious Area 39,778 10.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 50 0.0200 0.07 Sheet Flow, woodline Woods: Light underbrush n= 0.400 P2= 3.40" 2.4 50 0.0050 0.35 Shallow Concentrated Flow, woodline Woodland Kv= 5.0 fps 20.0 850 0.0050 0.71 Shallow Concentrated Flow, infield Nearly Bare & Untilled Kv= 10.0 fps 34.4 950 Total Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 20HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Subcatchment 1S: Drivein area Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)4 3 2 1 0 Type III 24-hr 10 Year Storm Rainfall=4.95" Runoff Area=377,292 sf Runoff Volume=0.647 af Runoff Depth=0.90" Flow Length=950' Tc=34.4 min CN=54 3.79 cfs Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 21HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: to parkers river outside pavement Runoff = 0.69 cfs @ 12.39 hrs, Volume= 0.125 af, Depth= 0.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Storm Rainfall=4.95" Area (sf) CN Description 107,144 49 50-75% Grass cover, Fair, HSG A 18,196 35 Brush, Fair, HSG A 125,340 47 Weighted Average 125,340 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.5 50 0.0130 0.13 Sheet Flow, a Grass: Short n= 0.150 P2= 3.40" 7.8 420 0.0080 0.89 Shallow Concentrated Flow, b Nearly Bare & Untilled Kv= 10.0 fps 14.3 470 Total Subcatchment 2S: to parkers river outside pavement Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10 Year Storm Rainfall=4.95" Runoff Area=125,340 sf Runoff Volume=0.125 af Runoff Depth=0.52" Flow Length=470' Tc=14.3 min CN=47 0.69 cfs Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 22HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: woodland outside riverpark Runoff = 0.00 cfs @ 24.00 hrs, Volume= 0.001 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Storm Rainfall=4.95" Area (sf) CN Description 166,861 30 Brush, Good, HSG A 166,861 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.8 50 0.0100 0.05 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 4.4 131 0.0100 0.50 Shallow Concentrated Flow, b Woodland Kv= 5.0 fps 20.2 181 Total Subcatchment 3S: woodland outside riverpark Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)0.004 0.004 0.004 0.004 0.003 0.003 0.003 0.003 0.003 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0 Type III 24-hr 10 Year Storm Rainfall=4.95" Runoff Area=166,861 sf Runoff Volume=0.001 af Runoff Depth=0.00" Flow Length=181' Slope=0.0100 '/' Tc=20.2 min CN=30 0.00 cfs Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 23HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: to IVW 1 Runoff = 0.01 cfs @ 14.78 hrs, Volume= 0.009 af, Depth= 0.13" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Storm Rainfall=4.95" Area (sf) CN Description 28,958 30 Brush, Good, HSG A * 3,487 77 wetlands 4,660 49 50-75% Grass cover, Fair, HSG A 37,105 37 Weighted Average 37,105 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.3 50 0.0128 0.06 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 0.9 29 0.0128 0.57 Shallow Concentrated Flow, b Woodland Kv= 5.0 fps 15.2 79 Total Subcatchment 4S: to IVW 1 Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Type III 24-hr 10 Year Storm Rainfall=4.95" Runoff Area=37,105 sf Runoff Volume=0.009 af Runoff Depth=0.13" Flow Length=79' Slope=0.0128 '/' Tc=15.2 min CN=37 0.01 cfs Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 24HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: to IVW 2 Runoff = 0.04 cfs @ 15.37 hrs, Volume= 0.026 af, Depth= 0.08" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Storm Rainfall=4.95" Area (sf) CN Description * 19,556 77 wetlands 154,574 30 Woods, Good, HSG A 174,130 35 Weighted Average 174,130 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 50 0.0400 0.09 Sheet Flow, start Woods: Light underbrush n= 0.400 P2= 3.40" 1.1 75 0.0500 1.12 Shallow Concentrated Flow, wooded b Woodland Kv= 5.0 fps 5.9 185 0.0110 0.52 Shallow Concentrated Flow, c Woodland Kv= 5.0 fps 16.1 310 Total Subcatchment 5S: to IVW 2 Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type III 24-hr 10 Year Storm Rainfall=4.95" Runoff Area=174,130 sf Runoff Volume=0.026 af Runoff Depth=0.08" Flow Length=310' Tc=16.1 min CN=35 0.04 cfs Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 25HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: to Courtland way Runoff = 0.00 cfs @ 22.75 hrs, Volume= 0.001 af, Depth= 0.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Storm Rainfall=4.95" Area (sf) CN Description 23,202 30 Brush, Good, HSG A 731 39 >75% Grass cover, Good, HSG A * 360 98 Courtland way pavement, HSG A 24,293 31 Weighted Average 23,933 98.52% Pervious Area 360 1.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.8 50 0.0580 0.11 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 0.4 35 0.0680 1.30 Shallow Concentrated Flow, b Woodland Kv= 5.0 fps 8.2 85 Total Subcatchment 6S: to Courtland way Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 Type III 24-hr 10 Year Storm Rainfall=4.95" Runoff Area=24,293 sf Runoff Volume=0.001 af Runoff Depth=0.01" Flow Length=85' Tc=8.2 min CN=31 0.00 cfs Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 26HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Pond 5P: courtland way depression Inflow Area = 0.558 ac, 1.48% Impervious, Inflow Depth = 0.01" for 10 Year Storm event Inflow = 0.00 cfs @ 22.75 hrs, Volume= 0.001 af Outflow = 0.00 cfs @ 22.75 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 22.75 hrs, Volume= 0.001 af Routing by Dyn-Stor-Ind method, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 3.00' @ 3.00 hrs Surf.Area= 777 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 1,262.9 - 1,262.9 ) Volume Invert Avail.Storage Storage Description #1 3.00' 7,588 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 3.00 777 0 0 4.00 3,804 2,291 2,291 5.00 6,790 5,297 7,588 Device Routing Invert Outlet Devices #1 Discarded 3.00'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 22.75 hrs HW=3.00' (Free Discharge) 1=Exfiltration (Passes 0.00 cfs of 0.15 cfs potential flow) Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 27HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Pond 5P: courtland way depression Inflow Discarded Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 Inflow Area=0.558 ac Peak Elev=3.00' Storage=0 cf 0.00 cfs 0.00 cfs Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 28HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Link POA 1: parkers river exist Inflow Area = 15.369 ac, 5.94% Impervious, Inflow Depth = 0.60" for 10 Year Storm event Inflow = 4.35 cfs @ 12.57 hrs, Volume= 0.772 af Primary = 4.35 cfs @ 12.57 hrs, Volume= 0.772 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Link POA 1: parkers river exist Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)4 3 2 1 0 Inflow Area=15.369 ac 4.35 cfs 4.35 cfs Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 29HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Link POA 2: IVW 1 Inflow Area = 0.852 ac, 0.00% Impervious, Inflow Depth = 0.13" for 10 Year Storm event Inflow = 0.01 cfs @ 14.78 hrs, Volume= 0.009 af Primary = 0.01 cfs @ 14.78 hrs, Volume= 0.009 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Link POA 2: IVW 1 Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Inflow Area=0.852 ac 0.01 cfs 0.01 cfs Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 30HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Link POA 3: IVW 2 Inflow Area = 3.997 ac, 0.00% Impervious, Inflow Depth = 0.08" for 10 Year Storm event Inflow = 0.04 cfs @ 15.37 hrs, Volume= 0.026 af Primary = 0.04 cfs @ 15.37 hrs, Volume= 0.026 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Link POA 3: IVW 2 Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=3.997 ac 0.04 cfs 0.04 cfs Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 31HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Time span=3.00-30.00 hrs, dt=0.01 hrs, 2701 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=377,292 sf 10.54% Impervious Runoff Depth=1.40"Subcatchment 1S: Drivein area Flow Length=950' Tc=34.4 min CN=54 Runoff=6.54 cfs 1.008 af Runoff Area=125,340 sf 0.00% Impervious Runoff Depth=0.90"Subcatchment 2S: to parkers river outside Flow Length=470' Tc=14.3 min CN=47 Runoff=1.57 cfs 0.216 af Runoff Area=166,861 sf 0.00% Impervious Runoff Depth=0.06"Subcatchment 3S: woodland outside Flow Length=181' Slope=0.0100 '/' Tc=20.2 min CN=30 Runoff=0.03 cfs 0.020 af Runoff Area=37,105 sf 0.00% Impervious Runoff Depth=0.32"Subcatchment 4S: to IVW 1 Flow Length=79' Slope=0.0128 '/' Tc=15.2 min CN=37 Runoff=0.07 cfs 0.023 af Runoff Area=174,130 sf 0.00% Impervious Runoff Depth=0.23"Subcatchment 5S: to IVW 2 Flow Length=310' Tc=16.1 min CN=35 Runoff=0.14 cfs 0.078 af Runoff Area=24,293 sf 1.48% Impervious Runoff Depth=0.09"Subcatchment 6S: to Courtland way Flow Length=85' Tc=8.2 min CN=31 Runoff=0.01 cfs 0.004 af Peak Elev=3.00' Storage=0 cf Inflow=0.01 cfs 0.004 afPond 5P: courtland way depression Outflow=0.01 cfs 0.004 af Inflow=7.68 cfs 1.244 afLink POA 1: parkers river exist Primary=7.68 cfs 1.244 af Inflow=0.07 cfs 0.023 afLink POA 2: IVW 1 Primary=0.07 cfs 0.023 af Inflow=0.14 cfs 0.078 afLink POA 3: IVW 2 Primary=0.14 cfs 0.078 af Total Runoff Area = 20.776 ac Runoff Volume = 1.349 af Average Runoff Depth = 0.78" 95.56% Pervious = 19.855 ac 4.44% Impervious = 0.921 ac Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 32HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Drivein area Runoff = 6.54 cfs @ 12.54 hrs, Volume= 1.008 af, Depth= 1.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25 Year Storm Rainfall=5.92" Area (sf) CN Description 244,084 49 50-75% Grass cover, Fair, HSG A 38,578 98 Paved parking, HSG A 6,874 96 Gravel surface, HSG A 11,442 96 Gravel surface, HSG A * 2,328 92 Dirt roads, HSG A 46,293 30 Woods, Good, HSG A * 1,200 98 Paved parking, HSG A upweller * 6,125 77 wetlands 20,368 35 Brush, Fair, HSG A 377,292 54 Weighted Average 337,514 89.46% Pervious Area 39,778 10.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 50 0.0200 0.07 Sheet Flow, woodline Woods: Light underbrush n= 0.400 P2= 3.40" 2.4 50 0.0050 0.35 Shallow Concentrated Flow, woodline Woodland Kv= 5.0 fps 20.0 850 0.0050 0.71 Shallow Concentrated Flow, infield Nearly Bare & Untilled Kv= 10.0 fps 34.4 950 Total Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 33HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Subcatchment 1S: Drivein area Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)7 6 5 4 3 2 1 0 Type III 24-hr 25 Year Storm Rainfall=5.92" Runoff Area=377,292 sf Runoff Volume=1.008 af Runoff Depth=1.40" Flow Length=950' Tc=34.4 min CN=54 6.54 cfs Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 34HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: to parkers river outside pavement Runoff = 1.57 cfs @ 12.26 hrs, Volume= 0.216 af, Depth= 0.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25 Year Storm Rainfall=5.92" Area (sf) CN Description 107,144 49 50-75% Grass cover, Fair, HSG A 18,196 35 Brush, Fair, HSG A 125,340 47 Weighted Average 125,340 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.5 50 0.0130 0.13 Sheet Flow, a Grass: Short n= 0.150 P2= 3.40" 7.8 420 0.0080 0.89 Shallow Concentrated Flow, b Nearly Bare & Untilled Kv= 10.0 fps 14.3 470 Total Subcatchment 2S: to parkers river outside pavement Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)1 0 Type III 24-hr 25 Year Storm Rainfall=5.92" Runoff Area=125,340 sf Runoff Volume=0.216 af Runoff Depth=0.90" Flow Length=470' Tc=14.3 min CN=47 1.57 cfs Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 35HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: woodland outside riverpark Runoff = 0.03 cfs @ 15.82 hrs, Volume= 0.020 af, Depth= 0.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25 Year Storm Rainfall=5.92" Area (sf) CN Description 166,861 30 Brush, Good, HSG A 166,861 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.8 50 0.0100 0.05 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 4.4 131 0.0100 0.50 Shallow Concentrated Flow, b Woodland Kv= 5.0 fps 20.2 181 Total Subcatchment 3S: woodland outside riverpark Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type III 24-hr 25 Year Storm Rainfall=5.92" Runoff Area=166,861 sf Runoff Volume=0.020 af Runoff Depth=0.06" Flow Length=181' Slope=0.0100 '/' Tc=20.2 min CN=30 0.03 cfs Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 36HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: to IVW 1 Runoff = 0.07 cfs @ 12.55 hrs, Volume= 0.023 af, Depth= 0.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25 Year Storm Rainfall=5.92" Area (sf) CN Description 28,958 30 Brush, Good, HSG A * 3,487 77 wetlands 4,660 49 50-75% Grass cover, Fair, HSG A 37,105 37 Weighted Average 37,105 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.3 50 0.0128 0.06 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 0.9 29 0.0128 0.57 Shallow Concentrated Flow, b Woodland Kv= 5.0 fps 15.2 79 Total Subcatchment 4S: to IVW 1 Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 25 Year Storm Rainfall=5.92" Runoff Area=37,105 sf Runoff Volume=0.023 af Runoff Depth=0.32" Flow Length=79' Slope=0.0128 '/' Tc=15.2 min CN=37 0.07 cfs Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 37HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: to IVW 2 Runoff = 0.14 cfs @ 12.65 hrs, Volume= 0.078 af, Depth= 0.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25 Year Storm Rainfall=5.92" Area (sf) CN Description * 19,556 77 wetlands 154,574 30 Woods, Good, HSG A 174,130 35 Weighted Average 174,130 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 50 0.0400 0.09 Sheet Flow, start Woods: Light underbrush n= 0.400 P2= 3.40" 1.1 75 0.0500 1.12 Shallow Concentrated Flow, wooded b Woodland Kv= 5.0 fps 5.9 185 0.0110 0.52 Shallow Concentrated Flow, c Woodland Kv= 5.0 fps 16.1 310 Total Subcatchment 5S: to IVW 2 Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 25 Year Storm Rainfall=5.92" Runoff Area=174,130 sf Runoff Volume=0.078 af Runoff Depth=0.23" Flow Length=310' Tc=16.1 min CN=35 0.14 cfs Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 38HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: to Courtland way Runoff = 0.01 cfs @ 15.26 hrs, Volume= 0.004 af, Depth= 0.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25 Year Storm Rainfall=5.92" Area (sf) CN Description 23,202 30 Brush, Good, HSG A 731 39 >75% Grass cover, Good, HSG A * 360 98 Courtland way pavement, HSG A 24,293 31 Weighted Average 23,933 98.52% Pervious Area 360 1.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.8 50 0.0580 0.11 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 0.4 35 0.0680 1.30 Shallow Concentrated Flow, b Woodland Kv= 5.0 fps 8.2 85 Total Subcatchment 6S: to Courtland way Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)0.007 0.007 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Type III 24-hr 25 Year Storm Rainfall=5.92" Runoff Area=24,293 sf Runoff Volume=0.004 af Runoff Depth=0.09" Flow Length=85' Tc=8.2 min CN=31 0.01 cfs Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 39HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Pond 5P: courtland way depression Inflow Area = 0.558 ac, 1.48% Impervious, Inflow Depth = 0.09" for 25 Year Storm event Inflow = 0.01 cfs @ 15.26 hrs, Volume= 0.004 af Outflow = 0.01 cfs @ 15.26 hrs, Volume= 0.004 af, Atten= 0%, Lag= 0.0 min Discarded = 0.01 cfs @ 15.26 hrs, Volume= 0.004 af Routing by Dyn-Stor-Ind method, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 3.00' @ 3.00 hrs Surf.Area= 777 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated: outflow precedes inflow) Volume Invert Avail.Storage Storage Description #1 3.00' 7,588 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 3.00 777 0 0 4.00 3,804 2,291 2,291 5.00 6,790 5,297 7,588 Device Routing Invert Outlet Devices #1 Discarded 3.00'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 15.26 hrs HW=3.00' (Free Discharge) 1=Exfiltration (Passes 0.00 cfs of 0.15 cfs potential flow) Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 40HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Pond 5P: courtland way depression Inflow Discarded Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)0.007 0.007 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Inflow Area=0.558 ac Peak Elev=3.00' Storage=0 cf 0.01 cfs 0.01 cfs Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 41HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Link POA 1: parkers river exist Inflow Area = 15.369 ac, 5.94% Impervious, Inflow Depth = 0.97" for 25 Year Storm event Inflow = 7.68 cfs @ 12.50 hrs, Volume= 1.244 af Primary = 7.68 cfs @ 12.50 hrs, Volume= 1.244 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Link POA 1: parkers river exist Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=15.369 ac 7.68 cfs 7.68 cfs Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 42HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Link POA 2: IVW 1 Inflow Area = 0.852 ac, 0.00% Impervious, Inflow Depth = 0.32" for 25 Year Storm event Inflow = 0.07 cfs @ 12.55 hrs, Volume= 0.023 af Primary = 0.07 cfs @ 12.55 hrs, Volume= 0.023 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Link POA 2: IVW 1 Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.852 ac 0.07 cfs 0.07 cfs Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 43HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Link POA 3: IVW 2 Inflow Area = 3.997 ac, 0.00% Impervious, Inflow Depth = 0.23" for 25 Year Storm event Inflow = 0.14 cfs @ 12.65 hrs, Volume= 0.078 af Primary = 0.14 cfs @ 12.65 hrs, Volume= 0.078 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Link POA 3: IVW 2 Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=3.997 ac 0.14 cfs 0.14 cfs Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 44HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Time span=3.00-30.00 hrs, dt=0.01 hrs, 2701 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=377,292 sf 10.54% Impervious Runoff Depth=1.82"Subcatchment 1S: Drivein area Flow Length=950' Tc=34.4 min CN=54 Runoff=8.93 cfs 1.316 af Runoff Area=125,340 sf 0.00% Impervious Runoff Depth=1.24"Subcatchment 2S: to parkers river outside Flow Length=470' Tc=14.3 min CN=47 Runoff=2.46 cfs 0.297 af Runoff Area=166,861 sf 0.00% Impervious Runoff Depth=0.16"Subcatchment 3S: woodland outside Flow Length=181' Slope=0.0100 '/' Tc=20.2 min CN=30 Runoff=0.08 cfs 0.050 af Runoff Area=37,105 sf 0.00% Impervious Runoff Depth=0.52"Subcatchment 4S: to IVW 1 Flow Length=79' Slope=0.0128 '/' Tc=15.2 min CN=37 Runoff=0.17 cfs 0.037 af Runoff Area=174,130 sf 0.00% Impervious Runoff Depth=0.40"Subcatchment 5S: to IVW 2 Flow Length=310' Tc=16.1 min CN=35 Runoff=0.47 cfs 0.134 af Runoff Area=24,293 sf 1.48% Impervious Runoff Depth=0.20"Subcatchment 6S: to Courtland way Flow Length=85' Tc=8.2 min CN=31 Runoff=0.02 cfs 0.009 af Peak Elev=3.00' Storage=0 cf Inflow=0.02 cfs 0.009 afPond 5P: courtland way depression Outflow=0.02 cfs 0.009 af Inflow=10.60 cfs 1.663 afLink POA 1: parkers river exist Primary=10.60 cfs 1.663 af Inflow=0.17 cfs 0.037 afLink POA 2: IVW 1 Primary=0.17 cfs 0.037 af Inflow=0.47 cfs 0.134 afLink POA 3: IVW 2 Primary=0.47 cfs 0.134 af Total Runoff Area = 20.776 ac Runoff Volume = 1.843 af Average Runoff Depth = 1.06" 95.56% Pervious = 19.855 ac 4.44% Impervious = 0.921 ac Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 45HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Drivein area Runoff = 8.93 cfs @ 12.54 hrs, Volume= 1.316 af, Depth= 1.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 50 Year Storm Rainfall=6.66" Area (sf) CN Description 244,084 49 50-75% Grass cover, Fair, HSG A 38,578 98 Paved parking, HSG A 6,874 96 Gravel surface, HSG A 11,442 96 Gravel surface, HSG A * 2,328 92 Dirt roads, HSG A 46,293 30 Woods, Good, HSG A * 1,200 98 Paved parking, HSG A upweller * 6,125 77 wetlands 20,368 35 Brush, Fair, HSG A 377,292 54 Weighted Average 337,514 89.46% Pervious Area 39,778 10.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 50 0.0200 0.07 Sheet Flow, woodline Woods: Light underbrush n= 0.400 P2= 3.40" 2.4 50 0.0050 0.35 Shallow Concentrated Flow, woodline Woodland Kv= 5.0 fps 20.0 850 0.0050 0.71 Shallow Concentrated Flow, infield Nearly Bare & Untilled Kv= 10.0 fps 34.4 950 Total Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 46HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Subcatchment 1S: Drivein area Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 50 Year Storm Rainfall=6.66" Runoff Area=377,292 sf Runoff Volume=1.316 af Runoff Depth=1.82" Flow Length=950' Tc=34.4 min CN=54 8.93 cfs Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 47HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: to parkers river outside pavement Runoff = 2.46 cfs @ 12.24 hrs, Volume= 0.297 af, Depth= 1.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 50 Year Storm Rainfall=6.66" Area (sf) CN Description 107,144 49 50-75% Grass cover, Fair, HSG A 18,196 35 Brush, Fair, HSG A 125,340 47 Weighted Average 125,340 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.5 50 0.0130 0.13 Sheet Flow, a Grass: Short n= 0.150 P2= 3.40" 7.8 420 0.0080 0.89 Shallow Concentrated Flow, b Nearly Bare & Untilled Kv= 10.0 fps 14.3 470 Total Subcatchment 2S: to parkers river outside pavement Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)2 1 0 Type III 24-hr 50 Year Storm Rainfall=6.66" Runoff Area=125,340 sf Runoff Volume=0.297 af Runoff Depth=1.24" Flow Length=470' Tc=14.3 min CN=47 2.46 cfs Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 48HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: woodland outside riverpark Runoff = 0.08 cfs @ 14.97 hrs, Volume= 0.050 af, Depth= 0.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 50 Year Storm Rainfall=6.66" Area (sf) CN Description 166,861 30 Brush, Good, HSG A 166,861 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.8 50 0.0100 0.05 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 4.4 131 0.0100 0.50 Shallow Concentrated Flow, b Woodland Kv= 5.0 fps 20.2 181 Total Subcatchment 3S: woodland outside riverpark Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 50 Year Storm Rainfall=6.66" Runoff Area=166,861 sf Runoff Volume=0.050 af Runoff Depth=0.16" Flow Length=181' Slope=0.0100 '/' Tc=20.2 min CN=30 0.08 cfs Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 49HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: to IVW 1 Runoff = 0.17 cfs @ 12.48 hrs, Volume= 0.037 af, Depth= 0.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 50 Year Storm Rainfall=6.66" Area (sf) CN Description 28,958 30 Brush, Good, HSG A * 3,487 77 wetlands 4,660 49 50-75% Grass cover, Fair, HSG A 37,105 37 Weighted Average 37,105 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.3 50 0.0128 0.06 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 0.9 29 0.0128 0.57 Shallow Concentrated Flow, b Woodland Kv= 5.0 fps 15.2 79 Total Subcatchment 4S: to IVW 1 Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 50 Year Storm Rainfall=6.66" Runoff Area=37,105 sf Runoff Volume=0.037 af Runoff Depth=0.52" Flow Length=79' Slope=0.0128 '/' Tc=15.2 min CN=37 0.17 cfs Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 50HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: to IVW 2 Runoff = 0.47 cfs @ 12.54 hrs, Volume= 0.134 af, Depth= 0.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 50 Year Storm Rainfall=6.66" Area (sf) CN Description * 19,556 77 wetlands 154,574 30 Woods, Good, HSG A 174,130 35 Weighted Average 174,130 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 50 0.0400 0.09 Sheet Flow, start Woods: Light underbrush n= 0.400 P2= 3.40" 1.1 75 0.0500 1.12 Shallow Concentrated Flow, wooded b Woodland Kv= 5.0 fps 5.9 185 0.0110 0.52 Shallow Concentrated Flow, c Woodland Kv= 5.0 fps 16.1 310 Total Subcatchment 5S: to IVW 2 Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)0.52 0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 50 Year Storm Rainfall=6.66" Runoff Area=174,130 sf Runoff Volume=0.134 af Runoff Depth=0.40" Flow Length=310' Tc=16.1 min CN=35 0.47 cfs Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 51HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: to Courtland way Runoff = 0.02 cfs @ 13.82 hrs, Volume= 0.009 af, Depth= 0.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 50 Year Storm Rainfall=6.66" Area (sf) CN Description 23,202 30 Brush, Good, HSG A 731 39 >75% Grass cover, Good, HSG A * 360 98 Courtland way pavement, HSG A 24,293 31 Weighted Average 23,933 98.52% Pervious Area 360 1.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.8 50 0.0580 0.11 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 0.4 35 0.0680 1.30 Shallow Concentrated Flow, b Woodland Kv= 5.0 fps 8.2 85 Total Subcatchment 6S: to Courtland way Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Type III 24-hr 50 Year Storm Rainfall=6.66" Runoff Area=24,293 sf Runoff Volume=0.009 af Runoff Depth=0.20" Flow Length=85' Tc=8.2 min CN=31 0.02 cfs Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 52HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Pond 5P: courtland way depression Inflow Area = 0.558 ac, 1.48% Impervious, Inflow Depth = 0.20" for 50 Year Storm event Inflow = 0.02 cfs @ 13.82 hrs, Volume= 0.009 af Outflow = 0.02 cfs @ 13.82 hrs, Volume= 0.009 af, Atten= 0%, Lag= 0.0 min Discarded = 0.02 cfs @ 13.82 hrs, Volume= 0.009 af Routing by Dyn-Stor-Ind method, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 3.00' @ 3.00 hrs Surf.Area= 777 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated: outflow precedes inflow) Volume Invert Avail.Storage Storage Description #1 3.00' 7,588 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 3.00 777 0 0 4.00 3,804 2,291 2,291 5.00 6,790 5,297 7,588 Device Routing Invert Outlet Devices #1 Discarded 3.00'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 13.82 hrs HW=3.00' (Free Discharge) 1=Exfiltration (Passes 0.00 cfs of 0.15 cfs potential flow) Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 53HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Pond 5P: courtland way depression Inflow Discarded Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Inflow Area=0.558 ac Peak Elev=3.00' Storage=0 cf 0.02 cfs 0.02 cfs Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 54HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Link POA 1: parkers river exist Inflow Area = 15.369 ac, 5.94% Impervious, Inflow Depth = 1.30" for 50 Year Storm event Inflow = 10.60 cfs @ 12.50 hrs, Volume= 1.663 af Primary = 10.60 cfs @ 12.50 hrs, Volume= 1.663 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Link POA 1: parkers river exist Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=15.369 ac 10.60 cfs 10.60 cfs Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 55HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Link POA 2: IVW 1 Inflow Area = 0.852 ac, 0.00% Impervious, Inflow Depth = 0.52" for 50 Year Storm event Inflow = 0.17 cfs @ 12.48 hrs, Volume= 0.037 af Primary = 0.17 cfs @ 12.48 hrs, Volume= 0.037 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Link POA 2: IVW 1 Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.852 ac 0.17 cfs 0.17 cfs Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 56HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Link POA 3: IVW 2 Inflow Area = 3.997 ac, 0.00% Impervious, Inflow Depth = 0.40" for 50 Year Storm event Inflow = 0.47 cfs @ 12.54 hrs, Volume= 0.134 af Primary = 0.47 cfs @ 12.54 hrs, Volume= 0.134 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Link POA 3: IVW 2 Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=3.997 ac 0.47 cfs 0.47 cfs Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 57HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Time span=3.00-30.00 hrs, dt=0.01 hrs, 2701 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=377,292 sf 10.54% Impervious Runoff Depth=2.30"Subcatchment 1S: Drivein area Flow Length=950' Tc=34.4 min CN=54 Runoff=11.57 cfs 1.657 af Runoff Area=125,340 sf 0.00% Impervious Runoff Depth=1.62"Subcatchment 2S: to parkers river outside Flow Length=470' Tc=14.3 min CN=47 Runoff=3.50 cfs 0.389 af Runoff Area=166,861 sf 0.00% Impervious Runoff Depth=0.29"Subcatchment 3S: woodland outside Flow Length=181' Slope=0.0100 '/' Tc=20.2 min CN=30 Runoff=0.16 cfs 0.093 af Runoff Area=37,105 sf 0.00% Impervious Runoff Depth=0.77"Subcatchment 4S: to IVW 1 Flow Length=79' Slope=0.0128 '/' Tc=15.2 min CN=37 Runoff=0.30 cfs 0.054 af Runoff Area=174,130 sf 0.00% Impervious Runoff Depth=0.62"Subcatchment 5S: to IVW 2 Flow Length=310' Tc=16.1 min CN=35 Runoff=0.95 cfs 0.205 af Runoff Area=24,293 sf 1.48% Impervious Runoff Depth=0.35"Subcatchment 6S: to Courtland way Flow Length=85' Tc=8.2 min CN=31 Runoff=0.05 cfs 0.016 af Peak Elev=3.00' Storage=0 cf Inflow=0.05 cfs 0.016 afPond 5P: courtland way depression Outflow=0.05 cfs 0.016 af Inflow=13.90 cfs 2.139 afLink POA 1: parkers river exist Primary=13.90 cfs 2.139 af Inflow=0.30 cfs 0.054 afLink POA 2: IVW 1 Primary=0.30 cfs 0.054 af Inflow=0.95 cfs 0.205 afLink POA 3: IVW 2 Primary=0.95 cfs 0.205 af Total Runoff Area = 20.776 ac Runoff Volume = 2.415 af Average Runoff Depth = 1.39" 95.56% Pervious = 19.855 ac 4.44% Impervious = 0.921 ac Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 58HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Drivein area Runoff = 11.57 cfs @ 12.53 hrs, Volume= 1.657 af, Depth= 2.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Storm Rainfall=7.42" Area (sf) CN Description 244,084 49 50-75% Grass cover, Fair, HSG A 38,578 98 Paved parking, HSG A 6,874 96 Gravel surface, HSG A 11,442 96 Gravel surface, HSG A * 2,328 92 Dirt roads, HSG A 46,293 30 Woods, Good, HSG A * 1,200 98 Paved parking, HSG A upweller * 6,125 77 wetlands 20,368 35 Brush, Fair, HSG A 377,292 54 Weighted Average 337,514 89.46% Pervious Area 39,778 10.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 50 0.0200 0.07 Sheet Flow, woodline Woods: Light underbrush n= 0.400 P2= 3.40" 2.4 50 0.0050 0.35 Shallow Concentrated Flow, woodline Woodland Kv= 5.0 fps 20.0 850 0.0050 0.71 Shallow Concentrated Flow, infield Nearly Bare & Untilled Kv= 10.0 fps 34.4 950 Total Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 59HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Subcatchment 1S: Drivein area Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 100 Year Storm Rainfall=7.42" Runoff Area=377,292 sf Runoff Volume=1.657 af Runoff Depth=2.30" Flow Length=950' Tc=34.4 min CN=54 11.57 cfs Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 60HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: to parkers river outside pavement Runoff = 3.50 cfs @ 12.22 hrs, Volume= 0.389 af, Depth= 1.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Storm Rainfall=7.42" Area (sf) CN Description 107,144 49 50-75% Grass cover, Fair, HSG A 18,196 35 Brush, Fair, HSG A 125,340 47 Weighted Average 125,340 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.5 50 0.0130 0.13 Sheet Flow, a Grass: Short n= 0.150 P2= 3.40" 7.8 420 0.0080 0.89 Shallow Concentrated Flow, b Nearly Bare & Untilled Kv= 10.0 fps 14.3 470 Total Subcatchment 2S: to parkers river outside pavement Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)3 2 1 0 Type III 24-hr 100 Year Storm Rainfall=7.42" Runoff Area=125,340 sf Runoff Volume=0.389 af Runoff Depth=1.62" Flow Length=470' Tc=14.3 min CN=47 3.50 cfs Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 61HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: woodland outside riverpark Runoff = 0.16 cfs @ 13.00 hrs, Volume= 0.093 af, Depth= 0.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Storm Rainfall=7.42" Area (sf) CN Description 166,861 30 Brush, Good, HSG A 166,861 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.8 50 0.0100 0.05 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 4.4 131 0.0100 0.50 Shallow Concentrated Flow, b Woodland Kv= 5.0 fps 20.2 181 Total Subcatchment 3S: woodland outside riverpark Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 100 Year Storm Rainfall=7.42" Runoff Area=166,861 sf Runoff Volume=0.093 af Runoff Depth=0.29" Flow Length=181' Slope=0.0100 '/' Tc=20.2 min CN=30 0.16 cfs Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 62HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: to IVW 1 Runoff = 0.30 cfs @ 12.41 hrs, Volume= 0.054 af, Depth= 0.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Storm Rainfall=7.42" Area (sf) CN Description 28,958 30 Brush, Good, HSG A * 3,487 77 wetlands 4,660 49 50-75% Grass cover, Fair, HSG A 37,105 37 Weighted Average 37,105 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.3 50 0.0128 0.06 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 0.9 29 0.0128 0.57 Shallow Concentrated Flow, b Woodland Kv= 5.0 fps 15.2 79 Total Subcatchment 4S: to IVW 1 Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 100 Year Storm Rainfall=7.42" Runoff Area=37,105 sf Runoff Volume=0.054 af Runoff Depth=0.77" Flow Length=79' Slope=0.0128 '/' Tc=15.2 min CN=37 0.30 cfs Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 63HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: to IVW 2 Runoff = 0.95 cfs @ 12.47 hrs, Volume= 0.205 af, Depth= 0.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Storm Rainfall=7.42" Area (sf) CN Description * 19,556 77 wetlands 154,574 30 Woods, Good, HSG A 174,130 35 Weighted Average 174,130 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 50 0.0400 0.09 Sheet Flow, start Woods: Light underbrush n= 0.400 P2= 3.40" 1.1 75 0.0500 1.12 Shallow Concentrated Flow, wooded b Woodland Kv= 5.0 fps 5.9 185 0.0110 0.52 Shallow Concentrated Flow, c Woodland Kv= 5.0 fps 16.1 310 Total Subcatchment 5S: to IVW 2 Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)1 0 Type III 24-hr 100 Year Storm Rainfall=7.42" Runoff Area=174,130 sf Runoff Volume=0.205 af Runoff Depth=0.62" Flow Length=310' Tc=16.1 min CN=35 0.95 cfs Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 64HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: to Courtland way Runoff = 0.05 cfs @ 12.47 hrs, Volume= 0.016 af, Depth= 0.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Storm Rainfall=7.42" Area (sf) CN Description 23,202 30 Brush, Good, HSG A 731 39 >75% Grass cover, Good, HSG A * 360 98 Courtland way pavement, HSG A 24,293 31 Weighted Average 23,933 98.52% Pervious Area 360 1.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.8 50 0.0580 0.11 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 0.4 35 0.0680 1.30 Shallow Concentrated Flow, b Woodland Kv= 5.0 fps 8.2 85 Total Subcatchment 6S: to Courtland way Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)0.052 0.05 0.048 0.046 0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type III 24-hr 100 Year Storm Rainfall=7.42" Runoff Area=24,293 sf Runoff Volume=0.016 af Runoff Depth=0.35" Flow Length=85' Tc=8.2 min CN=31 0.05 cfs Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 65HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Pond 5P: courtland way depression Inflow Area = 0.558 ac, 1.48% Impervious, Inflow Depth = 0.35" for 100 Year Storm event Inflow = 0.05 cfs @ 12.47 hrs, Volume= 0.016 af Outflow = 0.05 cfs @ 12.47 hrs, Volume= 0.016 af, Atten= 0%, Lag= 0.0 min Discarded = 0.05 cfs @ 12.47 hrs, Volume= 0.016 af Routing by Dyn-Stor-Ind method, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 3.00' @ 3.00 hrs Surf.Area= 777 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 998.5 - 998.5 ) Volume Invert Avail.Storage Storage Description #1 3.00' 7,588 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 3.00 777 0 0 4.00 3,804 2,291 2,291 5.00 6,790 5,297 7,588 Device Routing Invert Outlet Devices #1 Discarded 3.00'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 12.47 hrs HW=3.00' (Free Discharge) 1=Exfiltration (Passes 0.00 cfs of 0.15 cfs potential flow) Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 66HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Pond 5P: courtland way depression Inflow Discarded Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.558 ac Peak Elev=3.00' Storage=0 cf 0.05 cfs 0.05 cfs Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 67HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Link POA 1: parkers river exist Inflow Area = 15.369 ac, 5.94% Impervious, Inflow Depth = 1.67" for 100 Year Storm event Inflow = 13.90 cfs @ 12.50 hrs, Volume= 2.139 af Primary = 13.90 cfs @ 12.50 hrs, Volume= 2.139 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Link POA 1: parkers river exist Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=15.369 ac 13.90 cfs 13.90 cfs Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 68HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Link POA 2: IVW 1 Inflow Area = 0.852 ac, 0.00% Impervious, Inflow Depth = 0.77" for 100 Year Storm event Inflow = 0.30 cfs @ 12.41 hrs, Volume= 0.054 af Primary = 0.30 cfs @ 12.41 hrs, Volume= 0.054 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Link POA 2: IVW 1 Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.852 ac 0.30 cfs 0.30 cfs Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Exist Cond Printed 8/23/2022Prepared by {enter your company name here} Page 69HydroCAD® 10.00-22 s/n 10406 © 2018 HydroCAD Software Solutions LLC Summary for Link POA 3: IVW 2 Inflow Area = 3.997 ac, 0.00% Impervious, Inflow Depth = 0.62" for 100 Year Storm event Inflow = 0.95 cfs @ 12.47 hrs, Volume= 0.205 af Primary = 0.95 cfs @ 12.47 hrs, Volume= 0.205 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 3.00-30.00 hrs, dt= 0.01 hrs Link POA 3: IVW 2 Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543Flow (cfs)1 0 Inflow Area=3.997 ac 0.95 cfs 0.95 cfs APPENDIX H –PROPOSED CONDITIONS CALCULATION 1S Infiltration 1 2S AD 1 4S cul de sac area 5S west side of road 6S woodland outside riverpark 7S east side of development 11S artist shanties 12S Bathroom area 13S area drain 1 14S area drains at front 15S porous pavement 17S trench 1 18S Trench 2 20S IVW 1 30S IVW 2 40S to Courtland way 6R culvert 1P swale 2P infiltration system 1 3P infiltration system 2 4P infiltration basin 3 5PCB area drain 1 6PCB front area drains 8P drip edge 10P trench 111P trench 2 12P reservoir 13PCB ad POA 1 parker river POA 2 ivw 1 POA 3 POA 3 POA 4 POA 4 Routing Diagram for River Walk Proposed Conditions Prepared by James Engineering, Inc., Printed 10/7/2022 HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 2HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 3.906 49 50-75% Grass cover, Fair, HSG A (17S, 18S) 0.339 68 <50% Grass cover, Poor, HSG A (1S, 17S) 0.029 68 <50% Grass cover, Poor, HSG A reinforced turf (2S) 2.912 39 >75% Grass cover, Good, HSG A (1S, 2S, 4S, 5S, 6S, 7S, 14S, 17S, 18S, 20S, 30S, 40S) 0.149 39 >75% Grass cover, Good, HSG A abutters (30S) 9.142 30 Brush, Good, HSG A (5S, 6S, 7S, 20S, 30S, 40S) 0.008 98 Courtland way pavement, HSG A (40S) 0.317 96 Gravel surface, HSG A (7S, 15S) 0.057 96 Gravel surface, HSG A to Upweller site (7S) 0.004 39 LANDSCAPED, Good, HSG A (12S) 0.050 98 Patio Walkway, HSG A (12S) 1.453 98 Paved parking, HSG A (1S, 4S, 14S, 15S, 17S) 0.166 98 Paved parking, HSG A pavement (2S) 0.059 98 Paved parking, HSG A walkways (2S) 0.104 98 Roofs, HSG A (1S, 11S, 12S) 0.034 98 Sidewalk, HSG A (1S) 0.090 98 Water Surface, HSG A (1S, 4S) 0.299 30 Woods, Good, HSG A (17S) 0.014 92 earth path surface, HSG A (4S) 0.017 92 earth path, HSG A (18S) 0.073 92 earth walkway, HSG A (6S) 0.101 39 landscaped, Good, HSG A (13S, 40S) 0.111 92 reinforced earth path, HSG A (7S) 0.036 92 reinforced earth walkway, HSG A (30S) 0.038 68 reinforced turf, HSG A (40S) 0.246 68 reinforced turf, HSG A (18S) 0.088 98 sidewalk, HSG A (1S) 0.045 98 stage, HSG A (18S) 0.028 98 upweller site HSG A (7S) 0.011 98 walkway, HSG A (13S) 0.184 98 walkways, HSG A (18S) 0.670 77 wetlands (7S, 20S, 30S) 20.776 47 TOTAL AREA River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 3HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 20.107 HSG A 1S, 2S, 4S, 5S, 6S, 7S, 11S, 12S, 13S, 14S, 15S, 17S, 18S, 20S, 30S, 40S 0.000 HSG B 0.000 HSG C 0.000 HSG D 0.670 Other 7S, 20S, 30S 20.776 TOTAL AREA River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 4HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 3.906 0.000 0.000 0.000 0.000 3.906 50-75% Grass cover, Fair 17S, 18S 0.368 0.000 0.000 0.000 0.000 0.368 <50% Grass cover, Poor 1S, 2S, 17S 3.060 0.000 0.000 0.000 0.000 3.060 >75% Grass cover, Good 1S, 2S, 4S, 5S, 6S, 7S, 14S, 17S, 18S, 20S, 30S, 40S 9.142 0.000 0.000 0.000 0.000 9.142 Brush, Good 5S, 6S, 7S, 20S, 30S, 40S 0.008 0.000 0.000 0.000 0.000 0.008 Courtland way pavement 40S 0.374 0.000 0.000 0.000 0.000 0.374 Gravel surface 7S, 15S 0.004 0.000 0.000 0.000 0.000 0.004 LANDSCAPED, Good 12S 0.050 0.000 0.000 0.000 0.000 0.050 Patio Walkway 12S 1.677 0.000 0.000 0.000 0.000 1.677 Paved parking 1S, 2S, 4S, 14S, 15S, 17S 0.104 0.000 0.000 0.000 0.000 0.104 Roofs 1S, 11S, 12S 0.034 0.000 0.000 0.000 0.000 0.034 Sidewalk 1S 0.090 0.000 0.000 0.000 0.000 0.090 Water Surface 1S, 4S 0.299 0.000 0.000 0.000 0.000 0.299 Woods, Good 17S 0.017 0.000 0.000 0.000 0.000 0.017 earth path 18S 0.014 0.000 0.000 0.000 0.000 0.014 earth path surface 4S 0.073 0.000 0.000 0.000 0.000 0.073 earth walkway 6S 0.101 0.000 0.000 0.000 0.000 0.101 landscaped, Good 13S, 40S 0.111 0.000 0.000 0.000 0.000 0.111 reinforced earth path 7S 0.036 0.000 0.000 0.000 0.000 0.036 reinforced earth walkway 30S 0.284 0.000 0.000 0.000 0.000 0.284 reinforced turf 18S, 40S 0.088 0.000 0.000 0.000 0.000 0.088 sidewalk 1S 0.045 0.000 0.000 0.000 0.000 0.045 stage 18S 0.028 0.000 0.000 0.000 0.000 0.028 upweller site 7S 0.011 0.000 0.000 0.000 0.000 0.011 walkway 13S 0.184 0.000 0.000 0.000 0.000 0.184 walkways 18S 0.000 0.000 0.000 0.000 0.670 0.670 wetlands 7S, 20S, 30S 20.107 0.000 0.000 0.000 0.670 20.776 TOTAL AREA River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 5HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Diam/Width (inches) Height (inches) Inside-Fill (inches) 1 6R 4.95 4.05 180.0 0.0050 0.010 8.0 0.0 0.0 2 1P 5.50 5.50 30.0 0.0000 0.010 12.0 0.0 0.0 3 4P 4.65 4.00 65.0 0.0100 0.010 12.0 0.0 0.0 4 5P 6.00 5.75 50.0 0.0050 0.010 6.0 0.0 0.0 5 6P 6.00 5.75 130.0 0.0019 0.010 6.0 0.0 0.0 6 13P 5.85 5.50 60.0 0.0058 0.010 8.0 0.0 0.0 Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 6HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Time span=0.00-30.00 hrs, dt=0.01 hrs, 3001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=46,900 sf 56.38% Impervious Runoff Depth=1.17"Subcatchment 1S: Infiltration 1 Tc=6.0 min CN=74 Runoff=1.42 cfs 0.105 af Runoff Area=16,240 sf 60.31% Impervious Runoff Depth=1.36"Subcatchment 2S: AD 1 Tc=6.0 min CN=77 Runoff=0.58 cfs 0.042 af Runoff Area=13,791 sf 59.32% Impervious Runoff Depth=1.29"Subcatchment 4S: cul de sac area Tc=6.0 min CN=76 Runoff=0.47 cfs 0.034 af Runoff Area=30,300 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment 5S: west side of road Flow Length=129' Tc=15.4 min CN=36 Runoff=0.00 cfs 0.000 af Runoff Area=164,861 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment 6S: woodland outside Flow Length=181' Slope=0.0100 '/' Tc=20.2 min CN=32 Runoff=0.00 cfs 0.000 af Runoff Area=130,164 sf 0.92% Impervious Runoff Depth=0.07"Subcatchment 7S: east side of Flow Length=230' Tc=26.8 min CN=45 Runoff=0.03 cfs 0.017 af Runoff Area=1,080 sf 100.00% Impervious Runoff Depth=3.17"Subcatchment 11S: artist shanties Tc=6.0 min CN=98 Runoff=0.08 cfs 0.007 af Runoff Area=3,560 sf 94.80% Impervious Runoff Depth=2.84"Subcatchment 12S: Bathroom area Tc=6.0 min CN=95 Runoff=0.26 cfs 0.019 af Runoff Area=1,633 sf 28.29% Impervious Runoff Depth=0.35"Subcatchment 13S: area drain 1 Tc=6.0 min CN=56 Runoff=0.01 cfs 0.001 af Runoff Area=10,420 sf 36.73% Impervious Runoff Depth=0.53"Subcatchment 14S: area drains at front Tc=6.0 min CN=61 Runoff=0.10 cfs 0.011 af Runoff Area=31,070 sf 95.39% Impervious Runoff Depth=3.17"Subcatchment 15S: porous pavement Tc=6.0 min CN=98 Runoff=2.36 cfs 0.188 af Runoff Area=113,450 sf 5.86% Impervious Runoff Depth=0.17"Subcatchment 17S: trench 1 Flow Length=222' Tc=21.2 min CN=50 Runoff=0.09 cfs 0.037 af Runoff Area=132,180 sf 7.54% Impervious Runoff Depth=0.28"Subcatchment 18S: Trench 2 Flow Length=100' Slope=0.0100 '/' Tc=11.1 min CN=54 Runoff=0.35 cfs 0.071 af Runoff Area=26,870 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment 20S: IVW 1 Flow Length=79' Slope=0.0128 '/' Tc=15.2 min CN=39 Runoff=0.00 cfs 0.000 af Runoff Area=160,788 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment 30S: IVW 2 Flow Length=310' Tc=16.1 min CN=37 Runoff=0.00 cfs 0.000 af Runoff Area=21,713 sf 1.66% Impervious Runoff Depth=0.00"Subcatchment 40S: to Courtland way Flow Length=85' Tc=8.2 min CN=36 Runoff=0.00 cfs 0.000 af Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 7HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Avg. Flow Depth=0.00' Max Vel=0.00 fps Inflow=0.00 cfs 0.000 afReach 6R: culvert 8.0" Round Pipe n=0.010 L=180.0' S=0.0050 '/' Capacity=1.11 cfs Outflow=0.00 cfs 0.000 af Peak Elev=5.99' Storage=1,637 cf Inflow=2.00 cfs 0.147 afPond 1P: swale Primary=0.96 cfs 0.137 af Secondary=0.00 cfs 0.000 af Outflow=0.96 cfs 0.137 af Peak Elev=5.52' Storage=554 cf Inflow=0.96 cfs 0.137 afPond 2P: infiltration system 1 Outflow=0.55 cfs 0.137 af Peak Elev=5.39' Storage=114 cf Inflow=0.36 cfs 0.031 afPond 3P: infiltration system 2 Discarded=0.16 cfs 0.031 af Primary=0.00 cfs 0.000 af Outflow=0.16 cfs 0.031 af Peak Elev=5.24' Storage=218 cf Inflow=0.47 cfs 0.034 afPond 4P: infiltration basin 3 Discarded=0.16 cfs 0.034 af Primary=0.00 cfs 0.000 af Outflow=0.16 cfs 0.034 af Peak Elev=6.21' Inflow=0.10 cfs 0.011 afPond 5P: area drain 1 6.0" Round Culvert n=0.010 L=50.0' S=0.0050 '/' Outflow=0.10 cfs 0.011 af Peak Elev=6.33' Inflow=0.10 cfs 0.011 afPond 6P: front area drains Primary=0.10 cfs 0.011 af Secondary=0.00 cfs 0.000 af Outflow=0.10 cfs 0.011 af Peak Elev=5.55' Storage=6 cf Inflow=0.08 cfs 0.007 afPond 8P: drip edge Outflow=0.06 cfs 0.007 af Peak Elev=6.15' Storage=101 cf Inflow=0.09 cfs 0.037 afPond 10P: trench 1 Outflow=0.08 cfs 0.037 af Peak Elev=6.17' Storage=139 cf Inflow=0.35 cfs 0.071 afPond 11P: trench 2 Outflow=0.35 cfs 0.071 af Peak Elev=5.00' Storage=0 cf Inflow=2.36 cfs 0.188 afPond 12P: reservoir Outflow=2.36 cfs 0.188 af Peak Elev=6.19' Inflow=0.58 cfs 0.042 afPond 13P: ad 8.0" Round Culvert x 2.00 n=0.010 L=60.0' S=0.0058 '/' Outflow=0.58 cfs 0.042 af Inflow=0.03 cfs 0.017 afLink POA 1: parker river Primary=0.03 cfs 0.017 af Inflow=0.00 cfs 0.000 afLink POA 2: ivw 1 Primary=0.00 cfs 0.000 af Inflow=0.00 cfs 0.000 afLink POA 3: POA 3 Primary=0.00 cfs 0.000 af Inflow=0.00 cfs 0.000 afLink POA 4: POA 4 Primary=0.00 cfs 0.000 af Total Runoff Area = 20.776 ac Runoff Volume = 0.533 af Average Runoff Depth = 0.31" 88.84% Pervious = 18.458 ac 11.16% Impervious = 2.318 ac Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 8HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Infiltration 1 Runoff = 1.42 cfs @ 12.09 hrs, Volume= 0.105 af, Depth= 1.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Storm Rainfall=3.40" Area (sf) CN Description 14,261 98 Paved parking, HSG A * 3,817 98 sidewalk, HSG A 3,105 68 <50% Grass cover, Poor, HSG A 2,033 98 Water Surface, HSG A 17,352 39 >75% Grass cover, Good, HSG A 2,622 98 Paved parking, HSG A 2,250 98 Roofs, HSG A * 1,460 98 Sidewalk, HSG A 46,900 74 Weighted Average 20,457 43.62% Pervious Area 26,443 56.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, minimum Subcatchment 1S: Infiltration 1 Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 2 Year Storm Rainfall=3.40" Runoff Area=46,900 sf Runoff Volume=0.105 af Runoff Depth=1.17" Tc=6.0 min CN=74 1.42 cfs Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 9HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: AD 1 Runoff = 0.58 cfs @ 12.09 hrs, Volume= 0.042 af, Depth= 1.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Storm Rainfall=3.40" Area (sf) CN Description * 7,230 98 Paved parking, HSG A pavement * 2,565 98 Paved parking, HSG A walkways * 1,270 68 <50% Grass cover, Poor, HSG A reinforced turf 5,175 39 >75% Grass cover, Good, HSG A 16,240 77 Weighted Average 6,445 39.69% Pervious Area 9,795 60.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, minimum Subcatchment 2S: AD 1 Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2 Year Storm Rainfall=3.40" Runoff Area=16,240 sf Runoff Volume=0.042 af Runoff Depth=1.36" Tc=6.0 min CN=77 0.58 cfs Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 10HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: cul de sac area Runoff = 0.47 cfs @ 12.09 hrs, Volume= 0.034 af, Depth= 1.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Storm Rainfall=3.40" Area (sf) CN Description 5,958 98 Paved parking, HSG A * 620 92 earth path surface, HSG A 175 98 Paved parking, HSG A 4,990 39 >75% Grass cover, Good, HSG A 1,903 98 Water Surface, HSG A 145 98 Paved parking, HSG A 13,791 76 Weighted Average 5,610 40.68% Pervious Area 8,181 59.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, minimum Subcatchment 4S: cul de sac area Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.52 0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2 Year Storm Rainfall=3.40" Runoff Area=13,791 sf Runoff Volume=0.034 af Runoff Depth=1.29" Tc=6.0 min CN=76 0.47 cfs Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 11HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: west side of road [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Storm Rainfall=3.40" Area (sf) CN Description 11,559 30 Brush, Good, HSG A 18,741 39 >75% Grass cover, Good, HSG A 30,300 36 Weighted Average 30,300 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 50 0.0200 0.07 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 3.4 79 0.0060 0.39 Shallow Concentrated Flow, b Woodland Kv= 5.0 fps 15.4 129 Total Subcatchment 5S: west side of road Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 2 Year Storm Rainfall=3.40" Runoff Area=30,300 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=129' Tc=15.4 min CN=36 0.00 cfs Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 12HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: woodland outside riverpark [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Storm Rainfall=3.40" Area (sf) CN Description 153,701 30 Brush, Good, HSG A * 3,180 92 earth walkway, HSG A 7,980 39 >75% Grass cover, Good, HSG A 164,861 32 Weighted Average 164,861 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.8 50 0.0100 0.05 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 4.4 131 0.0100 0.50 Shallow Concentrated Flow, b Woodland Kv= 5.0 fps 20.2 181 Total Subcatchment 6S: woodland outside riverpark Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 2 Year Storm Rainfall=3.40" Runoff Area=164,861 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=181' Slope=0.0100 '/' Tc=20.2 min CN=32 0.00 cfs Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 13HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: east side of development Runoff = 0.03 cfs @ 15.22 hrs, Volume= 0.017 af, Depth= 0.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Storm Rainfall=3.40" Area (sf) CN Description * 2,497 96 Gravel surface, HSG A to Upweller site * 1,200 98 upweller site HSG A 71,833 30 Brush, Good, HSG A * 4,837 92 reinforced earth path, HSG A 929 96 Gravel surface, HSG A * 6,125 77 wetlands 31,301 39 >75% Grass cover, Good, HSG A 11,442 96 Gravel surface, HSG A 130,164 45 Weighted Average 128,964 99.08% Pervious Area 1,200 0.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.8 50 0.0050 0.04 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 6.0 180 0.0100 0.50 Shallow Concentrated Flow, b Woodland Kv= 5.0 fps 26.8 230 Total Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 14HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Subcatchment 7S: east side of development Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type III 24-hr 2 Year Storm Rainfall=3.40" Runoff Area=130,164 sf Runoff Volume=0.017 af Runoff Depth=0.07" Flow Length=230' Tc=26.8 min CN=45 0.03 cfs Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 15HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: artist shanties Runoff = 0.08 cfs @ 12.08 hrs, Volume= 0.007 af, Depth= 3.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Storm Rainfall=3.40" Area (sf) CN Description 1,080 98 Roofs, HSG A 1,080 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, minimum Subcatchment 11S: artist shanties Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 2 Year Storm Rainfall=3.40" Runoff Area=1,080 sf Runoff Volume=0.007 af Runoff Depth=3.17" Tc=6.0 min CN=98 0.08 cfs Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 16HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: Bathroom area Runoff = 0.26 cfs @ 12.08 hrs, Volume= 0.019 af, Depth= 2.84" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Storm Rainfall=3.40" Area (sf) CN Description 1,210 98 Roofs, HSG A * 2,165 98 Patio Walkway, HSG A * 185 39 LANDSCAPED, Good, HSG A 3,560 95 Weighted Average 185 5.20% Pervious Area 3,375 94.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, mimimum Subcatchment 12S: Bathroom area Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2 Year Storm Rainfall=3.40" Runoff Area=3,560 sf Runoff Volume=0.019 af Runoff Depth=2.84" Tc=6.0 min CN=95 0.26 cfs Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 17HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: area drain 1 Runoff = 0.01 cfs @ 12.15 hrs, Volume= 0.001 af, Depth= 0.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Storm Rainfall=3.40" Area (sf) CN Description * 1,171 39 landscaped, Good, HSG A * 462 98 walkway, HSG A 1,633 56 Weighted Average 1,171 71.71% Pervious Area 462 28.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, minimum Subcatchment 13S: area drain 1 Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.007 0.007 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Type III 24-hr 2 Year Storm Rainfall=3.40" Runoff Area=1,633 sf Runoff Volume=0.001 af Runoff Depth=0.35" Tc=6.0 min CN=56 0.01 cfs Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 18HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: area drains at front Runoff = 0.10 cfs @ 12.12 hrs, Volume= 0.011 af, Depth= 0.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Storm Rainfall=3.40" Area (sf) CN Description 3,827 98 Paved parking, HSG A 6,593 39 >75% Grass cover, Good, HSG A 10,420 61 Weighted Average 6,593 63.27% Pervious Area 3,827 36.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, minimum Subcatchment 14S: area drains at front Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 2 Year Storm Rainfall=3.40" Runoff Area=10,420 sf Runoff Volume=0.011 af Runoff Depth=0.53" Tc=6.0 min CN=61 0.10 cfs Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 19HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: porous pavement Runoff = 2.36 cfs @ 12.08 hrs, Volume= 0.188 af, Depth= 3.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Storm Rainfall=3.40" Area (sf) CN Description 29,637 98 Paved parking, HSG A 1,433 96 Gravel surface, HSG A 31,070 98 Weighted Average 1,433 4.61% Pervious Area 29,637 95.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, minimum Subcatchment 15S: porous pavement Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 2 Year Storm Rainfall=3.40" Runoff Area=31,070 sf Runoff Volume=0.188 af Runoff Depth=3.17" Tc=6.0 min CN=98 2.36 cfs Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 20HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 17S: trench 1 Runoff = 0.09 cfs @ 12.65 hrs, Volume= 0.037 af, Depth= 0.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Storm Rainfall=3.40" Area (sf) CN Description 6,650 98 Paved parking, HSG A 11,650 68 <50% Grass cover, Poor, HSG A 65,720 49 50-75% Grass cover, Fair, HSG A 13,020 30 Woods, Good, HSG A 16,410 39 >75% Grass cover, Good, HSG A 113,450 50 Weighted Average 106,800 94.14% Pervious Area 6,650 5.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.3 50 0.0080 0.05 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 3.9 172 0.0110 0.73 Shallow Concentrated Flow, b Short Grass Pasture Kv= 7.0 fps 21.2 222 Total Subcatchment 17S: trench 1 Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 2 Year Storm Rainfall=3.40" Runoff Area=113,450 sf Runoff Volume=0.037 af Runoff Depth=0.17" Flow Length=222' Tc=21.2 min CN=50 0.09 cfs Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 21HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 18S: Trench 2 Runoff = 0.35 cfs @ 12.40 hrs, Volume= 0.071 af, Depth= 0.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Storm Rainfall=3.40" Area (sf) CN Description 104,435 49 50-75% Grass cover, Fair, HSG A * 8,020 98 walkways, HSG A * 10,710 68 reinforced turf, HSG A * 1,950 98 stage, HSG A * 720 92 earth path, HSG A 6,345 39 >75% Grass cover, Good, HSG A 132,180 54 Weighted Average 122,210 92.46% Pervious Area 9,970 7.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.5 50 0.0100 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 3.40" 0.6 50 0.0100 1.50 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 11.1 100 Total Subcatchment 18S: Trench 2 Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2 Year Storm Rainfall=3.40" Runoff Area=132,180 sf Runoff Volume=0.071 af Runoff Depth=0.28" Flow Length=100' Slope=0.0100 '/' Tc=11.1 min CN=54 0.35 cfs Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 22HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 20S: IVW 1 Runoff = 0.00 cfs @ 23.56 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Storm Rainfall=3.40" Area (sf) CN Description 7,760 39 >75% Grass cover, Good, HSG A 15,623 30 Brush, Good, HSG A * 3,487 77 wetlands 26,870 39 Weighted Average 26,870 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.3 50 0.0128 0.06 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 0.9 29 0.0128 0.57 Shallow Concentrated Flow, b Woodland Kv= 5.0 fps 15.2 79 Total Subcatchment 20S: IVW 1 Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 Type III 24-hr 2 Year Storm Rainfall=3.40" Runoff Area=26,870 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=79' Slope=0.0128 '/' Tc=15.2 min CN=39 0.00 cfs Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 23HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 30S: IVW 2 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Storm Rainfall=3.40" Area (sf) CN Description * 1,560 92 reinforced earth walkway, HSG A 3,450 39 >75% Grass cover, Good, HSG A 129,739 30 Brush, Good, HSG A * 19,556 77 wetlands * 6,483 39 >75% Grass cover, Good, HSG A abutters 160,788 37 Weighted Average 160,788 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 50 0.0400 0.09 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 1.1 75 0.0500 1.12 Shallow Concentrated Flow, b Woodland Kv= 5.0 fps 5.9 185 0.0110 0.52 Shallow Concentrated Flow, c Woodland Kv= 5.0 fps 16.1 310 Total Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 24HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Subcatchment 30S: IVW 2 Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 2 Year Storm Rainfall=3.40" Runoff Area=160,788 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=310' Tc=16.1 min CN=37 0.00 cfs Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 25HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 40S: to Courtland way [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Storm Rainfall=3.40" Area (sf) CN Description 15,757 30 Brush, Good, HSG A 731 39 >75% Grass cover, Good, HSG A * 360 98 Courtland way pavement, HSG A * 3,225 39 landscaped, Good, HSG A * 1,640 68 reinforced turf, HSG A 21,713 36 Weighted Average 21,353 98.34% Pervious Area 360 1.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.8 50 0.0580 0.11 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 0.4 35 0.0680 1.30 Shallow Concentrated Flow, b Woodland Kv= 5.0 fps 8.2 85 Total Subcatchment 40S: to Courtland way Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 2 Year Storm Rainfall=3.40" Runoff Area=21,713 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=85' Tc=8.2 min CN=36 0.00 cfs Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 26HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Reach 6R: culvert [52] Hint: Inlet/Outlet conditions not evaluated Inflow Area = 0.696 ac, 0.00% Impervious, Inflow Depth = 0.00" for 2 Year Storm event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Max. Velocity= 0.00 fps, Min. Travel Time= 0.0 min Avg. Velocity = 0.00 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 0.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 0.67' Flow Area= 0.3 sf, Capacity= 1.11 cfs 8.0" Round Pipe n= 0.010 Length= 180.0' Slope= 0.0050 '/' Inlet Invert= 4.95', Outlet Invert= 4.05' Reach 6R: culvert Inflow Outflow Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.696 ac Avg. Flow Depth=0.00' Max Vel=0.00 fps 8.0" Round Pipe n=0.010 L=180.0' S=0.0050 '/' Capacity=1.11 cfs 0.00 cfs0.00 cfs Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 27HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 1P: swale Inflow Area = 1.449 ac, 57.39% Impervious, Inflow Depth = 1.22" for 2 Year Storm event Inflow = 2.00 cfs @ 12.09 hrs, Volume= 0.147 af Outflow = 0.96 cfs @ 12.31 hrs, Volume= 0.137 af, Atten= 52%, Lag= 12.7 min Primary = 0.96 cfs @ 12.31 hrs, Volume= 0.137 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 5.99' @ 12.31 hrs Surf.Area= 3,045 sf Storage= 1,637 cf Plug-Flow detention time= 92.3 min calculated for 0.137 af (93% of inflow) Center-of-Mass det. time= 55.4 min ( 911.0 - 855.7 ) Volume Invert Avail.Storage Storage Description #1 5.30' 9,782 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 5.30 1,733 0 0 6.00 3,074 1,682 1,682 7.00 5,065 4,070 5,752 7.70 6,450 4,030 9,782 Device Routing Invert Outlet Devices #1 Secondary 6.35'3.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 1.4' Crest Height #2 Primary 5.50'12.0" Round Culvert X 2.00 L= 30.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 5.50' / 5.50' S= 0.0000 '/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf Primary OutFlow Max=0.96 cfs @ 12.31 hrs HW=5.98' TW=5.21' (Dynamic Tailwater) 2=Culvert (Barrel Controls 0.96 cfs @ 1.86 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=5.30' TW=0.00' (Dynamic Tailwater) 1=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 28HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 1P: swale Inflow Outflow Primary Secondary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=1.449 ac Peak Elev=5.99' Storage=1,637 cf 2.00 cfs 0.96 cfs0.96 cfs 0.00 cfs Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 29HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 2P: infiltration system 1 [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=824) Inflow Area = 1.449 ac, 57.39% Impervious, Inflow Depth > 1.13" for 2 Year Storm event Inflow = 0.96 cfs @ 12.31 hrs, Volume= 0.137 af Outflow = 0.55 cfs @ 12.17 hrs, Volume= 0.137 af, Atten= 42%, Lag= 0.0 min Discarded = 0.55 cfs @ 12.17 hrs, Volume= 0.137 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 5.52' @ 12.71 hrs Surf.Area= 2,898 sf Storage= 554 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 4.6 min ( 915.7 - 911.0 ) Volume Invert Avail.Storage Storage Description #1A 5.00' 1,789 cf 28.17'W x 102.88'L x 2.33'H Field A 6,762 cf Overall - 1,651 cf Embedded = 5,110 cf x 35.0% Voids #2A 5.50' 1,651 cf ADS_StormTech SC-310 +Cap x 112 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 8 Rows of 14 Chambers 3,440 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 5.00'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.55 cfs @ 12.17 hrs HW=5.03' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.55 cfs) Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 30HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 2P: infiltration system 1 - Chamber Wizard Field A Chamber Model = ADS_StormTech SC-310 +Cap (ADS StormTech® SC-310 with cap length) 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 34.0" Wide + 6.0" Spacing = 40.0" C-C Row Spacing 14 Chambers/Row x 7.12' Long +0.60' Cap Length x 2 = 100.88' Row Length +12.0" End Stone x 2 = 102.88' Base Length 8 Rows x 34.0" Wide + 6.0" Spacing x 7 + 12.0" Side Stone x 2 = 28.17' Base Width 6.0" Base + 16.0" Chamber Height + 6.0" Cover = 2.33' Field Height 112 Chambers x 14.7 cf = 1,651.1 cf Chamber Storage 6,761.5 cf Field - 1,651.1 cf Chambers = 5,110.4 cf Stone x 35.0% Voids = 1,788.6 cf Stone Storage Chamber Storage + Stone Storage = 3,439.7 cf = 0.079 af Overall Storage Efficiency = 50.9% Overall System Size = 102.88' x 28.17' x 2.33' 112 Chambers 250.4 cy Field 189.3 cy Stone Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 31HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 2P: infiltration system 1 Inflow Discarded Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=1.449 ac Peak Elev=5.52' Storage=554 cf 0.96 cfs 0.55 cfs Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 32HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 3P: infiltration system 2 [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=567) Inflow Area = 0.358 ac, 49.09% Impervious, Inflow Depth = 1.04" for 2 Year Storm event Inflow = 0.36 cfs @ 12.10 hrs, Volume= 0.031 af Outflow = 0.16 cfs @ 12.03 hrs, Volume= 0.031 af, Atten= 55%, Lag= 0.0 min Discarded = 0.16 cfs @ 12.03 hrs, Volume= 0.031 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 5.39' @ 12.35 hrs Surf.Area= 834 sf Storage= 114 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 2.6 min ( 830.8 - 828.2 ) Volume Invert Avail.Storage Storage Description #1A 5.00' 526 cf 18.17'W x 45.92'L x 2.33'H Field A 1,946 cf Overall - 442 cf Embedded = 1,504 cf x 35.0% Voids #2A 5.50' 442 cf ADS_StormTech SC-310 +Cap x 30 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 5 Rows of 6 Chambers 969 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 5.00'8.270 in/hr Exfiltration over Surface area #2 Primary 7.20'20.0' long x 50.0' 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=0.16 cfs @ 12.03 hrs HW=5.03' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.16 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=5.00' TW=5.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 33HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 3P: infiltration system 2 - Chamber Wizard Field A Chamber Model = ADS_StormTech SC-310 +Cap (ADS StormTech® SC-310 with cap length) 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 34.0" Wide + 6.0" Spacing = 40.0" C-C Row Spacing 6 Chambers/Row x 7.12' Long +0.60' Cap Length x 2 = 43.92' Row Length +12.0" End Stone x 2 = 45.92' Base Length 5 Rows x 34.0" Wide + 6.0" Spacing x 4 + 12.0" Side Stone x 2 = 18.17' Base Width 6.0" Base + 16.0" Chamber Height + 6.0" Cover = 2.33' Field Height 30 Chambers x 14.7 cf = 442.3 cf Chamber Storage 1,946.5 cf Field - 442.3 cf Chambers = 1,504.2 cf Stone x 35.0% Voids = 526.5 cf Stone Storage Chamber Storage + Stone Storage = 968.7 cf = 0.022 af Overall Storage Efficiency = 49.8% Overall System Size = 45.92' x 18.17' x 2.33' 30 Chambers 72.1 cy Field 55.7 cy Stone Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 34HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 3P: infiltration system 2 Inflow Outflow Discarded Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.358 ac Peak Elev=5.39' Storage=114 cf 0.36 cfs 0.16 cfs0.16 cfs 0.00 cfs Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 35HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 4P: infiltration basin 3 [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=549) Inflow Area = 0.317 ac, 59.32% Impervious, Inflow Depth = 1.29" for 2 Year Storm event Inflow = 0.47 cfs @ 12.09 hrs, Volume= 0.034 af Outflow = 0.16 cfs @ 12.03 hrs, Volume= 0.034 af, Atten= 66%, Lag= 0.0 min Discarded = 0.16 cfs @ 12.03 hrs, Volume= 0.034 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 5.24' @ 12.43 hrs Surf.Area= 958 sf Storage= 218 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 6.3 min ( 858.4 - 852.1 ) Volume Invert Avail.Storage Storage Description #1 5.00' 3,929 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 5.00 850 0 0 6.00 1,300 1,075 1,075 6.01 1,740 15 1,090 7.00 2,335 2,017 3,107 7.33 2,642 821 3,929 Device Routing Invert Outlet Devices #1 Discarded 5.00'0.16 cfs Exfiltration at all elevations #2 Primary 4.65'12.0" Round Culvert L= 65.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4.65' / 4.00' S= 0.0100 '/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf #3 Device 2 6.20'3.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 1.2' Crest Height Discarded OutFlow Max=0.16 cfs @ 12.03 hrs HW=5.03' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.16 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=5.00' TW=0.00' (Dynamic Tailwater) 2=Culvert (Passes 0.00 cfs of 0.49 cfs potential flow) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 36HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 4P: infiltration basin 3 Inflow Outflow Discarded Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.317 ac Peak Elev=5.24' Storage=218 cf 0.47 cfs 0.16 cfs0.16 cfs 0.00 cfs Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 37HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 5P: area drain 1 Inflow Area = 0.239 ac, 36.73% Impervious, Inflow Depth = 0.53" for 2 Year Storm event Inflow = 0.10 cfs @ 12.12 hrs, Volume= 0.011 af Outflow = 0.10 cfs @ 12.12 hrs, Volume= 0.011 af, Atten= 0%, Lag= 0.0 min Primary = 0.10 cfs @ 12.12 hrs, Volume= 0.011 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 6.21' @ 12.12 hrs Flood Elev= 9.00' Device Routing Invert Outlet Devices #1 Primary 6.00'6.0" Round Culvert L= 50.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 6.00' / 5.75' S= 0.0050 '/' Cc= 0.900 n= 0.010, Flow Area= 0.20 sf Primary OutFlow Max=0.10 cfs @ 12.12 hrs HW=6.21' TW=5.20' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.10 cfs @ 1.94 fps) Pond 5P: area drain 1 Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.239 ac Peak Elev=6.21' 6.0" Round Culvert n=0.010 L=50.0' S=0.0050 '/' 0.10 cfs0.10 cfs Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 38HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 6P: front area drains Inflow Area = 0.239 ac, 36.73% Impervious, Inflow Depth = 0.53" for 2 Year Storm event Inflow = 0.10 cfs @ 12.12 hrs, Volume= 0.011 af Outflow = 0.10 cfs @ 12.12 hrs, Volume= 0.011 af, Atten= 0%, Lag= 0.0 min Primary = 0.10 cfs @ 12.12 hrs, Volume= 0.011 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 6.33' @ 12.12 hrs Flood Elev= 7.10' Device Routing Invert Outlet Devices #1 Primary 6.00'6.0" Round Culvert L= 130.0' Ke= 0.500 Inlet / Outlet Invert= 6.00' / 5.75' S= 0.0019 '/' Cc= 0.900 n= 0.010, Flow Area= 0.20 sf #2 Secondary 7.20'20.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Primary OutFlow Max=0.10 cfs @ 12.12 hrs HW=6.33' TW=6.21' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.10 cfs @ 1.03 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=6.00' TW=5.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 6P: front area drains Inflow Outflow Primary Secondary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.239 ac Peak Elev=6.33' 0.10 cfs0.10 cfs0.10 cfs 0.00 cfs Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 39HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 8P: drip edge [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=591) Inflow Area = 0.025 ac,100.00% Impervious, Inflow Depth = 3.17" for 2 Year Storm event Inflow = 0.08 cfs @ 12.08 hrs, Volume= 0.007 af Outflow = 0.06 cfs @ 12.07 hrs, Volume= 0.007 af, Atten= 24%, Lag= 0.0 min Discarded = 0.06 cfs @ 12.07 hrs, Volume= 0.007 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 5.55' @ 12.15 hrs Surf.Area= 324 sf Storage= 6 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.2 min ( 755.4 - 755.1 ) Volume Invert Avail.Storage Storage Description #1 5.50' 170 cf 1.50'W x 12.00'L x 1.50'H Prismatoid x 18 486 cf Overall x 35.0% Voids Device Routing Invert Outlet Devices #1 Discarded 5.50'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.06 cfs @ 12.07 hrs HW=5.52' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.06 cfs) Pond 8P: drip edge Inflow Discarded Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.025 ac Peak Elev=5.55' Storage=6 cf 0.08 cfs 0.06 cfs Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 40HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 10P: trench 1 [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=236) Inflow Area = 2.604 ac, 5.86% Impervious, Inflow Depth = 0.17" for 2 Year Storm event Inflow = 0.09 cfs @ 12.65 hrs, Volume= 0.037 af Outflow = 0.08 cfs @ 13.08 hrs, Volume= 0.037 af, Atten= 19%, Lag= 25.6 min Discarded = 0.08 cfs @ 13.08 hrs, Volume= 0.037 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 6.15' @ 13.08 hrs Surf.Area= 399 sf Storage= 101 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 22.6 min ( 1,027.1 - 1,004.5 ) Volume Invert Avail.Storage Storage Description #1 5.00' 20,960 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 5.00 200 0.0 0 0 6.00 200 35.0 70 70 6.15 200 100.0 30 100 6.85 59,400 100.0 20,860 20,960 Device Routing Invert Outlet Devices #1 Discarded 5.00'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.08 cfs @ 13.08 hrs HW=6.15' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.08 cfs) Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 41HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 10P: trench 1 Inflow Discarded Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=2.604 ac Peak Elev=6.15' Storage=101 cf 0.09 cfs 0.08 cfs Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 42HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 11P: trench 2 [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=89) Inflow Area = 3.393 ac, 11.93% Impervious, Inflow Depth = 0.25" for 2 Year Storm event Inflow = 0.35 cfs @ 12.40 hrs, Volume= 0.071 af Outflow = 0.35 cfs @ 12.44 hrs, Volume= 0.071 af, Atten= 1%, Lag= 2.4 min Discarded = 0.35 cfs @ 12.44 hrs, Volume= 0.071 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 6.17' @ 12.44 hrs Surf.Area= 1,808 sf Storage= 139 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 20.5 min ( 976.4 - 955.9 ) Volume Invert Avail.Storage Storage Description #1 5.00' 20,469 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 5.00 240 0.0 0 0 6.00 240 35.0 84 84 6.15 240 100.0 36 120 6.85 57,900 100.0 20,349 20,469 Device Routing Invert Outlet Devices #1 Discarded 5.00'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.35 cfs @ 12.44 hrs HW=6.17' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.35 cfs) Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 43HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 11P: trench 2 Inflow Discarded Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=3.393 ac Peak Elev=6.17' Storage=139 cf 0.35 cfs 0.35 cfs Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 44HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 12P: reservoir Inflow Area = 0.713 ac, 95.39% Impervious, Inflow Depth = 3.17" for 2 Year Storm event Inflow = 2.36 cfs @ 12.08 hrs, Volume= 0.188 af Outflow = 2.36 cfs @ 12.08 hrs, Volume= 0.188 af, Atten= 0%, Lag= 0.0 min Discarded = 2.36 cfs @ 12.08 hrs, Volume= 0.188 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 5.00' @ 12.09 hrs Surf.Area= 29,640 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 755.1 - 755.1 ) Volume Invert Avail.Storage Storage Description #1 5.00' 5,187 cf Custom Stage Data (Prismatic) Listed below (Recalc) 14,820 cf Overall x 35.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 5.00 29,640 0 0 5.50 29,640 14,820 14,820 Device Routing Invert Outlet Devices #1 Discarded 5.00'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=5.67 cfs @ 12.08 hrs HW=5.00' (Free Discharge) 1=Exfiltration (Exfiltration Controls 5.67 cfs) Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 45HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 12P: reservoir Inflow Discarded Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.713 ac Peak Elev=5.00' Storage=0 cf 2.36 cfs2.36 cfs Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 46HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 13P: ad [57] Hint: Peaked at 6.19' (Flood elevation advised) Inflow Area = 0.373 ac, 60.31% Impervious, Inflow Depth = 1.36" for 2 Year Storm event Inflow = 0.58 cfs @ 12.09 hrs, Volume= 0.042 af Outflow = 0.58 cfs @ 12.09 hrs, Volume= 0.042 af, Atten= 0%, Lag= 0.0 min Primary = 0.58 cfs @ 12.09 hrs, Volume= 0.042 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 6.19' @ 12.11 hrs Device Routing Invert Outlet Devices #1 Primary 5.85'8.0" Round Culvert X 2.00 L= 60.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 5.85' / 5.50' S= 0.0058 '/' Cc= 0.900 n= 0.010, Flow Area= 0.35 sf Primary OutFlow Max=0.56 cfs @ 12.09 hrs HW=6.18' TW=5.84' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.56 cfs @ 2.36 fps) Pond 13P: ad Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.373 ac Peak Elev=6.19' 8.0" Round Culvert x 2.00 n=0.010 L=60.0' S=0.0058 '/' 0.58 cfs0.58 cfs Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 47HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Link POA 1: parker river Inflow Area = 7.785 ac, 2.77% Impervious, Inflow Depth = 0.03" for 2 Year Storm event Inflow = 0.03 cfs @ 15.22 hrs, Volume= 0.017 af Primary = 0.03 cfs @ 15.22 hrs, Volume= 0.017 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link POA 1: parker river Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=7.785 ac 0.03 cfs0.03 cfs Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 48HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Link POA 2: ivw 1 Inflow Area = 0.617 ac, 0.00% Impervious, Inflow Depth = 0.00" for 2 Year Storm event Inflow = 0.00 cfs @ 23.56 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 23.56 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link POA 2: ivw 1 Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 Inflow Area=0.617 ac 0.00 cfs0.00 cfs Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 49HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Link POA 3: POA 3 Inflow Area = 3.691 ac, 0.00% Impervious, Inflow Depth = 0.00" for 2 Year Storm event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link POA 3: POA 3 Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=3.691 ac 0.00 cfs0.00 cfs Type III 24-hr 2 Year Storm Rainfall=3.40"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 50HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Link POA 4: POA 4 Inflow Area = 0.498 ac, 1.66% Impervious, Inflow Depth = 0.00" for 2 Year Storm event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link POA 4: POA 4 Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.498 ac 0.00 cfs0.00 cfs Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 51HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Time span=0.00-30.00 hrs, dt=0.01 hrs, 3001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=46,900 sf 56.38% Impervious Runoff Depth=2.32"Subcatchment 1S: Infiltration 1 Tc=6.0 min CN=74 Runoff=2.92 cfs 0.209 af Runoff Area=16,240 sf 60.31% Impervious Runoff Depth=2.58"Subcatchment 2S: AD 1 Tc=6.0 min CN=77 Runoff=1.13 cfs 0.080 af Runoff Area=13,791 sf 59.32% Impervious Runoff Depth=2.49"Subcatchment 4S: cul de sac area Tc=6.0 min CN=76 Runoff=0.92 cfs 0.066 af Runoff Area=30,300 sf 0.00% Impervious Runoff Depth=0.10"Subcatchment 5S: west side of road Flow Length=129' Tc=15.4 min CN=36 Runoff=0.01 cfs 0.006 af Runoff Area=164,861 sf 0.00% Impervious Runoff Depth=0.02"Subcatchment 6S: woodland outside Flow Length=181' Slope=0.0100 '/' Tc=20.2 min CN=32 Runoff=0.01 cfs 0.007 af Runoff Area=130,164 sf 0.92% Impervious Runoff Depth=0.43"Subcatchment 7S: east side of Flow Length=230' Tc=26.8 min CN=45 Runoff=0.43 cfs 0.106 af Runoff Area=1,080 sf 100.00% Impervious Runoff Depth=4.71"Subcatchment 11S: artist shanties Tc=6.0 min CN=98 Runoff=0.12 cfs 0.010 af Runoff Area=3,560 sf 94.80% Impervious Runoff Depth=4.37"Subcatchment 12S: Bathroom area Tc=6.0 min CN=95 Runoff=0.38 cfs 0.030 af Runoff Area=1,633 sf 28.29% Impervious Runoff Depth=1.02"Subcatchment 13S: area drain 1 Tc=6.0 min CN=56 Runoff=0.04 cfs 0.003 af Runoff Area=10,420 sf 36.73% Impervious Runoff Depth=1.34"Subcatchment 14S: area drains at front Tc=6.0 min CN=61 Runoff=0.34 cfs 0.027 af Runoff Area=31,070 sf 95.39% Impervious Runoff Depth=4.71"Subcatchment 15S: porous pavement Tc=6.0 min CN=98 Runoff=3.45 cfs 0.280 af Runoff Area=113,450 sf 5.86% Impervious Runoff Depth=0.67"Subcatchment 17S: trench 1 Flow Length=222' Tc=21.2 min CN=50 Runoff=0.88 cfs 0.146 af Runoff Area=132,180 sf 7.54% Impervious Runoff Depth=0.90"Subcatchment 18S: Trench 2 Flow Length=100' Slope=0.0100 '/' Tc=11.1 min CN=54 Runoff=2.02 cfs 0.227 af Runoff Area=26,870 sf 0.00% Impervious Runoff Depth=0.19"Subcatchment 20S: IVW 1 Flow Length=79' Slope=0.0128 '/' Tc=15.2 min CN=39 Runoff=0.02 cfs 0.010 af Runoff Area=160,788 sf 0.00% Impervious Runoff Depth=0.13"Subcatchment 30S: IVW 2 Flow Length=310' Tc=16.1 min CN=37 Runoff=0.06 cfs 0.040 af Runoff Area=21,713 sf 1.66% Impervious Runoff Depth=0.10"Subcatchment 40S: to Courtland way Flow Length=85' Tc=8.2 min CN=36 Runoff=0.01 cfs 0.004 af Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 52HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Avg. Flow Depth=0.04' Max Vel=0.97 fps Inflow=0.01 cfs 0.006 afReach 6R: culvert 8.0" Round Pipe n=0.010 L=180.0' S=0.0050 '/' Capacity=1.11 cfs Outflow=0.01 cfs 0.006 af Peak Elev=6.32' Storage=2,773 cf Inflow=4.05 cfs 0.289 afPond 1P: swale Primary=2.48 cfs 0.278 af Secondary=0.00 cfs 0.000 af Outflow=2.48 cfs 0.278 af Peak Elev=6.31' Storage=2,202 cf Inflow=2.48 cfs 0.278 afPond 2P: infiltration system 1 Outflow=0.55 cfs 0.278 af Peak Elev=6.22' Storage=570 cf Inflow=0.76 cfs 0.060 afPond 3P: infiltration system 2 Discarded=0.16 cfs 0.060 af Primary=0.00 cfs 0.000 af Outflow=0.16 cfs 0.060 af Peak Elev=5.77' Storage=787 cf Inflow=0.92 cfs 0.066 afPond 4P: infiltration basin 3 Discarded=0.16 cfs 0.066 af Primary=0.00 cfs 0.000 af Outflow=0.16 cfs 0.066 af Peak Elev=6.43' Inflow=0.34 cfs 0.027 afPond 5P: area drain 1 6.0" Round Culvert n=0.010 L=50.0' S=0.0050 '/' Outflow=0.34 cfs 0.027 af Peak Elev=6.78' Inflow=0.34 cfs 0.027 afPond 6P: front area drains Primary=0.34 cfs 0.027 af Secondary=0.00 cfs 0.000 af Outflow=0.34 cfs 0.027 af Peak Elev=5.74' Storage=27 cf Inflow=0.12 cfs 0.010 afPond 8P: drip edge Outflow=0.06 cfs 0.010 af Peak Elev=6.20' Storage=217 cf Inflow=0.88 cfs 0.146 afPond 10P: trench 1 Outflow=0.85 cfs 0.146 af Peak Elev=6.25' Storage=576 cf Inflow=2.02 cfs 0.227 afPond 11P: trench 2 Outflow=1.66 cfs 0.227 af Peak Elev=5.00' Storage=0 cf Inflow=3.45 cfs 0.280 afPond 12P: reservoir Outflow=3.45 cfs 0.280 af Peak Elev=6.44' Inflow=1.13 cfs 0.080 afPond 13P: ad 8.0" Round Culvert x 2.00 n=0.010 L=60.0' S=0.0058 '/' Outflow=1.13 cfs 0.080 af Inflow=0.43 cfs 0.119 afLink POA 1: parker river Primary=0.43 cfs 0.119 af Inflow=0.02 cfs 0.010 afLink POA 2: ivw 1 Primary=0.02 cfs 0.010 af Inflow=0.06 cfs 0.040 afLink POA 3: POA 3 Primary=0.06 cfs 0.040 af Inflow=0.01 cfs 0.004 afLink POA 4: POA 4 Primary=0.01 cfs 0.004 af Total Runoff Area = 20.776 ac Runoff Volume = 1.249 af Average Runoff Depth = 0.72" 88.84% Pervious = 18.458 ac 11.16% Impervious = 2.318 ac Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 53HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Infiltration 1 Runoff = 2.92 cfs @ 12.09 hrs, Volume= 0.209 af, Depth= 2.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Storm Rainfall=4.95" Area (sf) CN Description 14,261 98 Paved parking, HSG A * 3,817 98 sidewalk, HSG A 3,105 68 <50% Grass cover, Poor, HSG A 2,033 98 Water Surface, HSG A 17,352 39 >75% Grass cover, Good, HSG A 2,622 98 Paved parking, HSG A 2,250 98 Roofs, HSG A * 1,460 98 Sidewalk, HSG A 46,900 74 Weighted Average 20,457 43.62% Pervious Area 26,443 56.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, minimum Subcatchment 1S: Infiltration 1 Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Type III 24-hr 10 Year Storm Rainfall=4.95" Runoff Area=46,900 sf Runoff Volume=0.209 af Runoff Depth=2.32" Tc=6.0 min CN=74 2.92 cfs Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 54HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: AD 1 Runoff = 1.13 cfs @ 12.09 hrs, Volume= 0.080 af, Depth= 2.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Storm Rainfall=4.95" Area (sf) CN Description * 7,230 98 Paved parking, HSG A pavement * 2,565 98 Paved parking, HSG A walkways * 1,270 68 <50% Grass cover, Poor, HSG A reinforced turf 5,175 39 >75% Grass cover, Good, HSG A 16,240 77 Weighted Average 6,445 39.69% Pervious Area 9,795 60.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, minimum Subcatchment 2S: AD 1 Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 10 Year Storm Rainfall=4.95" Runoff Area=16,240 sf Runoff Volume=0.080 af Runoff Depth=2.58" Tc=6.0 min CN=77 1.13 cfs Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 55HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: cul de sac area Runoff = 0.92 cfs @ 12.09 hrs, Volume= 0.066 af, Depth= 2.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Storm Rainfall=4.95" Area (sf) CN Description 5,958 98 Paved parking, HSG A * 620 92 earth path surface, HSG A 175 98 Paved parking, HSG A 4,990 39 >75% Grass cover, Good, HSG A 1,903 98 Water Surface, HSG A 145 98 Paved parking, HSG A 13,791 76 Weighted Average 5,610 40.68% Pervious Area 8,181 59.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, minimum Subcatchment 4S: cul de sac area Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 10 Year Storm Rainfall=4.95" Runoff Area=13,791 sf Runoff Volume=0.066 af Runoff Depth=2.49" Tc=6.0 min CN=76 0.92 cfs Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 56HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: west side of road Runoff = 0.01 cfs @ 15.04 hrs, Volume= 0.006 af, Depth= 0.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Storm Rainfall=4.95" Area (sf) CN Description 11,559 30 Brush, Good, HSG A 18,741 39 >75% Grass cover, Good, HSG A 30,300 36 Weighted Average 30,300 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 50 0.0200 0.07 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 3.4 79 0.0060 0.39 Shallow Concentrated Flow, b Woodland Kv= 5.0 fps 15.4 129 Total Subcatchment 5S: west side of road Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.01 0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Type III 24-hr 10 Year Storm Rainfall=4.95" Runoff Area=30,300 sf Runoff Volume=0.006 af Runoff Depth=0.10" Flow Length=129' Tc=15.4 min CN=36 0.01 cfs Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 57HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: woodland outside riverpark Runoff = 0.01 cfs @ 21.57 hrs, Volume= 0.007 af, Depth= 0.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Storm Rainfall=4.95" Area (sf) CN Description 153,701 30 Brush, Good, HSG A * 3,180 92 earth walkway, HSG A 7,980 39 >75% Grass cover, Good, HSG A 164,861 32 Weighted Average 164,861 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.8 50 0.0100 0.05 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 4.4 131 0.0100 0.50 Shallow Concentrated Flow, b Woodland Kv= 5.0 fps 20.2 181 Total Subcatchment 6S: woodland outside riverpark Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.013 0.012 0.011 0.011 0.01 0.01 0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Type III 24-hr 10 Year Storm Rainfall=4.95" Runoff Area=164,861 sf Runoff Volume=0.007 af Runoff Depth=0.02" Flow Length=181' Slope=0.0100 '/' Tc=20.2 min CN=32 0.01 cfs Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 58HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: east side of development Runoff = 0.43 cfs @ 12.62 hrs, Volume= 0.106 af, Depth= 0.43" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Storm Rainfall=4.95" Area (sf) CN Description * 2,497 96 Gravel surface, HSG A to Upweller site * 1,200 98 upweller site HSG A 71,833 30 Brush, Good, HSG A * 4,837 92 reinforced earth path, HSG A 929 96 Gravel surface, HSG A * 6,125 77 wetlands 31,301 39 >75% Grass cover, Good, HSG A 11,442 96 Gravel surface, HSG A 130,164 45 Weighted Average 128,964 99.08% Pervious Area 1,200 0.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.8 50 0.0050 0.04 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 6.0 180 0.0100 0.50 Shallow Concentrated Flow, b Woodland Kv= 5.0 fps 26.8 230 Total Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 59HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Subcatchment 7S: east side of development Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 10 Year Storm Rainfall=4.95" Runoff Area=130,164 sf Runoff Volume=0.106 af Runoff Depth=0.43" Flow Length=230' Tc=26.8 min CN=45 0.43 cfs Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 60HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: artist shanties Runoff = 0.12 cfs @ 12.08 hrs, Volume= 0.010 af, Depth= 4.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Storm Rainfall=4.95" Area (sf) CN Description 1,080 98 Roofs, HSG A 1,080 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, minimum Subcatchment 11S: artist shanties Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 10 Year Storm Rainfall=4.95" Runoff Area=1,080 sf Runoff Volume=0.010 af Runoff Depth=4.71" Tc=6.0 min CN=98 0.12 cfs Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 61HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: Bathroom area Runoff = 0.38 cfs @ 12.08 hrs, Volume= 0.030 af, Depth= 4.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Storm Rainfall=4.95" Area (sf) CN Description 1,210 98 Roofs, HSG A * 2,165 98 Patio Walkway, HSG A * 185 39 LANDSCAPED, Good, HSG A 3,560 95 Weighted Average 185 5.20% Pervious Area 3,375 94.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, mimimum Subcatchment 12S: Bathroom area Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 10 Year Storm Rainfall=4.95" Runoff Area=3,560 sf Runoff Volume=0.030 af Runoff Depth=4.37" Tc=6.0 min CN=95 0.38 cfs Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 62HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: area drain 1 Runoff = 0.04 cfs @ 12.11 hrs, Volume= 0.003 af, Depth= 1.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Storm Rainfall=4.95" Area (sf) CN Description * 1,171 39 landscaped, Good, HSG A * 462 98 walkway, HSG A 1,633 56 Weighted Average 1,171 71.71% Pervious Area 462 28.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, minimum Subcatchment 13S: area drain 1 Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type III 24-hr 10 Year Storm Rainfall=4.95" Runoff Area=1,633 sf Runoff Volume=0.003 af Runoff Depth=1.02" Tc=6.0 min CN=56 0.04 cfs Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 63HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: area drains at front Runoff = 0.34 cfs @ 12.10 hrs, Volume= 0.027 af, Depth= 1.34" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Storm Rainfall=4.95" Area (sf) CN Description 3,827 98 Paved parking, HSG A 6,593 39 >75% Grass cover, Good, HSG A 10,420 61 Weighted Average 6,593 63.27% Pervious Area 3,827 36.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, minimum Subcatchment 14S: area drains at front Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 10 Year Storm Rainfall=4.95" Runoff Area=10,420 sf Runoff Volume=0.027 af Runoff Depth=1.34" Tc=6.0 min CN=61 0.34 cfs Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 64HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: porous pavement Runoff = 3.45 cfs @ 12.08 hrs, Volume= 0.280 af, Depth= 4.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Storm Rainfall=4.95" Area (sf) CN Description 29,637 98 Paved parking, HSG A 1,433 96 Gravel surface, HSG A 31,070 98 Weighted Average 1,433 4.61% Pervious Area 29,637 95.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, minimum Subcatchment 15S: porous pavement Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Type III 24-hr 10 Year Storm Rainfall=4.95" Runoff Area=31,070 sf Runoff Volume=0.280 af Runoff Depth=4.71" Tc=6.0 min CN=98 3.45 cfs Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 65HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 17S: trench 1 Runoff = 0.88 cfs @ 12.42 hrs, Volume= 0.146 af, Depth= 0.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Storm Rainfall=4.95" Area (sf) CN Description 6,650 98 Paved parking, HSG A 11,650 68 <50% Grass cover, Poor, HSG A 65,720 49 50-75% Grass cover, Fair, HSG A 13,020 30 Woods, Good, HSG A 16,410 39 >75% Grass cover, Good, HSG A 113,450 50 Weighted Average 106,800 94.14% Pervious Area 6,650 5.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.3 50 0.0080 0.05 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 3.9 172 0.0110 0.73 Shallow Concentrated Flow, b Short Grass Pasture Kv= 7.0 fps 21.2 222 Total Subcatchment 17S: trench 1 Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10 Year Storm Rainfall=4.95" Runoff Area=113,450 sf Runoff Volume=0.146 af Runoff Depth=0.67" Flow Length=222' Tc=21.2 min CN=50 0.88 cfs Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 66HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 18S: Trench 2 Runoff = 2.02 cfs @ 12.19 hrs, Volume= 0.227 af, Depth= 0.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Storm Rainfall=4.95" Area (sf) CN Description 104,435 49 50-75% Grass cover, Fair, HSG A * 8,020 98 walkways, HSG A * 10,710 68 reinforced turf, HSG A * 1,950 98 stage, HSG A * 720 92 earth path, HSG A 6,345 39 >75% Grass cover, Good, HSG A 132,180 54 Weighted Average 122,210 92.46% Pervious Area 9,970 7.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.5 50 0.0100 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 3.40" 0.6 50 0.0100 1.50 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 11.1 100 Total Subcatchment 18S: Trench 2 Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 10 Year Storm Rainfall=4.95" Runoff Area=132,180 sf Runoff Volume=0.227 af Runoff Depth=0.90" Flow Length=100' Slope=0.0100 '/' Tc=11.1 min CN=54 2.02 cfs Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 67HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 20S: IVW 1 Runoff = 0.02 cfs @ 12.95 hrs, Volume= 0.010 af, Depth= 0.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Storm Rainfall=4.95" Area (sf) CN Description 7,760 39 >75% Grass cover, Good, HSG A 15,623 30 Brush, Good, HSG A * 3,487 77 wetlands 26,870 39 Weighted Average 26,870 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.3 50 0.0128 0.06 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 0.9 29 0.0128 0.57 Shallow Concentrated Flow, b Woodland Kv= 5.0 fps 15.2 79 Total Subcatchment 20S: IVW 1 Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Type III 24-hr 10 Year Storm Rainfall=4.95" Runoff Area=26,870 sf Runoff Volume=0.010 af Runoff Depth=0.19" Flow Length=79' Slope=0.0128 '/' Tc=15.2 min CN=39 0.02 cfs Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 68HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 30S: IVW 2 Runoff = 0.06 cfs @ 14.83 hrs, Volume= 0.040 af, Depth= 0.13" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Storm Rainfall=4.95" Area (sf) CN Description * 1,560 92 reinforced earth walkway, HSG A 3,450 39 >75% Grass cover, Good, HSG A 129,739 30 Brush, Good, HSG A * 19,556 77 wetlands * 6,483 39 >75% Grass cover, Good, HSG A abutters 160,788 37 Weighted Average 160,788 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 50 0.0400 0.09 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 1.1 75 0.0500 1.12 Shallow Concentrated Flow, b Woodland Kv= 5.0 fps 5.9 185 0.0110 0.52 Shallow Concentrated Flow, c Woodland Kv= 5.0 fps 16.1 310 Total Subcatchment 30S: IVW 2 Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 10 Year Storm Rainfall=4.95" Runoff Area=160,788 sf Runoff Volume=0.040 af Runoff Depth=0.13" Flow Length=310' Tc=16.1 min CN=37 0.06 cfs Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 69HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 40S: to Courtland way Runoff = 0.01 cfs @ 14.95 hrs, Volume= 0.004 af, Depth= 0.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Storm Rainfall=4.95" Area (sf) CN Description 15,757 30 Brush, Good, HSG A 731 39 >75% Grass cover, Good, HSG A * 360 98 Courtland way pavement, HSG A * 3,225 39 landscaped, Good, HSG A * 1,640 68 reinforced turf, HSG A 21,713 36 Weighted Average 21,353 98.34% Pervious Area 360 1.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.8 50 0.0580 0.11 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 0.4 35 0.0680 1.30 Shallow Concentrated Flow, b Woodland Kv= 5.0 fps 8.2 85 Total Subcatchment 40S: to Courtland way Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Type III 24-hr 10 Year Storm Rainfall=4.95" Runoff Area=21,713 sf Runoff Volume=0.004 af Runoff Depth=0.10" Flow Length=85' Tc=8.2 min CN=36 0.01 cfs Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 70HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Reach 6R: culvert [52] Hint: Inlet/Outlet conditions not evaluated Inflow Area = 0.696 ac, 0.00% Impervious, Inflow Depth = 0.10" for 10 Year Storm event Inflow = 0.01 cfs @ 15.04 hrs, Volume= 0.006 af Outflow = 0.01 cfs @ 15.08 hrs, Volume= 0.006 af, Atten= 0%, Lag= 2.6 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Max. Velocity= 0.97 fps, Min. Travel Time= 3.1 min Avg. Velocity = 0.82 fps, Avg. Travel Time= 3.7 min Peak Storage= 2 cf @ 15.08 hrs Average Depth at Peak Storage= 0.04' Bank-Full Depth= 0.67' Flow Area= 0.3 sf, Capacity= 1.11 cfs 8.0" Round Pipe n= 0.010 Length= 180.0' Slope= 0.0050 '/' Inlet Invert= 4.95', Outlet Invert= 4.05' Reach 6R: culvert Inflow Outflow Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.01 0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Inflow Area=0.696 ac Avg. Flow Depth=0.04' Max Vel=0.97 fps 8.0" Round Pipe n=0.010 L=180.0' S=0.0050 '/' Capacity=1.11 cfs 0.01 cfs0.01 cfs Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 71HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 1P: swale Inflow Area = 1.449 ac, 57.39% Impervious, Inflow Depth = 2.39" for 10 Year Storm event Inflow = 4.05 cfs @ 12.09 hrs, Volume= 0.289 af Outflow = 2.48 cfs @ 12.20 hrs, Volume= 0.278 af, Atten= 39%, Lag= 6.5 min Primary = 2.48 cfs @ 12.20 hrs, Volume= 0.278 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 6.32' @ 12.71 hrs Surf.Area= 3,714 sf Storage= 2,773 cf Plug-Flow detention time= 75.0 min calculated for 0.278 af (96% of inflow) Center-of-Mass det. time= 54.5 min ( 890.3 - 835.8 ) Volume Invert Avail.Storage Storage Description #1 5.30' 9,782 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 5.30 1,733 0 0 6.00 3,074 1,682 1,682 7.00 5,065 4,070 5,752 7.70 6,450 4,030 9,782 Device Routing Invert Outlet Devices #1 Secondary 6.35'3.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 1.4' Crest Height #2 Primary 5.50'12.0" Round Culvert X 2.00 L= 30.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 5.50' / 5.50' S= 0.0000 '/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf Primary OutFlow Max=2.48 cfs @ 12.20 hrs HW=6.30' TW=5.72' (Dynamic Tailwater) 2=Culvert (Barrel Controls 2.48 cfs @ 2.54 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=5.30' TW=0.00' (Dynamic Tailwater) 1=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 72HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 1P: swale Inflow Outflow Primary Secondary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=1.449 ac Peak Elev=6.32' Storage=2,773 cf 4.05 cfs 2.48 cfs2.48 cfs 0.00 cfs Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 73HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 2P: infiltration system 1 [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=671) Inflow Area = 1.449 ac, 57.39% Impervious, Inflow Depth > 2.30" for 10 Year Storm event Inflow = 2.48 cfs @ 12.20 hrs, Volume= 0.278 af Outflow = 0.55 cfs @ 11.97 hrs, Volume= 0.278 af, Atten= 78%, Lag= 0.0 min Discarded = 0.55 cfs @ 11.97 hrs, Volume= 0.278 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 6.31' @ 12.72 hrs Surf.Area= 2,898 sf Storage= 2,202 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 33.6 min ( 923.9 - 890.3 ) Volume Invert Avail.Storage Storage Description #1A 5.00' 1,789 cf 28.17'W x 102.88'L x 2.33'H Field A 6,762 cf Overall - 1,651 cf Embedded = 5,110 cf x 35.0% Voids #2A 5.50' 1,651 cf ADS_StormTech SC-310 +Cap x 112 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 8 Rows of 14 Chambers 3,440 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 5.00'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.55 cfs @ 11.97 hrs HW=5.03' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.55 cfs) Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 74HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 2P: infiltration system 1 - Chamber Wizard Field A Chamber Model = ADS_StormTech SC-310 +Cap (ADS StormTech® SC-310 with cap length) 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 34.0" Wide + 6.0" Spacing = 40.0" C-C Row Spacing 14 Chambers/Row x 7.12' Long +0.60' Cap Length x 2 = 100.88' Row Length +12.0" End Stone x 2 = 102.88' Base Length 8 Rows x 34.0" Wide + 6.0" Spacing x 7 + 12.0" Side Stone x 2 = 28.17' Base Width 6.0" Base + 16.0" Chamber Height + 6.0" Cover = 2.33' Field Height 112 Chambers x 14.7 cf = 1,651.1 cf Chamber Storage 6,761.5 cf Field - 1,651.1 cf Chambers = 5,110.4 cf Stone x 35.0% Voids = 1,788.6 cf Stone Storage Chamber Storage + Stone Storage = 3,439.7 cf = 0.079 af Overall Storage Efficiency = 50.9% Overall System Size = 102.88' x 28.17' x 2.33' 112 Chambers 250.4 cy Field 189.3 cy Stone Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 75HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 2P: infiltration system 1 Inflow Discarded Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=1.449 ac Peak Elev=6.31' Storage=2,202 cf 2.48 cfs 0.55 cfs Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 76HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 3P: infiltration system 2 [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=487) Inflow Area = 0.358 ac, 49.09% Impervious, Inflow Depth = 2.00" for 10 Year Storm event Inflow = 0.76 cfs @ 12.09 hrs, Volume= 0.060 af Outflow = 0.16 cfs @ 11.88 hrs, Volume= 0.060 af, Atten= 79%, Lag= 0.0 min Discarded = 0.16 cfs @ 11.88 hrs, Volume= 0.060 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 6.22' @ 12.55 hrs Surf.Area= 834 sf Storage= 570 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 19.1 min ( 840.9 - 821.8 ) Volume Invert Avail.Storage Storage Description #1A 5.00' 526 cf 18.17'W x 45.92'L x 2.33'H Field A 1,946 cf Overall - 442 cf Embedded = 1,504 cf x 35.0% Voids #2A 5.50' 442 cf ADS_StormTech SC-310 +Cap x 30 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 5 Rows of 6 Chambers 969 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 5.00'8.270 in/hr Exfiltration over Surface area #2 Primary 7.20'20.0' long x 50.0' 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=0.16 cfs @ 11.88 hrs HW=5.03' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.16 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=5.00' TW=5.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 77HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 3P: infiltration system 2 - Chamber Wizard Field A Chamber Model = ADS_StormTech SC-310 +Cap (ADS StormTech® SC-310 with cap length) 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 34.0" Wide + 6.0" Spacing = 40.0" C-C Row Spacing 6 Chambers/Row x 7.12' Long +0.60' Cap Length x 2 = 43.92' Row Length +12.0" End Stone x 2 = 45.92' Base Length 5 Rows x 34.0" Wide + 6.0" Spacing x 4 + 12.0" Side Stone x 2 = 18.17' Base Width 6.0" Base + 16.0" Chamber Height + 6.0" Cover = 2.33' Field Height 30 Chambers x 14.7 cf = 442.3 cf Chamber Storage 1,946.5 cf Field - 442.3 cf Chambers = 1,504.2 cf Stone x 35.0% Voids = 526.5 cf Stone Storage Chamber Storage + Stone Storage = 968.7 cf = 0.022 af Overall Storage Efficiency = 49.8% Overall System Size = 45.92' x 18.17' x 2.33' 30 Chambers 72.1 cy Field 55.7 cy Stone Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 78HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 3P: infiltration system 2 Inflow Outflow Discarded Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.358 ac Peak Elev=6.22' Storage=570 cf 0.76 cfs 0.16 cfs0.16 cfs 0.00 cfs Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 79HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 4P: infiltration basin 3 [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=452) Inflow Area = 0.317 ac, 59.32% Impervious, Inflow Depth = 2.49" for 10 Year Storm event Inflow = 0.92 cfs @ 12.09 hrs, Volume= 0.066 af Outflow = 0.16 cfs @ 11.86 hrs, Volume= 0.066 af, Atten= 83%, Lag= 0.0 min Discarded = 0.16 cfs @ 11.86 hrs, Volume= 0.066 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 5.77' @ 12.58 hrs Surf.Area= 1,196 sf Storage= 787 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 31.2 min ( 863.9 - 832.8 ) Volume Invert Avail.Storage Storage Description #1 5.00' 3,929 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 5.00 850 0 0 6.00 1,300 1,075 1,075 6.01 1,740 15 1,090 7.00 2,335 2,017 3,107 7.33 2,642 821 3,929 Device Routing Invert Outlet Devices #1 Discarded 5.00'0.16 cfs Exfiltration at all elevations #2 Primary 4.65'12.0" Round Culvert L= 65.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4.65' / 4.00' S= 0.0100 '/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf #3 Device 2 6.20'3.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 1.2' Crest Height Discarded OutFlow Max=0.16 cfs @ 11.86 hrs HW=5.03' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.16 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=5.00' TW=0.00' (Dynamic Tailwater) 2=Culvert (Passes 0.00 cfs of 0.49 cfs potential flow) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 80HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 4P: infiltration basin 3 Inflow Outflow Discarded Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.317 ac Peak Elev=5.77' Storage=787 cf 0.92 cfs 0.16 cfs0.16 cfs 0.00 cfs Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 81HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 5P: area drain 1 Inflow Area = 0.239 ac, 36.73% Impervious, Inflow Depth = 1.34" for 10 Year Storm event Inflow = 0.34 cfs @ 12.10 hrs, Volume= 0.027 af Outflow = 0.34 cfs @ 12.10 hrs, Volume= 0.027 af, Atten= 0%, Lag= 0.0 min Primary = 0.34 cfs @ 12.10 hrs, Volume= 0.027 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 6.43' @ 12.10 hrs Flood Elev= 9.00' Device Routing Invert Outlet Devices #1 Primary 6.00'6.0" Round Culvert L= 50.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 6.00' / 5.75' S= 0.0050 '/' Cc= 0.900 n= 0.010, Flow Area= 0.20 sf Primary OutFlow Max=0.34 cfs @ 12.10 hrs HW=6.43' TW=5.63' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.34 cfs @ 2.58 fps) Pond 5P: area drain 1 Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.239 ac Peak Elev=6.43' 6.0" Round Culvert n=0.010 L=50.0' S=0.0050 '/' 0.34 cfs0.34 cfs Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 82HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 6P: front area drains Inflow Area = 0.239 ac, 36.73% Impervious, Inflow Depth = 1.34" for 10 Year Storm event Inflow = 0.34 cfs @ 12.10 hrs, Volume= 0.027 af Outflow = 0.34 cfs @ 12.10 hrs, Volume= 0.027 af, Atten= 0%, Lag= 0.0 min Primary = 0.34 cfs @ 12.10 hrs, Volume= 0.027 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 6.78' @ 12.10 hrs Flood Elev= 7.10' Device Routing Invert Outlet Devices #1 Primary 6.00'6.0" Round Culvert L= 130.0' Ke= 0.500 Inlet / Outlet Invert= 6.00' / 5.75' S= 0.0019 '/' Cc= 0.900 n= 0.010, Flow Area= 0.20 sf #2 Secondary 7.20'20.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Primary OutFlow Max=0.34 cfs @ 12.10 hrs HW=6.78' TW=6.43' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.34 cfs @ 1.73 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=6.00' TW=5.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 6P: front area drains Inflow Outflow Primary Secondary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.239 ac Peak Elev=6.78' 0.34 cfs0.34 cfs0.34 cfs 0.00 cfs Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 83HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 8P: drip edge [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=578) Inflow Area = 0.025 ac,100.00% Impervious, Inflow Depth = 4.71" for 10 Year Storm event Inflow = 0.12 cfs @ 12.08 hrs, Volume= 0.010 af Outflow = 0.06 cfs @ 12.02 hrs, Volume= 0.010 af, Atten= 48%, Lag= 0.0 min Discarded = 0.06 cfs @ 12.02 hrs, Volume= 0.010 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 5.74' @ 12.22 hrs Surf.Area= 324 sf Storage= 27 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 1.4 min ( 749.6 - 748.2 ) Volume Invert Avail.Storage Storage Description #1 5.50' 170 cf 1.50'W x 12.00'L x 1.50'H Prismatoid x 18 486 cf Overall x 35.0% Voids Device Routing Invert Outlet Devices #1 Discarded 5.50'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.06 cfs @ 12.02 hrs HW=5.52' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.06 cfs) Pond 8P: drip edge Inflow Discarded Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.025 ac Peak Elev=5.74' Storage=27 cf 0.12 cfs 0.06 cfs Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 84HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 10P: trench 1 Inflow Area = 2.604 ac, 5.86% Impervious, Inflow Depth = 0.67" for 10 Year Storm event Inflow = 0.88 cfs @ 12.42 hrs, Volume= 0.146 af Outflow = 0.85 cfs @ 12.51 hrs, Volume= 0.146 af, Atten= 3%, Lag= 5.3 min Discarded = 0.85 cfs @ 12.51 hrs, Volume= 0.146 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 6.20' @ 12.51 hrs Surf.Area= 4,445 sf Storage= 217 cf Plug-Flow detention time= 12.6 min calculated for 0.146 af (100% of inflow) Center-of-Mass det. time= 12.7 min ( 943.0 - 930.3 ) Volume Invert Avail.Storage Storage Description #1 5.00' 20,960 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 5.00 200 0.0 0 0 6.00 200 35.0 70 70 6.15 200 100.0 30 100 6.85 59,400 100.0 20,860 20,960 Device Routing Invert Outlet Devices #1 Discarded 5.00'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.85 cfs @ 12.51 hrs HW=6.20' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.85 cfs) Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 85HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 10P: trench 1 Inflow Discarded Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=2.604 ac Peak Elev=6.20' Storage=217 cf 0.88 cfs 0.85 cfs Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 86HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 11P: trench 2 Inflow Area = 3.393 ac, 11.93% Impervious, Inflow Depth = 0.80" for 10 Year Storm event Inflow = 2.02 cfs @ 12.19 hrs, Volume= 0.227 af Outflow = 1.66 cfs @ 12.32 hrs, Volume= 0.227 af, Atten= 18%, Lag= 8.0 min Discarded = 1.66 cfs @ 12.32 hrs, Volume= 0.227 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 6.25' @ 12.32 hrs Surf.Area= 8,668 sf Storage= 576 cf Plug-Flow detention time= 10.8 min calculated for 0.226 af (100% of inflow) Center-of-Mass det. time= 10.8 min ( 913.2 - 902.4 ) Volume Invert Avail.Storage Storage Description #1 5.00' 20,469 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 5.00 240 0.0 0 0 6.00 240 35.0 84 84 6.15 240 100.0 36 120 6.85 57,900 100.0 20,349 20,469 Device Routing Invert Outlet Devices #1 Discarded 5.00'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.66 cfs @ 12.32 hrs HW=6.25' (Free Discharge) 1=Exfiltration (Exfiltration Controls 1.66 cfs) Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 87HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 11P: trench 2 Inflow Discarded Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=3.393 ac Peak Elev=6.25' Storage=576 cf 2.02 cfs 1.66 cfs Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 88HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 12P: reservoir Inflow Area = 0.713 ac, 95.39% Impervious, Inflow Depth = 4.71" for 10 Year Storm event Inflow = 3.45 cfs @ 12.08 hrs, Volume= 0.280 af Outflow = 3.45 cfs @ 12.08 hrs, Volume= 0.280 af, Atten= 0%, Lag= 0.0 min Discarded = 3.45 cfs @ 12.08 hrs, Volume= 0.280 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 5.00' @ 12.08 hrs Surf.Area= 29,640 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 748.2 - 748.2 ) Volume Invert Avail.Storage Storage Description #1 5.00' 5,187 cf Custom Stage Data (Prismatic) Listed below (Recalc) 14,820 cf Overall x 35.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 5.00 29,640 0 0 5.50 29,640 14,820 14,820 Device Routing Invert Outlet Devices #1 Discarded 5.00'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=5.67 cfs @ 12.08 hrs HW=5.00' (Free Discharge) 1=Exfiltration (Exfiltration Controls 5.67 cfs) Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 89HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 12P: reservoir Inflow Discarded Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=0.713 ac Peak Elev=5.00' Storage=0 cf 3.45 cfs3.45 cfs Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 90HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 13P: ad [57] Hint: Peaked at 6.44' (Flood elevation advised) Inflow Area = 0.373 ac, 60.31% Impervious, Inflow Depth = 2.58" for 10 Year Storm event Inflow = 1.13 cfs @ 12.09 hrs, Volume= 0.080 af Outflow = 1.13 cfs @ 12.09 hrs, Volume= 0.080 af, Atten= 0%, Lag= 0.0 min Primary = 1.13 cfs @ 12.09 hrs, Volume= 0.080 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 6.44' @ 12.12 hrs Device Routing Invert Outlet Devices #1 Primary 5.85'8.0" Round Culvert X 2.00 L= 60.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 5.85' / 5.50' S= 0.0058 '/' Cc= 0.900 n= 0.010, Flow Area= 0.35 sf Primary OutFlow Max=1.08 cfs @ 12.09 hrs HW=6.42' TW=6.18' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.08 cfs @ 2.26 fps) Pond 13P: ad Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.373 ac Peak Elev=6.44' 8.0" Round Culvert x 2.00 n=0.010 L=60.0' S=0.0058 '/' 1.13 cfs1.13 cfs Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 91HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Link POA 1: parker river Inflow Area = 7.785 ac, 2.77% Impervious, Inflow Depth = 0.18" for 10 Year Storm event Inflow = 0.43 cfs @ 12.62 hrs, Volume= 0.119 af Primary = 0.43 cfs @ 12.62 hrs, Volume= 0.119 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link POA 1: parker river Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=7.785 ac 0.43 cfs0.43 cfs Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 92HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Link POA 2: ivw 1 Inflow Area = 0.617 ac, 0.00% Impervious, Inflow Depth = 0.19" for 10 Year Storm event Inflow = 0.02 cfs @ 12.95 hrs, Volume= 0.010 af Primary = 0.02 cfs @ 12.95 hrs, Volume= 0.010 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link POA 2: ivw 1 Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Inflow Area=0.617 ac 0.02 cfs0.02 cfs Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 93HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Link POA 3: POA 3 Inflow Area = 3.691 ac, 0.00% Impervious, Inflow Depth = 0.13" for 10 Year Storm event Inflow = 0.06 cfs @ 14.83 hrs, Volume= 0.040 af Primary = 0.06 cfs @ 14.83 hrs, Volume= 0.040 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link POA 3: POA 3 Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=3.691 ac 0.06 cfs0.06 cfs Type III 24-hr 10 Year Storm Rainfall=4.95"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 94HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Link POA 4: POA 4 Inflow Area = 0.498 ac, 1.66% Impervious, Inflow Depth = 0.10" for 10 Year Storm event Inflow = 0.01 cfs @ 14.95 hrs, Volume= 0.004 af Primary = 0.01 cfs @ 14.95 hrs, Volume= 0.004 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link POA 4: POA 4 Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Inflow Area=0.498 ac 0.01 cfs0.01 cfs Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 95HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Time span=0.00-30.00 hrs, dt=0.01 hrs, 3001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=46,900 sf 56.38% Impervious Runoff Depth=3.12"Subcatchment 1S: Infiltration 1 Tc=6.0 min CN=74 Runoff=3.94 cfs 0.280 af Runoff Area=16,240 sf 60.31% Impervious Runoff Depth=3.41"Subcatchment 2S: AD 1 Tc=6.0 min CN=77 Runoff=1.49 cfs 0.106 af Runoff Area=13,791 sf 59.32% Impervious Runoff Depth=3.31"Subcatchment 4S: cul de sac area Tc=6.0 min CN=76 Runoff=1.23 cfs 0.087 af Runoff Area=30,300 sf 0.00% Impervious Runoff Depth=0.28"Subcatchment 5S: west side of road Flow Length=129' Tc=15.4 min CN=36 Runoff=0.04 cfs 0.016 af Runoff Area=164,861 sf 0.00% Impervious Runoff Depth=0.12"Subcatchment 6S: woodland outside Flow Length=181' Slope=0.0100 '/' Tc=20.2 min CN=32 Runoff=0.06 cfs 0.038 af Runoff Area=130,164 sf 0.92% Impervious Runoff Depth=0.77"Subcatchment 7S: east side of Flow Length=230' Tc=26.8 min CN=45 Runoff=1.04 cfs 0.192 af Runoff Area=1,080 sf 100.00% Impervious Runoff Depth=5.68"Subcatchment 11S: artist shanties Tc=6.0 min CN=98 Runoff=0.14 cfs 0.012 af Runoff Area=3,560 sf 94.80% Impervious Runoff Depth=5.33"Subcatchment 12S: Bathroom area Tc=6.0 min CN=95 Runoff=0.46 cfs 0.036 af Runoff Area=1,633 sf 28.29% Impervious Runoff Depth=1.55"Subcatchment 13S: area drain 1 Tc=6.0 min CN=56 Runoff=0.06 cfs 0.005 af Runoff Area=10,420 sf 36.73% Impervious Runoff Depth=1.95"Subcatchment 14S: area drains at front Tc=6.0 min CN=61 Runoff=0.52 cfs 0.039 af Runoff Area=31,070 sf 95.39% Impervious Runoff Depth=5.68"Subcatchment 15S: porous pavement Tc=6.0 min CN=98 Runoff=4.14 cfs 0.338 af Runoff Area=113,450 sf 5.86% Impervious Runoff Depth=1.10"Subcatchment 17S: trench 1 Flow Length=222' Tc=21.2 min CN=50 Runoff=1.73 cfs 0.240 af Runoff Area=132,180 sf 7.54% Impervious Runoff Depth=1.40"Subcatchment 18S: Trench 2 Flow Length=100' Slope=0.0100 '/' Tc=11.1 min CN=54 Runoff=3.59 cfs 0.353 af Runoff Area=26,870 sf 0.00% Impervious Runoff Depth=0.42"Subcatchment 20S: IVW 1 Flow Length=79' Slope=0.0128 '/' Tc=15.2 min CN=39 Runoff=0.09 cfs 0.022 af Runoff Area=160,788 sf 0.00% Impervious Runoff Depth=0.32"Subcatchment 30S: IVW 2 Flow Length=310' Tc=16.1 min CN=37 Runoff=0.31 cfs 0.100 af Runoff Area=21,713 sf 1.66% Impervious Runoff Depth=0.28"Subcatchment 40S: to Courtland way Flow Length=85' Tc=8.2 min CN=36 Runoff=0.03 cfs 0.012 af Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 96HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Avg. Flow Depth=0.09' Max Vel=1.50 fps Inflow=0.04 cfs 0.016 afReach 6R: culvert 8.0" Round Pipe n=0.010 L=180.0' S=0.0050 '/' Capacity=1.11 cfs Outflow=0.04 cfs 0.016 af Peak Elev=6.54' Storage=3,633 cf Inflow=5.43 cfs 0.386 afPond 1P: swale Primary=3.34 cfs 0.334 af Secondary=0.82 cfs 0.041 af Outflow=3.63 cfs 0.375 af Peak Elev=6.53' Storage=2,572 cf Inflow=3.34 cfs 0.334 afPond 2P: infiltration system 1 Outflow=0.55 cfs 0.334 af Peak Elev=7.19' Storage=928 cf Inflow=0.99 cfs 0.079 afPond 3P: infiltration system 2 Discarded=0.16 cfs 0.079 af Primary=0.00 cfs 0.000 af Outflow=0.16 cfs 0.079 af Peak Elev=6.09' Storage=1,224 cf Inflow=1.23 cfs 0.087 afPond 4P: infiltration basin 3 Discarded=0.16 cfs 0.087 af Primary=0.00 cfs 0.000 af Outflow=0.16 cfs 0.087 af Peak Elev=7.20' Inflow=0.47 cfs 0.038 afPond 5P: area drain 1 6.0" Round Culvert n=0.010 L=50.0' S=0.0050 '/' Outflow=0.47 cfs 0.038 af Peak Elev=7.21' Inflow=0.52 cfs 0.039 afPond 6P: front area drains Primary=0.47 cfs 0.038 af Secondary=0.06 cfs 0.001 af Outflow=0.52 cfs 0.039 af Peak Elev=5.89' Storage=45 cf Inflow=0.14 cfs 0.012 afPond 8P: drip edge Outflow=0.06 cfs 0.012 af Peak Elev=6.24' Storage=498 cf Inflow=1.73 cfs 0.240 afPond 10P: trench 1 Outflow=1.57 cfs 0.240 af Peak Elev=6.31' Storage=1,259 cf Inflow=3.59 cfs 0.354 afPond 11P: trench 2 Outflow=2.62 cfs 0.354 af Peak Elev=5.00' Storage=0 cf Inflow=4.14 cfs 0.338 afPond 12P: reservoir Outflow=4.14 cfs 0.338 af Peak Elev=6.60' Inflow=1.49 cfs 0.106 afPond 13P: ad 8.0" Round Culvert x 2.00 n=0.010 L=60.0' S=0.0058 '/' Outflow=1.49 cfs 0.106 af Inflow=1.89 cfs 0.287 afLink POA 1: parker river Primary=1.89 cfs 0.287 af Inflow=0.09 cfs 0.022 afLink POA 2: ivw 1 Primary=0.09 cfs 0.022 af Inflow=0.31 cfs 0.100 afLink POA 3: POA 3 Primary=0.31 cfs 0.100 af Inflow=0.03 cfs 0.012 afLink POA 4: POA 4 Primary=0.03 cfs 0.012 af Total Runoff Area = 20.776 ac Runoff Volume = 1.874 af Average Runoff Depth = 1.08" 88.84% Pervious = 18.458 ac 11.16% Impervious = 2.318 ac Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 97HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Infiltration 1 Runoff = 3.94 cfs @ 12.09 hrs, Volume= 0.280 af, Depth= 3.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25 Year Storm Rainfall=5.92" Area (sf) CN Description 14,261 98 Paved parking, HSG A * 3,817 98 sidewalk, HSG A 3,105 68 <50% Grass cover, Poor, HSG A 2,033 98 Water Surface, HSG A 17,352 39 >75% Grass cover, Good, HSG A 2,622 98 Paved parking, HSG A 2,250 98 Roofs, HSG A * 1,460 98 Sidewalk, HSG A 46,900 74 Weighted Average 20,457 43.62% Pervious Area 26,443 56.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, minimum Subcatchment 1S: Infiltration 1 Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Type III 24-hr 25 Year Storm Rainfall=5.92" Runoff Area=46,900 sf Runoff Volume=0.280 af Runoff Depth=3.12" Tc=6.0 min CN=74 3.94 cfs Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 98HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: AD 1 Runoff = 1.49 cfs @ 12.09 hrs, Volume= 0.106 af, Depth= 3.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25 Year Storm Rainfall=5.92" Area (sf) CN Description * 7,230 98 Paved parking, HSG A pavement * 2,565 98 Paved parking, HSG A walkways * 1,270 68 <50% Grass cover, Poor, HSG A reinforced turf 5,175 39 >75% Grass cover, Good, HSG A 16,240 77 Weighted Average 6,445 39.69% Pervious Area 9,795 60.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, minimum Subcatchment 2S: AD 1 Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 25 Year Storm Rainfall=5.92" Runoff Area=16,240 sf Runoff Volume=0.106 af Runoff Depth=3.41" Tc=6.0 min CN=77 1.49 cfs Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 99HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: cul de sac area Runoff = 1.23 cfs @ 12.09 hrs, Volume= 0.087 af, Depth= 3.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25 Year Storm Rainfall=5.92" Area (sf) CN Description 5,958 98 Paved parking, HSG A * 620 92 earth path surface, HSG A 175 98 Paved parking, HSG A 4,990 39 >75% Grass cover, Good, HSG A 1,903 98 Water Surface, HSG A 145 98 Paved parking, HSG A 13,791 76 Weighted Average 5,610 40.68% Pervious Area 8,181 59.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, minimum Subcatchment 4S: cul de sac area Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 25 Year Storm Rainfall=5.92" Runoff Area=13,791 sf Runoff Volume=0.087 af Runoff Depth=3.31" Tc=6.0 min CN=76 1.23 cfs Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 100HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: west side of road Runoff = 0.04 cfs @ 12.58 hrs, Volume= 0.016 af, Depth= 0.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25 Year Storm Rainfall=5.92" Area (sf) CN Description 11,559 30 Brush, Good, HSG A 18,741 39 >75% Grass cover, Good, HSG A 30,300 36 Weighted Average 30,300 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 50 0.0200 0.07 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 3.4 79 0.0060 0.39 Shallow Concentrated Flow, b Woodland Kv= 5.0 fps 15.4 129 Total Subcatchment 5S: west side of road Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type III 24-hr 25 Year Storm Rainfall=5.92" Runoff Area=30,300 sf Runoff Volume=0.016 af Runoff Depth=0.28" Flow Length=129' Tc=15.4 min CN=36 0.04 cfs Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 101HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: woodland outside riverpark Runoff = 0.06 cfs @ 15.15 hrs, Volume= 0.038 af, Depth= 0.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25 Year Storm Rainfall=5.92" Area (sf) CN Description 153,701 30 Brush, Good, HSG A * 3,180 92 earth walkway, HSG A 7,980 39 >75% Grass cover, Good, HSG A 164,861 32 Weighted Average 164,861 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.8 50 0.0100 0.05 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 4.4 131 0.0100 0.50 Shallow Concentrated Flow, b Woodland Kv= 5.0 fps 20.2 181 Total Subcatchment 6S: woodland outside riverpark Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 25 Year Storm Rainfall=5.92" Runoff Area=164,861 sf Runoff Volume=0.038 af Runoff Depth=0.12" Flow Length=181' Slope=0.0100 '/' Tc=20.2 min CN=32 0.06 cfs Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 102HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: east side of development Runoff = 1.04 cfs @ 12.53 hrs, Volume= 0.192 af, Depth= 0.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25 Year Storm Rainfall=5.92" Area (sf) CN Description * 2,497 96 Gravel surface, HSG A to Upweller site * 1,200 98 upweller site HSG A 71,833 30 Brush, Good, HSG A * 4,837 92 reinforced earth path, HSG A 929 96 Gravel surface, HSG A * 6,125 77 wetlands 31,301 39 >75% Grass cover, Good, HSG A 11,442 96 Gravel surface, HSG A 130,164 45 Weighted Average 128,964 99.08% Pervious Area 1,200 0.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.8 50 0.0050 0.04 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 6.0 180 0.0100 0.50 Shallow Concentrated Flow, b Woodland Kv= 5.0 fps 26.8 230 Total Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 103HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Subcatchment 7S: east side of development Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 25 Year Storm Rainfall=5.92" Runoff Area=130,164 sf Runoff Volume=0.192 af Runoff Depth=0.77" Flow Length=230' Tc=26.8 min CN=45 1.04 cfs Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 104HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: artist shanties Runoff = 0.14 cfs @ 12.08 hrs, Volume= 0.012 af, Depth= 5.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25 Year Storm Rainfall=5.92" Area (sf) CN Description 1,080 98 Roofs, HSG A 1,080 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, minimum Subcatchment 11S: artist shanties Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 25 Year Storm Rainfall=5.92" Runoff Area=1,080 sf Runoff Volume=0.012 af Runoff Depth=5.68" Tc=6.0 min CN=98 0.14 cfs Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 105HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: Bathroom area Runoff = 0.46 cfs @ 12.08 hrs, Volume= 0.036 af, Depth= 5.33" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25 Year Storm Rainfall=5.92" Area (sf) CN Description 1,210 98 Roofs, HSG A * 2,165 98 Patio Walkway, HSG A * 185 39 LANDSCAPED, Good, HSG A 3,560 95 Weighted Average 185 5.20% Pervious Area 3,375 94.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, mimimum Subcatchment 12S: Bathroom area Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.52 0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 25 Year Storm Rainfall=5.92" Runoff Area=3,560 sf Runoff Volume=0.036 af Runoff Depth=5.33" Tc=6.0 min CN=95 0.46 cfs Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 106HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: area drain 1 Runoff = 0.06 cfs @ 12.10 hrs, Volume= 0.005 af, Depth= 1.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25 Year Storm Rainfall=5.92" Area (sf) CN Description * 1,171 39 landscaped, Good, HSG A * 462 98 walkway, HSG A 1,633 56 Weighted Average 1,171 71.71% Pervious Area 462 28.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, minimum Subcatchment 13S: area drain 1 Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 25 Year Storm Rainfall=5.92" Runoff Area=1,633 sf Runoff Volume=0.005 af Runoff Depth=1.55" Tc=6.0 min CN=56 0.06 cfs Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 107HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: area drains at front Runoff = 0.52 cfs @ 12.10 hrs, Volume= 0.039 af, Depth= 1.95" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25 Year Storm Rainfall=5.92" Area (sf) CN Description 3,827 98 Paved parking, HSG A 6,593 39 >75% Grass cover, Good, HSG A 10,420 61 Weighted Average 6,593 63.27% Pervious Area 3,827 36.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, minimum Subcatchment 14S: area drains at front Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 25 Year Storm Rainfall=5.92" Runoff Area=10,420 sf Runoff Volume=0.039 af Runoff Depth=1.95" Tc=6.0 min CN=61 0.52 cfs Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 108HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: porous pavement Runoff = 4.14 cfs @ 12.08 hrs, Volume= 0.338 af, Depth= 5.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25 Year Storm Rainfall=5.92" Area (sf) CN Description 29,637 98 Paved parking, HSG A 1,433 96 Gravel surface, HSG A 31,070 98 Weighted Average 1,433 4.61% Pervious Area 29,637 95.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, minimum Subcatchment 15S: porous pavement Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Type III 24-hr 25 Year Storm Rainfall=5.92" Runoff Area=31,070 sf Runoff Volume=0.338 af Runoff Depth=5.68" Tc=6.0 min CN=98 4.14 cfs Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 109HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 17S: trench 1 Runoff = 1.73 cfs @ 12.37 hrs, Volume= 0.240 af, Depth= 1.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25 Year Storm Rainfall=5.92" Area (sf) CN Description 6,650 98 Paved parking, HSG A 11,650 68 <50% Grass cover, Poor, HSG A 65,720 49 50-75% Grass cover, Fair, HSG A 13,020 30 Woods, Good, HSG A 16,410 39 >75% Grass cover, Good, HSG A 113,450 50 Weighted Average 106,800 94.14% Pervious Area 6,650 5.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.3 50 0.0080 0.05 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 3.9 172 0.0110 0.73 Shallow Concentrated Flow, b Short Grass Pasture Kv= 7.0 fps 21.2 222 Total Subcatchment 17S: trench 1 Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 25 Year Storm Rainfall=5.92" Runoff Area=113,450 sf Runoff Volume=0.240 af Runoff Depth=1.10" Flow Length=222' Tc=21.2 min CN=50 1.73 cfs Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 110HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 18S: Trench 2 Runoff = 3.59 cfs @ 12.17 hrs, Volume= 0.353 af, Depth= 1.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25 Year Storm Rainfall=5.92" Area (sf) CN Description 104,435 49 50-75% Grass cover, Fair, HSG A * 8,020 98 walkways, HSG A * 10,710 68 reinforced turf, HSG A * 1,950 98 stage, HSG A * 720 92 earth path, HSG A 6,345 39 >75% Grass cover, Good, HSG A 132,180 54 Weighted Average 122,210 92.46% Pervious Area 9,970 7.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.5 50 0.0100 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 3.40" 0.6 50 0.0100 1.50 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 11.1 100 Total Subcatchment 18S: Trench 2 Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Type III 24-hr 25 Year Storm Rainfall=5.92" Runoff Area=132,180 sf Runoff Volume=0.353 af Runoff Depth=1.40" Flow Length=100' Slope=0.0100 '/' Tc=11.1 min CN=54 3.59 cfs Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 111HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 20S: IVW 1 Runoff = 0.09 cfs @ 12.49 hrs, Volume= 0.022 af, Depth= 0.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25 Year Storm Rainfall=5.92" Area (sf) CN Description 7,760 39 >75% Grass cover, Good, HSG A 15,623 30 Brush, Good, HSG A * 3,487 77 wetlands 26,870 39 Weighted Average 26,870 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.3 50 0.0128 0.06 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 0.9 29 0.0128 0.57 Shallow Concentrated Flow, b Woodland Kv= 5.0 fps 15.2 79 Total Subcatchment 20S: IVW 1 Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 25 Year Storm Rainfall=5.92" Runoff Area=26,870 sf Runoff Volume=0.022 af Runoff Depth=0.42" Flow Length=79' Slope=0.0128 '/' Tc=15.2 min CN=39 0.09 cfs Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 112HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 30S: IVW 2 Runoff = 0.31 cfs @ 12.56 hrs, Volume= 0.100 af, Depth= 0.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25 Year Storm Rainfall=5.92" Area (sf) CN Description * 1,560 92 reinforced earth walkway, HSG A 3,450 39 >75% Grass cover, Good, HSG A 129,739 30 Brush, Good, HSG A * 19,556 77 wetlands * 6,483 39 >75% Grass cover, Good, HSG A abutters 160,788 37 Weighted Average 160,788 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 50 0.0400 0.09 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 1.1 75 0.0500 1.12 Shallow Concentrated Flow, b Woodland Kv= 5.0 fps 5.9 185 0.0110 0.52 Shallow Concentrated Flow, c Woodland Kv= 5.0 fps 16.1 310 Total Subcatchment 30S: IVW 2 Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 25 Year Storm Rainfall=5.92" Runoff Area=160,788 sf Runoff Volume=0.100 af Runoff Depth=0.32" Flow Length=310' Tc=16.1 min CN=37 0.31 cfs Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 113HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 40S: to Courtland way Runoff = 0.03 cfs @ 12.47 hrs, Volume= 0.012 af, Depth= 0.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25 Year Storm Rainfall=5.92" Area (sf) CN Description 15,757 30 Brush, Good, HSG A 731 39 >75% Grass cover, Good, HSG A * 360 98 Courtland way pavement, HSG A * 3,225 39 landscaped, Good, HSG A * 1,640 68 reinforced turf, HSG A 21,713 36 Weighted Average 21,353 98.34% Pervious Area 360 1.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.8 50 0.0580 0.11 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 0.4 35 0.0680 1.30 Shallow Concentrated Flow, b Woodland Kv= 5.0 fps 8.2 85 Total Subcatchment 40S: to Courtland way Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type III 24-hr 25 Year Storm Rainfall=5.92" Runoff Area=21,713 sf Runoff Volume=0.012 af Runoff Depth=0.28" Flow Length=85' Tc=8.2 min CN=36 0.03 cfs Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 114HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Reach 6R: culvert [52] Hint: Inlet/Outlet conditions not evaluated Inflow Area = 0.696 ac, 0.00% Impervious, Inflow Depth = 0.28" for 25 Year Storm event Inflow = 0.04 cfs @ 12.58 hrs, Volume= 0.016 af Outflow = 0.04 cfs @ 12.61 hrs, Volume= 0.016 af, Atten= 1%, Lag= 1.7 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Max. Velocity= 1.50 fps, Min. Travel Time= 2.0 min Avg. Velocity = 1.07 fps, Avg. Travel Time= 2.8 min Peak Storage= 5 cf @ 12.61 hrs Average Depth at Peak Storage= 0.09' Bank-Full Depth= 0.67' Flow Area= 0.3 sf, Capacity= 1.11 cfs 8.0" Round Pipe n= 0.010 Length= 180.0' Slope= 0.0050 '/' Inlet Invert= 4.95', Outlet Invert= 4.05' Reach 6R: culvert Inflow Outflow Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=0.696 ac Avg. Flow Depth=0.09' Max Vel=1.50 fps 8.0" Round Pipe n=0.010 L=180.0' S=0.0050 '/' Capacity=1.11 cfs 0.04 cfs 0.04 cfs Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 115HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 1P: swale Inflow Area = 1.449 ac, 57.39% Impervious, Inflow Depth = 3.19" for 25 Year Storm event Inflow = 5.43 cfs @ 12.09 hrs, Volume= 0.386 af Outflow = 3.63 cfs @ 12.18 hrs, Volume= 0.375 af, Atten= 33%, Lag= 5.4 min Primary = 3.34 cfs @ 12.18 hrs, Volume= 0.334 af Secondary = 0.82 cfs @ 12.49 hrs, Volume= 0.041 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 6.54' @ 12.49 hrs Surf.Area= 4,149 sf Storage= 3,633 cf Plug-Flow detention time= 69.5 min calculated for 0.375 af (97% of inflow) Center-of-Mass det. time= 53.5 min ( 880.9 - 827.4 ) Volume Invert Avail.Storage Storage Description #1 5.30' 9,782 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 5.30 1,733 0 0 6.00 3,074 1,682 1,682 7.00 5,065 4,070 5,752 7.70 6,450 4,030 9,782 Device Routing Invert Outlet Devices #1 Secondary 6.35'3.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 1.4' Crest Height #2 Primary 5.50'12.0" Round Culvert X 2.00 L= 30.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 5.50' / 5.50' S= 0.0000 '/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf Primary OutFlow Max=3.34 cfs @ 12.18 hrs HW=6.45' TW=6.01' (Dynamic Tailwater) 2=Culvert (Barrel Controls 3.34 cfs @ 2.80 fps) Secondary OutFlow Max=0.82 cfs @ 12.49 hrs HW=6.54' TW=0.00' (Dynamic Tailwater) 1=Sharp-Crested Rectangular Weir (Weir Controls 0.82 cfs @ 1.45 fps) Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 116HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 1P: swale Inflow Outflow Primary Secondary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 Inflow Area=1.449 ac Peak Elev=6.54' Storage=3,633 cf 5.43 cfs 3.63 cfs 3.34 cfs 0.82 cfs Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 117HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 2P: infiltration system 1 [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=625) Inflow Area = 1.449 ac, 57.39% Impervious, Inflow Depth > 2.76" for 25 Year Storm event Inflow = 3.34 cfs @ 12.18 hrs, Volume= 0.334 af Outflow = 0.55 cfs @ 11.85 hrs, Volume= 0.334 af, Atten= 83%, Lag= 0.0 min Discarded = 0.55 cfs @ 11.85 hrs, Volume= 0.334 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 6.53' @ 12.49 hrs Surf.Area= 2,898 sf Storage= 2,572 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 38.8 min ( 934.9 - 896.2 ) Volume Invert Avail.Storage Storage Description #1A 5.00' 1,789 cf 28.17'W x 102.88'L x 2.33'H Field A 6,762 cf Overall - 1,651 cf Embedded = 5,110 cf x 35.0% Voids #2A 5.50' 1,651 cf ADS_StormTech SC-310 +Cap x 112 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 8 Rows of 14 Chambers 3,440 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 5.00'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.55 cfs @ 11.85 hrs HW=5.03' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.55 cfs) Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 118HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 2P: infiltration system 1 - Chamber Wizard Field A Chamber Model = ADS_StormTech SC-310 +Cap (ADS StormTech® SC-310 with cap length) 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 34.0" Wide + 6.0" Spacing = 40.0" C-C Row Spacing 14 Chambers/Row x 7.12' Long +0.60' Cap Length x 2 = 100.88' Row Length +12.0" End Stone x 2 = 102.88' Base Length 8 Rows x 34.0" Wide + 6.0" Spacing x 7 + 12.0" Side Stone x 2 = 28.17' Base Width 6.0" Base + 16.0" Chamber Height + 6.0" Cover = 2.33' Field Height 112 Chambers x 14.7 cf = 1,651.1 cf Chamber Storage 6,761.5 cf Field - 1,651.1 cf Chambers = 5,110.4 cf Stone x 35.0% Voids = 1,788.6 cf Stone Storage Chamber Storage + Stone Storage = 3,439.7 cf = 0.079 af Overall Storage Efficiency = 50.9% Overall System Size = 102.88' x 28.17' x 2.33' 112 Chambers 250.4 cy Field 189.3 cy Stone Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 119HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 2P: infiltration system 1 Inflow Discarded Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=1.449 ac Peak Elev=6.53' Storage=2,572 cf 3.34 cfs 0.55 cfs Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 120HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 3P: infiltration system 2 [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=420) Inflow Area = 0.358 ac, 49.09% Impervious, Inflow Depth = 2.65" for 25 Year Storm event Inflow = 0.99 cfs @ 12.09 hrs, Volume= 0.079 af Outflow = 0.16 cfs @ 11.78 hrs, Volume= 0.079 af, Atten= 84%, Lag= 0.0 min Discarded = 0.16 cfs @ 11.78 hrs, Volume= 0.079 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 7.19' @ 12.54 hrs Surf.Area= 834 sf Storage= 928 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 37.2 min ( 855.9 - 818.7 ) Volume Invert Avail.Storage Storage Description #1A 5.00' 526 cf 18.17'W x 45.92'L x 2.33'H Field A 1,946 cf Overall - 442 cf Embedded = 1,504 cf x 35.0% Voids #2A 5.50' 442 cf ADS_StormTech SC-310 +Cap x 30 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 5 Rows of 6 Chambers 969 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 5.00'8.270 in/hr Exfiltration over Surface area #2 Primary 7.20'20.0' long x 50.0' 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=0.16 cfs @ 11.78 hrs HW=5.02' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.16 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=5.00' TW=5.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 121HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 3P: infiltration system 2 - Chamber Wizard Field A Chamber Model = ADS_StormTech SC-310 +Cap (ADS StormTech® SC-310 with cap length) 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 34.0" Wide + 6.0" Spacing = 40.0" C-C Row Spacing 6 Chambers/Row x 7.12' Long +0.60' Cap Length x 2 = 43.92' Row Length +12.0" End Stone x 2 = 45.92' Base Length 5 Rows x 34.0" Wide + 6.0" Spacing x 4 + 12.0" Side Stone x 2 = 18.17' Base Width 6.0" Base + 16.0" Chamber Height + 6.0" Cover = 2.33' Field Height 30 Chambers x 14.7 cf = 442.3 cf Chamber Storage 1,946.5 cf Field - 442.3 cf Chambers = 1,504.2 cf Stone x 35.0% Voids = 526.5 cf Stone Storage Chamber Storage + Stone Storage = 968.7 cf = 0.022 af Overall Storage Efficiency = 49.8% Overall System Size = 45.92' x 18.17' x 2.33' 30 Chambers 72.1 cy Field 55.7 cy Stone Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 122HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 3P: infiltration system 2 Inflow Outflow Discarded Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.358 ac Peak Elev=7.19' Storage=928 cf 0.99 cfs 0.16 cfs0.16 cfs 0.00 cfs Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 123HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 4P: infiltration basin 3 [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=378) Inflow Area = 0.317 ac, 59.32% Impervious, Inflow Depth = 3.31" for 25 Year Storm event Inflow = 1.23 cfs @ 12.09 hrs, Volume= 0.087 af Outflow = 0.16 cfs @ 11.77 hrs, Volume= 0.087 af, Atten= 87%, Lag= 0.0 min Discarded = 0.16 cfs @ 11.77 hrs, Volume= 0.087 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 6.09' @ 12.71 hrs Surf.Area= 1,785 sf Storage= 1,224 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 55.4 min ( 880.0 - 824.6 ) Volume Invert Avail.Storage Storage Description #1 5.00' 3,929 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 5.00 850 0 0 6.00 1,300 1,075 1,075 6.01 1,740 15 1,090 7.00 2,335 2,017 3,107 7.33 2,642 821 3,929 Device Routing Invert Outlet Devices #1 Discarded 5.00'0.16 cfs Exfiltration at all elevations #2 Primary 4.65'12.0" Round Culvert L= 65.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4.65' / 4.00' S= 0.0100 '/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf #3 Device 2 6.20'3.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 1.2' Crest Height Discarded OutFlow Max=0.16 cfs @ 11.77 hrs HW=5.02' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.16 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=5.00' TW=0.00' (Dynamic Tailwater) 2=Culvert (Passes 0.00 cfs of 0.49 cfs potential flow) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 124HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 4P: infiltration basin 3 Inflow Outflow Discarded Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.317 ac Peak Elev=6.09' Storage=1,224 cf 1.23 cfs 0.16 cfs0.16 cfs 0.00 cfs Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 125HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 5P: area drain 1 Inflow Area = 0.239 ac, 36.73% Impervious, Inflow Depth = 1.91" for 25 Year Storm event Inflow = 0.47 cfs @ 12.06 hrs, Volume= 0.038 af Outflow = 0.47 cfs @ 12.06 hrs, Volume= 0.038 af, Atten= 0%, Lag= 0.0 min Primary = 0.47 cfs @ 12.06 hrs, Volume= 0.038 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 7.20' @ 12.55 hrs Flood Elev= 9.00' Device Routing Invert Outlet Devices #1 Primary 6.00'6.0" Round Culvert L= 50.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 6.00' / 5.75' S= 0.0050 '/' Cc= 0.900 n= 0.010, Flow Area= 0.20 sf Primary OutFlow Max=0.47 cfs @ 12.06 hrs HW=6.54' TW=5.72' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.47 cfs @ 2.74 fps) Pond 5P: area drain 1 Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.239 ac Peak Elev=7.20' 6.0" Round Culvert n=0.010 L=50.0' S=0.0050 '/' 0.47 cfs0.47 cfs Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 126HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 6P: front area drains [58] Hint: Peaked 0.11' above defined flood level Inflow Area = 0.239 ac, 36.73% Impervious, Inflow Depth = 1.95" for 25 Year Storm event Inflow = 0.52 cfs @ 12.10 hrs, Volume= 0.039 af Outflow = 0.52 cfs @ 12.10 hrs, Volume= 0.039 af, Atten= 0%, Lag= 0.0 min Primary = 0.47 cfs @ 12.06 hrs, Volume= 0.038 af Secondary = 0.06 cfs @ 12.53 hrs, Volume= 0.001 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 7.21' @ 12.53 hrs Flood Elev= 7.10' Device Routing Invert Outlet Devices #1 Primary 6.00'6.0" Round Culvert L= 130.0' Ke= 0.500 Inlet / Outlet Invert= 6.00' / 5.75' S= 0.0019 '/' Cc= 0.900 n= 0.010, Flow Area= 0.20 sf #2 Secondary 7.20'20.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Primary OutFlow Max=0.46 cfs @ 12.06 hrs HW=7.19' TW=6.54' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.46 cfs @ 2.34 fps) Secondary OutFlow Max=0.06 cfs @ 12.53 hrs HW=7.21' TW=6.29' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 0.06 cfs @ 0.26 fps) Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 127HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 6P: front area drains Inflow Outflow Primary Secondary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.239 ac Peak Elev=7.21' 0.52 cfs0.52 cfs 0.47 cfs 0.06 cfs Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 128HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 8P: drip edge [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=570) Inflow Area = 0.025 ac,100.00% Impervious, Inflow Depth = 5.68" for 25 Year Storm event Inflow = 0.14 cfs @ 12.08 hrs, Volume= 0.012 af Outflow = 0.06 cfs @ 11.99 hrs, Volume= 0.012 af, Atten= 57%, Lag= 0.0 min Discarded = 0.06 cfs @ 11.99 hrs, Volume= 0.012 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 5.89' @ 12.27 hrs Surf.Area= 324 sf Storage= 45 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 2.5 min ( 747.8 - 745.3 ) Volume Invert Avail.Storage Storage Description #1 5.50' 170 cf 1.50'W x 12.00'L x 1.50'H Prismatoid x 18 486 cf Overall x 35.0% Voids Device Routing Invert Outlet Devices #1 Discarded 5.50'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.06 cfs @ 11.99 hrs HW=5.52' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.06 cfs) Pond 8P: drip edge Inflow Discarded Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.025 ac Peak Elev=5.89' Storage=45 cf 0.14 cfs 0.06 cfs Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 129HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 10P: trench 1 Inflow Area = 2.604 ac, 5.86% Impervious, Inflow Depth = 1.10" for 25 Year Storm event Inflow = 1.73 cfs @ 12.37 hrs, Volume= 0.240 af Outflow = 1.57 cfs @ 12.49 hrs, Volume= 0.240 af, Atten= 9%, Lag= 7.6 min Discarded = 1.57 cfs @ 12.49 hrs, Volume= 0.240 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 6.24' @ 12.49 hrs Surf.Area= 8,208 sf Storage= 498 cf Plug-Flow detention time= 8.9 min calculated for 0.240 af (100% of inflow) Center-of-Mass det. time= 8.9 min ( 918.8 - 909.8 ) Volume Invert Avail.Storage Storage Description #1 5.00' 20,960 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 5.00 200 0.0 0 0 6.00 200 35.0 70 70 6.15 200 100.0 30 100 6.85 59,400 100.0 20,860 20,960 Device Routing Invert Outlet Devices #1 Discarded 5.00'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.57 cfs @ 12.49 hrs HW=6.24' (Free Discharge) 1=Exfiltration (Exfiltration Controls 1.57 cfs) Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 130HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 10P: trench 1 Inflow Discarded Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=2.604 ac Peak Elev=6.24' Storage=498 cf 1.73 cfs 1.57 cfs Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 131HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 11P: trench 2 Inflow Area = 3.393 ac, 11.93% Impervious, Inflow Depth = 1.25" for 25 Year Storm event Inflow = 3.59 cfs @ 12.17 hrs, Volume= 0.354 af Outflow = 2.62 cfs @ 12.34 hrs, Volume= 0.354 af, Atten= 27%, Lag= 9.7 min Discarded = 2.62 cfs @ 12.34 hrs, Volume= 0.354 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 6.31' @ 12.34 hrs Surf.Area= 13,698 sf Storage= 1,259 cf Plug-Flow detention time= 8.8 min calculated for 0.354 af (100% of inflow) Center-of-Mass det. time= 8.8 min ( 894.5 - 885.7 ) Volume Invert Avail.Storage Storage Description #1 5.00' 20,469 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 5.00 240 0.0 0 0 6.00 240 35.0 84 84 6.15 240 100.0 36 120 6.85 57,900 100.0 20,349 20,469 Device Routing Invert Outlet Devices #1 Discarded 5.00'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=2.62 cfs @ 12.34 hrs HW=6.31' (Free Discharge) 1=Exfiltration (Exfiltration Controls 2.62 cfs) Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 132HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 11P: trench 2 Inflow Discarded Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=3.393 ac Peak Elev=6.31' Storage=1,259 cf 3.59 cfs 2.62 cfs Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 133HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 12P: reservoir Inflow Area = 0.713 ac, 95.39% Impervious, Inflow Depth = 5.68" for 25 Year Storm event Inflow = 4.14 cfs @ 12.08 hrs, Volume= 0.338 af Outflow = 4.14 cfs @ 12.08 hrs, Volume= 0.338 af, Atten= 0%, Lag= 0.0 min Discarded = 4.14 cfs @ 12.08 hrs, Volume= 0.338 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 5.00' @ 12.08 hrs Surf.Area= 29,640 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 745.3 - 745.3 ) Volume Invert Avail.Storage Storage Description #1 5.00' 5,187 cf Custom Stage Data (Prismatic) Listed below (Recalc) 14,820 cf Overall x 35.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 5.00 29,640 0 0 5.50 29,640 14,820 14,820 Device Routing Invert Outlet Devices #1 Discarded 5.00'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=5.67 cfs @ 12.08 hrs HW=5.00' (Free Discharge) 1=Exfiltration (Exfiltration Controls 5.67 cfs) Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 134HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 12P: reservoir Inflow Discarded Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=0.713 ac Peak Elev=5.00' Storage=0 cf 4.14 cfs4.14 cfs Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 135HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 13P: ad [57] Hint: Peaked at 6.60' (Flood elevation advised) Inflow Area = 0.373 ac, 60.31% Impervious, Inflow Depth = 3.41" for 25 Year Storm event Inflow = 1.49 cfs @ 12.09 hrs, Volume= 0.106 af Outflow = 1.49 cfs @ 12.09 hrs, Volume= 0.106 af, Atten= 0%, Lag= 0.0 min Primary = 1.49 cfs @ 12.09 hrs, Volume= 0.106 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 6.60' @ 12.12 hrs Device Routing Invert Outlet Devices #1 Primary 5.85'8.0" Round Culvert X 2.00 L= 60.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 5.85' / 5.50' S= 0.0058 '/' Cc= 0.900 n= 0.010, Flow Area= 0.35 sf Primary OutFlow Max=1.41 cfs @ 12.09 hrs HW=6.58' TW=6.33' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.41 cfs @ 2.31 fps) Pond 13P: ad Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.373 ac Peak Elev=6.60' 8.0" Round Culvert x 2.00 n=0.010 L=60.0' S=0.0058 '/' 1.49 cfs1.49 cfs Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 136HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Link POA 1: parker river Inflow Area = 7.785 ac, 2.77% Impervious, Inflow Depth = 0.44" for 25 Year Storm event Inflow = 1.89 cfs @ 12.51 hrs, Volume= 0.287 af Primary = 1.89 cfs @ 12.51 hrs, Volume= 0.287 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link POA 1: parker river Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=7.785 ac 1.89 cfs1.89 cfs Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 137HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Link POA 2: ivw 1 Inflow Area = 0.617 ac, 0.00% Impervious, Inflow Depth = 0.42" for 25 Year Storm event Inflow = 0.09 cfs @ 12.49 hrs, Volume= 0.022 af Primary = 0.09 cfs @ 12.49 hrs, Volume= 0.022 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link POA 2: ivw 1 Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.617 ac 0.09 cfs0.09 cfs Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 138HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Link POA 3: POA 3 Inflow Area = 3.691 ac, 0.00% Impervious, Inflow Depth = 0.32" for 25 Year Storm event Inflow = 0.31 cfs @ 12.56 hrs, Volume= 0.100 af Primary = 0.31 cfs @ 12.56 hrs, Volume= 0.100 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link POA 3: POA 3 Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=3.691 ac 0.31 cfs0.31 cfs Type III 24-hr 25 Year Storm Rainfall=5.92"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 139HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Link POA 4: POA 4 Inflow Area = 0.498 ac, 1.66% Impervious, Inflow Depth = 0.28" for 25 Year Storm event Inflow = 0.03 cfs @ 12.47 hrs, Volume= 0.012 af Primary = 0.03 cfs @ 12.47 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link POA 4: POA 4 Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=0.498 ac 0.03 cfs0.03 cfs Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 140HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Time span=0.00-30.00 hrs, dt=0.01 hrs, 3001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=46,900 sf 56.38% Impervious Runoff Depth=3.75"Subcatchment 1S: Infiltration 1 Tc=6.0 min CN=74 Runoff=4.73 cfs 0.336 af Runoff Area=16,240 sf 60.31% Impervious Runoff Depth=4.06"Subcatchment 2S: AD 1 Tc=6.0 min CN=77 Runoff=1.77 cfs 0.126 af Runoff Area=13,791 sf 59.32% Impervious Runoff Depth=3.96"Subcatchment 4S: cul de sac area Tc=6.0 min CN=76 Runoff=1.47 cfs 0.104 af Runoff Area=30,300 sf 0.00% Impervious Runoff Depth=0.46"Subcatchment 5S: west side of road Flow Length=129' Tc=15.4 min CN=36 Runoff=0.11 cfs 0.027 af Runoff Area=164,861 sf 0.00% Impervious Runoff Depth=0.25"Subcatchment 6S: woodland outside Flow Length=181' Slope=0.0100 '/' Tc=20.2 min CN=32 Runoff=0.13 cfs 0.077 af Runoff Area=130,164 sf 0.92% Impervious Runoff Depth=1.08"Subcatchment 7S: east side of Flow Length=230' Tc=26.8 min CN=45 Runoff=1.67 cfs 0.269 af Runoff Area=1,080 sf 100.00% Impervious Runoff Depth=6.42"Subcatchment 11S: artist shanties Tc=6.0 min CN=98 Runoff=0.16 cfs 0.013 af Runoff Area=3,560 sf 94.80% Impervious Runoff Depth=6.07"Subcatchment 12S: Bathroom area Tc=6.0 min CN=95 Runoff=0.52 cfs 0.041 af Runoff Area=1,633 sf 28.29% Impervious Runoff Depth=2.00"Subcatchment 13S: area drain 1 Tc=6.0 min CN=56 Runoff=0.08 cfs 0.006 af Runoff Area=10,420 sf 36.73% Impervious Runoff Depth=2.46"Subcatchment 14S: area drains at front Tc=6.0 min CN=61 Runoff=0.67 cfs 0.049 af Runoff Area=31,070 sf 95.39% Impervious Runoff Depth=6.42"Subcatchment 15S: porous pavement Tc=6.0 min CN=98 Runoff=4.66 cfs 0.382 af Runoff Area=113,450 sf 5.86% Impervious Runoff Depth=1.48"Subcatchment 17S: trench 1 Flow Length=222' Tc=21.2 min CN=50 Runoff=2.51 cfs 0.321 af Runoff Area=132,180 sf 7.54% Impervious Runoff Depth=1.82"Subcatchment 18S: Trench 2 Flow Length=100' Slope=0.0100 '/' Tc=11.1 min CN=54 Runoff=4.94 cfs 0.461 af Runoff Area=26,870 sf 0.00% Impervious Runoff Depth=0.65"Subcatchment 20S: IVW 1 Flow Length=79' Slope=0.0128 '/' Tc=15.2 min CN=39 Runoff=0.18 cfs 0.033 af Runoff Area=160,788 sf 0.00% Impervious Runoff Depth=0.52"Subcatchment 30S: IVW 2 Flow Length=310' Tc=16.1 min CN=37 Runoff=0.71 cfs 0.161 af Runoff Area=21,713 sf 1.66% Impervious Runoff Depth=0.46"Subcatchment 40S: to Courtland way Flow Length=85' Tc=8.2 min CN=36 Runoff=0.08 cfs 0.019 af Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 141HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Avg. Flow Depth=0.14' Max Vel=2.01 fps Inflow=0.11 cfs 0.027 afReach 6R: culvert 8.0" Round Pipe n=0.010 L=180.0' S=0.0050 '/' Capacity=1.11 cfs Outflow=0.11 cfs 0.027 af Peak Elev=6.64' Storage=4,074 cf Inflow=6.50 cfs 0.462 afPond 1P: swale Primary=3.85 cfs 0.367 af Secondary=1.57 cfs 0.085 af Outflow=4.64 cfs 0.452 af Peak Elev=6.64' Storage=2,713 cf Inflow=3.85 cfs 0.367 afPond 2P: infiltration system 1 Outflow=0.55 cfs 0.367 af Peak Elev=7.22' Storage=936 cf Inflow=1.08 cfs 0.089 afPond 3P: infiltration system 2 Discarded=0.16 cfs 0.088 af Primary=0.16 cfs 0.001 af Outflow=0.32 cfs 0.089 af Peak Elev=6.25' Storage=1,518 cf Inflow=1.47 cfs 0.104 afPond 4P: infiltration basin 3 Discarded=0.16 cfs 0.101 af Primary=0.10 cfs 0.003 af Outflow=0.26 cfs 0.104 af Peak Elev=7.22' Inflow=0.48 cfs 0.042 afPond 5P: area drain 1 6.0" Round Culvert n=0.010 L=50.0' S=0.0050 '/' Outflow=0.48 cfs 0.042 af Peak Elev=7.23' Inflow=0.67 cfs 0.049 afPond 6P: front area drains Primary=0.48 cfs 0.042 af Secondary=0.26 cfs 0.007 af Outflow=0.67 cfs 0.049 af Peak Elev=6.04' Storage=61 cf Inflow=0.16 cfs 0.013 afPond 8P: drip edge Outflow=0.06 cfs 0.013 af Peak Elev=6.28' Storage=855 cf Inflow=2.51 cfs 0.321 afPond 10P: trench 1 Outflow=2.16 cfs 0.322 af Peak Elev=6.37' Storage=2,106 cf Inflow=5.03 cfs 0.470 afPond 11P: trench 2 Outflow=3.46 cfs 0.470 af Peak Elev=5.00' Storage=0 cf Inflow=4.66 cfs 0.382 afPond 12P: reservoir Outflow=4.66 cfs 0.382 af Peak Elev=6.78' Inflow=1.77 cfs 0.126 afPond 13P: ad 8.0" Round Culvert x 2.00 n=0.010 L=60.0' S=0.0058 '/' Outflow=1.77 cfs 0.126 af Inflow=3.37 cfs 0.461 afLink POA 1: parker river Primary=3.37 cfs 0.461 af Inflow=0.18 cfs 0.033 afLink POA 2: ivw 1 Primary=0.18 cfs 0.033 af Inflow=0.71 cfs 0.161 afLink POA 3: POA 3 Primary=0.71 cfs 0.161 af Inflow=0.08 cfs 0.019 afLink POA 4: POA 4 Primary=0.08 cfs 0.019 af Total Runoff Area = 20.776 ac Runoff Volume = 2.427 af Average Runoff Depth = 1.40" 88.84% Pervious = 18.458 ac 11.16% Impervious = 2.318 ac Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 142HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Infiltration 1 Runoff = 4.73 cfs @ 12.09 hrs, Volume= 0.336 af, Depth= 3.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 50 Year Storm Rainfall=6.66" Area (sf) CN Description 14,261 98 Paved parking, HSG A * 3,817 98 sidewalk, HSG A 3,105 68 <50% Grass cover, Poor, HSG A 2,033 98 Water Surface, HSG A 17,352 39 >75% Grass cover, Good, HSG A 2,622 98 Paved parking, HSG A 2,250 98 Roofs, HSG A * 1,460 98 Sidewalk, HSG A 46,900 74 Weighted Average 20,457 43.62% Pervious Area 26,443 56.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, minimum Subcatchment 1S: Infiltration 1 Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Type III 24-hr 50 Year Storm Rainfall=6.66" Runoff Area=46,900 sf Runoff Volume=0.336 af Runoff Depth=3.75" Tc=6.0 min CN=74 4.73 cfs Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 143HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: AD 1 Runoff = 1.77 cfs @ 12.09 hrs, Volume= 0.126 af, Depth= 4.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 50 Year Storm Rainfall=6.66" Area (sf) CN Description * 7,230 98 Paved parking, HSG A pavement * 2,565 98 Paved parking, HSG A walkways * 1,270 68 <50% Grass cover, Poor, HSG A reinforced turf 5,175 39 >75% Grass cover, Good, HSG A 16,240 77 Weighted Average 6,445 39.69% Pervious Area 9,795 60.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, minimum Subcatchment 2S: AD 1 Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 50 Year Storm Rainfall=6.66" Runoff Area=16,240 sf Runoff Volume=0.126 af Runoff Depth=4.06" Tc=6.0 min CN=77 1.77 cfs Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 144HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: cul de sac area Runoff = 1.47 cfs @ 12.09 hrs, Volume= 0.104 af, Depth= 3.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 50 Year Storm Rainfall=6.66" Area (sf) CN Description 5,958 98 Paved parking, HSG A * 620 92 earth path surface, HSG A 175 98 Paved parking, HSG A 4,990 39 >75% Grass cover, Good, HSG A 1,903 98 Water Surface, HSG A 145 98 Paved parking, HSG A 13,791 76 Weighted Average 5,610 40.68% Pervious Area 8,181 59.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, minimum Subcatchment 4S: cul de sac area Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 50 Year Storm Rainfall=6.66" Runoff Area=13,791 sf Runoff Volume=0.104 af Runoff Depth=3.96" Tc=6.0 min CN=76 1.47 cfs Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 145HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: west side of road Runoff = 0.11 cfs @ 12.51 hrs, Volume= 0.027 af, Depth= 0.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 50 Year Storm Rainfall=6.66" Area (sf) CN Description 11,559 30 Brush, Good, HSG A 18,741 39 >75% Grass cover, Good, HSG A 30,300 36 Weighted Average 30,300 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 50 0.0200 0.07 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 3.4 79 0.0060 0.39 Shallow Concentrated Flow, b Woodland Kv= 5.0 fps 15.4 129 Total Subcatchment 5S: west side of road Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.12 0.115 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 50 Year Storm Rainfall=6.66" Runoff Area=30,300 sf Runoff Volume=0.027 af Runoff Depth=0.46" Flow Length=129' Tc=15.4 min CN=36 0.11 cfs Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 146HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: woodland outside riverpark Runoff = 0.13 cfs @ 13.80 hrs, Volume= 0.077 af, Depth= 0.25" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 50 Year Storm Rainfall=6.66" Area (sf) CN Description 153,701 30 Brush, Good, HSG A * 3,180 92 earth walkway, HSG A 7,980 39 >75% Grass cover, Good, HSG A 164,861 32 Weighted Average 164,861 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.8 50 0.0100 0.05 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 4.4 131 0.0100 0.50 Shallow Concentrated Flow, b Woodland Kv= 5.0 fps 20.2 181 Total Subcatchment 6S: woodland outside riverpark Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 50 Year Storm Rainfall=6.66" Runoff Area=164,861 sf Runoff Volume=0.077 af Runoff Depth=0.25" Flow Length=181' Slope=0.0100 '/' Tc=20.2 min CN=32 0.13 cfs Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 147HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: east side of development Runoff = 1.67 cfs @ 12.48 hrs, Volume= 0.269 af, Depth= 1.08" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 50 Year Storm Rainfall=6.66" Area (sf) CN Description * 2,497 96 Gravel surface, HSG A to Upweller site * 1,200 98 upweller site HSG A 71,833 30 Brush, Good, HSG A * 4,837 92 reinforced earth path, HSG A 929 96 Gravel surface, HSG A * 6,125 77 wetlands 31,301 39 >75% Grass cover, Good, HSG A 11,442 96 Gravel surface, HSG A 130,164 45 Weighted Average 128,964 99.08% Pervious Area 1,200 0.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.8 50 0.0050 0.04 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 6.0 180 0.0100 0.50 Shallow Concentrated Flow, b Woodland Kv= 5.0 fps 26.8 230 Total Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 148HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Subcatchment 7S: east side of development Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 50 Year Storm Rainfall=6.66" Runoff Area=130,164 sf Runoff Volume=0.269 af Runoff Depth=1.08" Flow Length=230' Tc=26.8 min CN=45 1.67 cfs Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 149HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: artist shanties Runoff = 0.16 cfs @ 12.08 hrs, Volume= 0.013 af, Depth= 6.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 50 Year Storm Rainfall=6.66" Area (sf) CN Description 1,080 98 Roofs, HSG A 1,080 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, minimum Subcatchment 11S: artist shanties Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 50 Year Storm Rainfall=6.66" Runoff Area=1,080 sf Runoff Volume=0.013 af Runoff Depth=6.42" Tc=6.0 min CN=98 0.16 cfs Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 150HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: Bathroom area Runoff = 0.52 cfs @ 12.08 hrs, Volume= 0.041 af, Depth= 6.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 50 Year Storm Rainfall=6.66" Area (sf) CN Description 1,210 98 Roofs, HSG A * 2,165 98 Patio Walkway, HSG A * 185 39 LANDSCAPED, Good, HSG A 3,560 95 Weighted Average 185 5.20% Pervious Area 3,375 94.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, mimimum Subcatchment 12S: Bathroom area Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 50 Year Storm Rainfall=6.66" Runoff Area=3,560 sf Runoff Volume=0.041 af Runoff Depth=6.07" Tc=6.0 min CN=95 0.52 cfs Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 151HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: area drain 1 Runoff = 0.08 cfs @ 12.10 hrs, Volume= 0.006 af, Depth= 2.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 50 Year Storm Rainfall=6.66" Area (sf) CN Description * 1,171 39 landscaped, Good, HSG A * 462 98 walkway, HSG A 1,633 56 Weighted Average 1,171 71.71% Pervious Area 462 28.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, minimum Subcatchment 13S: area drain 1 Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 50 Year Storm Rainfall=6.66" Runoff Area=1,633 sf Runoff Volume=0.006 af Runoff Depth=2.00" Tc=6.0 min CN=56 0.08 cfs Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 152HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: area drains at front Runoff = 0.67 cfs @ 12.09 hrs, Volume= 0.049 af, Depth= 2.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 50 Year Storm Rainfall=6.66" Area (sf) CN Description 3,827 98 Paved parking, HSG A 6,593 39 >75% Grass cover, Good, HSG A 10,420 61 Weighted Average 6,593 63.27% Pervious Area 3,827 36.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, minimum Subcatchment 14S: area drains at front Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 50 Year Storm Rainfall=6.66" Runoff Area=10,420 sf Runoff Volume=0.049 af Runoff Depth=2.46" Tc=6.0 min CN=61 0.67 cfs Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 153HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: porous pavement Runoff = 4.66 cfs @ 12.08 hrs, Volume= 0.382 af, Depth= 6.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 50 Year Storm Rainfall=6.66" Area (sf) CN Description 29,637 98 Paved parking, HSG A 1,433 96 Gravel surface, HSG A 31,070 98 Weighted Average 1,433 4.61% Pervious Area 29,637 95.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, minimum Subcatchment 15S: porous pavement Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Type III 24-hr 50 Year Storm Rainfall=6.66" Runoff Area=31,070 sf Runoff Volume=0.382 af Runoff Depth=6.42" Tc=6.0 min CN=98 4.66 cfs Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 154HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 17S: trench 1 Runoff = 2.51 cfs @ 12.34 hrs, Volume= 0.321 af, Depth= 1.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 50 Year Storm Rainfall=6.66" Area (sf) CN Description 6,650 98 Paved parking, HSG A 11,650 68 <50% Grass cover, Poor, HSG A 65,720 49 50-75% Grass cover, Fair, HSG A 13,020 30 Woods, Good, HSG A 16,410 39 >75% Grass cover, Good, HSG A 113,450 50 Weighted Average 106,800 94.14% Pervious Area 6,650 5.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.3 50 0.0080 0.05 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 3.9 172 0.0110 0.73 Shallow Concentrated Flow, b Short Grass Pasture Kv= 7.0 fps 21.2 222 Total Subcatchment 17S: trench 1 Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 50 Year Storm Rainfall=6.66" Runoff Area=113,450 sf Runoff Volume=0.321 af Runoff Depth=1.48" Flow Length=222' Tc=21.2 min CN=50 2.51 cfs Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 155HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 18S: Trench 2 Runoff = 4.94 cfs @ 12.17 hrs, Volume= 0.461 af, Depth= 1.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 50 Year Storm Rainfall=6.66" Area (sf) CN Description 104,435 49 50-75% Grass cover, Fair, HSG A * 8,020 98 walkways, HSG A * 10,710 68 reinforced turf, HSG A * 1,950 98 stage, HSG A * 720 92 earth path, HSG A 6,345 39 >75% Grass cover, Good, HSG A 132,180 54 Weighted Average 122,210 92.46% Pervious Area 9,970 7.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.5 50 0.0100 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 3.40" 0.6 50 0.0100 1.50 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 11.1 100 Total Subcatchment 18S: Trench 2 Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Type III 24-hr 50 Year Storm Rainfall=6.66" Runoff Area=132,180 sf Runoff Volume=0.461 af Runoff Depth=1.82" Flow Length=100' Slope=0.0100 '/' Tc=11.1 min CN=54 4.94 cfs Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 156HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 20S: IVW 1 Runoff = 0.18 cfs @ 12.42 hrs, Volume= 0.033 af, Depth= 0.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 50 Year Storm Rainfall=6.66" Area (sf) CN Description 7,760 39 >75% Grass cover, Good, HSG A 15,623 30 Brush, Good, HSG A * 3,487 77 wetlands 26,870 39 Weighted Average 26,870 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.3 50 0.0128 0.06 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 0.9 29 0.0128 0.57 Shallow Concentrated Flow, b Woodland Kv= 5.0 fps 15.2 79 Total Subcatchment 20S: IVW 1 Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 50 Year Storm Rainfall=6.66" Runoff Area=26,870 sf Runoff Volume=0.033 af Runoff Depth=0.65" Flow Length=79' Slope=0.0128 '/' Tc=15.2 min CN=39 0.18 cfs Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 157HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 30S: IVW 2 Runoff = 0.71 cfs @ 12.49 hrs, Volume= 0.161 af, Depth= 0.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 50 Year Storm Rainfall=6.66" Area (sf) CN Description * 1,560 92 reinforced earth walkway, HSG A 3,450 39 >75% Grass cover, Good, HSG A 129,739 30 Brush, Good, HSG A * 19,556 77 wetlands * 6,483 39 >75% Grass cover, Good, HSG A abutters 160,788 37 Weighted Average 160,788 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 50 0.0400 0.09 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 1.1 75 0.0500 1.12 Shallow Concentrated Flow, b Woodland Kv= 5.0 fps 5.9 185 0.0110 0.52 Shallow Concentrated Flow, c Woodland Kv= 5.0 fps 16.1 310 Total Subcatchment 30S: IVW 2 Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 50 Year Storm Rainfall=6.66" Runoff Area=160,788 sf Runoff Volume=0.161 af Runoff Depth=0.52" Flow Length=310' Tc=16.1 min CN=37 0.71 cfs Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 158HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 40S: to Courtland way Runoff = 0.08 cfs @ 12.40 hrs, Volume= 0.019 af, Depth= 0.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 50 Year Storm Rainfall=6.66" Area (sf) CN Description 15,757 30 Brush, Good, HSG A 731 39 >75% Grass cover, Good, HSG A * 360 98 Courtland way pavement, HSG A * 3,225 39 landscaped, Good, HSG A * 1,640 68 reinforced turf, HSG A 21,713 36 Weighted Average 21,353 98.34% Pervious Area 360 1.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.8 50 0.0580 0.11 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 0.4 35 0.0680 1.30 Shallow Concentrated Flow, b Woodland Kv= 5.0 fps 8.2 85 Total Subcatchment 40S: to Courtland way Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 50 Year Storm Rainfall=6.66" Runoff Area=21,713 sf Runoff Volume=0.019 af Runoff Depth=0.46" Flow Length=85' Tc=8.2 min CN=36 0.08 cfs Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 159HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Reach 6R: culvert [52] Hint: Inlet/Outlet conditions not evaluated Inflow Area = 0.696 ac, 0.00% Impervious, Inflow Depth = 0.46" for 50 Year Storm event Inflow = 0.11 cfs @ 12.51 hrs, Volume= 0.027 af Outflow = 0.11 cfs @ 12.52 hrs, Volume= 0.027 af, Atten= 0%, Lag= 0.9 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Max. Velocity= 2.01 fps, Min. Travel Time= 1.5 min Avg. Velocity = 1.22 fps, Avg. Travel Time= 2.4 min Peak Storage= 10 cf @ 12.52 hrs Average Depth at Peak Storage= 0.14' Bank-Full Depth= 0.67' Flow Area= 0.3 sf, Capacity= 1.11 cfs 8.0" Round Pipe n= 0.010 Length= 180.0' Slope= 0.0050 '/' Inlet Invert= 4.95', Outlet Invert= 4.05' Reach 6R: culvert Inflow Outflow Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.12 0.115 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.696 ac Avg. Flow Depth=0.14' Max Vel=2.01 fps 8.0" Round Pipe n=0.010 L=180.0' S=0.0050 '/' Capacity=1.11 cfs 0.11 cfs0.11 cfs Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 160HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 1P: swale Inflow Area = 1.449 ac, 57.39% Impervious, Inflow Depth = 3.83" for 50 Year Storm event Inflow = 6.50 cfs @ 12.09 hrs, Volume= 0.462 af Outflow = 4.64 cfs @ 12.17 hrs, Volume= 0.452 af, Atten= 29%, Lag= 4.7 min Primary = 3.85 cfs @ 12.17 hrs, Volume= 0.367 af Secondary = 1.57 cfs @ 12.41 hrs, Volume= 0.085 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 6.64' @ 12.41 hrs Surf.Area= 4,356 sf Storage= 4,074 cf Plug-Flow detention time= 63.6 min calculated for 0.452 af (98% of inflow) Center-of-Mass det. time= 50.1 min ( 872.4 - 822.2 ) Volume Invert Avail.Storage Storage Description #1 5.30' 9,782 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 5.30 1,733 0 0 6.00 3,074 1,682 1,682 7.00 5,065 4,070 5,752 7.70 6,450 4,030 9,782 Device Routing Invert Outlet Devices #1 Secondary 6.35'3.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 1.4' Crest Height #2 Primary 5.50'12.0" Round Culvert X 2.00 L= 30.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 5.50' / 5.50' S= 0.0000 '/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf Primary OutFlow Max=3.85 cfs @ 12.17 hrs HW=6.54' TW=6.26' (Dynamic Tailwater) 2=Culvert (Barrel Controls 3.85 cfs @ 2.94 fps) Secondary OutFlow Max=1.57 cfs @ 12.41 hrs HW=6.64' TW=0.00' (Dynamic Tailwater) 1=Sharp-Crested Rectangular Weir (Weir Controls 1.57 cfs @ 1.82 fps) Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 161HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 1P: swale Inflow Outflow Primary Secondary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=1.449 ac Peak Elev=6.64' Storage=4,074 cf 6.50 cfs 4.64 cfs 3.85 cfs 1.57 cfs Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 162HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 2P: infiltration system 1 [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=602) Inflow Area = 1.449 ac, 57.39% Impervious, Inflow Depth > 3.04" for 50 Year Storm event Inflow = 3.85 cfs @ 12.17 hrs, Volume= 0.367 af Outflow = 0.55 cfs @ 11.78 hrs, Volume= 0.367 af, Atten= 86%, Lag= 0.0 min Discarded = 0.55 cfs @ 11.78 hrs, Volume= 0.367 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 6.64' @ 12.40 hrs Surf.Area= 2,898 sf Storage= 2,713 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 39.7 min ( 938.9 - 899.2 ) Volume Invert Avail.Storage Storage Description #1A 5.00' 1,789 cf 28.17'W x 102.88'L x 2.33'H Field A 6,762 cf Overall - 1,651 cf Embedded = 5,110 cf x 35.0% Voids #2A 5.50' 1,651 cf ADS_StormTech SC-310 +Cap x 112 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 8 Rows of 14 Chambers 3,440 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 5.00'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.55 cfs @ 11.78 hrs HW=5.03' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.55 cfs) Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 163HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 2P: infiltration system 1 - Chamber Wizard Field A Chamber Model = ADS_StormTech SC-310 +Cap (ADS StormTech® SC-310 with cap length) 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 34.0" Wide + 6.0" Spacing = 40.0" C-C Row Spacing 14 Chambers/Row x 7.12' Long +0.60' Cap Length x 2 = 100.88' Row Length +12.0" End Stone x 2 = 102.88' Base Length 8 Rows x 34.0" Wide + 6.0" Spacing x 7 + 12.0" Side Stone x 2 = 28.17' Base Width 6.0" Base + 16.0" Chamber Height + 6.0" Cover = 2.33' Field Height 112 Chambers x 14.7 cf = 1,651.1 cf Chamber Storage 6,761.5 cf Field - 1,651.1 cf Chambers = 5,110.4 cf Stone x 35.0% Voids = 1,788.6 cf Stone Storage Chamber Storage + Stone Storage = 3,439.7 cf = 0.079 af Overall Storage Efficiency = 50.9% Overall System Size = 102.88' x 28.17' x 2.33' 112 Chambers 250.4 cy Field 189.3 cy Stone Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 164HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 2P: infiltration system 1 Inflow Discarded Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=1.449 ac Peak Elev=6.64' Storage=2,713 cf 3.85 cfs 0.55 cfs Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 165HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 3P: infiltration system 2 [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=400) Inflow Area = 0.358 ac, 49.09% Impervious, Inflow Depth = 2.99" for 50 Year Storm event Inflow = 1.08 cfs @ 12.09 hrs, Volume= 0.089 af Outflow = 0.32 cfs @ 12.32 hrs, Volume= 0.089 af, Atten= 71%, Lag= 14.2 min Discarded = 0.16 cfs @ 11.73 hrs, Volume= 0.088 af Primary = 0.16 cfs @ 12.32 hrs, Volume= 0.001 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 7.22' @ 12.32 hrs Surf.Area= 834 sf Storage= 936 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 38.6 min ( 859.8 - 821.2 ) Volume Invert Avail.Storage Storage Description #1A 5.00' 526 cf 18.17'W x 45.92'L x 2.33'H Field A 1,946 cf Overall - 442 cf Embedded = 1,504 cf x 35.0% Voids #2A 5.50' 442 cf ADS_StormTech SC-310 +Cap x 30 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 5 Rows of 6 Chambers 969 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 5.00'8.270 in/hr Exfiltration over Surface area #2 Primary 7.20'20.0' long x 50.0' 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=0.16 cfs @ 11.73 hrs HW=5.03' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.16 cfs) Primary OutFlow Max=0.15 cfs @ 12.32 hrs HW=7.22' TW=6.36' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 0.15 cfs @ 0.38 fps) Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 166HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 3P: infiltration system 2 - Chamber Wizard Field A Chamber Model = ADS_StormTech SC-310 +Cap (ADS StormTech® SC-310 with cap length) 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 34.0" Wide + 6.0" Spacing = 40.0" C-C Row Spacing 6 Chambers/Row x 7.12' Long +0.60' Cap Length x 2 = 43.92' Row Length +12.0" End Stone x 2 = 45.92' Base Length 5 Rows x 34.0" Wide + 6.0" Spacing x 4 + 12.0" Side Stone x 2 = 18.17' Base Width 6.0" Base + 16.0" Chamber Height + 6.0" Cover = 2.33' Field Height 30 Chambers x 14.7 cf = 442.3 cf Chamber Storage 1,946.5 cf Field - 442.3 cf Chambers = 1,504.2 cf Stone x 35.0% Voids = 526.5 cf Stone Storage Chamber Storage + Stone Storage = 968.7 cf = 0.022 af Overall Storage Efficiency = 49.8% Overall System Size = 45.92' x 18.17' x 2.33' 30 Chambers 72.1 cy Field 55.7 cy Stone Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 167HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 3P: infiltration system 2 Inflow Outflow Discarded Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.358 ac Peak Elev=7.22' Storage=936 cf 1.08 cfs 0.32 cfs 0.16 cfs0.16 cfs Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 168HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 4P: infiltration basin 3 [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=333) Inflow Area = 0.317 ac, 59.32% Impervious, Inflow Depth = 3.96" for 50 Year Storm event Inflow = 1.47 cfs @ 12.09 hrs, Volume= 0.104 af Outflow = 0.26 cfs @ 12.56 hrs, Volume= 0.104 af, Atten= 82%, Lag= 28.3 min Discarded = 0.16 cfs @ 11.73 hrs, Volume= 0.101 af Primary = 0.10 cfs @ 12.56 hrs, Volume= 0.003 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 6.25' @ 12.56 hrs Surf.Area= 1,882 sf Storage= 1,518 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 68.2 min ( 887.7 - 819.5 ) Volume Invert Avail.Storage Storage Description #1 5.00' 3,929 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 5.00 850 0 0 6.00 1,300 1,075 1,075 6.01 1,740 15 1,090 7.00 2,335 2,017 3,107 7.33 2,642 821 3,929 Device Routing Invert Outlet Devices #1 Discarded 5.00'0.16 cfs Exfiltration at all elevations #2 Primary 4.65'12.0" Round Culvert L= 65.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4.65' / 4.00' S= 0.0100 '/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf #3 Device 2 6.20'3.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 1.2' Crest Height Discarded OutFlow Max=0.16 cfs @ 11.73 hrs HW=5.03' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.16 cfs) Primary OutFlow Max=0.10 cfs @ 12.56 hrs HW=6.25' TW=0.00' (Dynamic Tailwater) 2=Culvert (Passes 0.10 cfs of 3.96 cfs potential flow) 3=Sharp-Crested Rectangular Weir (Weir Controls 0.10 cfs @ 0.71 fps) Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 169HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 4P: infiltration basin 3 Inflow Outflow Discarded Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.317 ac Peak Elev=6.25' Storage=1,518 cf 1.47 cfs 0.26 cfs 0.16 cfs 0.10 cfs Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 170HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 5P: area drain 1 Inflow Area = 0.239 ac, 36.73% Impervious, Inflow Depth = 2.09" for 50 Year Storm event Inflow = 0.48 cfs @ 12.03 hrs, Volume= 0.042 af Outflow = 0.48 cfs @ 12.03 hrs, Volume= 0.042 af, Atten= 0%, Lag= 0.0 min Primary = 0.48 cfs @ 12.03 hrs, Volume= 0.042 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 7.22' @ 12.33 hrs Flood Elev= 9.00' Device Routing Invert Outlet Devices #1 Primary 6.00'6.0" Round Culvert L= 50.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 6.00' / 5.75' S= 0.0050 '/' Cc= 0.900 n= 0.010, Flow Area= 0.20 sf Primary OutFlow Max=0.47 cfs @ 12.03 hrs HW=6.55' TW=5.77' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.47 cfs @ 2.75 fps) Pond 5P: area drain 1 Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.239 ac Peak Elev=7.22' 6.0" Round Culvert n=0.010 L=50.0' S=0.0050 '/' 0.48 cfs0.48 cfs Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 171HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 6P: front area drains [58] Hint: Peaked 0.13' above defined flood level Inflow Area = 0.239 ac, 36.73% Impervious, Inflow Depth = 2.46" for 50 Year Storm event Inflow = 0.67 cfs @ 12.09 hrs, Volume= 0.049 af Outflow = 0.67 cfs @ 12.09 hrs, Volume= 0.049 af, Atten= 0%, Lag= 0.0 min Primary = 0.48 cfs @ 12.03 hrs, Volume= 0.042 af Secondary = 0.26 cfs @ 12.33 hrs, Volume= 0.007 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 7.23' @ 12.33 hrs Flood Elev= 7.10' Device Routing Invert Outlet Devices #1 Primary 6.00'6.0" Round Culvert L= 130.0' Ke= 0.500 Inlet / Outlet Invert= 6.00' / 5.75' S= 0.0019 '/' Cc= 0.900 n= 0.010, Flow Area= 0.20 sf #2 Secondary 7.20'20.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Primary OutFlow Max=0.46 cfs @ 12.03 hrs HW=7.20' TW=6.55' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.46 cfs @ 2.36 fps) Secondary OutFlow Max=0.25 cfs @ 12.33 hrs HW=7.23' TW=6.36' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 0.25 cfs @ 0.42 fps) Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 172HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 6P: front area drains Inflow Outflow Primary Secondary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.239 ac Peak Elev=7.23' 0.67 cfs0.67 cfs 0.48 cfs 0.26 cfs Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 173HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 8P: drip edge [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=563) Inflow Area = 0.025 ac,100.00% Impervious, Inflow Depth = 6.42" for 50 Year Storm event Inflow = 0.16 cfs @ 12.08 hrs, Volume= 0.013 af Outflow = 0.06 cfs @ 11.96 hrs, Volume= 0.013 af, Atten= 62%, Lag= 0.0 min Discarded = 0.06 cfs @ 11.96 hrs, Volume= 0.013 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 6.04' @ 12.31 hrs Surf.Area= 324 sf Storage= 61 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 3.6 min ( 747.2 - 743.6 ) Volume Invert Avail.Storage Storage Description #1 5.50' 170 cf 1.50'W x 12.00'L x 1.50'H Prismatoid x 18 486 cf Overall x 35.0% Voids Device Routing Invert Outlet Devices #1 Discarded 5.50'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.06 cfs @ 11.96 hrs HW=5.52' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.06 cfs) Pond 8P: drip edge Inflow Discarded Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.025 ac Peak Elev=6.04' Storage=61 cf 0.16 cfs 0.06 cfs Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 174HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 10P: trench 1 Inflow Area = 2.604 ac, 5.86% Impervious, Inflow Depth = 1.48" for 50 Year Storm event Inflow = 2.51 cfs @ 12.34 hrs, Volume= 0.321 af Outflow = 2.16 cfs @ 12.50 hrs, Volume= 0.322 af, Atten= 14%, Lag= 9.4 min Discarded = 2.16 cfs @ 12.50 hrs, Volume= 0.322 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 6.28' @ 12.50 hrs Surf.Area= 11,299 sf Storage= 855 cf Plug-Flow detention time= 7.8 min calculated for 0.321 af (100% of inflow) Center-of-Mass det. time= 7.8 min ( 906.8 - 899.0 ) Volume Invert Avail.Storage Storage Description #1 5.00' 20,960 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 5.00 200 0.0 0 0 6.00 200 35.0 70 70 6.15 200 100.0 30 100 6.85 59,400 100.0 20,860 20,960 Device Routing Invert Outlet Devices #1 Discarded 5.00'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=2.16 cfs @ 12.50 hrs HW=6.28' (Free Discharge) 1=Exfiltration (Exfiltration Controls 2.16 cfs) Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 175HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 10P: trench 1 Inflow Discarded Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=2.604 ac Peak Elev=6.28' Storage=855 cf 2.51 cfs 2.16 cfs Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 176HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 11P: trench 2 Inflow Area = 3.393 ac, 11.93% Impervious, Inflow Depth = 1.66" for 50 Year Storm event Inflow = 5.03 cfs @ 12.17 hrs, Volume= 0.470 af Outflow = 3.46 cfs @ 12.38 hrs, Volume= 0.470 af, Atten= 31%, Lag= 12.8 min Discarded = 3.46 cfs @ 12.38 hrs, Volume= 0.470 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 6.37' @ 12.38 hrs Surf.Area= 18,091 sf Storage= 2,106 cf Plug-Flow detention time= 8.5 min calculated for 0.470 af (100% of inflow) Center-of-Mass det. time= 8.5 min ( 883.1 - 874.5 ) Volume Invert Avail.Storage Storage Description #1 5.00' 20,469 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 5.00 240 0.0 0 0 6.00 240 35.0 84 84 6.15 240 100.0 36 120 6.85 57,900 100.0 20,349 20,469 Device Routing Invert Outlet Devices #1 Discarded 5.00'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=3.46 cfs @ 12.38 hrs HW=6.37' (Free Discharge) 1=Exfiltration (Exfiltration Controls 3.46 cfs) Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 177HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 11P: trench 2 Inflow Discarded Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=3.393 ac Peak Elev=6.37' Storage=2,106 cf 5.03 cfs 3.46 cfs Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 178HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 12P: reservoir Inflow Area = 0.713 ac, 95.39% Impervious, Inflow Depth = 6.42" for 50 Year Storm event Inflow = 4.66 cfs @ 12.08 hrs, Volume= 0.382 af Outflow = 4.66 cfs @ 12.08 hrs, Volume= 0.382 af, Atten= 0%, Lag= 0.0 min Discarded = 4.66 cfs @ 12.08 hrs, Volume= 0.382 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 5.00' @ 12.08 hrs Surf.Area= 29,640 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 743.6 - 743.6 ) Volume Invert Avail.Storage Storage Description #1 5.00' 5,187 cf Custom Stage Data (Prismatic) Listed below (Recalc) 14,820 cf Overall x 35.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 5.00 29,640 0 0 5.50 29,640 14,820 14,820 Device Routing Invert Outlet Devices #1 Discarded 5.00'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=5.67 cfs @ 12.08 hrs HW=5.00' (Free Discharge) 1=Exfiltration (Exfiltration Controls 5.67 cfs) Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 179HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 12P: reservoir Inflow Discarded Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=0.713 ac Peak Elev=5.00' Storage=0 cf 4.66 cfs4.66 cfs Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 180HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 13P: ad [57] Hint: Peaked at 6.78' (Flood elevation advised) Inflow Area = 0.373 ac, 60.31% Impervious, Inflow Depth = 4.06" for 50 Year Storm event Inflow = 1.77 cfs @ 12.09 hrs, Volume= 0.126 af Outflow = 1.77 cfs @ 12.09 hrs, Volume= 0.126 af, Atten= 0%, Lag= 0.0 min Primary = 1.77 cfs @ 12.09 hrs, Volume= 0.126 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 6.78' @ 12.11 hrs Device Routing Invert Outlet Devices #1 Primary 5.85'8.0" Round Culvert X 2.00 L= 60.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 5.85' / 5.50' S= 0.0058 '/' Cc= 0.900 n= 0.010, Flow Area= 0.35 sf Primary OutFlow Max=1.70 cfs @ 12.09 hrs HW=6.74' TW=6.43' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.70 cfs @ 2.43 fps) Pond 13P: ad Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.373 ac Peak Elev=6.78' 8.0" Round Culvert x 2.00 n=0.010 L=60.0' S=0.0058 '/' 1.77 cfs1.77 cfs Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 181HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Link POA 1: parker river Inflow Area = 7.785 ac, 2.77% Impervious, Inflow Depth = 0.71" for 50 Year Storm event Inflow = 3.37 cfs @ 12.47 hrs, Volume= 0.461 af Primary = 3.37 cfs @ 12.47 hrs, Volume= 0.461 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link POA 1: parker river Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=7.785 ac 3.37 cfs3.37 cfs Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 182HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Link POA 2: ivw 1 Inflow Area = 0.617 ac, 0.00% Impervious, Inflow Depth = 0.65" for 50 Year Storm event Inflow = 0.18 cfs @ 12.42 hrs, Volume= 0.033 af Primary = 0.18 cfs @ 12.42 hrs, Volume= 0.033 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link POA 2: ivw 1 Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.617 ac 0.18 cfs0.18 cfs Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 183HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Link POA 3: POA 3 Inflow Area = 3.691 ac, 0.00% Impervious, Inflow Depth = 0.52" for 50 Year Storm event Inflow = 0.71 cfs @ 12.49 hrs, Volume= 0.161 af Primary = 0.71 cfs @ 12.49 hrs, Volume= 0.161 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link POA 3: POA 3 Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=3.691 ac 0.71 cfs0.71 cfs Type III 24-hr 50 Year Storm Rainfall=6.66"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 184HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Link POA 4: POA 4 Inflow Area = 0.498 ac, 1.66% Impervious, Inflow Depth = 0.46" for 50 Year Storm event Inflow = 0.08 cfs @ 12.40 hrs, Volume= 0.019 af Primary = 0.08 cfs @ 12.40 hrs, Volume= 0.019 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link POA 4: POA 4 Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.498 ac 0.08 cfs0.08 cfs Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 185HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Time span=0.00-30.00 hrs, dt=0.01 hrs, 3001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=46,900 sf 56.38% Impervious Runoff Depth=4.41"Subcatchment 1S: Infiltration 1 Tc=6.0 min CN=74 Runoff=5.56 cfs 0.396 af Runoff Area=16,240 sf 60.31% Impervious Runoff Depth=4.75"Subcatchment 2S: AD 1 Tc=6.0 min CN=77 Runoff=2.06 cfs 0.147 af Runoff Area=13,791 sf 59.32% Impervious Runoff Depth=4.63"Subcatchment 4S: cul de sac area Tc=6.0 min CN=76 Runoff=1.71 cfs 0.122 af Runoff Area=30,300 sf 0.00% Impervious Runoff Depth=0.69"Subcatchment 5S: west side of road Flow Length=129' Tc=15.4 min CN=36 Runoff=0.20 cfs 0.040 af Runoff Area=164,861 sf 0.00% Impervious Runoff Depth=0.41"Subcatchment 6S: woodland outside Flow Length=181' Slope=0.0100 '/' Tc=20.2 min CN=32 Runoff=0.38 cfs 0.130 af Runoff Area=130,164 sf 0.92% Impervious Runoff Depth=1.44"Subcatchment 7S: east side of Flow Length=230' Tc=26.8 min CN=45 Runoff=2.41 cfs 0.358 af Runoff Area=1,080 sf 100.00% Impervious Runoff Depth=7.18"Subcatchment 11S: artist shanties Tc=6.0 min CN=98 Runoff=0.18 cfs 0.015 af Runoff Area=3,560 sf 94.80% Impervious Runoff Depth=6.82"Subcatchment 12S: Bathroom area Tc=6.0 min CN=95 Runoff=0.59 cfs 0.046 af Runoff Area=1,633 sf 28.29% Impervious Runoff Depth=2.50"Subcatchment 13S: area drain 1 Tc=6.0 min CN=56 Runoff=0.10 cfs 0.008 af Runoff Area=10,420 sf 36.73% Impervious Runoff Depth=3.01"Subcatchment 14S: area drains at front Tc=6.0 min CN=61 Runoff=0.83 cfs 0.060 af Runoff Area=31,070 sf 95.39% Impervious Runoff Depth=7.18"Subcatchment 15S: porous pavement Tc=6.0 min CN=98 Runoff=5.19 cfs 0.427 af Runoff Area=113,450 sf 5.86% Impervious Runoff Depth=1.91"Subcatchment 17S: trench 1 Flow Length=222' Tc=21.2 min CN=50 Runoff=3.39 cfs 0.413 af Runoff Area=132,180 sf 7.54% Impervious Runoff Depth=2.30"Subcatchment 18S: Trench 2 Flow Length=100' Slope=0.0100 '/' Tc=11.1 min CN=54 Runoff=6.42 cfs 0.580 af Runoff Area=26,870 sf 0.00% Impervious Runoff Depth=0.92"Subcatchment 20S: IVW 1 Flow Length=79' Slope=0.0128 '/' Tc=15.2 min CN=39 Runoff=0.29 cfs 0.048 af Runoff Area=160,788 sf 0.00% Impervious Runoff Depth=0.77"Subcatchment 30S: IVW 2 Flow Length=310' Tc=16.1 min CN=37 Runoff=1.27 cfs 0.236 af Runoff Area=21,713 sf 1.66% Impervious Runoff Depth=0.69"Subcatchment 40S: to Courtland way Flow Length=85' Tc=8.2 min CN=36 Runoff=0.16 cfs 0.029 af Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 186HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Avg. Flow Depth=0.19' Max Vel=2.42 fps Inflow=0.20 cfs 0.040 afReach 6R: culvert 8.0" Round Pipe n=0.010 L=180.0' S=0.0050 '/' Capacity=1.11 cfs Outflow=0.20 cfs 0.040 af Peak Elev=6.74' Storage=4,514 cf Inflow=7.63 cfs 0.543 afPond 1P: swale Primary=4.31 cfs 0.401 af Secondary=2.43 cfs 0.132 af Outflow=5.62 cfs 0.532 af Peak Elev=6.74' Storage=2,830 cf Inflow=4.31 cfs 0.401 afPond 2P: infiltration system 1 Outflow=0.55 cfs 0.401 af Peak Elev=7.23' Storage=939 cf Inflow=1.16 cfs 0.100 afPond 3P: infiltration system 2 Discarded=0.16 cfs 0.097 af Primary=0.29 cfs 0.004 af Outflow=0.45 cfs 0.100 af Peak Elev=6.31' Storage=1,637 cf Inflow=1.71 cfs 0.122 afPond 4P: infiltration basin 3 Discarded=0.16 cfs 0.110 af Primary=0.35 cfs 0.012 af Outflow=0.51 cfs 0.122 af Peak Elev=7.24' Inflow=0.48 cfs 0.046 afPond 5P: area drain 1 6.0" Round Culvert n=0.010 L=50.0' S=0.0050 '/' Outflow=0.48 cfs 0.046 af Peak Elev=7.24' Inflow=0.83 cfs 0.060 afPond 6P: front area drains Primary=0.48 cfs 0.046 af Secondary=0.41 cfs 0.014 af Outflow=0.83 cfs 0.060 af Peak Elev=6.21' Storage=80 cf Inflow=0.18 cfs 0.015 afPond 8P: drip edge Outflow=0.06 cfs 0.015 af Peak Elev=6.32' Storage=1,347 cf Inflow=3.39 cfs 0.413 afPond 10P: trench 1 Outflow=2.78 cfs 0.413 af Peak Elev=6.42' Storage=3,219 cf Inflow=6.73 cfs 0.598 afPond 11P: trench 2 Outflow=4.33 cfs 0.598 af Peak Elev=5.00' Storage=1 cf Inflow=5.19 cfs 0.427 afPond 12P: reservoir Outflow=5.19 cfs 0.427 af Peak Elev=6.98' Inflow=2.06 cfs 0.147 afPond 13P: ad 8.0" Round Culvert x 2.00 n=0.010 L=60.0' S=0.0058 '/' Outflow=2.06 cfs 0.147 af Inflow=5.47 cfs 0.672 afLink POA 1: parker river Primary=5.47 cfs 0.672 af Inflow=0.29 cfs 0.048 afLink POA 2: ivw 1 Primary=0.29 cfs 0.048 af Inflow=1.27 cfs 0.236 afLink POA 3: POA 3 Primary=1.27 cfs 0.236 af Inflow=0.16 cfs 0.029 afLink POA 4: POA 4 Primary=0.16 cfs 0.029 af Total Runoff Area = 20.776 ac Runoff Volume = 3.055 af Average Runoff Depth = 1.76" 88.84% Pervious = 18.458 ac 11.16% Impervious = 2.318 ac Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 187HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Infiltration 1 Runoff = 5.56 cfs @ 12.09 hrs, Volume= 0.396 af, Depth= 4.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Storm Rainfall=7.42" Area (sf) CN Description 14,261 98 Paved parking, HSG A * 3,817 98 sidewalk, HSG A 3,105 68 <50% Grass cover, Poor, HSG A 2,033 98 Water Surface, HSG A 17,352 39 >75% Grass cover, Good, HSG A 2,622 98 Paved parking, HSG A 2,250 98 Roofs, HSG A * 1,460 98 Sidewalk, HSG A 46,900 74 Weighted Average 20,457 43.62% Pervious Area 26,443 56.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, minimum Subcatchment 1S: Infiltration 1 Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 Type III 24-hr 100 Year Storm Rainfall=7.42" Runoff Area=46,900 sf Runoff Volume=0.396 af Runoff Depth=4.41" Tc=6.0 min CN=74 5.56 cfs Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 188HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: AD 1 Runoff = 2.06 cfs @ 12.09 hrs, Volume= 0.147 af, Depth= 4.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Storm Rainfall=7.42" Area (sf) CN Description * 7,230 98 Paved parking, HSG A pavement * 2,565 98 Paved parking, HSG A walkways * 1,270 68 <50% Grass cover, Poor, HSG A reinforced turf 5,175 39 >75% Grass cover, Good, HSG A 16,240 77 Weighted Average 6,445 39.69% Pervious Area 9,795 60.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, minimum Subcatchment 2S: AD 1 Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 100 Year Storm Rainfall=7.42" Runoff Area=16,240 sf Runoff Volume=0.147 af Runoff Depth=4.75" Tc=6.0 min CN=77 2.06 cfs Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 189HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: cul de sac area Runoff = 1.71 cfs @ 12.09 hrs, Volume= 0.122 af, Depth= 4.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Storm Rainfall=7.42" Area (sf) CN Description 5,958 98 Paved parking, HSG A * 620 92 earth path surface, HSG A 175 98 Paved parking, HSG A 4,990 39 >75% Grass cover, Good, HSG A 1,903 98 Water Surface, HSG A 145 98 Paved parking, HSG A 13,791 76 Weighted Average 5,610 40.68% Pervious Area 8,181 59.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, minimum Subcatchment 4S: cul de sac area Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 100 Year Storm Rainfall=7.42" Runoff Area=13,791 sf Runoff Volume=0.122 af Runoff Depth=4.63" Tc=6.0 min CN=76 1.71 cfs Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 190HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: west side of road Runoff = 0.20 cfs @ 12.44 hrs, Volume= 0.040 af, Depth= 0.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Storm Rainfall=7.42" Area (sf) CN Description 11,559 30 Brush, Good, HSG A 18,741 39 >75% Grass cover, Good, HSG A 30,300 36 Weighted Average 30,300 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 50 0.0200 0.07 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 3.4 79 0.0060 0.39 Shallow Concentrated Flow, b Woodland Kv= 5.0 fps 15.4 129 Total Subcatchment 5S: west side of road Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 100 Year Storm Rainfall=7.42" Runoff Area=30,300 sf Runoff Volume=0.040 af Runoff Depth=0.69" Flow Length=129' Tc=15.4 min CN=36 0.20 cfs Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 191HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: woodland outside riverpark Runoff = 0.38 cfs @ 12.62 hrs, Volume= 0.130 af, Depth= 0.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Storm Rainfall=7.42" Area (sf) CN Description 153,701 30 Brush, Good, HSG A * 3,180 92 earth walkway, HSG A 7,980 39 >75% Grass cover, Good, HSG A 164,861 32 Weighted Average 164,861 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.8 50 0.0100 0.05 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 4.4 131 0.0100 0.50 Shallow Concentrated Flow, b Woodland Kv= 5.0 fps 20.2 181 Total Subcatchment 6S: woodland outside riverpark Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 100 Year Storm Rainfall=7.42" Runoff Area=164,861 sf Runoff Volume=0.130 af Runoff Depth=0.41" Flow Length=181' Slope=0.0100 '/' Tc=20.2 min CN=32 0.38 cfs Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 192HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: east side of development Runoff = 2.41 cfs @ 12.45 hrs, Volume= 0.358 af, Depth= 1.44" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Storm Rainfall=7.42" Area (sf) CN Description * 2,497 96 Gravel surface, HSG A to Upweller site * 1,200 98 upweller site HSG A 71,833 30 Brush, Good, HSG A * 4,837 92 reinforced earth path, HSG A 929 96 Gravel surface, HSG A * 6,125 77 wetlands 31,301 39 >75% Grass cover, Good, HSG A 11,442 96 Gravel surface, HSG A 130,164 45 Weighted Average 128,964 99.08% Pervious Area 1,200 0.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.8 50 0.0050 0.04 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 6.0 180 0.0100 0.50 Shallow Concentrated Flow, b Woodland Kv= 5.0 fps 26.8 230 Total Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 193HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Subcatchment 7S: east side of development Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 100 Year Storm Rainfall=7.42" Runoff Area=130,164 sf Runoff Volume=0.358 af Runoff Depth=1.44" Flow Length=230' Tc=26.8 min CN=45 2.41 cfs Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 194HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: artist shanties Runoff = 0.18 cfs @ 12.08 hrs, Volume= 0.015 af, Depth= 7.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Storm Rainfall=7.42" Area (sf) CN Description 1,080 98 Roofs, HSG A 1,080 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, minimum Subcatchment 11S: artist shanties Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 100 Year Storm Rainfall=7.42" Runoff Area=1,080 sf Runoff Volume=0.015 af Runoff Depth=7.18" Tc=6.0 min CN=98 0.18 cfs Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 195HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: Bathroom area Runoff = 0.59 cfs @ 12.08 hrs, Volume= 0.046 af, Depth= 6.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Storm Rainfall=7.42" Area (sf) CN Description 1,210 98 Roofs, HSG A * 2,165 98 Patio Walkway, HSG A * 185 39 LANDSCAPED, Good, HSG A 3,560 95 Weighted Average 185 5.20% Pervious Area 3,375 94.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, mimimum Subcatchment 12S: Bathroom area Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 100 Year Storm Rainfall=7.42" Runoff Area=3,560 sf Runoff Volume=0.046 af Runoff Depth=6.82" Tc=6.0 min CN=95 0.59 cfs Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 196HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: area drain 1 Runoff = 0.10 cfs @ 12.10 hrs, Volume= 0.008 af, Depth= 2.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Storm Rainfall=7.42" Area (sf) CN Description * 1,171 39 landscaped, Good, HSG A * 462 98 walkway, HSG A 1,633 56 Weighted Average 1,171 71.71% Pervious Area 462 28.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, minimum Subcatchment 13S: area drain 1 Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.115 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 100 Year Storm Rainfall=7.42" Runoff Area=1,633 sf Runoff Volume=0.008 af Runoff Depth=2.50" Tc=6.0 min CN=56 0.10 cfs Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 197HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: area drains at front Runoff = 0.83 cfs @ 12.09 hrs, Volume= 0.060 af, Depth= 3.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Storm Rainfall=7.42" Area (sf) CN Description 3,827 98 Paved parking, HSG A 6,593 39 >75% Grass cover, Good, HSG A 10,420 61 Weighted Average 6,593 63.27% Pervious Area 3,827 36.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, minimum Subcatchment 14S: area drains at front Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 100 Year Storm Rainfall=7.42" Runoff Area=10,420 sf Runoff Volume=0.060 af Runoff Depth=3.01" Tc=6.0 min CN=61 0.83 cfs Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 198HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: porous pavement Runoff = 5.19 cfs @ 12.08 hrs, Volume= 0.427 af, Depth= 7.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Storm Rainfall=7.42" Area (sf) CN Description 29,637 98 Paved parking, HSG A 1,433 96 Gravel surface, HSG A 31,070 98 Weighted Average 1,433 4.61% Pervious Area 29,637 95.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, minimum Subcatchment 15S: porous pavement Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Type III 24-hr 100 Year Storm Rainfall=7.42" Runoff Area=31,070 sf Runoff Volume=0.427 af Runoff Depth=7.18" Tc=6.0 min CN=98 5.19 cfs Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 199HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 17S: trench 1 Runoff = 3.39 cfs @ 12.33 hrs, Volume= 0.413 af, Depth= 1.91" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Storm Rainfall=7.42" Area (sf) CN Description 6,650 98 Paved parking, HSG A 11,650 68 <50% Grass cover, Poor, HSG A 65,720 49 50-75% Grass cover, Fair, HSG A 13,020 30 Woods, Good, HSG A 16,410 39 >75% Grass cover, Good, HSG A 113,450 50 Weighted Average 106,800 94.14% Pervious Area 6,650 5.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.3 50 0.0080 0.05 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 3.9 172 0.0110 0.73 Shallow Concentrated Flow, b Short Grass Pasture Kv= 7.0 fps 21.2 222 Total Subcatchment 17S: trench 1 Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Type III 24-hr 100 Year Storm Rainfall=7.42" Runoff Area=113,450 sf Runoff Volume=0.413 af Runoff Depth=1.91" Flow Length=222' Tc=21.2 min CN=50 3.39 cfs Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 200HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 18S: Trench 2 Runoff = 6.42 cfs @ 12.17 hrs, Volume= 0.580 af, Depth= 2.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Storm Rainfall=7.42" Area (sf) CN Description 104,435 49 50-75% Grass cover, Fair, HSG A * 8,020 98 walkways, HSG A * 10,710 68 reinforced turf, HSG A * 1,950 98 stage, HSG A * 720 92 earth path, HSG A 6,345 39 >75% Grass cover, Good, HSG A 132,180 54 Weighted Average 122,210 92.46% Pervious Area 9,970 7.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.5 50 0.0100 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 3.40" 0.6 50 0.0100 1.50 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 11.1 100 Total Subcatchment 18S: Trench 2 Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)7 6 5 4 3 2 1 0 Type III 24-hr 100 Year Storm Rainfall=7.42" Runoff Area=132,180 sf Runoff Volume=0.580 af Runoff Depth=2.30" Flow Length=100' Slope=0.0100 '/' Tc=11.1 min CN=54 6.42 cfs Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 201HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 20S: IVW 1 Runoff = 0.29 cfs @ 12.34 hrs, Volume= 0.048 af, Depth= 0.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Storm Rainfall=7.42" Area (sf) CN Description 7,760 39 >75% Grass cover, Good, HSG A 15,623 30 Brush, Good, HSG A * 3,487 77 wetlands 26,870 39 Weighted Average 26,870 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.3 50 0.0128 0.06 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 0.9 29 0.0128 0.57 Shallow Concentrated Flow, b Woodland Kv= 5.0 fps 15.2 79 Total Subcatchment 20S: IVW 1 Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 100 Year Storm Rainfall=7.42" Runoff Area=26,870 sf Runoff Volume=0.048 af Runoff Depth=0.92" Flow Length=79' Slope=0.0128 '/' Tc=15.2 min CN=39 0.29 cfs Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 202HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 30S: IVW 2 Runoff = 1.27 cfs @ 12.43 hrs, Volume= 0.236 af, Depth= 0.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Storm Rainfall=7.42" Area (sf) CN Description * 1,560 92 reinforced earth walkway, HSG A 3,450 39 >75% Grass cover, Good, HSG A 129,739 30 Brush, Good, HSG A * 19,556 77 wetlands * 6,483 39 >75% Grass cover, Good, HSG A abutters 160,788 37 Weighted Average 160,788 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 50 0.0400 0.09 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 1.1 75 0.0500 1.12 Shallow Concentrated Flow, b Woodland Kv= 5.0 fps 5.9 185 0.0110 0.52 Shallow Concentrated Flow, c Woodland Kv= 5.0 fps 16.1 310 Total Subcatchment 30S: IVW 2 Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 100 Year Storm Rainfall=7.42" Runoff Area=160,788 sf Runoff Volume=0.236 af Runoff Depth=0.77" Flow Length=310' Tc=16.1 min CN=37 1.27 cfs Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 203HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 40S: to Courtland way Runoff = 0.16 cfs @ 12.33 hrs, Volume= 0.029 af, Depth= 0.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Storm Rainfall=7.42" Area (sf) CN Description 15,757 30 Brush, Good, HSG A 731 39 >75% Grass cover, Good, HSG A * 360 98 Courtland way pavement, HSG A * 3,225 39 landscaped, Good, HSG A * 1,640 68 reinforced turf, HSG A 21,713 36 Weighted Average 21,353 98.34% Pervious Area 360 1.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.8 50 0.0580 0.11 Sheet Flow, a Woods: Light underbrush n= 0.400 P2= 3.40" 0.4 35 0.0680 1.30 Shallow Concentrated Flow, b Woodland Kv= 5.0 fps 8.2 85 Total Subcatchment 40S: to Courtland way Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 100 Year Storm Rainfall=7.42" Runoff Area=21,713 sf Runoff Volume=0.029 af Runoff Depth=0.69" Flow Length=85' Tc=8.2 min CN=36 0.16 cfs Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 204HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Reach 6R: culvert [52] Hint: Inlet/Outlet conditions not evaluated Inflow Area = 0.696 ac, 0.00% Impervious, Inflow Depth = 0.69" for 100 Year Storm event Inflow = 0.20 cfs @ 12.44 hrs, Volume= 0.040 af Outflow = 0.20 cfs @ 12.45 hrs, Volume= 0.040 af, Atten= 0%, Lag= 0.9 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Max. Velocity= 2.42 fps, Min. Travel Time= 1.2 min Avg. Velocity = 1.36 fps, Avg. Travel Time= 2.2 min Peak Storage= 15 cf @ 12.45 hrs Average Depth at Peak Storage= 0.19' Bank-Full Depth= 0.67' Flow Area= 0.3 sf, Capacity= 1.11 cfs 8.0" Round Pipe n= 0.010 Length= 180.0' Slope= 0.0050 '/' Inlet Invert= 4.95', Outlet Invert= 4.05' Reach 6R: culvert Inflow Outflow Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.696 ac Avg. Flow Depth=0.19' Max Vel=2.42 fps 8.0" Round Pipe n=0.010 L=180.0' S=0.0050 '/' Capacity=1.11 cfs 0.20 cfs0.20 cfs Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 205HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 1P: swale Inflow Area = 1.449 ac, 57.39% Impervious, Inflow Depth = 4.50" for 100 Year Storm event Inflow = 7.63 cfs @ 12.09 hrs, Volume= 0.543 af Outflow = 5.62 cfs @ 12.14 hrs, Volume= 0.532 af, Atten= 26%, Lag= 3.0 min Primary = 4.31 cfs @ 12.14 hrs, Volume= 0.401 af Secondary = 2.43 cfs @ 12.34 hrs, Volume= 0.132 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 6.74' @ 12.34 hrs Surf.Area= 4,552 sf Storage= 4,514 cf Plug-Flow detention time= 59.0 min calculated for 0.532 af (98% of inflow) Center-of-Mass det. time= 47.2 min ( 864.9 - 817.6 ) Volume Invert Avail.Storage Storage Description #1 5.30' 9,782 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 5.30 1,733 0 0 6.00 3,074 1,682 1,682 7.00 5,065 4,070 5,752 7.70 6,450 4,030 9,782 Device Routing Invert Outlet Devices #1 Secondary 6.35'3.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 1.4' Crest Height #2 Primary 5.50'12.0" Round Culvert X 2.00 L= 30.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 5.50' / 5.50' S= 0.0000 '/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf Primary OutFlow Max=3.96 cfs @ 12.14 hrs HW=6.61' TW=6.34' (Dynamic Tailwater) 2=Culvert (Inlet Controls 3.96 cfs @ 2.52 fps) Secondary OutFlow Max=2.43 cfs @ 12.34 hrs HW=6.74' TW=0.00' (Dynamic Tailwater) 1=Sharp-Crested Rectangular Weir (Weir Controls 2.43 cfs @ 2.12 fps) Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 206HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 1P: swale Inflow Outflow Primary Secondary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=1.449 ac Peak Elev=6.74' Storage=4,514 cf 7.63 cfs 5.62 cfs 4.31 cfs 2.43 cfs Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 207HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 2P: infiltration system 1 [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=581) Inflow Area = 1.449 ac, 57.39% Impervious, Inflow Depth > 3.32" for 100 Year Storm event Inflow = 4.31 cfs @ 12.14 hrs, Volume= 0.401 af Outflow = 0.55 cfs @ 11.71 hrs, Volume= 0.401 af, Atten= 87%, Lag= 0.0 min Discarded = 0.55 cfs @ 11.71 hrs, Volume= 0.401 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 6.74' @ 12.33 hrs Surf.Area= 2,898 sf Storage= 2,830 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 40.4 min ( 941.5 - 901.1 ) Volume Invert Avail.Storage Storage Description #1A 5.00' 1,789 cf 28.17'W x 102.88'L x 2.33'H Field A 6,762 cf Overall - 1,651 cf Embedded = 5,110 cf x 35.0% Voids #2A 5.50' 1,651 cf ADS_StormTech SC-310 +Cap x 112 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 8 Rows of 14 Chambers 3,440 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 5.00'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.55 cfs @ 11.71 hrs HW=5.02' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.55 cfs) Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 208HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 2P: infiltration system 1 - Chamber Wizard Field A Chamber Model = ADS_StormTech SC-310 +Cap (ADS StormTech® SC-310 with cap length) 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 34.0" Wide + 6.0" Spacing = 40.0" C-C Row Spacing 14 Chambers/Row x 7.12' Long +0.60' Cap Length x 2 = 100.88' Row Length +12.0" End Stone x 2 = 102.88' Base Length 8 Rows x 34.0" Wide + 6.0" Spacing x 7 + 12.0" Side Stone x 2 = 28.17' Base Width 6.0" Base + 16.0" Chamber Height + 6.0" Cover = 2.33' Field Height 112 Chambers x 14.7 cf = 1,651.1 cf Chamber Storage 6,761.5 cf Field - 1,651.1 cf Chambers = 5,110.4 cf Stone x 35.0% Voids = 1,788.6 cf Stone Storage Chamber Storage + Stone Storage = 3,439.7 cf = 0.079 af Overall Storage Efficiency = 50.9% Overall System Size = 102.88' x 28.17' x 2.33' 112 Chambers 250.4 cy Field 189.3 cy Stone Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 209HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 2P: infiltration system 1 Inflow Discarded Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=1.449 ac Peak Elev=6.74' Storage=2,830 cf 4.31 cfs 0.55 cfs Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 210HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 3P: infiltration system 2 [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=381) [80] Warning: Exceeded Pond 5P by 0.01' @ 12.21 hrs (0.07 cfs 0.000 af) Inflow Area = 0.358 ac, 49.09% Impervious, Inflow Depth = 3.36" for 100 Year Storm event Inflow = 1.16 cfs @ 12.08 hrs, Volume= 0.100 af Outflow = 0.45 cfs @ 12.23 hrs, Volume= 0.100 af, Atten= 61%, Lag= 8.8 min Discarded = 0.16 cfs @ 11.69 hrs, Volume= 0.097 af Primary = 0.29 cfs @ 12.23 hrs, Volume= 0.004 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 7.23' @ 12.23 hrs Surf.Area= 834 sf Storage= 939 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 39.4 min ( 862.1 - 822.7 ) Volume Invert Avail.Storage Storage Description #1A 5.00' 526 cf 18.17'W x 45.92'L x 2.33'H Field A 1,946 cf Overall - 442 cf Embedded = 1,504 cf x 35.0% Voids #2A 5.50' 442 cf ADS_StormTech SC-310 +Cap x 30 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 5 Rows of 6 Chambers 969 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 5.00'8.270 in/hr Exfiltration over Surface area #2 Primary 7.20'20.0' long x 50.0' 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=0.16 cfs @ 11.69 hrs HW=5.03' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.16 cfs) Primary OutFlow Max=0.29 cfs @ 12.23 hrs HW=7.23' TW=6.40' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 0.29 cfs @ 0.47 fps) Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 211HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 3P: infiltration system 2 - Chamber Wizard Field A Chamber Model = ADS_StormTech SC-310 +Cap (ADS StormTech® SC-310 with cap length) 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 34.0" Wide + 6.0" Spacing = 40.0" C-C Row Spacing 6 Chambers/Row x 7.12' Long +0.60' Cap Length x 2 = 43.92' Row Length +12.0" End Stone x 2 = 45.92' Base Length 5 Rows x 34.0" Wide + 6.0" Spacing x 4 + 12.0" Side Stone x 2 = 18.17' Base Width 6.0" Base + 16.0" Chamber Height + 6.0" Cover = 2.33' Field Height 30 Chambers x 14.7 cf = 442.3 cf Chamber Storage 1,946.5 cf Field - 442.3 cf Chambers = 1,504.2 cf Stone x 35.0% Voids = 526.5 cf Stone Storage Chamber Storage + Stone Storage = 968.7 cf = 0.022 af Overall Storage Efficiency = 49.8% Overall System Size = 45.92' x 18.17' x 2.33' 30 Chambers 72.1 cy Field 55.7 cy Stone Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 212HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 3P: infiltration system 2 Inflow Outflow Discarded Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.358 ac Peak Elev=7.23' Storage=939 cf 1.16 cfs 0.45 cfs 0.16 cfs0.29 cfs Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 213HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 4P: infiltration basin 3 [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=313) Inflow Area = 0.317 ac, 59.32% Impervious, Inflow Depth = 4.63" for 100 Year Storm event Inflow = 1.71 cfs @ 12.09 hrs, Volume= 0.122 af Outflow = 0.51 cfs @ 12.43 hrs, Volume= 0.122 af, Atten= 70%, Lag= 20.4 min Discarded = 0.16 cfs @ 11.69 hrs, Volume= 0.110 af Primary = 0.35 cfs @ 12.43 hrs, Volume= 0.012 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 6.31' @ 12.43 hrs Surf.Area= 1,920 sf Storage= 1,637 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 65.4 min ( 880.4 - 815.0 ) Volume Invert Avail.Storage Storage Description #1 5.00' 3,929 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 5.00 850 0 0 6.00 1,300 1,075 1,075 6.01 1,740 15 1,090 7.00 2,335 2,017 3,107 7.33 2,642 821 3,929 Device Routing Invert Outlet Devices #1 Discarded 5.00'0.16 cfs Exfiltration at all elevations #2 Primary 4.65'12.0" Round Culvert L= 65.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4.65' / 4.00' S= 0.0100 '/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf #3 Device 2 6.20'3.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 1.2' Crest Height Discarded OutFlow Max=0.16 cfs @ 11.69 hrs HW=5.03' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.16 cfs) Primary OutFlow Max=0.35 cfs @ 12.43 hrs HW=6.31' TW=0.00' (Dynamic Tailwater) 2=Culvert (Passes 0.35 cfs of 4.07 cfs potential flow) 3=Sharp-Crested Rectangular Weir (Weir Controls 0.35 cfs @ 1.09 fps) Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 214HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 4P: infiltration basin 3 Inflow Outflow Discarded Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.317 ac Peak Elev=6.31' Storage=1,637 cf 1.71 cfs 0.51 cfs 0.16 cfs0.35 cfs Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 215HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 5P: area drain 1 Inflow Area = 0.239 ac, 36.73% Impervious, Inflow Depth = 2.31" for 100 Year Storm event Inflow = 0.48 cfs @ 12.08 hrs, Volume= 0.046 af Outflow = 0.48 cfs @ 12.08 hrs, Volume= 0.046 af, Atten= 0%, Lag= 0.0 min Primary = 0.48 cfs @ 12.08 hrs, Volume= 0.046 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 7.24' @ 12.23 hrs Flood Elev= 9.00' Device Routing Invert Outlet Devices #1 Primary 6.00'6.0" Round Culvert L= 50.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 6.00' / 5.75' S= 0.0050 '/' Cc= 0.900 n= 0.010, Flow Area= 0.20 sf Primary OutFlow Max=0.44 cfs @ 12.08 hrs HW=6.55' TW=6.22' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.44 cfs @ 2.55 fps) Pond 5P: area drain 1 Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.239 ac Peak Elev=7.24' 6.0" Round Culvert n=0.010 L=50.0' S=0.0050 '/' 0.48 cfs0.48 cfs Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 216HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 6P: front area drains [58] Hint: Peaked 0.14' above defined flood level Inflow Area = 0.239 ac, 36.73% Impervious, Inflow Depth = 3.01" for 100 Year Storm event Inflow = 0.83 cfs @ 12.09 hrs, Volume= 0.060 af Outflow = 0.83 cfs @ 12.09 hrs, Volume= 0.060 af, Atten= 0%, Lag= 0.0 min Primary = 0.48 cfs @ 12.08 hrs, Volume= 0.046 af Secondary = 0.41 cfs @ 12.24 hrs, Volume= 0.014 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 7.24' @ 12.24 hrs Flood Elev= 7.10' Device Routing Invert Outlet Devices #1 Primary 6.00'6.0" Round Culvert L= 130.0' Ke= 0.500 Inlet / Outlet Invert= 6.00' / 5.75' S= 0.0019 '/' Cc= 0.900 n= 0.010, Flow Area= 0.20 sf #2 Secondary 7.20'20.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Primary OutFlow Max=0.47 cfs @ 12.08 hrs HW=7.24' TW=6.55' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.47 cfs @ 2.41 fps) Secondary OutFlow Max=0.41 cfs @ 12.24 hrs HW=7.24' TW=6.40' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 0.41 cfs @ 0.49 fps) Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 217HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 6P: front area drains Inflow Outflow Primary Secondary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.239 ac Peak Elev=7.24' 0.83 cfs0.83 cfs 0.48 cfs 0.41 cfs Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 218HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 8P: drip edge [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=555) Inflow Area = 0.025 ac,100.00% Impervious, Inflow Depth = 7.18" for 100 Year Storm event Inflow = 0.18 cfs @ 12.08 hrs, Volume= 0.015 af Outflow = 0.06 cfs @ 11.92 hrs, Volume= 0.015 af, Atten= 66%, Lag= 0.0 min Discarded = 0.06 cfs @ 11.92 hrs, Volume= 0.015 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 6.21' @ 12.35 hrs Surf.Area= 324 sf Storage= 80 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 4.8 min ( 747.0 - 742.2 ) Volume Invert Avail.Storage Storage Description #1 5.50' 170 cf 1.50'W x 12.00'L x 1.50'H Prismatoid x 18 486 cf Overall x 35.0% Voids Device Routing Invert Outlet Devices #1 Discarded 5.50'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.06 cfs @ 11.92 hrs HW=5.52' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.06 cfs) Pond 8P: drip edge Inflow Discarded Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.025 ac Peak Elev=6.21' Storage=80 cf 0.18 cfs 0.06 cfs Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 219HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 10P: trench 1 Inflow Area = 2.604 ac, 5.86% Impervious, Inflow Depth = 1.91" for 100 Year Storm event Inflow = 3.39 cfs @ 12.33 hrs, Volume= 0.413 af Outflow = 2.78 cfs @ 12.51 hrs, Volume= 0.413 af, Atten= 18%, Lag= 11.1 min Discarded = 2.78 cfs @ 12.51 hrs, Volume= 0.413 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 6.32' @ 12.51 hrs Surf.Area= 14,524 sf Storage= 1,347 cf Plug-Flow detention time= 7.4 min calculated for 0.413 af (100% of inflow) Center-of-Mass det. time= 7.4 min ( 897.7 - 890.3 ) Volume Invert Avail.Storage Storage Description #1 5.00' 20,960 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 5.00 200 0.0 0 0 6.00 200 35.0 70 70 6.15 200 100.0 30 100 6.85 59,400 100.0 20,860 20,960 Device Routing Invert Outlet Devices #1 Discarded 5.00'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=2.78 cfs @ 12.51 hrs HW=6.32' (Free Discharge) 1=Exfiltration (Exfiltration Controls 2.78 cfs) Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 220HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 10P: trench 1 Inflow Discarded Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=2.604 ac Peak Elev=6.32' Storage=1,347 cf 3.39 cfs 2.78 cfs Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 221HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 11P: trench 2 Inflow Area = 3.393 ac, 11.93% Impervious, Inflow Depth = 2.12" for 100 Year Storm event Inflow = 6.73 cfs @ 12.17 hrs, Volume= 0.598 af Outflow = 4.33 cfs @ 12.38 hrs, Volume= 0.598 af, Atten= 36%, Lag= 13.0 min Discarded = 4.33 cfs @ 12.38 hrs, Volume= 0.598 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 6.42' @ 12.38 hrs Surf.Area= 22,598 sf Storage= 3,219 cf Plug-Flow detention time= 8.8 min calculated for 0.598 af (100% of inflow) Center-of-Mass det. time= 8.8 min ( 874.6 - 865.8 ) Volume Invert Avail.Storage Storage Description #1 5.00' 20,469 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 5.00 240 0.0 0 0 6.00 240 35.0 84 84 6.15 240 100.0 36 120 6.85 57,900 100.0 20,349 20,469 Device Routing Invert Outlet Devices #1 Discarded 5.00'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=4.33 cfs @ 12.38 hrs HW=6.42' (Free Discharge) 1=Exfiltration (Exfiltration Controls 4.33 cfs) Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 222HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 11P: trench 2 Inflow Discarded Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=3.393 ac Peak Elev=6.42' Storage=3,219 cf 6.73 cfs 4.33 cfs Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 223HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 12P: reservoir Inflow Area = 0.713 ac, 95.39% Impervious, Inflow Depth = 7.18" for 100 Year Storm event Inflow = 5.19 cfs @ 12.08 hrs, Volume= 0.427 af Outflow = 5.19 cfs @ 12.08 hrs, Volume= 0.427 af, Atten= 0%, Lag= 0.0 min Discarded = 5.19 cfs @ 12.08 hrs, Volume= 0.427 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 5.00' @ 12.08 hrs Surf.Area= 29,640 sf Storage= 1 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 742.2 - 742.2 ) Volume Invert Avail.Storage Storage Description #1 5.00' 5,187 cf Custom Stage Data (Prismatic) Listed below (Recalc) 14,820 cf Overall x 35.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 5.00 29,640 0 0 5.50 29,640 14,820 14,820 Device Routing Invert Outlet Devices #1 Discarded 5.00'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=5.67 cfs @ 12.08 hrs HW=5.00' (Free Discharge) 1=Exfiltration (Exfiltration Controls 5.67 cfs) Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 224HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Pond 12P: reservoir Inflow Discarded Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=0.713 ac Peak Elev=5.00' Storage=1 cf 5.19 cfs5.19 cfs Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 225HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Pond 13P: ad [57] Hint: Peaked at 6.98' (Flood elevation advised) Inflow Area = 0.373 ac, 60.31% Impervious, Inflow Depth = 4.75" for 100 Year Storm event Inflow = 2.06 cfs @ 12.09 hrs, Volume= 0.147 af Outflow = 2.06 cfs @ 12.09 hrs, Volume= 0.147 af, Atten= 0%, Lag= 0.0 min Primary = 2.06 cfs @ 12.09 hrs, Volume= 0.147 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 6.98' @ 12.11 hrs Device Routing Invert Outlet Devices #1 Primary 5.85'8.0" Round Culvert X 2.00 L= 60.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 5.85' / 5.50' S= 0.0058 '/' Cc= 0.900 n= 0.010, Flow Area= 0.35 sf Primary OutFlow Max=1.99 cfs @ 12.09 hrs HW=6.95' TW=6.52' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.99 cfs @ 2.86 fps) Pond 13P: ad Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.373 ac Peak Elev=6.98' 8.0" Round Culvert x 2.00 n=0.010 L=60.0' S=0.0058 '/' 2.06 cfs2.06 cfs Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 226HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Link POA 1: parker river Inflow Area = 7.785 ac, 2.77% Impervious, Inflow Depth = 1.04" for 100 Year Storm event Inflow = 5.47 cfs @ 12.42 hrs, Volume= 0.672 af Primary = 5.47 cfs @ 12.42 hrs, Volume= 0.672 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link POA 1: parker river Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 Inflow Area=7.785 ac 5.47 cfs5.47 cfs Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 227HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Link POA 2: ivw 1 Inflow Area = 0.617 ac, 0.00% Impervious, Inflow Depth = 0.92" for 100 Year Storm event Inflow = 0.29 cfs @ 12.34 hrs, Volume= 0.048 af Primary = 0.29 cfs @ 12.34 hrs, Volume= 0.048 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link POA 2: ivw 1 Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.617 ac 0.29 cfs0.29 cfs Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 228HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Link POA 3: POA 3 Inflow Area = 3.691 ac, 0.00% Impervious, Inflow Depth = 0.77" for 100 Year Storm event Inflow = 1.27 cfs @ 12.43 hrs, Volume= 0.236 af Primary = 1.27 cfs @ 12.43 hrs, Volume= 0.236 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link POA 3: POA 3 Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=3.691 ac 1.27 cfs1.27 cfs Type III 24-hr 100 Year Storm Rainfall=7.42"River Walk Proposed Conditions Printed 10/7/2022Prepared by James Engineering, Inc. Page 229HydroCAD® 10.00-20 s/n 02185 © 2017 HydroCAD Software Solutions LLC Summary for Link POA 4: POA 4 Inflow Area = 0.498 ac, 1.66% Impervious, Inflow Depth = 0.69" for 100 Year Storm event Inflow = 0.16 cfs @ 12.33 hrs, Volume= 0.029 af Primary = 0.16 cfs @ 12.33 hrs, Volume= 0.029 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link POA 4: POA 4 Inflow Primary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.498 ac 0.16 cfs0.16 cfs APPENDIX I –SUPPLEMENTAL CALCULATIONS BETA GROUP, INC. 89 Shrewsbury Street, Suite 300, Worcester, MA 01604 P: 508.756.1600 | W: www.BETA-Inc.com Mounding Calculations 669 Route 28 Yarmouth, Massachusetts October 2022 Purpose In accordance with the requirements of the stormwater standards, when an infiltration structure is sized to address Standards 2 & 3 and is less than 4’ above Estimated Seasonal High Ground Water (ESHGW) than a mounding analysis is required to ensure that the mound does not rise to the level of the proposed system and compromise the treatment provided by the BMP. All the proposed infiltration structures on site will fall into this category. Accordingly, a mounding analysis will be required. Method The method to be used will be Hantush as developed by USGS in their Scientific Investigations Report 2010-5102, entitled “Simulation of Groundwater Mounding Beneath Hypothetical Stormwater Infiltration Basins”. The simulation program within this report is dependent upon several factors associated with the soils on site. These include. Factor Description Factor used R Recharge Rate (ft/day) = Rawl’s Rate 8.27”/hr = 16.5’/day Sy Specific Yield (dimensionless) 0.17 K Horizontal Conductivity, Kh (feet/day) 165 ft/day x ½ length of the basin (x direction in feet) From plan y ½ width of the basin (y direction in feet) From plan t Duration of infiltration period 0.4 day hi Initial thickness of aquifer 80’ Specific yield is a dimensionless factor associated with the void ratio of the soils. For the Carver and Wareham sands on site the higher specific yield of 0.17 taken from the report is appropriate. Based upon the rapid infiltration rate as shown in the HYDRO-CAD printouts, all the basins are dry within 26 hours after the start of the event. Based upon the infiltration volume from the hydro-cad printout, at an application rate of 16.5 ft /day, the 100-year storm will only flow for 0.4 days. The calculations for Infiltration system 1 show that Applied volume = 102.88’ x 28.17’ x 16.5’/d = 47,819 cu. ft. Hydro-Cad 100 Year Storm Volume = 17,467 cu. ft. Application time = 0.365 days Accordingly, we will use a duration of infiltration of 0.4 days for all systems. August 2022 Page 2 of 2 The 2 important input factors are the horizontal conductivity (K) and the initial thickness of aquifer (hi). Horizontal conductivity is related to transmissivity where; T=Kd = infiltration rate x depth of aquifer. Based upon the report, the authors noted that in New Jersey, this translated to a value that was 10x greater than the infiltration rate, which produced results that corresponded with MODFLOW predictions. Based upon our location in the coastal floodplain and based upon the NRCS soil descriptions, the soils on site are uniform and using this base assumption would be a reasonably conservative estimate of actual transmissivity on site. Based upon our review of Cape Cod Commission data on the aquifer in this part of the Cape, they report that the freshwater aquifer in this portion of the cape is approximately 100’ deep. We have assumed a depth of 80’ for all the calculations. Summary The results of the analysis show that the maximum mounding height is limited to 1.4’ beneath infiltration system 1. The remainder of the systems experience less mound height based upon their lesser width perpendicular to the groundwater flow. use consistent units (e.g. feet & days or inches & hours)Conversion Table Input Values inch/hour feet/day 16.5000 R Recharge (infiltration) rate (feet/day)0.67 1.33 0.170 Sy Specific yield, Sy (dimensionless, between 0 and 1) 165.00 K Horizontal hydraulic conductivity, Kh (feet/day)*2.00 4.00 14.000 x 1/2 length of basin (x direction, in feet) 52.000 y 1/2 width of basin (y direction, in feet)hours days 0.400 t duration of infiltration period (days)36 1.50 80.000 hi(0) initial thickness of saturated zone (feet) 81.398 h(max) maximum thickness of saturated zone (beneath center of basin at end of infiltration period) 1.398 Δh(max) maximum groundwater mounding (beneath center of basin at end of infiltration period) Ground- water Mounding, in feet Distance from center of basin in x direction, in feet 1.398 0 1.347 10 1.228 20 1.104 30 0.997 40 0.904 50 0.822 60 0.750 70 0.686 80 0.488 120 Disclaimer This spreadsheet solving the Hantush (1967) equation for ground-water mounding beneath an infiltration basin is made available to the general public as a convenience for those wishing to replicate values documented in the USGS Scientific Investigations Report 2010-5102 "Groundwater mounding beneath hypothetical stormwater infiltration basins" or to calculate values based on user-specified site conditions. Any changes made to the spreadsheet (other than values identified as user-specified) after transmission from the USGS could have unintended, undesirable consequences. These consequences could include, but may not be limited to: erroneous output, numerical instabilities, and violations of underlying assumptions that are inherent in results presented in the accompanying USGS published report. The USGS assumes no responsibility for the consequences of any changes made to the spreadsheet. If changes are made to the spreadsheet, the user is responsible for documenting the changes and justifying the results and conclusions. This spreadsheet will calculate the height of a groundwater mound beneath a stormwater infiltration basin. More information can be found in the U.S. Geological Survey Scientific Investigations Report 2010-5102 "Simulation of groundwater mounding beneath hypothetical stormwater infiltration basins". The user must specify infiltration rate (R), specific yield (Sy), horizontal hydraulic conductivity (Kh), basin dimensions (x, y), duration of infiltration period (t), and the initial thickness of the saturated zone (hi(0), height of the water table if the bottom of the aquifer is the datum). For a square basin the half width equals the half length (x = y). For a rectangular basin, if the user wants the water-table changes perpendicular to the long side, specify x as the short dimension and y as the long dimension. Conversely, if the user wants the values perpendicular to the short side, specify y as the short dimension, x as the long dimension. All distances are from the center of the basin. Users can change the distances from the center of the basin at which water-table aquifer thickness are calculated. Cells highlighted in yellow are values that can be changed by the user. Cells highlighted in red are output values based on user-specified inputs. The user MUST click the blue "Re-Calculate Now" button each time ANY of the user-specified inputs are changed otherwise necessary iterations to converge on the correct solution will not be done and values shown will be incorrect. Use consistent units for all input values (for example, feet and days) In the report accompanying this spreadsheet (USGS SIR 2010-5102), vertical soil permeability (ft/d) is assumed to be one-tenth horizontal hydraulic conductivity (ft/d). Re-Calculate Now 0.000 0.200 0.400 0.600 0.800 1.000 1.200 1.400 1.600 0 20 40 60 80 100 120 140 Groundwater Mounding, in feet Infiltration System No. 1 use consistent units (e.g. feet & days or inches & hours)Conversion Table Input Values inch/hour feet/day 16.5000 R Recharge (infiltration) rate (feet/day)0.67 1.33 0.170 Sy Specific yield, Sy (dimensionless, between 0 and 1) 165.00 K Horizontal hydraulic conductivity, Kh (feet/day)*2.00 4.00 9.000 x 1/2 length of basin (x direction, in feet) 22.000 y 1/2 width of basin (y direction, in feet)hours days 0.400 t duration of infiltration period (days)36 1.50 80.000 hi(0) initial thickness of saturated zone (feet) 80.501 h(max) maximum thickness of saturated zone (beneath center of basin at end of infiltration period) 0.501 Δh(max) maximum groundwater mounding (beneath center of basin at end of infiltration period) Ground- water Mounding, in feet Distance from center of basin in x direction, in feet 0.501 0 0.464 10 0.398 20 0.345 30 0.305 40 0.272 50 0.246 60 0.223 70 0.203 80 0.145 120 Disclaimer This spreadsheet solving the Hantush (1967) equation for ground-water mounding beneath an infiltration basin is made available to the general public as a convenience for those wishing to replicate values documented in the USGS Scientific Investigations Report 2010-5102 "Groundwater mounding beneath hypothetical stormwater infiltration basins" or to calculate values based on user-specified site conditions. Any changes made to the spreadsheet (other than values identified as user-specified) after transmission from the USGS could have unintended, undesirable consequences. These consequences could include, but may not be limited to: erroneous output, numerical instabilities, and violations of underlying assumptions that are inherent in results presented in the accompanying USGS published report. The USGS assumes no responsibility for the consequences of any changes made to the spreadsheet. If changes are made to the spreadsheet, the user is responsible for documenting the changes and justifying the results and conclusions. This spreadsheet will calculate the height of a groundwater mound beneath a stormwater infiltration basin. More information can be found in the U.S. Geological Survey Scientific Investigations Report 2010-5102 "Simulation of groundwater mounding beneath hypothetical stormwater infiltration basins". The user must specify infiltration rate (R), specific yield (Sy), horizontal hydraulic conductivity (Kh), basin dimensions (x, y), duration of infiltration period (t), and the initial thickness of the saturated zone (hi(0), height of the water table if the bottom of the aquifer is the datum). For a square basin the half width equals the half length (x = y). For a rectangular basin, if the user wants the water-table changes perpendicular to the long side, specify x as the short dimension and y as the long dimension. Conversely, if the user wants the values perpendicular to the short side, specify y as the short dimension, x as the long dimension. All distances are from the center of the basin. Users can change the distances from the center of the basin at which water-table aquifer thickness are calculated. Cells highlighted in yellow are values that can be changed by the user. Cells highlighted in red are output values based on user-specified inputs. The user MUST click the blue "Re-Calculate Now" button each time ANY of the user-specified inputs are changed otherwise necessary iterations to converge on the correct solution will not be done and values shown will be incorrect. Use consistent units for all input values (for example, feet and days) In the report accompanying this spreadsheet (USGS SIR 2010-5102), vertical soil permeability (ft/d) is assumed to be one-tenth horizontal hydraulic conductivity (ft/d). Re-Calculate Now 0.000 0.100 0.200 0.300 0.400 0.500 0.600 0 20 40 60 80 100 120 140 Groundwater Mounding, in feet Infiltration System 3 at Bathroom use consistent units (e.g. feet & days or inches & hours)Conversion Table Input Values inch/hour feet/day 16.5000 R Recharge (infiltration) rate (feet/day)0.67 1.33 0.170 Sy Specific yield, Sy (dimensionless, between 0 and 1) 165.00 K Horizontal hydraulic conductivity, Kh (feet/day)*2.00 4.00 13.000 x 1/2 length of basin (x direction, in feet) 42.000 y 1/2 width of basin (y direction, in feet)hours days 0.400 t duration of infiltration period (days)36 1.50 80.000 hi(0) initial thickness of saturated zone (feet) 81.129 h(max) maximum thickness of saturated zone (beneath center of basin at end of infiltration period) 1.129 Δh(max) maximum groundwater mounding (beneath center of basin at end of infiltration period) Ground- water Mounding, in feet Distance from center of basin in x direction, in feet 1.129 0 1.081 10 0.972 20 0.866 30 0.776 40 0.699 50 0.634 60 0.576 70 0.526 80 0.373 120 Disclaimer This spreadsheet solving the Hantush (1967) equation for ground-water mounding beneath an infiltration basin is made available to the general public as a convenience for those wishing to replicate values documented in the USGS Scientific Investigations Report 2010-5102 "Groundwater mounding beneath hypothetical stormwater infiltration basins" or to calculate values based on user-specified site conditions. Any changes made to the spreadsheet (other than values identified as user-specified) after transmission from the USGS could have unintended, undesirable consequences. These consequences could include, but may not be limited to: erroneous output, numerical instabilities, and violations of underlying assumptions that are inherent in results presented in the accompanying USGS published report. The USGS assumes no responsibility for the consequences of any changes made to the spreadsheet. If changes are made to the spreadsheet, the user is responsible for documenting the changes and justifying the results and conclusions. This spreadsheet will calculate the height of a groundwater mound beneath a stormwater infiltration basin. More information can be found in the U.S. Geological Survey Scientific Investigations Report 2010-5102 "Simulation of groundwater mounding beneath hypothetical stormwater infiltration basins". The user must specify infiltration rate (R), specific yield (Sy), horizontal hydraulic conductivity (Kh), basin dimensions (x, y), duration of infiltration period (t), and the initial thickness of the saturated zone (hi(0), height of the water table if the bottom of the aquifer is the datum). For a square basin the half width equals the half length (x = y). For a rectangular basin, if the user wants the water-table changes perpendicular to the long side, specify x as the short dimension and y as the long dimension. Conversely, if the user wants the values perpendicular to the short side, specify y as the short dimension, x as the long dimension. All distances are from the center of the basin. Users can change the distances from the center of the basin at which water-table aquifer thickness are calculated. Cells highlighted in yellow are values that can be changed by the user. Cells highlighted in red are output values based on user-specified inputs. The user MUST click the blue "Re-Calculate Now" button each time ANY of the user-specified inputs are changed otherwise necessary iterations to converge on the correct solution will not be done and values shown will be incorrect. Use consistent units for all input values (for example, feet and days) In the report accompanying this spreadsheet (USGS SIR 2010-5102), vertical soil permeability (ft/d) is assumed to be one-tenth horizontal hydraulic conductivity (ft/d). Re-Calculate Now 0.000 0.200 0.400 0.600 0.800 1.000 1.200 0 20 40 60 80 100 120 140 Groundwater Mounding, in feet Basin No. 3 at Cul de Sac use consistent units (e.g. feet & days or inches & hours)Conversion Table Input Values inch/hour feet/day 16.5000 R Recharge (infiltration) rate (feet/day)0.67 1.33 0.170 Sy Specific yield, Sy (dimensionless, between 0 and 1) 165.00 K Horizontal hydraulic conductivity, Kh (feet/day)*2.00 4.00 1.000 x 1/2 length of basin (x direction, in feet) 50.000 y 1/2 width of basin (y direction, in feet)hours days 0.400 t duration of infiltration period (days)36 1.50 80.000 hi(0) initial thickness of saturated zone (feet) 80.114 h(max) maximum thickness of saturated zone (beneath center of basin at end of infiltration period) 0.114 Δh(max) maximum groundwater mounding (beneath center of basin at end of infiltration period) Ground- water Mounding, in feet Distance from center of basin in x direction, in feet 0.114 0 0.107 10 0.097 20 0.088 30 0.081 40 0.074 50 0.069 60 0.064 70 0.059 80 0.046 120 Disclaimer This spreadsheet solving the Hantush (1967) equation for ground-water mounding beneath an infiltration basin is made available to the general public as a convenience for those wishing to replicate values documented in the USGS Scientific Investigations Report 2010-5102 "Groundwater mounding beneath hypothetical stormwater infiltration basins" or to calculate values based on user-specified site conditions. Any changes made to the spreadsheet (other than values identified as user-specified) after transmission from the USGS could have unintended, undesirable consequences. These consequences could include, but may not be limited to: erroneous output, numerical instabilities, and violations of underlying assumptions that are inherent in results presented in the accompanying USGS published report. The USGS assumes no responsibility for the consequences of any changes made to the spreadsheet. If changes are made to the spreadsheet, the user is responsible for documenting the changes and justifying the results and conclusions. This spreadsheet will calculate the height of a groundwater mound beneath a stormwater infiltration basin. More information can be found in the U.S. Geological Survey Scientific Investigations Report 2010-5102 "Simulation of groundwater mounding beneath hypothetical stormwater infiltration basins". The user must specify infiltration rate (R), specific yield (Sy), horizontal hydraulic conductivity (Kh), basin dimensions (x, y), duration of infiltration period (t), and the initial thickness of the saturated zone (hi(0), height of the water table if the bottom of the aquifer is the datum). For a square basin the half width equals the half length (x = y). For a rectangular basin, if the user wants the water-table changes perpendicular to the long side, specify x as the short dimension and y as the long dimension. Conversely, if the user wants the values perpendicular to the short side, specify y as the short dimension, x as the long dimension. All distances are from the center of the basin. Users can change the distances from the center of the basin at which water-table aquifer thickness are calculated. Cells highlighted in yellow are values that can be changed by the user. Cells highlighted in red are output values based on user-specified inputs. The user MUST click the blue "Re-Calculate Now" button each time ANY of the user-specified inputs are changed otherwise necessary iterations to converge on the correct solution will not be done and values shown will be incorrect. Use consistent units for all input values (for example, feet and days) In the report accompanying this spreadsheet (USGS SIR 2010-5102), vertical soil permeability (ft/d) is assumed to be one-tenth horizontal hydraulic conductivity (ft/d). Re-Calculate Now 0.000 0.020 0.040 0.060 0.080 0.100 0.120 0 20 40 60 80 100 120 140 Groundwater Mounding, in feet Infield Trench No. 1 use consistent units (e.g. feet & days or inches & hours)Conversion Table Input Values inch/hour feet/day 16.5000 R Recharge (infiltration) rate (feet/day)0.67 1.33 0.170 Sy Specific yield, Sy (dimensionless, between 0 and 1) 165.00 K Horizontal hydraulic conductivity, Kh (feet/day)*2.00 4.00 2.000 x 1/2 length of basin (x direction, in feet) 30.000 y 1/2 width of basin (y direction, in feet)hours days 0.400 t duration of infiltration period (days)36 1.50 80.000 hi(0) initial thickness of saturated zone (feet) 80.154 h(max) maximum thickness of saturated zone (beneath center of basin at end of infiltration period) 0.154 Δh(max) maximum groundwater mounding (beneath center of basin at end of infiltration period) Ground- water Mounding, in feet Distance from center of basin in x direction, in feet 0.154 0 0.142 10 0.125 20 0.111 30 0.100 40 0.090 50 0.083 60 0.076 70 0.070 80 0.053 120 Disclaimer This spreadsheet solving the Hantush (1967) equation for ground-water mounding beneath an infiltration basin is made available to the general public as a convenience for those wishing to replicate values documented in the USGS Scientific Investigations Report 2010-5102 "Groundwater mounding beneath hypothetical stormwater infiltration basins" or to calculate values based on user-specified site conditions. Any changes made to the spreadsheet (other than values identified as user-specified) after transmission from the USGS could have unintended, undesirable consequences. These consequences could include, but may not be limited to: erroneous output, numerical instabilities, and violations of underlying assumptions that are inherent in results presented in the accompanying USGS published report. The USGS assumes no responsibility for the consequences of any changes made to the spreadsheet. If changes are made to the spreadsheet, the user is responsible for documenting the changes and justifying the results and conclusions. This spreadsheet will calculate the height of a groundwater mound beneath a stormwater infiltration basin. More information can be found in the U.S. Geological Survey Scientific Investigations Report 2010-5102 "Simulation of groundwater mounding beneath hypothetical stormwater infiltration basins". The user must specify infiltration rate (R), specific yield (Sy), horizontal hydraulic conductivity (Kh), basin dimensions (x, y), duration of infiltration period (t), and the initial thickness of the saturated zone (hi(0), height of the water table if the bottom of the aquifer is the datum). For a square basin the half width equals the half length (x = y). For a rectangular basin, if the user wants the water-table changes perpendicular to the long side, specify x as the short dimension and y as the long dimension. Conversely, if the user wants the values perpendicular to the short side, specify y as the short dimension, x as the long dimension. All distances are from the center of the basin. Users can change the distances from the center of the basin at which water-table aquifer thickness are calculated. Cells highlighted in yellow are values that can be changed by the user. Cells highlighted in red are output values based on user-specified inputs. The user MUST click the blue "Re-Calculate Now" button each time ANY of the user-specified inputs are changed otherwise necessary iterations to converge on the correct solution will not be done and values shown will be incorrect. Use consistent units for all input values (for example, feet and days) In the report accompanying this spreadsheet (USGS SIR 2010-5102), vertical soil permeability (ft/d) is assumed to be one-tenth horizontal hydraulic conductivity (ft/d). Re-Calculate Now 0.000 0.020 0.040 0.060 0.080 0.100 0.120 0.140 0.160 0.180 0 20 40 60 80 100 120 140 Groundwater Mounding, in feet Infield Trench No. 2 APPENDIX J – STORMWATER POLLUTION PREVENTION PLAN Yarmouth, Massachusetts Yarmouth Riverwalk Park, Boardwalk, and Event Space Town of Yarmouth November 2022 STORMWATER POLLUTION PREVENTION PLAN Yarmouth Riverwalk Park, Boardwalk, and Event Space Yarmouth, Massachusetts Town of Yarmouth STORMWATER POLLUTION PREVENTION PLAN Prepared by: BETA GROUP, INC. Prepared for: Town of Yarmouth November 2022 Yarmouth Riverwalk Park, Boardwalk, and Event Space Stormwater Pollution Prevention Plan Yarmouth, Massachusetts 1 For Construction Activities At: Yarmouth Riverwalk Park 669 Route 28 Yarmouth, MA 02664 SWPPP Prepared For: Town of Yarmouth Robert L Whritenour Jr. – Town Administrator (508) 398-2231 1146 Route 28 Yarmouth, MA 02664 SWPPP Prepared By: BETA Group, Inc. 89 Shrewsbury Street, Suite 300 Worcester, MA 01604 (844) 800-2382 SWPPP Preparation Date: October 2022 Estimated Project Dates: Project Start Date: Fall 2023 Project Completion Date: Winter 2024 Yarmouth Riverwalk Park, Boardwalk, and Event Space Stormwater Pollution Prevention Plan Yarmouth, Massachusetts 2 TABLE OF CONTENTS 1.0 Introduction ............................................................................................................................................ 6 1.1 General Project Description................................................................................................................ 6 1.2 Stormwater Pollution Prevention Plan Purpose ................................................................................. 6 2.0 Contact Information/Responsible Parties ............................................................................................... 6 2.1 Operator(s) / Subcontractor(s) ........................................................................................................... 6 3.0 Site Evaluation, Assessment, and Planning ............................................................................................. 9 3.1 Project/Site Information ..................................................................................................................... 9 3.2 Additional Project Information ........................................................................................................... 9 3.3 Discharge Information ........................................................................................................................ 9 4.0 Project / Proposed Construction Activities ........................................................................................... 11 4.1 Project Description ........................................................................................................................... 11 4.1.1 Size and Type of Construction Site ............................................................................................ 11 4.1.2 Pollutant-Generating Activities ................................................................................................. 12 4.1.3 Construction Support Activities ................................................................................................ 12 4.2 Sequence and Estimated Dates of Construction Activities .............................................................. 12 4.2.1 Authorized Non-Stormwater Discharges .................................................................................. 14 4.2.2 Site Maps ................................................................................................................................... 14 5.0 Compliance with Other Federal Requirements .................................................................................... 14 5.1 Endangered Species Protection ........................................................................................................ 14 5.2 Historic Preservation ........................................................................................................................ 16 5.3 Safe Drinking Water Act Underground Injection Control Requirements ......................................... 17 6.0 Erosion and Sediment Controls ............................................................................................................. 17 6.1 Natural Buffers or Equivalent Sediment Controls ............................................................................ 17 6.1.1 Buffer Compliance Alternatives ................................................................................................ 17 6.2 Perimeter Controls ........................................................................................................................... 18 6.2.1 General Description ................................................................................................................... 18 6.2.2 Specific Perimeter Controls ....................................................................................................... 18 6.3 Sediment Track-Out .......................................................................................................................... 19 6.3.1 General Description ................................................................................................................... 19 6.3.2 Specific Sediment Track-out BMPs ............................................................................................ 19 6.4 Stockpiled Sediment or Soil .............................................................................................................. 19 6.4.1 General Description ................................................................................................................... 19 6.4.2 Specific Soil Stockpile Protections ............................................................................................. 20 Yarmouth Riverwalk Park, Boardwalk, and Event Space Stormwater Pollution Prevention Plan Yarmouth, Massachusetts 3 6.5 Minimize Dust ................................................................................................................................... 20 6.5.1 General Description ................................................................................................................... 20 6.5.2 Specific Dust Controls ................................................................................................................ 20 6.6 Minimize Steep Slope Disturbances ................................................................................................. 21 6.6.1 General Description ................................................................................................................... 21 6.7 Topsoil............................................................................................................................................... 21 6.7.1 General Description ................................................................................................................... 21 6.8 Soil Compaction ................................................................................................................................ 21 6.8.1 General Description ................................................................................................................... 21 6.8.2 Specific Soil Compaction Control .............................................................................................. 21 6.9 Storm Drain Inlets ............................................................................................................................. 22 6.9.1 General Description ................................................................................................................... 22 6.9.2 Specific Storm Drain Inlet Protection ........................................................................................ 22 6.10 Stormwater Conveyance Channels ................................................................................................. 22 6.10.1 General Description................................................................................................................. 22 6.11 Sediment Basins .............................................................................................................................. 23 6.11.1 General Description................................................................................................................. 23 6.11.2 Specific Sediment Basin Details ............................................................................................... 23 6.12 Chemical Treatment ....................................................................................................................... 23 6.12.1 General Description................................................................................................................. 23 6.13 Dewatering Practices ...................................................................................................................... 23 6.13.1 General Description................................................................................................................. 23 6.13.2 Specific Dewatering Practices .................................................... Error! Bookmark not defined. 6.14 Site Stabilization ............................................................................................................................. 23 6.14.1 General Description................................................................................................................. 24 6.14.2 Specific Stabilization Practices ................................................................................................ 24 7.0 Pollution Prevention Standards ............................................................................................................ 24 7.1 Potential Sources of Pollution .......................................................................................................... 24 7.2 Spill Prevention and Response ......................................................................................................... 25 7.3 Fueling and Maintenance of Equipment or Vehicles ........................................................................ 25 7.3.1 General Description ................................................................................................................... 25 7.3.2 Specific Pollution Prevention Practices ..................................................................................... 25 7.4 Washing of Equipment and Vehicles ................................................................................................ 26 7.4.1 General Description ................................................................................................................... 26 Yarmouth Riverwalk Park, Boardwalk, and Event Space Stormwater Pollution Prevention Plan Yarmouth, Massachusetts 4 7.5 Storage, Handling, and Disposal of Building Products, Materials, and Wastes ................................ 26 7.5.1 Building Products ...................................................................................................................... 26 7.5.2 Pesticides, Herbicides, Insecticides, Fertilizers, and Landscape Materials ............................... 26 7.5.3 Diesel Fuel, Oil, Hydraulic Fluids, Other Petroleum Products, and Other Chemicals ............... 26 7.5.4 Hazardous or Toxic Waste ......................................................................................................... 26 7.5.5 Construction and Domestic Waste ............................................................................................ 27 7.5.5.1 General Description ........................................................................................................... 27 7.5.5.2 Specific Pollution Prevention Practices .............................................................................. 27 7.5.6 Sanitary Waste .......................................................................................................................... 27 7.5.6.1 General Description ........................................................................................................... 27 7.5.6.2 Specific Pollution Prevention Practices .............................................................................. 27 7.6 Washing of Applicators and Containers used for Paint, Concrete or Other Materials .................... 28 7.7 Fertilizers .......................................................................................................................................... 28 7.8 Other Pollution Prevention Practices ............................................................................................... 28 8.0 Inspection, Maintenance, and Corrective Action ................................................................................. 28 8.1 Inspection Personnel and Procedures .............................................................................................. 28 8.2 Corrective Action .............................................................................................................................. 29 8.3 Delegation of Authority .................................................................................................................... 29 9.0 TURBIDITY BENCHMARK MONITORING FOR DEWATERING DISCHARGES ........................................... 30 9.1 Applicability of Parts 3.3 and 7.2.8 of 2022 CGP .............................................................................. 30 10.0 Certification and Notification .............................................................................................................. 31 Yarmouth Riverwalk Park, Boardwalk, and Event Space Stormwater Pollution Prevention Plan Yarmouth, Massachusetts 5 APPENDICES Appendix A – Site Maps Appendix B – Copy of 2022 CGP Appendix C – NOI and EPA Authorization Email Appendix D – Inspection Form Appendix E – Corrective Action Form Appendix F – SWPPP Amendment Log Appendix G – Subcontractor Certifications/Agreements Appendix H – Grading and Stabilization Activities Log Appendix I – Training Log Appendix J – Delegation of Authority Appendix K – Endangered Species Documentation Appendix L – Historic Preservation Documentation Yarmouth Riverwalk Park, Boardwalk, and Event Space Stormwater Pollution Prevention Plan Yarmouth, Massachusetts 6 1.0 INTRODUCTION 1.1 GENERAL PROJECT DESCRIPTION The proposed project consists of the redevelopment of the town-owned property located at 669 Route 28 in the Town of Yarmouth, Massachusetts (Barnstable County) into a Riverwalk Park, Boardwalk, and Event Space for use by residents and visitors (the Project). The property includes a 23-acre former drive- in property located at 669 Route 28, and 8 acres of the Lewis Pond Marsh Conservation Area to the south (the Site). The proposed improvements consist of providing a parking area that provides visual access to the Parkers River; providing public access to view the Salt Marsh, providing public access to the Parkers River, installation of a permanent seasonal restroom facility, and providing a space for events. This Stormwater Pollution Prevention Plan (SWPPP) has been prepared for the work to be performed by the Town and their subcontractors to develop and restore the site for recreational use as depicted in Appendix A – Site Maps. 1.2 STORMWATER POLLUTION PREVENTION PLAN PURPOSE The purpose of this SWPPP is to describe the proposed proactive measures to be used to prevent water pollution during construction in accordance with the 2022 National Pollutant Discharge Elimination System (NPDES) Construction General Permit (CGP). This Site-specific SWPPP is anticipated to reduce stormwater pollution, protect Waters of the U.S., and minimize construction impacts on the environment. This will be accomplished through the installation of erosion and sediment control best management practices (BMPs), regular inspections and maintenance of the proposed BMPs, and other provisions as detailed herein. The SWPPP also provides contact information for the Operator and the Responsible Parties that will conduct maintenance and inspections of the Site in accordance with the NPDES CGP. 2.0 CONTACT INFORMATION/RESPONSIBLE PARTIES 2.1 OPERATOR(S) / SUBCONTRACTOR(S) Operator(s): TBD Subcontractor(s): TBD Emergency 24-Hour Contact: TBD Yarmouth Riverwalk Park, Boardwalk, and Event Space Stormwater Pollution Prevention Plan Yarmouth, Massachusetts 7 Stormwater Team Stormwater Team Name, Position, and Contact Information Responsibilities I Have Completed Training Required by CGP Part 6.2 I Have Read the CGP and Understand the Applicable Requirements Elyse Tripp Staff Scientist BETA Group, Inc. 844-800-2382 etripp@BETA-Inc.com SWPPP Preparation ☐ Yes ☐ No ☐ Yes Date: Click here to enter a date. TBD SWPPP Inspections ☐ Yes ☐ No ☐ Yes Date: Click here to enter a date. TBD SWPPP Inspections ☐ Yes ☐ No ☐ Yes Date: Click here to enter a date. TBD SWPPP Inspections ☐ Yes ☐ No ☐ Yes Date: Click here to enter a date. Gary D James Senior Project Manager BETA Group, Inc. 781-255-1982 gjames@BETA-Inc.com Oversee Development of SWPPP ☐ Yes ☐ No ☐ Yes Date: Click here to enter a date. Town of Yarmouth Robert L Whritenour Jr. – Town Administrator (508) 398-2231 SWPPP Certifier ☐ Yes ☐ No ☐ Yes Date: Click here to enter a date. TBD SWPPP Implementation ☒ Yes ☐ No ☐ Yes Date: Click here to enter a date. Yarmouth Riverwalk Park, Boardwalk, and Event Space Stormwater Pollution Prevention Plan Yarmouth, Massachusetts 8 Stormwater Team Members Who Conduct Inspections Pursuant to CGP Part 4 Name and/or Position and Contact Training(s) Received Date Training(s) Completed If Training is a Non-EPA Training, Confirm that it Satisfies the Minimum Elements of CGP Part 6.3.b Training will be completed by 2/23/2023, as required Date: ☒ Principles and practices of erosion and sediment control and pollution prevention practices at construction sites ☒ Proper installation and maintenance of erosion and sediment controls and pollution prevention practices used at construction sites ☒ Performance of inspections, including the proper completion of required reports and documentation, consistent with the requirements of Part 4 Training will be completed by 2/23/2023, as required Date: ☒ Principles and practices of erosion and sediment control and pollution prevention practices at construction sites ☒ Proper installation and maintenance of erosion and sediment controls and pollution prevention practices used at construction sites ☒ Performance of inspections, including the proper completion of required reports and documentation, consistent with the requirements of Part 4 Training will be completed by 2/23/2023, as required Date: ☒ Principles and practices of erosion and sediment control and pollution prevention practices at construction sites ☒ Proper installation and maintenance of erosion and sediment controls and pollution prevention practices used at construction sites ☒ Performance of inspections, including the proper completion of required reports and documentation, consistent with the requirements of Part 4 Yarmouth Riverwalk Park, Boardwalk, and Event Space Stormwater Pollution Prevention Plan Yarmouth, Massachusetts 9 3.0 SITE EVALUATION, ASSESSMENT, AND PLANNING 3.1 PROJECT/SITE INFORMATION Project Name and Address Project/Site Name: Yarmouth Riverwalk Park Project Street/Location: 669 Route 28 City: Yarmouth State: Massachusetts ZIP Code: 02664 County or Similar Subdivision: Barnstable County Business days and hours for the project: Monday – Friday, 7:00 AM – 5:00 PM Project Latitude/Longitude Latitude: 41º 38' 55.83''º N (decimal degrees) Longitude: - 70º 13' 29.35'' º W (decimal degrees) Latitude/Longitude Data Source: Google Earth Horizontal Reference Datum: WGS84 3.2 ADDITIONAL PROJECT INFORMATION The following questions are answered below pursuant to those posed within the NPDES CGP SWPPP template: Are you requesting permit coverage as a “federal operator” as defined in Appendix A of the 2017 CGP? No Is the project/site located on Indian country lands, or located on a property of religious or cultural significance to an Indian tribe? No If yes, provide the name of the Indian tribe associated with the area of Indian country (including the name of Indian reservation if applicable), or if not in Indian country, provide the name of the Indian tribe associated with the property: N/A If you are conducting earth-disturbing activities in response to a public emergency, document the cause of the public emergency (e.g., natural disaster, extreme flooding conditions), information substantiating its occurrence (e.g., state disaster declaration), and a description of the construction necessary to reestablish effective public services: N/A 3.3 DISCHARGE INFORMATION The following questions and supporting data are addressed pursuant to the NPDES CGP SWPPP template: Does your project/site discharge stormwater into a Municipal Separate Storm Sewer System (MS4)? No Are there any waters of the U.S. within 50 feet of your project’s earth disturbances? Yes Yarmouth Riverwalk Park, Boardwalk, and Event Space Stormwater Pollution Prevention Plan Yarmouth, Massachusetts 10 Point of Discharge ID Receiving Water Impaired per CWA 303(d)? Impairment(s) TMDL? TMDL Name/ID Pollutant(s) Tier Designation (2, 2.5, 3) [001] Parkers River Yes Fecal Coliform Total Nitrogen Nutrient/ Eutrophication Biological Indicators Yes Parkers River Embayment System Total Maximum Daily Loads for Total Nitrogen (CN 335.1) Nitrogen N/A Yarmouth Riverwalk Park, Boardwalk, and Event Space Stormwater Pollution Prevention Plan Yarmouth, Massachusetts 11 4.0 PROJECT / PROPOSED CONSTRUCTION ACTIVITIES 4.1 PROJECT DESCRIPTION Work covered under this SWPPP involves the rehabilitation of the currently vacant property and conversion into a public park, featuring a central four-acre grassed multi-use field area for periodic outdoor events, encircled with field and woodland walking paths. Near the Parkers River, a nature-based play area for children is planned with play structures and lawn games, shade sails, and artist shanties displaying work from various artists or other vendors. The park design also features a pile-supported boardwalk leading to a float for launching canoes, kayaks and paddleboards on the Parkers River. A woodland path is also proposed that will connect the park to a 1,300 linear foot 6-foot-wide boardwalk loop, including a pedestrian bridge, constructed as an elevated walkway over Salt Marsh. The boardwalk includes three overlook areas and four bench areas, offering expansive views of the sky and marsh below. Other improvements include a porous paving parking lot with lighting for 88 new parking spaces, a small park office and restroom building (1,015 sf), and up to ten temporary artist shanties (at 140 sf each), a kiosk near the kayak launch, and associated utilities. None of the proposed structures will be conditioned, as they will be seasonal. The purpose of this Project is to provide accessible outdoor recreation opportunities to the public, a new event space for the Town and to restore the waterfront. The Town seeks to utilize the natural beauty of Cape Cod by restoring the previously unused property to provide a scenic park for residents and tourists in the area. Specifically, the Project aims to provide a parking area that provides visual access to the Parkers River; provide public access to view the Salt Marsh; provide public access to the Parkers River, install a permanent seasonal restroom facility; and provide a space for events. 4.1.1 SIZE AND TYPE OF CONSTRUCTION SITE The following information and questions are addressed pursuant to the NPDES CGP SWPPP template: Size of Construction Site Size of Property Approximately 119 acres Total Area Expected to be Disturbed by Overall Construction Activities Approximately 11 acres Maximum Area Expected to be Disturbed at Any One Time Approximately 6-7 acres Type of Construction Site ☐ Single-Family Residential ☐ Multi-Family Residential ☐ Commercial ☐ Industrial ☐ Institutional ☐ Highway or Road ☐ Utility ☒ Other: Recreational Will there be demolition of any structure built or renovated before January 1, 1980? No If yes, do any of the structures being demolished have at least 10,000 square feet of floor space? N/A Was the pre-development land use used for agriculture (see Appendix A for definition of “agricultural land”)? No – The Site consists of a former drive-in property and Conservation Area. Yarmouth Riverwalk Park, Boardwalk, and Event Space Stormwater Pollution Prevention Plan Yarmouth, Massachusetts 12 4.1.2 POLLUTANT-GENERATING ACTIVITIES The following is a summary of any pollutant-generating activities that are anticipated to occur at the Site throughout the proposed Project. To prepare the Site for construction activities, removal of various types of debris including vegetative, metal, and other solid waste is anticipated. Stockpiling of materials or soils currently present at the Site to be reused during the Project will be located over 100 feet from a Water of the U.S. Ground disturbing activities will be primarily associated with installation of utilities and construction of stormwater BMP’s. Erosion controls surrounding the limits of work and the staging/stockpiling areas are anticipated to prevent the migration of pollutants including debris and sediments. Pollutant-Generating Activity (e.g., paving operations; concrete, paint, and stucco washout and waste disposal; solid waste storage and disposal; and dewatering operations) Pollutants or Pollutant Constituents (e.g., sediment, fertilizers, pesticides, paints, caulks, sealants, fluorescent light ballasts, contaminated substrates, solvents, fuels) Site clearing, grading, and excavation Sediment, debris Paving operations Petroleum, debris Structure construction Debris Equipment Fueling Oil, petroleum Landscaping Debris Stockpiled materials (i.e. loam, gravel) Sediment, nutrients 4.1.3 CONSTRUCTION SUPPORT ACTIVITIES Equipment staging and material storage areas, and employee parking, will be located in the existing area being used by the Department of Public Works (DPW) for material storage at the far western edge of the Site. Contact information for construction support activity: TBD 4.2 SEQUENCE AND ESTIMATED DATES OF CONSTRUCTION ACTIVITIES The overall disturbance area exclusive of the boardwalk and kayak launch piers will be approximately 20.0 acres. Based on the linear nature of the proposed development, the proposed erosion control and sequencing will be specifically designed to minimize the maximum exposed surface area and provide an opportunity to capture runoff inside the development area and minimize the potential for discharge to the river. The following is a summary of phasing and scheduling associated with the Project. Yarmouth Riverwalk Park, Boardwalk, and Event Space Stormwater Pollution Prevention Plan Yarmouth, Massachusetts 13 Phase I Construction – dates To be Determined 1. Set all perimeter erosion control measures for the Site; 2. Establish laydown and staging area for equipment and employee parking in the existing area being used by the DPW for material storage at the far western edge of the Site; 3. Clear all vegetation onsite and grub areas within the limits of Phase I area to be altered; 4. Set all vegetation protection measures along perimeter of development area; 5. Remove existing pavement and set tracking pad at the entrance; 6. Provide and place fill needed in the proposed access driveway and parking area to bring Site grades for all proposed up to elevation 6.8+ and provide construction access to the boardwalk and kayak launch pier. Once boardwalk has been completed, complete installation of stabilized aggregate walkway, including vegetative stabilization of shoulders; 7. Place fill for bathroom area while maintaining construction staging and laydown area, including temporary vehicular access to structure area; 8. Construct bathroom structure complete, including all utilities; 9. Install water, sewer & electrical utilities; 10. Shape berm along east side of access driveway complete, including loam & seed; 11. Install Infiltration System 1 complete (Do not connect with swale until roadway is paved and watershed area has been stabilized); 12. Set gravel base in entrance driveway to the start of the parking lot; 13. Complete installation of all drainage piping in the entrance driveway; 14. Provide base course paving in access driveway to station 9+50 at start of porous pavement parking lot; 15. Provide vegetative cover on all exposed slopes along the entrance driveway; and 16. Open flow into infiltration system 1. Phase II Construction– dates To be Determined 1. Fill & shape infield area & perimeter walkway and reinforced turf shoulders; 2. Remove borrow from parking lot area to provide room for porous earth design section. Use material removed to rough grade area for development west of parking lot between pavement and the river; 3. Set base layers for porous pavement; 4. Install infiltration basin 3 complete, including loam & seed; 5. Install infiltration trench in the infield area complete, including remove & replace; 6. Set gravel base for perimeter walkway across the entire Site west of the access driveway; 7. Place porous pavement and pave cul-de-sac including vertical granite curbing; Yarmouth Riverwalk Park, Boardwalk, and Event Space Stormwater Pollution Prevention Plan Yarmouth, Massachusetts 14 8. Pave walkway and set reinforced turf around the infield area; 9. Finish pave access driveway and complete landscape plantings along the access driveway; 10. Loam & seed the infield area; 11. Shape walkways between the parking lot and the river; 12. Construct playground and set artist shanties; 13. Complete installation of all remaining stabilized aggregate surfaces; and 14. Complete remaining landscaping. 4.2.1 AUTHORIZED NON-STORMWATER DISCHARGES The following table summarizes any authorized non-stormwater discharges that may be present at the Site: Type of Authorized Non-Stormwater Discharge Likely to be Present at the Site? Discharges from emergency fire-fighting activities No Fire hydrant flushings Yes Landscape irrigation Yes Waters used to wash vehicles and equipment No Water used to control dust Yes Potable water including uncontaminated water line flushings No External building washdown (soaps/solvents are not used and external surfaces do not contain hazardous substances) No Pavement wash waters No Uncontaminated air conditioning or compressor condensate No Uncontaminated, non-turbid discharges of ground water or spring water Yes Foundation or footing drains No Uncontaminated construction dewatering water No 4.2.2 SITE MAPS Site Maps are attached to this narrative as Appendix A. These maps show the likely locations of these discharges. 5.0 COMPLIANCE WITH OTHER FEDERAL REQUIREMENTS 5.1 ENDANGERED SPECIES PROTECTION In accordance with the information found in Appendix D of the CGP, the Project is eligible for coverage under: Criterion C: Discharges not likely to adversely affect ESA-listed species and/or designated critical habitat. ESA-listed species and/or designated critical habitat(s) under the jurisdiction of the USFWS and/or NMFS are likely to occur in or near your site’s “action area,” and you certify to EPA that your site’s discharges and discharge-related activities are not likely to adversely affect ESA-listed threatened Yarmouth Riverwalk Park, Boardwalk, and Event Space Stormwater Pollution Prevention Plan Yarmouth, Massachusetts 15 or endangered species and/or designated critical habitat. This certification may include consideration of any stormwater controls and/or management practices you will adopt to ensure that your discharges and discharge-related activities are not likely to adversely affect ESA-listed species and/or designated critical habitat. To certify your eligibility under this criterion, indicate 1) the ESA-listed species and/or designated habitat located in your “action area” using the process outlined in Appendix D of this permit; 2) the distance between the site and the listed species and/or designated critical habitat in the action area (in miles); and 3) a rationale describing specifically how adverse effects to ESA-listed species will be avoided from the discharges and discharge-related activities. You must also include a copy of your site map from your SWPPP showing the upland and in-water extent of your “action area” with this NOI. Basis statement content/Supporting documentation: A basis statement supporting the selection of Criterion C should identify the information resources and expertise (e.g., state or federal biologists) used to arrive at this conclusion. Any supporting documentation should explicitly state that both ESA-listed species and designated critical habitat under the jurisdiction of the USFWS and/or NMFS were considered in the evaluation. Resources used to make determination: To make this determination, a list of threatened and endangered species that may occur in the Project area (or could be affect by the Project) was acquired from the US Fish and Wildlife Service (Appendix K). Website used to determine distance to closest critical habitat: https://mass- eoeea.maps.arcgis.com/apps/Viewer/index.html?appid=de59364ebbb348a9b0de55f6fe bdfd52. ESA-listed Species/Critical Habitat in action area: The species mapped within the Project area include the Northern Long-Eared Bat (Myotis septentrionalis), the Roseate Tern (Sterna dougallii), the Monarch Butterfly (Danaus plexippus), and the Sandplain Gerardia (Agalinis acuta). No critical habitats are located within the Project area (Appendix K). Northern Long Eared Bat fact sheet: https://ecos.fws.gov/ecp/species/9045 Roseate Tern fact sheet: https://www.mass.gov/files/documents/2016/08/wh/roseate-tern.pdf Monarch Butterfly fact sheet: https://ecos.fws.gov/ecp/species/9743 Sandplain Gerardia fact sheet: https://www.mass.gov/doc/sandplain-gerardia/download Yarmouth Riverwalk Park, Boardwalk, and Event Space Stormwater Pollution Prevention Plan Yarmouth, Massachusetts 16 Distance between site and ESA-listed Species/Critical Habitat: The Northern Long-Eared Bat (Myotis septentrionalis) is currently listed as a threatened species, with no critical habitats located within the Project area. The closest critical habitat for this species (a hibernacula) is located approximately fifteen (15) miles from the Site. The Roseate Tern (Sterna dougallii) is currently listed as an endangered species, however there are no mapped critical habitats for this species within the Project limits. Accordingly, no Section 7 consultation is required. The Monarch Butterfly (Danaus plexippus) is currently only listed as a candidate species. Accordingly, no Section 7 consultation is required. The Sandplain Gerardia (Agalinis acuta) is currently listed as an endangered species, however there are no mapped critical habitats for this species with the Project area. Although this species was mapped within the Project limits by the U.S. Fish and Wildlife Service, no populations of this species were identified during prior consultation with the Natural Heritage and Endangered Species Program (NHESP) of the Massachusetts Division of Fisheries and Wildlife under the Massachusetts Endangered Species Act (MESA). How adverse effects will be avoided: o The Project is located approximately fifteen (15) miles from the nearest critical habitat of the Northern Long-eared Bat. Tree clearing has been minimized to the extent required to construct the Project, and the Project will provide a large restoration area to improve habitat within the Project limits. o The Project has been proposed to minimally impact existing vegetation when possible, and provides for revegetation of degraded habitat, including flowering species. As much existing vegetation as possible will remain with exception to targeted removal of invasive species present within the Project limits. o Much of the impacts associated with the Project have been located outside of areas that may provide breeding or foraging habitat for the Roseate Tern, which typically include sandy, gravelly, or rocky islands within dense vegetation. Work proposed within wetland areas to install piles for the boardwalk are minimal and primarily temporary. o The action area is within the range of the Northern Long Eared Bat, the Roseate Tern, the Monarch Butterfly, and the Sandplain Gerardia, however, no critical habitats for these species are present within the action area. 5.2 HISTORIC PRESERVATION The following information related to historic preservation is provided pursuant to Appendix E of the CGP: Appendix E, Step 1 Do you plan on installing any of the following stormwater controls at your site? Check all that apply below, and proceed to Appendix E, Step 2. ☐ Dike ☐ Berm Yarmouth Riverwalk Park, Boardwalk, and Event Space Stormwater Pollution Prevention Plan Yarmouth, Massachusetts 17 ☒ Catch Basin ☐ Pond ☐ Stormwater Conveyance Channel (e.g., ditch, trench, perimeter drain, swale, etc.) ☒ Culvert ☒ Other type of ground-disturbing stormwater control: Infiltration Basin Appendix E, Step 2 Have prior professional cultural resource surveys or other evaluations determined that historic properties do not exist, or have prior disturbances precluded the existence of historic properties? There are no historic properties mapped within the Project area per Massachusetts Cultural Resource Information System (MACRIS), and therefore no further screening steps are necessary. The closest mapped historic property is located across Route 28 to the north of the Site has been demolished (Captain Sears Winthrop House – YAR.272). 5.3 SAFE DRINKING WATER ACT UNDERGROUND INJECTION CONTROL REQUIREMENTS The following provides confirmation of any controls to be installed by the Project pursuant to the NPDES CGP SWPPP template: ☒ Infiltration trenches (if stormwater is directed to any bored, drilled, driven shaft or dug hole that is deeper than its widest surface dimension, or has a subsurface fluid distribution system) ☒ Commercially manufactured pre-cast or pre-built proprietary subsurface detention vaults, chambers, or other devices designed to capture and infiltrate stormwater flow ☐ Drywells, seepage pits, or improved sinkholes (if stormwater is directed to any bored, drilled, driven shaft or dug hole that is deeper than its widest surface dimension, or has a subsurface fluid distribution system) 6.0 EROSION AND SEDIMENT CONTROLS 6.1 NATURAL BUFFERS OR EQUIVALENT SEDIMENT CONTROLS 6.1.1 BUFFER COMPLIANCE ALTERNATIVES Project disturbances are within 50 feet of a Water of the U.S. In accordance with section 2.2.1.a. of the 2022 CGP, the Project will implement erosion and sediment controls to achieve the sediment load reduction equivalent to a 50-foot undisturbed natural buffer. Based on the rationale provided below, the following compliance alternative was selected: ☒ I qualify for one of the exceptions in Part 2.2.1.b, specifically: ☒ Where some natural buffer exists but portions of the area within 50 feet of the receiving water are occupied by preexisting development disturbances, you are required to comply with the requirements in Part 2.2.1 and this Appendix. For the purposes of calculating the sediment load Yarmouth Riverwalk Park, Boardwalk, and Event Space Stormwater Pollution Prevention Plan Yarmouth, Massachusetts 18 reduction for either compliance alternative 2 or 3, you are not expected to compensate for the reduction in buffer function that would have resulted from the area covered by these preexisting disturbances In accordance with Table F-2 of the 2022 CGP, the Site falls under a “low” risk category due to soil types and the lack of slopes greater than 3% within the work area. As such, it is anticipated that a perimeter of 12-inch compost filter tubes supplemented with entrenched siltation fencing in the areas adjacent to Waters of the U.S. will be sufficient in achieving the sediment load reduction of a naturally occurring buffer. The current condition of the Site does not maintain a 50-foot undisturbed natural buffer, or any buffer in some locations; however, an undisturbed natural buffer of less than 50 feet does exist in most areas of the Site. Work proposed for the Project aims in part to improve waterfront access and use; therefore temporary and permanent impacts to Waters of the U.S. are necessary to construct a marsh boardwalk and install a kayak launch. To improve water quality protection to Waters of the U.S. where feasible within the Site, revegetation of existing non vegetated buffer areas and impacted buffer areas is provided in locations up to 200 feet from the ordinary high-water mark to Waters of the U.S. To enhance the quality of vegetation already existing within the 50-foot buffer area, invasive species are targeted for removal. In addition to maintaining and revegetating an undisturbed natural buffer where feasible, a robust erosion and sediment control plan has been provided. Following the completion of the Project, all areas disturbed through erosion control installation will be stabilized with loam and seed. 6.2 PERIMETER CONTROLS 6.2.1 GENERAL DESCRIPTION The perimeter of all disturbed portions of the Project area within 100 feet of Waters of the U.S. will be surrounded with erosion controls consisting of compost filter tubes and entrenched siltation fencing. The perimeter controls will be inspected as described below throughout the duration of the Project. 6.2.2 SPECIFIC PERIMETER CONTROLS Compost Filter Tubes Description: Compost filter tubes will be installed internal to the siltation fencing within 100 feet of Waters of the U.S. Installation Prior to any earth work or construction. Maintenance Requirements Compost filter tubes will be inspected once every (7) calendar days and within 24 hours after an event which generates 0.25 inches of rain in a 24-hour period. If found in disrepair, they will be repaired or replaced as necessary. Sediment will be removed before it has accumulated to one-half of the above- ground height of the compost filter tubes. Design Specifications Compost filter tubes shall overlap by at least three (3) feet and be staked into the ground when feasible. See installation detail. Yarmouth Riverwalk Park, Boardwalk, and Event Space Stormwater Pollution Prevention Plan Yarmouth, Massachusetts 19 Siltation Fencing Description: Siltation fencing will be entrenched downgradient of the compost filter tubes at the limit of work within 100 feet of Waters of the U.S. Installation Prior to any earth work or construction. Maintenance Requirements Siltation fencing will be inspected once every (7) calendar days and within 24 hours after an event which generates 0.25 inches of rain in a 24-hour period. If found in disrepair, they will be repaired or replaced as necessary. Sediment will be removed from the siltation fencing before it has accumulated to three inches of the above-ground height. Design Specifications Siltation fencing shall be entrenched at least six (6) inches below grade. See installation detail. 6.3 SEDIMENT TRACK-OUT 6.3.1 GENERAL DESCRIPTION A sediment track-out pad will be constructed at the Site to reduce the chance of sediment leaving the Site through equipment/vehicle traffic. The stockpile/staging area will be monitored for any loose sediments. Any migrated sediments must be immediately removed from this area. 6.3.2 SPECIFIC SEDIMENT TRACK-OUT BMPS Construction Entrance Description: A stone track-out pad will be constructed at the entrance to the Site from Route 28. Installation Prior to any earth work or construction. Maintenance Requirements The track-out pad will be inspected weekly and after storm events greater than 0.25 inches. Stone will be replaced, and sediment will be removed as needed. Design Specifications The track-out pad will consist of at least five inches of coarse crushed stone (3-inch +/-) underlain by geotextile fabric. A pad length of at least 50 feet should be established if possible. 6.4 STOCKPILED SEDIMENT OR SOIL 6.4.1 GENERAL DESCRIPTION The Project will not require significant or long-term soil stockpiling. Sediment or soil stockpiles, if necessary, will be placed outside of any areas of concentrated flow or pavement, and surrounded by a row of compost filter tubes. Stockpiles unused for more than 14 days will be covered or otherwise Yarmouth Riverwalk Park, Boardwalk, and Event Space Stormwater Pollution Prevention Plan Yarmouth, Massachusetts 20 stabilized. Hosing down or sweeping soil or sediment accumulation on impervious surfaces unto any constructed or natural drainage feature, storm drain inlet, or receiving water is prohibited. The designated laydown and staging area for equipment and employee parking will be in the existing area being used by the DPW for material storage at the far western edge of the Site. Where a change in the designated stockpile or staging area location is necessary, it will be located over 100 feet from any Waters of U.S. 6.4.2 SPECIFIC SOIL STOCKPILE PROTECTIONS Compost Filter Tubes Description: Compost filter tubes will be installed around stockpiled soils and/or sediments. Installation As needed. Maintenance Requirements If installed, compost filter tubes will be inspected once every (7) calendar days and within 24 hours after an event which generates 0.25 inches of rain in a 24-hour period. If found in disrepair, they will be repaired or replaced as necessary. Sediment will be removed before it has accumulated to one-half of the above- ground height of the compost filter tubes. Design Specifications Compost filter tubes shall overlap by at least three (3) feet and be staked into the ground when feasible. 6.5 MINIMIZE DUST 6.5.1 GENERAL DESCRIPTION In order to minimize the risk of sediments migrating from the Site through the generation of dust, measures will be taken during and after construction activities. The Contractor will take appropriate action to minimize atmosphere pollution by taking reasonable precautions to prevent particulate matter from becoming and staying airborne. Such measures include the use of water for control of dusts during grading and compaction activities and covering all open-bodied equipment carrying materials likely containing air borne dusts. The Contractor is responsible for capturing and controlling all runoff from the dust control water. 6.5.2 SPECIFIC DUST CONTROLS Water Application Description: When airborne particulate matter is observed onsite, water will be applied using either a hose or sprinkler system to wet the particulate matter. Installation A hose shall be present at all times, but the dust control methodology will only be employed as needed Maintenance Requirements As needed Design Specifications n/a Yarmouth Riverwalk Park, Boardwalk, and Event Space Stormwater Pollution Prevention Plan Yarmouth, Massachusetts 21 6.6 MINIMIZE STEEP SLOPE DISTURBANCES 6.6.1 GENERAL DESCRIPTION The slopes onsite are generally shallow; therefore, steep slope controls are not anticipated to be a part of the Project. 6.7 TOPSOIL 6.7.1 GENERAL DESCRIPTION Topsoil stripped from an immediate area of construction will be reused onsite to the maximum extent practicable, especially in areas intended to be vegetated upon completion of the Project. Stripped topsoil will be stockpiled separately from other earth material stockpiles, if present, and surrounded by compost filter tubes. 6.8 SOIL COMPACTION 6.8.1 GENERAL DESCRIPTION Construction of the boardwalk through the wetlands for the Project necessitates the use of a drill rig to install permanent supporting piles. To prevent impacts to and compaction of the soil, matts will be placed on the wetland to distribute the load of the drill-rig. Upon removal of the matts, a native salt-tolerant seed mix will be used within the impacted area to restore the type of wetland altered. During construction within other areas of the Site, compaction of soils around the Site will be avoided to the maximum extent practicable. When possible, equipment and vehicle use will be restricted or limited in areas of proposed infiltration, landscaping, or restoration plantings. Agreed upon material and equipment storage areas, and vehicle parking areas, will be used to limit compaction of soils by machinery. If soil has been excessively compacted, the contractor should implement techniques to rehabilitate and condition the soils before seeding or planting areas. 6.8.2 SPECIFIC SOIL COMPACTION CONTROL Construction Matts Description: To prevent impacts to, and compaction of wetland soils, construction matts will be used to distribute the load of the drill rig. Installation At the start of pile installation for the boardwalk. Maintenance Requirements Maintain matts at grade and add additional width if soil compaction warrants. Design Specifications Sufficient width to spread loads associated with construction equipment access across loose uncompacted soils. Designated Construction Areas Description: To avoid excessive compaction, Construction activities will be confined to the areas indicated on the plans and other specifications. Installation During all phases of construction, vehicle and equipment use in areas sensitive to Yarmouth Riverwalk Park, Boardwalk, and Event Space Stormwater Pollution Prevention Plan Yarmouth, Massachusetts 22 excessive compaction should be restricted to the maximum extent feasible. Maintenance Requirements n/a Design Specifications n/a 6.9 STORM DRAIN INLETS 6.9.1 GENERAL DESCRIPTION There will be seven (7) storm drain inlets installed, and there are no existing storm drain inlets located within the Project. From Station 5+50 to the start of the parking area at Sta 7+00, the roadway cross slope will be modified to slope towards the landscaped island at the center of the circle. Area Drain 1 will be set in the middle of the island to collect the runoff and direct it east towards the swale through 2-8” ductile iron culverts. A public restroom/office building will be located on the west side adjacent to the infield area. The runoff from the surrounding walkways will be graded to flow into five area drains (collectively referred to as Area Drain 2) that will be piped through an “Isolator Row” in the chamber system, which will provide the pretreatment needed for the infiltration system. At the cul-de-sac at the end of the access roadway, the kayak storage area and rental kiosk will be graded to flow through Area Drain 3, south towards the infiltration basin. 6.9.2 SPECIFIC STORM DRAIN INLET PROTECTION Filter Fabric Description: Filter fabric will be cut to size and fitted under the grates of the storm drain inlets adjacent to the limits of work. Due to the small size of these grates, use of a traditional SiltSack is not feasible. Installation After grate installation and before the stormwater system is put into active use. Maintenance Requirements Inlet protection measures will be inspected twice per week and after storm events greater than 1/4”. If found in disrepair, they will be repaired or replaced as necessary. Sediment will be removed from the filter fabric as accumulation is observed. Design Specifications A sufficient amount of filter fabric shall be exposed from under the grate to allow for removal and maintenance by the contractor. 6.10 STORMWATER CONVEYANCE CHANNELS 6.10.1 GENERAL DESCRIPTION No existing stormwater conveyance channels are located within the limits of work, nor are there any proposed stormwater conveyance channels proposed for this Project. Yarmouth Riverwalk Park, Boardwalk, and Event Space Stormwater Pollution Prevention Plan Yarmouth, Massachusetts 23 6.11 SEDIMENT BASINS 6.11.1 GENERAL DESCRIPTION Overall disturbance will be greater than 10.0 acres, and 1 sediment basin is proposed for use in the Project. The basin will be located east of the temporary roadway and will be formed naturally by the placement of the fill for both the parking area and the bathroom. It will collect all runoff from the 5.0- acre infield area during all phases of construction. In Phase I the basin will act to isolate the construction area from runoff emanating from the infield. In Phase II it will intercept all sediment transported from the disturbed area associated with the installation of the event area and perimeter bike path. 6.11.2 SPECIFIC SEDIMENT BASIN DETAILS Sediment Basin Description: The fill provided for the roadway will naturally form an isolated depression that will be used as a temporary sediment basin during construction. The area tributary to the basin will be approximately 5.0 acres. The basin will be sized to store a minimum of 18,000 cu. Ft. (3,600 cu. Ft. / acre). The outlet will be a 12” ADS pipe installed vertically with the top at elevation 6.20 which will act as a skimmer to discharge any volume in excess of the infiltrative capacity of the underlying soils. Installation Phase II Maintenance Requirements The basin will be formed and operational while the perimeter walkway and grading around the event area is under construction. Any accumulated sediment more than 4” in depth shall be removed and stockpiled. Outlet riser and pipe shall be inspected weekly and after any significant rainfall event. Design Specifications The basin will be formed naturally through placement of fill for the roadway and parking. Storage volume shall be determined once fill has been placed. If needed, the area will be graded to provide the additional storage volume required. Skimmer and outlet culvert will be set in conjunction with temporary access roadway fill. 6.12 CHEMICAL TREATMENT 6.12.1 GENERAL DESCRIPTION No chemical treatment is proposed to be used on the onsite soils. 6.13 DEWATERING PRACTICES 6.13.1 GENERAL DESCRIPTION Dewatering is not anticipated to occur as part of the Project. 6.14 SITE STABILIZATION Total Amount of Land Disturbance Occurring at Any One Time Yarmouth Riverwalk Park, Boardwalk, and Event Space Stormwater Pollution Prevention Plan Yarmouth, Massachusetts 24 ☐ Five Acres or less ☒ More than Five Acres 6.14.1 GENERAL DESCRIPTION The total amount of land disturbance occurring at any one time will be over five (5) acres. However, the work will result in minimal areas of exposed soils as the Project generally seeks to maintain existing ground cover where feasible. Any soils exposed following the removal of erosion controls shall be stabilized with seed and loam. 6.14.2 SPECIFIC STABILIZATION PRACTICES Loam and Seed ☒ Vegetative ☐ Non-Vegetative ☐ Temporary ☒ Permanent Description: Use loam and seed to stabilize areas following erosion control removal. Installation Loam and seed will be applied in areas where erosion controls are removed, and soils are exposed. Completion Immediately following erosion control removal. Maintenance Requirements Inspect weekly to ensure germination. Reapply seed as needed. Design Specifications n/a 7.0 POLLUTION PREVENTION STANDARDS 7.1 POTENTIAL SOURCES OF POLLUTION Construction Site Pollutants Pollutant-Generating Activity Pollutants or Pollutant Constituents (that could be discharged if exposed to stormwater) Location on Site (or reference SWPPP site map where this is shown) Site clearing and grading Debris, sediment Site-wide Paving operations Petroleum, debris Access road and parking areas Structure Construction Debris Restrooms Stockpiled materials Sediment, nutrients Designated staging area, or over 100 feet from any Waters of the U.S. Yarmouth Riverwalk Park, Boardwalk, and Event Space Stormwater Pollution Prevention Plan Yarmouth, Massachusetts 25 Pollutant-Generating Activity Pollutants or Pollutant Constituents (that could be discharged if exposed to stormwater) Location on Site (or reference SWPPP site map where this is shown) Equipment fueling Oil, petroleum Designated staging area, or over 100 feet from any Waters of the U.S. 7.2 SPILL PREVENTION AND RESPONSE Spills and leaks shall be avoided through frequent inspection of equipment and material storage areas. Heavy equipment and other vehicles shall be routinely inspected for leaks and repaired as necessary. Material storage areas shall be routinely inspected for leaky containers, open containers, or improper storage techniques that may lead to spills or leaks. Appropriate cleanup procedures and supplies shall be available onsite and should be clearly marked so that all personnel can locate and access these supplies quickly. Supplies available onsite shall include a spill kit to effectively clean up any emergency spills immediately. Proper response procedures shall be followed in accordance with any applicable regulatory requirements. The construction manager onsite will be responsible for spill prevention and will act as cleanup coordinator. Responsible Party for Spill and/or Leak Detection: TBD 7.3 FUELING AND MAINTENANCE OF EQUIPMENT OR VEHICLES 7.3.1 GENERAL DESCRIPTION Fueling of vehicles will be conducted daily within the Project area. Fueling will take place in the equipment parking areas at least 100 feet from the boundaries of Waters of the U.S. No storage of fuel, however, is anticipated onsite. Minor maintenance may occur if the vehicle is unable to be safely removed from the Site. If emergency maintenance must occur onsite, the maintenance area will be clean and dry. Proper equipment will be available onsite to mitigate any potential leaks from the vehicles. These supplies will include pans, drip cloths, and a spill kit. All construction vehicles will be equipped with a spill kit and routinely inspected for leaks and any other potential damages. 7.3.2 SPECIFIC POLLUTION PREVENTION PRACTICES Spill Kit Description: A spill kit should be located onsite at all times Installation Maintenance Requirements The Spill Kit should be inspected monthly to ensure compliance Design Specifications Not Applicable Yarmouth Riverwalk Park, Boardwalk, and Event Space Stormwater Pollution Prevention Plan Yarmouth, Massachusetts 26 7.4 WASHING OF EQUIPMENT AND VEHICLES 7.4.1 GENERAL DESCRIPTION Washing activities are not anticipated to occur at the Site. Vehicles and equipment traveling to and from the Site will be driving over a sediment track-out pad to shed any soils or sediments accumulated within tire treads. 7.5 STORAGE, HANDLING, AND DISPOSAL OF BUILDING PRODUCTS, MATERIALS, AND WASTES 7.5.1 BUILDING PRODUCTS All building materials, temporary equipment, and stockpiles will be stored in a designated staging area over 100 feet from Waters of the U.S. and no material staging will occur within a Water of the U.S. These materials will be located in an upland area that does not receive a substantial amount of runoff. When soil or other earth material stockpiles are present, compost filter tubes will be used to contain the stockpile. Earth material stockpiles that are not in active use will be covered with plastic sheeting, seeded, or otherwise stabilized to minimize exposure of the stockpiles to precipitation and to stormwater. 7.5.2 PESTICIDES, HERBICIDES, INSECTICIDES, FERTILIZERS, AND LANDSCAPE MATERIALS No pesticides, insecticides, or fertilizers will be used onsite; however, should use of any of the products be required authorization by the Owner and local regulatory authority will be obtained. Landscape material stockpiles, including earth material stockpiles, if needed, will be located over 100 feet from a Water of the U.S. and will be covered and contained as necessary to reduce exposure to precipitation and stormwater. Targeted herbicide use may occur as necessary to remove invasive species, but use of any herbicide is limited to treatment of identified invasive species by a licensed professional. Storage of herbicides within 100 feet of any Waters of the U.S. is prohibited, and if onsite storage is necessary, herbicides shall be kept in sealed containers under cover from weather over 100 feet from any Waters of the U.S. 7.5.3 DIESEL FUEL, OIL, HYDRAULIC FLUIDS, OTHER PETROLEUM PRODUCTS, AND OTHER CHEMICALS No fuel will be stored onsite. A fuel truck will come to the Site to fill the tanks of the construction vehicles daily. Construction vehicles that leave the Site daily will be filled at an offsite location. All construction vehicles will be equipped with a spill kit to manage any potential chemical spills. Equipment and containers will be routinely checked for leaks, corrosion, or other signs of deterioration. Those that are found to be defective shall be immediately repaired or replaced. 7.5.4 HAZARDOUS OR TOXIC WASTE The use of hazardous or toxic wastes, including but not limited to paints, sealants, and adhesives may be present onsite during different phases of the Project. Hazardous and toxic materials will be stored in sealed containers appropriate to prevent leakage or corrosion of the container by the stored materials and be clearly labeled per applicable regulatory requirements. Hazardous and toxic material waste will be stored separately from construction and domestic waste. If construction personnel encounter conditions that indicate the presence of unanticipated hazardous materials, hazardous wastes, or other conditions of environmental concern in a particular work zone, all work activities in the area will be immediately stopped until the situation can be evaluated. Yarmouth Riverwalk Park, Boardwalk, and Event Space Stormwater Pollution Prevention Plan Yarmouth, Massachusetts 27 7.5.5 CONSTRUCTION AND DOMESTIC WASTE 7.5.5.1 GENERAL DESCRIPTION Waste, including packaging materials, pavement, etc. will be collected and stored onsite in secured and covered trash receptacles. Where debris size, or other limitations, prevent use of closed top trash receptables, a different method of providing coverage may be used including, but not limited to, plastic sheeting or tarps. Construction and demolition debris will be stored in secured receptables separately from domestic waste, and these dumpsters will be located at the designated staging areas. No construction debris will be buried onsite, and receptacles will be routinely removed from the Site. 7.5.5.2 SPECIFIC POLLUTION PREVENTION PRACTICES Covered Dumpster Description: A covered onsite dumpster will be located onsite for collection of waste . Installation TBD Maintenance Requirements Dumpsters will be inspected daily, and contents will be disposed of once the dumpster is at capacity. Design Specifications n/a 7.5.6 SANITARY WASTE 7.5.6.1 GENERAL DESCRIPTION Portable restroom units will be placed within the Project area for use by onsite workers but will be placed over 100 feet away from any Waters of the U.S. Portable restroom units will be secured and stabilized to prevent overturning and will be located away from any storm drain inlets and any natural or constructed site drainage features. Routine removal of onsite sanitary waste will be performed by a licensed sanitary waste management contractor. 7.5.6.2 SPECIFIC POLLUTION PREVENTION PRACTICES Portable Restrooms Description: One (1) portable restroom will be located over 100 feet from any Waters of the U.S. Installation TBD Maintenance Requirements The restroom will be inspected weekly. If waste removal is required, the inspector is to contact a licensed sanitary waste management contractor. Design Specifications n/a Yarmouth Riverwalk Park, Boardwalk, and Event Space Stormwater Pollution Prevention Plan Yarmouth, Massachusetts 28 7.6 WASHING OF APPLICATORS AND CONTAINERS USED FOR PAINT, CONCRETE OR OTHER MATERIALS For washing applicators and containers used for paint or similar materials, wash water will be directed into a leak-proof container or leak-proof and lined pit designed so no overflow will occur due to inadequate sizing or precipitation. All wash stations will be located over 100 feet from any Waters of the U.S. and as far as possible from constructed or natural drainage features, storm inlets, or receiving waters. Liquid waste will not be dumped or disposed of in a way that would allow them to enter a Water of the U.S., and disposal of liquid waste on the ground where infiltration can occur is prohibited. Should concrete be used during the Project, hardened concrete should be broken up and disposed of in the applicable trash receptacle. 7.7 FERTILIZERS No fertilizers are permitted to be used onsite. 7.8 OTHER POLLUTION PREVENTION PRACTICES If other pollution prevention practices are necessary during the Project, the SWPPP will be amended to include specifications for those additional practices. 8.0 INSPECTION, MAINTENANCE, AND CORRECTIVE ACTION 8.1 INSPECTION PERSONNEL AND PROCEDURES Personnel Responsible for Inspections TBD BETA Group, Inc. 89 Shrewsbury Street, Suite 300 Worcester, MA 01604 Inspection Schedule Standard Frequency: ☒ Every 7 days ☐ Every 14 days and within 24 hours of a 0.25” rain or the occurrence of runoff from snowmelt sufficient to cause a discharge Reduced Frequency: For stabilized areas on “linear construction sites” (as defined in Appendix A) ☐ Twice during first month, no more than 14 calendar days apart; then once more within 24 hours of a storm event that produces 0.25 inches or more of rain within a 24-hour period, or within Yarmouth Riverwalk Park, Boardwalk, and Event Space Stormwater Pollution Prevention Plan Yarmouth, Massachusetts 29 24 hours of a snowmelt discharge from a storm event that produces 3.25 inches or more of snow within a 24-hour period Note: This frequency does not currently apply for the Site, but will following completion of construction. Dewatering Inspection (if needed) ☐☒ Once per day on which the discharge of dewatering water occurs. Rain Gauge Location (if applicable) Rain Gauge is located at the Hyannis, Barnstable Municipal-Boardman Airport (KHYA) in Hyannis, Massachusetts. Rain Data for three days following rain events can be found here: https://w1.weather.gov/data/obhistory/KHYA.html Inspection Report Forms See Appendix D for Sample Inspection Form. 8.2 CORRECTIVE ACTION Personnel Responsible for Corrective Actions TBD Corrective Action Forms See Appendix E for a Sample Corrective Action Form. The corrective action log contained in each inspection report must be completed, signed, and dated by the site operator once all necessary repairs have been completed. 8.3 DELEGATION OF AUTHORITY Duly Authorized Representative(s) or Position(s): Operator: TBD SWPPP Inspections: TBD Yarmouth Riverwalk Park, Boardwalk, and Event Space Stormwater Pollution Prevention Plan Yarmouth, Massachusetts 30 9.0 TURBIDITY BENCHMARK MONITORING FOR DEWATERING DISCHARGES 9.1 APPLICABILITY OF PARTS 3.3 AND 7.2.8 OF 2022 CGP Because the Project is not anticipated to involve dewater, no turbidity monitoring is required in accordance with Section 3.3 of the 2022 CGP. Yarmouth Riverwalk Park, Boardwalk, and Event Space Stormwater Pollution Prevention Plan Yarmouth, Massachusetts 31 10.0 CERTIFICATION AND NOTIFICATION I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I have no personal knowledge that the information submitted is other than true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. Name: Title: Signature: Date: Yarmouth Riverwalk Park, Boardwalk, and Event Space Stormwater Pollution Prevention Plan Yarmouth, Massachusetts 32 APPENDIX A – Site Maps Yarmouth Riverwalk Park, Boardwalk, and Event Space Stormwater Pollution Prevention Plan Yarmouth, Massachusetts 33 APPENDIX B – Copy of 2022 CGP 2022 Construction General Permit (CGP) National Pollutant Discharge Elimination System (NPDES) Construction General Permit (CGP) for Stormwater Discharges from Construction Activities In compliance with the provisions of the Clean Water Act, 33 U.S.C. §1251 et. seq., (hereafter CWA), as amended by the Water Quality Act of 1987, P.L. 100-4, “operators” of construction activities (defined in Appendix A) that meet the requirements of Part 1.1 of this National Pollutant Discharge Elimination System (NPDES) Construction General Permit (CGP), are authorized to discharge pollutants in accordance with the effluent limitations and conditions set forth herein. Permit coverage is required from the “commencement of construction activities” (see Appendix A) until one of the conditions for terminating CGP coverage has been met (see Part 8.2). This permit becomes effective on 12:00 am, February 17, 2022. This permit and the authorization to discharge expire at 11:59pm, February 16, 2027. Signed and issued this 18 day of January 2022 Deborah Szaro, Acting Regional Administrator, EPA Region 1. Signed and issued this 18 day of January 2022 Javier Laureano, Director, Water Division, EPA Region 2. Signed and issued this 18 day of January 2022 Carmen Guerrero-Perez, Director, Caribbean Environmental Protection Division, EPA Region 2. Signed and issued this 18 day of January 2022 Catherine A. Libertz, Director, Water Division, EPA Region 3. Signed and issued this 18 day of January 2022 Jeaneanne Gettle, Director, Water Division, EPA Region 4. Signed and issued this 18 day of January 2022 Tera Fong, Director, Water Division, EPA Region 5. Signed and issued this 18 day of January 2022 Charles W. Maguire, Director, Water Division, EPA Region 6. Signed and issued this 18 day of January 2022 Jeffery Robichaud, Director, Water Division, EPA Region 7. Signed and issued this 18 day of January 2022 Darcy O’Connor, Director, Water Division, EPA Region 8. Signed and issued this 18 day of January 2022 Tomás Torres, Director, Water Division, EPA Region 9. Signed and issued this 18 day of January 2022 Daniel D. Opalski, Director, Water Division, EPA Region 10. Page 1 2022 Construction General Permit (CGP) Page i CONTENTS 1 How to Obtain Coverage Under the Construction General Permit (CGP) ................................... 1 1.1 Eligibility Conditions .................................................................................................................... 1 1.2 Types of Discharges Authorized ................................................................................................ 3 1.3 Prohibited Discharges................................................................................................................. 4 1.4 Submitting your Notice of Intent (NOI) ..................................................................................... 5 1.5 Requirement to Post a Notice of Your Permit Coverage ....................................................... 7 2 Technology-Based Effluent Limitations ............................................................................................. 8 2.1 General Stormwater Control Design, Installation, and Maintenance Requirements ......... 8 2.2 Erosion and Sediment Control Requirements ........................................................................ 10 2.3 Pollution Prevention Requirements ......................................................................................... 17 2.4 Construction Dewatering Requirements ................................................................................ 22 3 Water Quality-Based Effluent Limitations ........................................................................................ 23 3.1 General Effluent Limitation to Meet Applicable Water Quality Standards ....................... 23 3.2 Water Quality-based Conditions for Sites Discharging to Sensitive Waters44 .................... 23 3.3 Water quality-based conditions For sites discharging To Sensitive Waters From Construction Dewatering activities .................................................................................................... 24 4 Site Inspection Requirements .......................................................................................................... 28 4.1 Person(s) Responsible for Inspecting Site ............................................................................... 28 4.2 Frequency of Inspections. ........................................................................................................ 28 4.3 Increase in Inspection Frequency for Certain Sites. ............................................................. 29 4.4 Reductions in Inspection Frequency ...................................................................................... 30 4.5 Areas that Must Be Inspected ................................................................................................. 31 4.6 Requirements for Inspections .................................................................................................. 32 4.7 Inspection Report ...................................................................................................................... 33 4.8 Inspections By EPA .................................................................................................................... 34 5 Corrective Actions ............................................................................................................................ 34 5.1 Conditions Triggering Corrective Action. ............................................................................... 34 5.2 Corrective Action Deadlines ................................................................................................... 35 5.3 Corrective Action Required by EPA ....................................................................................... 36 5.4 Corrective Action Log .............................................................................................................. 36 6 Stormwater Team Formation/ Staff Training Requirements .......................................................... 36 6.1 Stormwater Team ...................................................................................................................... 36 6.2 General Training Requirements For Stormwater Team Members ....................................... 37 6.3 Training Requirements For Persons Conducting Inspections ............................................... 37 6.4 Stormwater Team’s Access To Permit Documents ............................................................... 38 2022 Construction General Permit (CGP) Page ii 7 Stormwater Pollution Prevention Plan (SWPPP) .............................................................................. 38 7.1 General Requirements ............................................................................................................. 38 7.2 SWPPP Contents ........................................................................................................................ 38 7.3 On-Site Availability of Your SWPPP .......................................................................................... 46 7.4 SWPPP Modifications ................................................................................................................ 46 8 How to Terminate Coverage ........................................................................................................... 47 8.1 Minimum Information Required in NOT .................................................................................. 47 8.2 Conditions for Terminating CGP Coverage .......................................................................... 47 8.3 How to Submit Your NOT .......................................................................................................... 48 8.4 Deadline for Submitting the NOT ............................................................................................ 49 8.5 Effective Date of Termination of Coverage .......................................................................... 49 9 Permit Conditions Applicable to Specific States, Indian Country Lands, or Territories ............. 49 Appendix A: Definitions ........................................................................................................................ A-1 Appendix B: Permit Areas Eligible for Coverage and EPA Regional Addresses ........................... B-1 Appendix C: Small Construction Waivers and Instructions .............................................................. C-1 Appendix D: Eligibility Procedures Relating to Threatened & Endangered Species Protection . D-1 Appendix E: Historic Property Screening Process .............................................................................. E-1 Appendix F: Buffer Requirements .......................................................................................................... F-1 Appendix G: Standard Permit Conditions ......................................................................................... G-1 Appendix H: Notice of Intent (NOI) Form and Instructions .............................................................. H-1 Appendix I: Notice of Termination (NOT) Form and Instructions ...................................................... I-1 Appendix J: Suggested Format for Request for Chemical Treatment ............................................. J-1 Appendix K: Turbidity Benchmark Monitoring Report Form ............................................................ K-1 2022 Construction General Permit (CGP) Page 1 1 HOW TO OBTAIN COVERAGE UNDER THE CONSTRUCTION GENERAL PERMIT (CGP) To be covered under this permit, you must meet the eligibility conditions and follow the requirements for obtaining permit coverage in this Part. 1.1 ELIGIBILITY CONDITIONS 1.1.1 You are an “operator” of a construction site for which discharges will be covered under this permit. For the purposes of this permit and in the context of stormwater discharges associated with construction activity, an “operator” is any party associated with a construction project that meets either of the following two criteria: The party has operational control over construction plans and specifications, including the ability to make modifications to those plans and specifications; or The party has day-to-day operational control of those activities at a project that are necessary to ensure compliance with the permit conditions. Where there are multiple operators associated with the same project, all operators must obtain permit coverage.1 Subcontractors generally are not considered operators for the purposes of this permit. 1 If the operator of a “construction support activity” (see Part 1.2.1c) is different than the operator of the main site, that operator must also obtain permit coverage. See Part 7.1 for clarification on the sharing of permit-related functions between and among operators on the same site and for conditions that apply to developing a SWPPP for multiple operators associated with the same site. 1.1.2 Your site’s construction activities: Will disturb one or more acres of land, or will disturb less than one acre of land but are part of a common plan of development or sale (as defined in Appendix A) that will ultimately disturb one or more acres of land; or Have been designated by EPA as needing permit coverage under 40 CFR § 122.26(a)(1)(v) or 40 CFR § 122.26(b)(15)(ii); 1.1.3 Your site is located in an area where EPA is the permitting authority and where coverage under this permit is available (see Appendix B); 1.1.4 Discharges from your site are not: Already covered by a different NPDES permit for the same discharge; or In the process of having coverage under a different NPDES permit for the same discharge denied, terminated, or revoked.2, 3 2 Parts 1.1.4a and 1.1.4b do not include sites currently covered under the 2017 CGP that are in the process of obtaining coverage under this permit, nor sites covered under this permit that are transferring coverage to a different operator. 3 Notwithstanding a site being made ineligible for coverage under this permit because it falls under the description of Parts 1.1.4a or 1.1.4b, above, EPA may waive the applicable eligibility requirement after specific review if it determines that coverage under this permit is appropriate. 1.1.5 You can demonstrate you meet one of the criteria in the Endangered Species Protection section of the Notice of Intent (NOI) that you submit for coverage under this permit, per Part 1.4, with respect to the protection of Federally listed endangered or threatened species and Federally designated critical habitat under the Endangered Species Act 2022 Construction General Permit (CGP) Page 2 (ESA). If the EPA Regional Office grants you a waiver from electronic reporting per Part 1.4.2, you must complete the ESA worksheet in Appendix D to demonstrate you meet one of the criteria and submit it with your paper NOI (Appendix I). 1.1.6 You have completed the screening process in Appendix E relating to the protection of historic properties; and 1.1.7 You have complied with all requirements in Part 9 imposed by the applicable State, Indian Tribe, or Territory in which your construction activities and/or discharge will occur. 1.1.8 For “new sources” (as defined in Appendix A) only: EPA has not, prior to authorization under this permit, determined that discharges from your site will not meet applicable water quality standards. Where such a determination is made prior to authorization, EPA may notify you that an individual permit application is necessary. However, EPA may authorize your coverage under this permit after you have included appropriate controls and implementation procedures designed to bring your discharge into compliance with this permit, specifically the requirement to meet water quality standards. In the absence of information demonstrating otherwise, EPA expects that compliance with the requirements of this permit, including the requirements applicable to such discharges in Part 3, will result in discharges that meet applicable water quality standards. Discharges from your site to a Tier 2, Tier 2.5, or Tier 3 water 4 will not lower the water quality of the applicable water. In the absence of information demonstrating otherwise, EPA expects that compliance with the requirements of this permit, including the requirements applicable to such discharges in Part 3.2, will result in discharges that will not lower the water quality of such waters. 4 Note: Your site will be considered to discharge to a Tier 2, Tier 2.5, or Tier 3 water if the first receiving water to which you discharge is identified by a State, Tribe, or EPA as a Tier 2, Tier 2.5, or Tier 3 water. For discharges that enter a storm sewer system prior to discharge, the first receiving water to which you discharge is the waterbody that receives the stormwater discharge from the storm sewer system. The current list of Tier 2, Tier 2.5, and Tier 3 waters located in the areas eligible for coverage under this permit can be found at https://www.epa.gov/npdes/construction-general-permit-resources-tools-and-templates. You can also use EPA’s Discharge Mapping Tool (https://www.epa.gov/npdes/epas-stormwater-discharge- mapping-tools) to assist you in identifying whether any receiving waters to which you discharge are listed as impaired (and the pollutant for which it is impaired) and whether an approved total maximum daily load (TMDL) exists for that waterbody. 1.1.9 If you plan to add “cationic treatment chemicals” (as defined in Appendix A) to stormwater and/or authorized non-stormwater prior to discharge, you may not submit your NOI until you notify your applicable EPA Regional Office (see Appendix J) in advance and the EPA Regional Office authorizes coverage under this permit after you have included appropriate controls and implementation procedures designed to ensure that your use of cationic treatment chemicals will result in discharges that meet applicable water quality standards. 2022 Construction General Permit (CGP) Page 3 1.2 TYPES OF DISCHARGES AUTHORIZED 5 5 See “Discharge” as defined in Appendix A. Note: Any discharges not expressly authorized in this permit cannot become authorized or shielded from liability under CWA Section 402(k) by disclosure to EPA, State, or local authorities after issuance of this permit via any means, including the Notice of Intent (NOI) to be covered by the permit, the SWPPP, or during an inspection. 1.2.1 The following stormwater discharges are authorized under this permit provided that appropriate stormwater controls are designed, installed, and maintained (see Parts 2 and 3): Stormwater discharges, including stormwater runoff, snowmelt runoff, and surface runoff and drainage, associated with construction activity under 40 CFR § 122.26(b)(14) or § 122.26(b)(15)(i); Stormwater discharges designated by EPA as needing a permit under 40 CFR §122.26(a)(1)(v) or § 122.26(b)(15)(ii); Stormwater discharges from on or off-site construction support activities (e.g., concrete or asphalt batch plants, equipment staging yards, material storage areas, excavated material disposal areas, borrow areas) provided that: The support activity is directly related to the construction site required to have permit coverage for stormwater discharges; The support activity is not a commercial operation, nor does it serve multiple unrelated construction sites; The support activity does not continue to operate beyond the completion of the construction activity at the site it supports; and Stormwater controls are implemented in accordance with Part 2 and Part 3 for discharges from the support activity areas; and d. Stormwater discharges from earth-disturbing activities associated with the construction of staging areas and the construction of access roads conducted prior to active mining. 1.2.2 The following non-stormwater discharges associated with your construction activity are authorized under this permit provided that, with the exception of water used to control dust and to irrigate vegetation in stabilized areas, these discharges are not routed to areas of exposed soil on your site and you comply with any applicable requirements for these discharges in Parts 2 and 3: Discharges from emergency fire-fighting activities; Fire hydrant flushings; Landscape irrigation; Water used to wash vehicles and equipment, provided that there is no discharge of soaps, solvents, or detergents used for such purposes; Water used to control dust; Potable water including uncontaminated water line flushings; 2022 Construction General Permit (CGP) Page 4 External building washdown, provided soaps, solvents, and detergents are not used, and external surfaces do not contain hazardous substances (as defined in Appendix A) (e.g., paint or caulk containing polychlorinated biphenyls (PCBs)); Pavement wash waters, provided spills or leaks of toxic or hazardous substances have not occurred (unless all spill material has been removed) and where soaps, solvents, and detergents are not used. You are prohibited from directing pavement wash waters directly into any receiving water, storm drain inlet, or constructed or natural site drainage features, unless the feature is connected to a sediment basin, sediment trap, or similarly effective control; Uncontaminated air conditioning or compressor condensate; Uncontaminated, non-turbid discharges of ground water or spring water; Foundation or footing drains where flows are not contaminated with process materials such as solvents or contaminated ground water; and Uncontaminated construction dewatering water 6 discharged in accordance with Part 2.4. 6 EPA notes that operators may need to comply with additional procedures to verify that the dewatering discharge is uncontaminated. Operators should review Part 9 to determine if any of these requirements apply to their discharge and should ensure that they have complied with any State, Tribal, or local dewatering requirements that apply. 1.2.3 Also authorized under this permit are discharges of stormwater listed above in Part 1.2.1, or authorized non-stormwater discharges listed above in Part 1.2.2, commingled with a discharge authorized by a different NPDES permit and/or a discharge that does not require NPDES permit authorization. 1.3 PROHIBITED DISCHARGES 7 7 EPA includes these prohibited non-stormwater discharges here as a reminder to the operator that the only non-stormwater discharges authorized by this permit are at Part 1.2.2. Any unauthorized non-stormwater discharges must be covered under an individual permit or alternative general permit. The discharges listed in this Part are prohibited outright or authorized only under the identified conditions. To prevent the discharges in Parts 1.3.1 through 1.3.5, operators must comply with the applicable pollution prevention requirements in Part 2.3 or ensure the discharge is authorized by another NPDES permit consistent with Part 1.2.3 for commingled discharges. 1.3.1 Wastewater from washout of concrete, unless managed by an appropriate control as described in Part 2.3.4; 1.3.2 Wastewater from washout and/or cleanout of stucco, paint, form release oils, curing compounds, and other construction materials; 1.3.3 Fuels, oils, or other pollutants used in vehicle and equipment operation and maintenance; 1.3.4 Soaps, solvents, or detergents used in vehicle and equipment washing or external building washdown; and 1.3.5 Toxic or hazardous substances from a spill or other release. 2022 Construction General Permit (CGP) Page 5 1.4 SUBMITTING YOUR NOTICE OF INTENT (NOI) All “operators” (as defined in Appendix A) associated with your construction site who meet the Part 1.1 eligibility conditions, and who seek coverage under this permit, must submit to EPA a complete and accurate NOI in accordance with the deadlines in Table 1 prior to commencement of construction activities (as defined in Appendix A). Exception: If you are conducting construction activities in response to a public emergency (e.g., mud slides, earthquake, extreme flooding conditions, widespread disruption in essential public services), and the related work requires immediate authorization to avoid imminent endangerment to human health, public safety, or the environment, or to reestablish essential public services, you may discharge on the condition that a complete and accurate NOI is submitted within 30 calendar days after commencing construction activities (see Table 1) establishing that you are eligible for coverage under this permit. You must also provide documentation in your Stormwater Pollution Prevention Plan (SWPPP) to substantiate the occurrence of the public emergency pursuant to Part 7.2.3i. 1.4.1 Prerequisite for Submitting Your NOI You must develop a SWPPP consistent with Part 7 before submitting your NOI for coverage under this permit. 1.4.2 How to Submit Your NOI You must use EPA’s NPDES eReporting Tool (NeT) to electronically prepare and submit your NOI for coverage under the 2022 CGP unless you received a waiver from your applicable EPA Regional Office. To access NeT, go to https://cdx.epa.gov/cdx. Waivers from electronic reporting may be granted based on one of the following conditions: If your operational headquarters is physically located in a geographic area (i.e., ZIP code or census tract) that is identified as under-served for broadband Internet access in the most recent report from the Federal Communications Commission; or If you have limitations regarding available computer access or computer capability. If the EPA Regional Office grants you approval to use a paper NOI, and you elect to use it, you must complete the form in Appendix H. 1.4.3 Deadlines for Submitting Your NOI and Your Official Date of Permit Coverage Table 1 provides the deadlines for submitting your NOI and the official start date of your permit coverage, which differ depending on when you commence construction activities. 2022 Construction General Permit (CGP) Page 6 Table 1 NOI Submittal Deadlines and Official Start Date for Permit Coverage. Type of Operator NOI Submittal Deadline 8 Permit Authorization Date 9 Operator of a new site (i.e., a site where construction activities commence on or after February 17, 2022) At least 14 calendar days before commencing construction activities. 14 calendar days after EPA notifies you that it has received a complete NOI, unless EPA notifies you that your authorization is delayed or denied. Operator of an existing site (i.e., a site with 2017 CGP coverage where construction activities commenced prior to February 17, 2022) No later than May 18, 2022. 14 calendar days after EPA notifies you that it has received a complete NOI, unless EPA notifies you that your authorization is delayed or denied. Provided you submit your NOI no later than May 18, 2022, your authorization under the 2017 CGP is automatically continued until you have been granted coverage under this permit or an alternative NPDES permit, or coverage is otherwise terminated. New operator of a permitted site (i.e., an operator that through transfer of ownership and/or operation replaces the operator of an already permitted construction site that is either a “new site” or an “existing site”) At least 14 calendar days before the date the transfer to the new operator will take place. 14 calendar days after EPA notifies you that it has received a complete NOI, unless EPA notifies you that your authorization is delayed or denied. Operator of an “emergency-related project” (i.e., a project initiated in response to a public emergency (e.g., mud slides, earthquake, extreme flooding conditions, disruption in essential public services), for which the related work requires immediate authorization to avoid imminent endangerment to human health or the environment, or to reestablish essential public services) No later than 30 calendar days after commencing construction activities. You are considered provisionally covered under the terms and conditions of this permit immediately, and fully covered 14 calendar days after EPA notifies you that it has received a complete NOI, unless EPA notifies you that your authorization is delayed or denied. 8 If you miss the deadline to submit your NOI, any and all discharges from your construction activities will continue to be unauthorized under the CWA until they are covered by this or a different NPDES permit. EPA may take enforcement action for any unpermitted discharges that occur between the commencement of construction activities and discharge authorization. 9 Discharges are not authorized if your NOI is incomplete or inaccurate or if you are not eligible for permit coverage. 2022 Construction General Permit (CGP) Page 7 1.4.4 Modifying your NOI If after submitting your NOI you need to correct or update any fields, you may do so by submitting a “Change NOI” form using NeT. Waivers from electronic reporting may be granted as specified in Part 1.4.2. If the EPA Regional Office has granted you approval to submit a paper NOI modification, you may indicate any NOI changes on the same NOI form in Appendix H. When there is a change to the site’s operator, the new operator must submit a new NOI, and the previous operator must submit a Notice of Termination (NOT) form as specified in Part 8.3. The following modifications to an NOI form will result in a 14-day review process: • Changes to the name of the operator; • Changes to the project or site name; • Changes to the estimated area to be disturbed; • Changes to the name of the receiving water 10, or additions to the applicable receiving waters; 10 As defined in Appendix A, a “receiving water” is “a “Water of the United States” as defined in 40 CFR §122.2 into which the regulated stormwater discharges. • Changes to eligibility information related to endangered species protection or historic preservation; • Changes to information provided related to the use of chemical treatment at your site; and • Changes to answers provided regarding the demolition of structures over 10,000 square feet of floor space built or renovated before January 1, 1980. During the 14-day review process, you may continue to operate based on the information provided in your original NOI, but you must wait until the review period has ended before you may commence or continue activities on any portion of your site that would be affected by any of the above modifications, unless EPA notifies you that the authorization is delayed or denied. 1.4.5 Your Official End Date of Permit Coverage Once covered under this permit, your coverage will last until the date that: You terminate permit coverage consistent with Part 8; or You receive permit coverage under a different NPDES permit or a reissued or replacement version of this permit after expiring on February 16, 2027; or You fail to submit an NOI for coverage under a reissued or replacement version of this permit before the deadline for existing construction sites where construction activities continue after this permit has expired. 1.5 REQUIREMENT TO POST A NOTICE OF YOUR PERMIT COVERAGE You must post a sign or other notice of your permit coverage at a safe, publicly accessible location in close proximity to the construction site. The notice must be located so it is visible from the public road that is nearest to the active part of the construction 2022 Construction General Permit (CGP) Page 8 site, and it must use a font large enough to be readily viewed from a public right-of- way.11 At a minimum, the notice must include: 11 If the active part of the construction site is not visible from a public road, then place the notice of permit coverage in a position that is visible from the nearest public road and as close as possible to the construction site. The NPDES ID (i.e., permit tracking number assigned to your NOI and the EPA webpage where a copy of the NOI can be found (https://permitsearch.epa.gov/epermit-search/ui/search)); A contact name and phone number for obtaining additional construction site information; The Uniform Resource Locator (URL) for the SWPPP (if available), or the following statement: “If you would like to obtain a copy of the Stormwater Pollution Prevention Plan (SWPPP) for this site, contact the EPA Regional Office at [include the appropriate CGP Regional Office contact information found at https://www.epa.gov/npdes/contact-us-stormwater#regional];” and The following statement “If you observe indicators of stormwater pollutants in the discharge or in the receiving water, contact the EPA through the following website: https://www.epa.gov/enforcement/report-environmental-violations.” 2 TECHNOLOGY-BASED EFFLUENT LIMITATIONS You must comply with the following technology-based effluent limitations in this Part for all authorized discharges.12 12 For each of the effluent limits in Part 2, as applicable to your site, you must include in your SWPPP (1) a description of the specific control(s) to be implemented to meet the effluent limit; (2) any applicable design specifications; (3) routine maintenance specifications; and (4) the projected schedule for installation/implementation. See Part 7.2.6. 2.1 GENERAL STORMWATER CONTROL DESIGN, INSTALLATION, AND MAINTENANCE REQUIREMENTS You must design, install, and maintain stormwater controls required in Parts 2.2, 2.3, and 2.4 to minimize the discharge of pollutants in stormwater from construction activities.13 To meet this requirement, you must: 13 The permit does not recommend or endorse specific products or vendors. 2.1.1 Account for the following factors in designing your stormwater controls: The expected amount, frequency, intensity, and duration of precipitation;14 14 Stormwater controls must be designed using the most recent data available to account for recent precipitation patterns and trends. The nature of stormwater runoff (i.e., flow) and run-on at the site, including factors such as expected flow from impervious surfaces, slopes, and site drainage features. You must design stormwater controls to control stormwater volume, velocity, and peak flow rates to minimize discharges of pollutants in stormwater and to minimize channel and streambank erosion and scour in the immediate vicinity of discharge points; and The soil type and range of soil particle sizes expected to be present on the site. 2022 Construction General Permit (CGP) Page 9 If your site is exposed to or has previously experienced major storms, such as hurricanes, storm surge, extreme/heavy precipitation, and flood events, you should also include consideration of and contingencies for whether implementing structural improvements, enhanced/resilient stormwater controls, and other mitigation measures may help minimize impacts from stormwater discharges from such major storm events. 2.1.2 Design and install all stormwater controls in accordance with good engineering practices, including applicable design specifications.15 15 Design specifications may be found in manufacturer specifications and/or in applicable erosion and sediment control manuals or ordinances. Any departures from such specifications must reflect good engineering practices and must be explained in your SWPPP. You must also comply with any additional design and installation requirements specified for the effluent limits in Parts 2.2, 2.3, and 2.4. 2.1.3 Complete installation of stormwater controls by the time each phase of construction activities has begun. By the time construction activity in any given portion of the site begins, install and make operational any downgradient sediment controls (e.g., buffers, perimeter controls, exit point controls, storm drain inlet protection) that control discharges from the initial site clearing, grading, excavating, and other earth-disturbing activities.16 16 Note that the requirement to install stormwater controls prior to each phase of construction activities for the site does not apply to the earth disturbance associated with the actual installation of these controls. Operators should take all reasonable actions to minimize the discharges of pollutants during the installation of stormwater controls. Following the installation of these initial controls, install and make operational all stormwater controls needed to control discharges prior to subsequent earth- disturbing activities. 2.1.4 Ensure all stormwater controls are maintained and remain in effective operating condition during permit coverage and are protected from activities that would reduce their effectiveness. Comply with any specific maintenance requirements for the stormwater controls listed in this permit, as well as any recommended by the manufacturer.17 17 Any departures from such maintenance recommendations made by the manufacturer must reflect good engineering practices and must be explained in your SWPPP. If at any time you find that a stormwater control needs routine maintenance (i.e., minor repairs or other upkeep performed to ensure the site’s stormwater controls remain in effective operating condition, not including significant repairs or the need to install a new or replacement control), you must immediately initiate the needed work, and complete such work by the close of the next business day. If it is infeasible to complete the routine maintenance by the close of the next business day, you must document why this is the case and why the repair or other upkeep to be performed should still be considered routine maintenance in your inspection report under Part 4.7.1c and complete such work no later than seven (7) calendar days from the time of discovery of the condition requiring maintenance. If you must repeatedly (i.e., three (3) or more times) make the same routine maintenance fixes to the same control at the same location, even if the fix can be completed by the close of the next business day, you must either: Complete work to fix any subsequent repeat occurrences of this same problem under the corrective action procedures in Part 5, including keeping any records 2022 Construction General Permit (CGP) Page 10 of the condition and how it was corrected under Part 5.4; or Document in your inspection report under Part 4.7.1c why the specific reoccurrence of this same problem should still be addressed as a routine maintenance fix under this Part.18 18 Such documentation could include, for example, that minor repairs completed within the required timeframe are all that is necessary to ensure that the stormwater control continues to operate as designed and installed and that the stormwater control remains appropriate for the flow reaching it. If at any time you find that a stormwater control needs a significant repair or that a new or replacement control is needed, you must comply with the corrective action deadlines for completing such work in in Part 5.2.1c. 2.2 EROSION AND SEDIMENT CONTROL REQUIREMENTS You must implement erosion and sediment controls in accordance with the following requirements to minimize the discharge of pollutants in stormwater from construction activities. 2.2.1 Provide and maintain natural buffers and/or equivalent erosion and sediment controls for discharges to any receiving waters that is located within 50 feet of the site’s earth disturbances. Compliance Alternatives. For any discharges to receiving waters located within 50 feet of your site’s earth disturbances, you must comply with one of the following alternatives: Provide and maintain a 50-foot undisturbed natural buffer; or Provide and maintain an undisturbed natural buffer that is less than 50 feet and is supplemented by erosion and sediment controls that achieve, in combination, the sediment load reduction equivalent to a 50-foot undisturbed natural buffer; or If infeasible to provide and maintain an undisturbed natural buffer of any size, implement erosion and sediment controls to achieve the sediment load reduction equivalent to a 50-foot undisturbed natural buffer. See Appendix F, Part F.2 for additional conditions applicable to each compliance alternative. Exceptions. See Appendix F, Part F.2 for exceptions to the compliance alternatives. 2.2.2 Direct stormwater to vegetated areas and maximize stormwater infiltration and filtering to reduce pollutant discharges, unless infiltration would be inadvisable due to the underlying geology (e.g., karst topography) and ground water contamination concerns, or infeasible due to site conditions.19 19 Operators should consider whether factors such as specific contaminant concerns from the construction site, the underlying soils or geology, hydrology, depth to the ground water table, or proximity to source water or wellhead protection area(s) make the site unsuitable for infiltrating construction stormwater. Site conditions that may be of particular concern include proximity to: a current or future drinking water aquifer; a drinking water well or spring (including private/household wells); highly conductive geology such as karst; known pollutant hot spots, such as hazardous waste sites, landfills, gas stations, brownfields; an on- site sewage system or underground storage tank; or soils that do not allow for infiltration. Operators may find it helpful to consult EPA’s Drinking Water Mapping Application to Protect Source Waters (DWMAPS). DWMAPS is an online mapping tool that can be used to locate drinking water providers, potential sources of contamination, polluted waterways, and information on protection initiatives in the site area. 2022 Construction General Permit (CGP) Page 11 2.2.3 Install sediment controls along any perimeter areas of the site that are downslope from any exposed soil or other disturbed areas.20 20 Examples of perimeter controls include filter berms; different types of silt fence such as wire-backed silt fence, super silt fence, or multi-layer geotextile silt fence; compost filter socks; gravel barriers; and temporary diversion dikes. The perimeter control must be installed upgradient of any natural buffers established under Part 2.2.1, unless the control is being implemented pursuant to Part 2.2.1a.ii-iii; To prevent stormwater from circumventing the edge of the perimeter control, install the perimeter control on the contour of the slope and extend both ends of the control up slope (e.g., at 45 degrees) forming a crescent rather than a straight line; After installation, to ensure that perimeter controls continue to work effectively: Remove sediment before it has accumulated to one-half of the above-ground height of any perimeter control; and After a storm event, if there is evidence of stormwater circumventing or undercutting the perimeter control, extend controls and/or repair undercut areas to fix the problem. Exception. For areas at “linear construction sites” (as defined in Appendix A) where perimeter controls are infeasible (e.g., due to a limited or restricted right-of-way), implement other practices as necessary to minimize pollutant discharges to perimeter areas of the site. 2.2.4 Minimize sediment track-out. Restrict vehicle use to properly designated exit points; Use appropriate stabilization techniques 21 at all points that exit onto paved roads; 21 Examples of appropriate stabilization techniques include the use of aggregate stone with an underlying geotextile or non-woven filter fabric, and turf mats. Exception: Stabilization is not required for exit points at linear utility construction sites that are used only episodically and for very short durations over the life of the project, provided other exit point controls 22 are implemented to minimize sediment track-out; 22 Examples of other exit point controls include preventing the use of exit points during wet periods; minimizing exit point use by keeping vehicles on site to the extent possible; limiting exit point size to the width needed for vehicle and equipment usage; using scarifying and compaction techniques on the soil; and avoiding establishing exit points in environmentally sensitive areas (e.g., karst areas; steep slopes). Implement additional track-out controls 23 as necessary to ensure that sediment removal occurs prior to vehicle exit; and 23 Examples of additional track-out controls include the use of wheel washing, rumble strips, and rattle plates. Where sediment has been tracked-out from your site onto paved roads, sidewalks, or other paved areas outside of your site, remove the deposited sediment by the end of the same business day in which the track-out occurs or by the end of the next business day if track-out occurs on a non-business day. Remove the track-out by sweeping, shoveling, or vacuuming these surfaces, or by using other similarly effective means of sediment removal. You are prohibited from hosing or sweeping tracked-out 2022 Construction General Permit (CGP) Page 12 sediment into any constructed or natural site drainage feature, storm drain inlet, or receiving water.24 24 Fine grains that remain visible (e.g., staining) on the surfaces of off-site streets, other paved areas, and sidewalks after you have implemented sediment removal practices are not a violation of Part 2.2.4. 2.2.5 Manage stockpiles or land clearing debris piles composed, in whole or in part, of sediment and/or soil:25 25 The requirements in Part 2.2.5 do not apply to the storage of rock, such as rip rap, landscape rock, pipe bedding gravel, and boulders. Refer to Part 2.3.3a for the requirements that apply to these types of materials. Locate the piles outside of any natural buffers established under Part 2.2.1 and away from any constructed or natural site drainage features, storm drain inlets, and areas where stormwater flow is concentrated; Install a sediment barrier along all downgradient perimeter areas of stockpiled soil or land clearing debris piles;26 26 Examples of sediment barriers include berms, dikes, fiber rolls, silt fences, sandbags, gravel bags, or straw bale. For piles that will be unused for 14 or more days, provide cover 27 or appropriate temporary stabilization (consistent with Part 2.2.14); 27 Examples of cover include tarps, blown straw and hydroseeding. You are prohibited from hosing down or sweeping soil or sediment accumulated on pavement or other impervious surfaces into any constructed or natural site drainage feature, storm drain inlet, or receiving water. 2.2.6 Minimize dust. On areas of exposed soil, minimize dust through the appropriate application of water or other dust suppression techniques to control the generation of pollutants that could be discharged in stormwater from the site. 2.2.7 Minimize steep slope disturbances. Minimize the disturbance of “steep slopes” (as defined in Appendix A).28 28 Where disturbance to steep slopes cannot be avoided, operators should consider implementing controls suitable for steep slope disturbances that are effective at minimizing erosion and sediment discharge (e.g., preservation of existing vegetation, hydraulic mulch, geotextiles and mats, compost blankets, earth dikes or drainage swales, terraces, velocity dissipation devices). To identify slopes and soil types that are of comparatively higher risk for sediment discharge in areas of the country where the CGP is in effect, operators can use the tables in Appendix F (see Tables F-2 thru F-6). 2.2.8 Preserve native topsoil, unless infeasible.29 29 Stockpiling topsoil at off-site locations, or transferring topsoil to other locations, is an example of a practice that is consistent with the requirements in Part 2.2.8. Preserving native topsoil is not required where the intended function of a specific area of the site dictates that the topsoil be disturbed or removed. For example, some sites may be designed to be highly impervious after construction, and therefore little or no vegetation is intended to remain, or may not have space to stockpile native topsoil on site for later use, in which case it may not be feasible to preserve topsoil. 2.2.9 Minimize soil compaction.30 In areas of your site where final vegetative stabilization will occur or where infiltration practices will be installed: 30 Minimizing soil compaction is not required where the intended function of a specific area of the site dictates that it be compacted. 2022 Construction General Permit (CGP) Page 13 Restrict vehicle and equipment use in these locations to avoid soil compaction; and Before seeding or planting areas of exposed soil that have been compacted, use techniques that rehabilitate and condition the soils as necessary to support vegetative growth. 2.2.10 Protect storm drain inlets. Install inlet protection measures that remove sediment from discharges prior to entry into any storm drain inlet that carries stormwater from your site to a receiving water, provided you have authority to access the storm drain inlet.31 Inlet protection measures are not required for storm drain inlets that are conveyed to a sediment basin, sediment trap, or similarly effective control; and 31 Inlet protection measures can be removed in the event of flood conditions or to prevent erosion. Clean, or remove and replace, the inlet protection measures as sediment accumulates, the filter becomes clogged, and/or performance is compromised. Where there is evidence of sediment accumulation adjacent to the inlet protection measure, remove the deposited sediment by the end of the same business day in which it is found or by the end of the following business day if removal by the same business day is not feasible. 2.2.11 Control stormwater discharges, including both peak flowrates and total stormwater volume, to minimize channel and streambank erosion and scour in the immediate vicinity of discharge points.32 32 Examples of stormwater controls that can be used to comply with this requirement include the use of erosion controls and/or velocity dissipation devices (e.g., check dams, sediment traps), within and along the length of a constructed site drainage feature and at the outfall to slow down stormwater. 2.2.12 If you install a sediment basin or similar impoundment: Situate the basin or impoundment outside of any receiving water. and any natural buffers established under Part 2.2.1; Design the basin or impoundment to avoid collecting water from wetlands; Design the basin or impoundment to provide storage for either: The calculated volume of runoff from a 2-year, 24-hour storm;33 or 3,600 cubic feet per acre drained. 33 Operators may refer to https://www.epa.gov/npdes/construction-general-permit-resources-tools-and- templates for guidance on determining the volume of precipitation associated with their site’s local 2-year, 24-hour storm event. Utilize outlet structures that withdraw water from the surface of the sediment basin or similar impoundment, unless infeasible;34 34 The circumstances in which it is infeasible to design outlet structures in this manner are rare. Exceptions may include areas with extended cold weather, where using surface outlets may not be feasible during certain time periods (although they must be used during other periods). If you determine that it is infeasible to meet this requirement, you must provide documentation in your SWPPP to support your determination, including the specific conditions or time periods when this exception will apply. Use erosion controls and velocity dissipation devices to prevent erosion at inlets and outlets; and 2022 Construction General Permit (CGP) Page 14 Remove accumulated sediment to maintain at least one-half of the design capacity and conduct all other appropriate maintenance to ensure the basin or impoundment remains in effective operating condition. 2.2.13 If using treatment chemicals (e.g., polymers, flocculants, coagulants): Use conventional erosion and sediment controls before and after the application of treatment chemicals. Chemicals may only be applied where treated stormwater is directed to a sediment control (e.g., sediment basin, perimeter control) before discharge. Select appropriate treatment chemicals. Chemicals must be appropriately suited to the types of soils likely to be exposed during construction and present in the discharges being treated (i.e., the expected turbidity, pH, and flow rate of stormwater flowing into the chemical treatment system or area). Minimize discharge risk from stored chemicals. Store all treatment chemicals in leak- proof containers that are kept under storm-resistant cover and surrounded by secondary containment structures (e.g., spill berms, dikes, spill containment pallets), or provide equivalent measures designed and maintained to minimize the potential discharge of treatment chemicals in stormwater or by any other means (e.g., storing chemicals in a covered area, having a spill kit available on site and ensuring personnel are available to respond expeditiously in the event of a leak or spill). Comply with State/local requirements. Comply with applicable State and local requirements regarding the use of treatment chemicals. Use chemicals in accordance with good engineering practices and specifications of the chemical provider/supplier. Use treatment chemicals and chemical treatment systems in accordance with good engineering practices, and with dosing specifications and sediment removal design specifications provided by the provider/supplier of the applicable chemicals, or document in your SWPPP specific departures from these specifications and how they reflect good engineering practice. Ensure proper training. Ensure all persons who handle and use treatment chemicals at the construction site are provided with appropriate, product-specific training prior to beginning application of treatment chemicals. Among other things, the training must cover proper dosing requirements. Perform additional measures specified by the EPA Regional Office for the authorized use of cationic chemicals. If you have been authorized to use cationic chemicals at your site pursuant to Part 1.1.9, you must perform all additional measures as conditioned by your authorization to ensure the use of such chemicals will not result in discharges that do not meet water quality standards. 2.2.14 Stabilize exposed portions of the site. Implement and maintain stabilization measures (e.g., seeding protected by erosion controls until vegetation is established,35 sodding, mulching, erosion control blankets, hydromulch, gravel) that minimize erosion from any areas of exposed soil on the site in accordance with Part. 35 If you will be evaluating the use of some type of erosion control netting to the site as part of your site stabilization, EPA encourages you to consider employing products that have been shown to minimize 2022 Construction General Permit (CGP) Page 15 impacts on wildlife. For instance, the U.S. Fish & Wildlife Service provides recommendations on the type of netting practices that are considered “wildlife friendly,” including those that use natural fiber or 100 percent biodegradable materials and that use a loose weave with a non-welded, movable jointed netting, as well as those products that are not wildlife friendly including square plastic netting that are degradable (e.g., photodegradable, UV-degradable, oxo-degradable), netting made from polypropylene, nylon, polyethylene, or polyester. Other recommendations include removing the netting product when it is no longer needed. See https://www.fws.gov/midwest/eastlansing/library/pdf/WildlifeFriendlyErosionControlProducts_revised.pdf for further information. There also may be State, Tribal, or local requirements about using wildlife friendly erosion control products. Stabilization Deadlines:36 36 EPA may determine, based on an inspection carried out under Part 4.8 and corrective actions required under Part 5.3, that the level of sediment discharge on the site makes it necessary to require a faster schedule for completing stabilization. For instance, if sediment discharges from an area of exposed soil that is required to be stabilized are compromising the performance of existing stormwater controls, EPA may require stabilization to correct this problem. Table 2 Deadlines for Initiating and Completing Site Stabilization. 37 Limiting disturbances to five (5) acres or less at any one time means that at no time during the project do the cumulative earth disturbances exceed five (5) acres. The following examples would qualify as limiting disturbances at any one time to five (5) acres or less: 1. The total area of disturbance for a project is five (5) acres or less. 2. The total area of disturbance for a project will exceed five (5) acres, but the operator ensures that no more than five (5) acres will be disturbed at any one time through implementation of stabilization measures. In this way, site stabilization can be used to “free up” land that can be disturbed without exceeding the five (5)-acre cap to qualify for the 14-day stabilization deadline. For instance, if an operator completes stabilization of two (2) acres of land on a five (5)-acre disturbance, then two (2) additional acres could be disturbed while still qualifying for the longer 14-day stabilization deadline. 38 The following are examples of activities that would constitute the immediate initiation of stabilization: 1. Prepping the soil for vegetative or non-vegetative stabilization as long as seeding, planting, and/or installation of non-vegetative stabilization products takes place as soon as practicable, but no later than one (1) calendar day of completing soil preparation; 2. Applying mulch or other non-vegetative product to the exposed area; 3. Seeding or planting the exposed area; 4. Starting any of the activities in # 1 – 3 on a portion of the entire area that will be stabilized; and 5. Finalizing arrangements to have stabilization product fully installed in compliance with the deadlines for completing stabilization. 39 The requirement to initiate stabilization immediately is triggered as soon as you know that construction work on a portion of the site is temporarily ceased and will not resume for 14 or more days, or as soon as you know that construction work is permanently ceased. In the context of this provision, “immediately” means as soon as practicable, but no later than the end of the next business day, following the day when the construction activities have temporarily or permanently ceased. Total Amount of Land Disturbance Occurring At Any One Time37 Deadline i. Five acres or less (≤5.0) Note: this includes sites disturbing more than five acres (>5.0) total over the course of a project, but that limit disturbance at any one time (i.e., phase the disturbance) to five acres or less (≤5.0) • Initiate the installation of stabilization measures immediately 38 in any areas of exposed soil where construction activities have permanently ceased or will be temporarily inactive for 14 or more calendar days;39 and • Complete the installation of stabilization measures as soon as practicable, but no later than 14 calendar days 2022 Construction General Permit (CGP) Page 16 Total Amount of Land Disturbance Occurring At Any One Time37 Deadline after stabilization has been initiated.40 ii. More than five acres (>5.0) • Initiate the installation of stabilization measures immediately 41 in any areas of exposed soil where construction activities have permanently ceased or will be temporarily inactive for 14 or more calendar days;42 and • Complete the installation of stabilization measures as soon as practicable, but no later than seven (7) calendar days after stabilization has been initiated.43 40 If vegetative stabilization measures are being implemented, stabilization is considered “installed” when all activities necessary to seed or plant the area are completed, including the application of any non- vegetative protective cover (e.g., mulch, erosion control blanket), if applicable. If non-vegetative stabilization measures are being implemented, stabilization is considered “installed” when all such measures are implemented or applied. 41 See footnote 38. 42 See footnote 39. 43 See footnote 40. 44 The term “seasonally dry period” as defined in Appendix A refers to a month in which the long-term average total precipitation is less than or equal to 0.5 inches. Refer to EPA’s Seasonally Dry Period Locator Tool at https://www.epa.gov/npdes/construction-general-permit-resources-tools-and-templates and supporting maps for assistance in determining whether a site is operating during a seasonally dry period for the area. 45 Examples include problems with the supply of seed stock or with the availability of specialized equipment and unsuitability of soil conditions due to excessive precipitation and/or flooding. Exceptions: Arid, semi-arid, and drought-stricken areas (as defined in Appendix A). If it is the seasonally dry period (as defined in Appendix A)44 or a period in which drought is occurring, and vegetative stabilization measures are being used: (a) Immediately initiate and, within 14 calendar days of temporary or permanent cessation of work in any portion of your site, complete the installation of temporary non-vegetative stabilization measures to the extent necessary to prevent erosion; (b) As soon as practicable, given conditions or circumstances on the site, complete all activities necessary to seed or plant the area to be stabilized; and (c) If construction is occurring during the seasonally dry period, indicate in your SWPPP the beginning and ending dates of the seasonally dry period and your site conditions. Also include the schedule you will follow for initiating and completing vegetative stabilization. Unforeseen circumstances. Operators that are affected by unforeseen circumstances 45 that delay the initiation and/or completion of vegetative stabilization: 2022 Construction General Permit (CGP) Page 17 (a) Immediately initiate and, within 14 calendar days, complete the installation of temporary non-vegetative stabilization measures to prevent erosion; (b) Complete all soil conditioning, seeding, watering or irrigation installation, mulching, and other required activities related to the planting and initial establishment of vegetation as soon as conditions or circumstances allow it on your site; and (c) Document in the SWPPP the circumstances that prevent you from meeting the deadlines in Part 2.2.14a and the schedule you will follow for initiating and completing stabilization. Discharges to a sediment- or nutrient-impaired water or to a water that is identified by your State, Tribe, or EPA as Tier 2, Tier 2.5, or Tier 3 for antidegradation purposes. Complete stabilization as soon as practicable, but no later than seven (7) calendar days after stabilization has been initiated. Final Stabilization Criteria (for any areas not covered by permanent structures): Establish uniform, perennial vegetation (i.e., evenly distributed, without large bare areas) to provide 70 percent or more of the vegetative cover native to local undisturbed areas; and/or Implement permanent non-vegetative stabilization measures 46 to provide effective cover of any areas of exposed soil. 46 Examples of permanent non-vegetative stabilization measures include riprap, gravel, gabions, and geotextiles. Exceptions: (a) Arid, semi-arid, and drought-stricken areas (as defined in Appendix A). Final stabilization is met if the area has been seeded or planted to establish vegetation that provides 70 percent or more of the vegetative cover native to local undisturbed areas within three (3) years and, to the extent necessary to prevent erosion on the seeded or planted area, non-vegetative erosion controls have been applied to provide cover for at least three years without active maintenance. (b) Disturbed areas on agricultural land that are restored to their preconstruction agricultural use. The Part 2.2.14c final stabilization criteria do not apply. (c) Areas that need to remain disturbed. In limited circumstances, stabilization may not be required if the intended function of a specific area of the site necessitates that it remain disturbed, and only the minimum area needed remains disturbed (e.g., dirt access roads, utility pole pads, areas being used for storage of vehicles, equipment, materials). 2.3 POLLUTION PREVENTION REQUIREMENTS 47 47 Under this permit, you are not required to minimize exposure for any products or materials where the exposure to precipitation and to stormwater will not result in a discharge of pollutants, or where exposure of a specific material or product poses little risk of stormwater contamination (such as final products and materials intended for outdoor use). You must implement pollution prevention controls in accordance with the following requirements to minimize the discharge of pollutants in stormwater and to prevent the discharge of pollutants from spilled or leaked materials from construction activities. 2022 Construction General Permit (CGP) Page 18 2.3.1 For equipment and vehicle fueling and maintenance: Provide an effective means of eliminating the discharge of spilled or leaked chemicals, including fuels and oils, from these activities;48 48 Examples of effective means include: • Locating activities away from receiving waters, storm drain inlets, and constructed or natural site drainage feature so that stormwater coming into contact with these activities cannot reach waters of the U.S.; • Providing secondary containment (e.g., spill berms, dikes, spill containment pallets) and cover where appropriate; and • Having a spill kit available on site and ensuring personnel are available to respond expeditiously in the event of a leak or spill. If applicable, comply with the Spill Prevention Control and Countermeasures (SPCC) requirements in 40 CFR part 112 and Section 311 of the CWA; Ensure adequate supplies are available at all times to handle spills, leaks, and disposal of used liquids; Use drip pans and absorbents under or around leaky vehicles; Dispose of or recycle oil and oily wastes in accordance with other Federal, State, Tribal, or local requirements; and Clean up spills or contaminated surfaces immediately, using dry clean up measures (do not clean contaminated surfaces by hosing the area down), and eliminate the source of the spill to prevent a discharge or a continuation of an ongoing discharge. 2.3.2 For equipment and vehicle washing: Provide an effective means of minimizing the discharge of pollutants from equipment and vehicle washing, wheel wash water, and other types of wash waters;49 49 Examples of effective means include locating activities away from receiving waters and storm drain inlets or constructed or natural site drainage features and directing wash waters to a sediment basin or sediment trap, using filtration devices, such as filter bags or sand filters, or using other similarly effective controls. Ensure there is no discharge of soaps, solvents, or detergents in equipment and vehicle wash water; and For storage of soaps, detergents, or solvents, provide either (1) cover (e.g., plastic sheeting, temporary roofs) to minimize the exposure of these detergents to precipitation and to stormwater, or (2) a similarly effective means designed to minimize the discharge of pollutants from these areas. 2.3.3 For storage, handling, and disposal of building products, materials, and wastes:50 50 Compliance with the requirements of this permit does not relieve compliance requirements with respect to Federal, State, or local laws and regulations governing the storage, handling, and disposal of solid, hazardous, or toxic wastes and materials. For building materials and building products,51 provide either (1) cover (e.g., plastic sheeting, temporary roofs) to minimize the exposure of these products to 51 Examples of building materials and building products typically present at construction sites include asphalt sealants, copper flashing, roofing materials, adhesives, concrete admixtures, and gravel and mulch stockpiles. 2022 Construction General Permit (CGP) Page 19 precipitation and to stormwater, or (2) a similarly effective means designed to minimize the discharge of pollutants from these areas. Exception: Minimization of exposure is not required in cases where the exposure to precipitation and to stormwater will not result in a discharge of pollutants, or where exposure of a specific material or product poses little risk of stormwater contamination (such as final products and materials intended for outdoor use). For pesticides, herbicides, insecticides, fertilizers, and landscape materials: In storage areas, provide either (1) cover (e.g., plastic sheeting, temporary roofs) to minimize the exposure of these chemicals to precipitation and to stormwater, or (2) a similarly effective means designed to minimize the discharge of pollutants from these areas; and Comply with all application and disposal requirements included on the registered pesticide, herbicide, insecticide, and fertilizer label (see also Part 2.3.5). For diesel fuel, oil, hydraulic fluids, other petroleum products, and other chemicals: The following requirements apply to the storage and handling of chemicals on your site. If you are already implementing controls as part of an SPCC or other spill prevention plan that meet or exceed the requirements of this Part, you may continue to do so and be considered in compliance with these provisions provided you reference the applicable parts of the SPCC or other plans in your SWPPP as required in Part 7.2.6b.viii. If any chemical container has a storage capacity of less than 55 gallons: (a) The containers must be water-tight, and must be kept closed, sealed, and secured when not being actively used; (b) If stored outside, use a spill containment pallet or similar device to capture small leaks or spills; and (c) Have a spill kit available on site that is in good working condition (i.e., not damaged, expired, or used up) and ensure personnel are available to respond immediately in the event of a leak or spill. If any chemical container has a storage capacity of 55 gallons or more: (a) The containers must be water-tight, and must be kept closed, sealed, and secured when not being actively used; (b) Store containers a minimum of 50 feet from receiving waters, constructed or natural site drainage features, and storm drain inlets. If infeasible due to site constraints, store containers as far away from these features as the site permits. If site constraints prevent you from storing containers 50 feet away from receiving waters or the other features identified, you must document in your SWPPP the specific reasons why the 50-foot setback is infeasible, and how you will store containers as far away as the site permits; (c) Provide either (1) cover (e.g., temporary roofs) to minimize the exposure of these containers to precipitation and to stormwater, or (2) secondary containment (e.g., curbing, spill berms, dikes, spill containment pallets, double-wall, above-ground storage tank); and (d) Have a spill kit available on site that is in good working condition (i.e., not 2022 Construction General Permit (CGP) Page 20 damaged, expired, or used up) and ensure personnel are available to respond immediately in the event of a leak or spill. Additional secondary containment measures are listed at 40 CFR § 112.7(c)(1). Clean up spills immediately, using dry clean-up methods where possible, and dispose of used materials properly. You are prohibited from hosing the area down to clean surfaces or spills. Eliminate the source of the spill to prevent a discharge or a furtherance of an ongoing discharge. For hazardous or toxic wastes:52 52 Examples of hazardous or toxic waste that may be present at construction sites include paints, caulks, sealants, fluorescent light ballasts, solvents, petroleum-based products, wood preservatives, additives, curing compounds, and acids. Separate hazardous or toxic waste from construction and domestic waste; Store waste in sealed containers, constructed of suitable materials to prevent leakage and corrosion, and labeled in accordance with applicable Resource Conservation and Recovery Act (RCRA) requirements and all other applicable Federal, State, Tribal, or local requirements; Store all outside containers within appropriately-sized secondary containment (e.g., spill berms, dikes, spill containment pallets) to prevent spills from being discharged, or provide a similarly effective means designed to prevent the discharge of pollutants from these areas (e.g., storing chemicals in a covered area, having a spill kit available on site); Dispose of hazardous or toxic waste in accordance with the manufacturer’s recommended method of disposal and in compliance with Federal, State, Tribal, and local requirements; Clean up spills immediately, using dry clean-up methods, and dispose of used materials properly. You are prohibited from hosing the area down to clean surfaces or spills. Eliminate the source of the spill to prevent a discharge or a furtherance of an ongoing discharge; and Follow all other Federal, State, Tribal, and local requirements regarding hazardous or toxic waste. For construction and domestic wastes:53 53 Examples of construction and domestic wastes include packaging materials, scrap construction materials, masonry products, timber, pipe and electrical cuttings, plastics, styrofoam, concrete, demolition debris; and other trash or discarded materials. Provide waste containers (e.g., dumpster, trash receptacle) of sufficient size and number to contain construction and domestic wastes; (a) For waste containers with lids, keep waste container lids closed when not in use, and close lids at the end of the business day and during storm events. For waste containers without lids, provide either (1) cover (e.g., a tarp, plastic sheeting, temporary roof) to minimize exposure of wastes to precipitation, or (2) a similarly effective means designed to minimize the discharge of pollutants (e.g., secondary containment); (b) On business days, clean up and dispose of waste in designated waste 2022 Construction General Permit (CGP) Page 21 containers; and (c) Clean up immediately if containers overflow, and if there is litter elsewhere on the site from escaped trash. Waste containers are not required for the waste remnant or unused portions of construction materials or final products that are covered by the exception in Part 2.2.3a provided that: (a) These wastes are stored separately from other construction or domestic wastes addressed by Part 2.3.3e.i (i.e., wastes not covered by the exception in Part 2.3.3a). If the wastes are mixed, they must be stored in waste containers as required in Part 2.3.3e.i; and (b) These wastes are stored in designated areas of the site, the wastes are described in the SWPPP (see Part 7.2.6b.ix), and identified in the site plan (see Part 7.2.4i). For sanitary waste, position portable toilets so they are secure and will not be tipped or knocked over, and are located away from receiving waters, storm drain inlets, and constructed or natural site drainage features. 2.3.4 For washing applicators and containers used for stucco, paint, concrete, form release oils, curing compounds, or other materials: Direct wash water into a leak-proof container or leak-proof and lined pit designed so no overflows can occur due to inadequate sizing or precipitation; Handle washout or cleanout wastes as follows: For liquid wastes: (a) Do not dump liquid wastes or allow them to enter into constructed or natural site drainage features, storm inlets, or receiving waters; (b) Do not allow liquid wastes to be disposed of through infiltration or to otherwise be disposed of on the ground; (c) Comply with applicable State, Tribal, or local requirements for disposal Remove and dispose of hardened concrete waste consistent with your handling of other construction wastes in Part 2.3.3e; and Locate any washout or cleanout activities as far away as possible from receiving waters, constructed or natural site drainage features, and storm drain inlets, and, to the extent feasible, designate areas to be used for these activities and conduct such activities only in these areas. 2.3.5 For the application of fertilizers: Apply at a rate and in amounts consistent with manufacturer’s specifications, or document in the SWPPP departures from the manufacturer specifications where appropriate in accordance with Part 7.2.6b.x; Apply at the appropriate time of year for your location, and preferably timed to coincide as closely as possible to the period of maximum vegetation uptake and growth; 2022 Construction General Permit (CGP) Page 22 Avoid applying before heavy rains that could cause excess nutrients to be discharged; Never apply to frozen ground; Never apply to constructed or natural site drainage features; and Follow all other Federal, State, Tribal, and local requirements regarding fertilizer application. 2.3.6 Emergency Spill Notification Requirements Discharges of toxic or hazardous substances from a spill or other release are prohibited, consistent with Part 1.3.5. Where a leak, spill, or other release containing a hazardous substance or oil in an amount equal to or in excess of a reportable quantity established under either 40 CFR part 110, 40 CFR part 117, or 40 CFR part 302 occurs during a 24-hour period, you must notify the National Response Center (NRC) at (800) 424-8802 or, in the Washington, DC metropolitan area, call (202) 267-2675 in accordance with the requirements of 40 CFR part 110, 40 CFR part 117, and 40 CFR part 302 as soon as you have knowledge of the release. You must also, within seven (7) calendar days of knowledge of the release, provide a description of the release, the circumstances leading to the release, and the date of the release. State, Tribal, or local requirements may necessitate additional reporting of spills or discharges to local emergency response, public health, or drinking water supply agencies. 2.4 CONSTRUCTION DEWATERING REQUIREMENTS Comply with the following requirements to minimize the discharge of pollutants from dewatering 54 operations. 54 “Dewatering” is defined in Appendix A as “the act of draining accumulated stormwater and/or ground water from building foundations, vaults, and trenches, or other similar points of accumulation.” 2.4.1 Route dewatering water through a sediment control (e.g., sediment trap or basin, pumped water filter bag) designed to prevent discharges with visual turbidity; 55 55 For the purposes of this permit, visual turbidity is present where there is a sediment plume in the discharge or the discharge appears cloudy, or opaque, or has a visible contrast that can be identified by an observer. 2.4.2 Do not discharge visible floating solids or foam; 2.4.3 The discharge must not cause the formation of a visible sheen on the water surface, or visible oily deposits on the bottom or shoreline of the receiving water. Use an oil-water separator or suitable filtration device (such as a cartridge filter) designed to remove oil, grease, or other products if dewatering water is found to or expected to contain these materials; 2.4.4 To the extent feasible, use well-vegetated (e.g., grassy or wooded), upland areas of the site to infiltrate dewatering water before discharge.56 You are prohibited from using receiving waters as part of the treatment area; 56 See footnote 19. 2.4.5 To prevent dewatering-related erosion and related sediment discharges: Use stable, erosion-resistant surfaces (e.g., well-vegetated grassy areas, clean filter stone, geotextile underlayment) to discharge from dewatering controls; 2022 Construction General Permit (CGP) Page 23 Do not place dewatering controls, such as pumped water filter bags, on steep slopes (as defined in Appendix A); and At all points where dewatering water is discharged, comply with the velocity dissipation requirements of Part 2.2.11. 2.4.6 For backwash water, either haul it away for disposal or return it to the beginning of the treatment process; 2.4.7 Replace and clean the filter media used in dewatering devices when the pressure differential equals or exceeds the manufacturer’s specifications; and 2.4.8 Comply with dewatering-specific inspection requirements in Part 4. 3 WATER QUALITY-BASED EFFLUENT LIMITATIONS 3.1 GENERAL EFFLUENT LIMITATION TO MEET APPLICABLE WATER QUALITY STANDARDS Discharges must be controlled as necessary to meet applicable water quality standards. Discharges must also comply with any additional State or Tribal requirements that are in Part 9. In the absence of information demonstrating otherwise, EPA expects that compliance with the conditions in this permit will result in stormwater discharges being controlled as necessary to meet applicable water quality standards. If at any time you become aware, or EPA determines, that discharges are not being controlled as necessary to meet applicable water quality standards, you must take corrective action as required in Parts 5.1 and 5.2, and document the corrective actions as required in Part 5.4. EPA may insist that you install additional controls (to meet the narrative water quality- based effluent limit above) on a site-specific basis, or require you to obtain coverage under an individual permit, if information in your NOI or from other sources indicates that your discharges are not controlled as necessary to meet applicable water quality standards. This includes situations where additional controls are necessary to comply with a wasteload allocation in an EPA-established or approved TMDL. If during your coverage under a previous permit, you were required to install and maintain stormwater controls specifically to meet the assumptions and requirements of an EPA-approved or established TMDL (for any parameter) or to otherwise control your discharge to meet water quality standards, you must continue to implement such controls as part of your coverage under this permit. 3.2 WATER QUALITY-BASED CONDITIONS FOR SITES DISCHARGING TO CERTAIN IMPAIRED AND HIGH QUALITY RECEIVING WATERS For any portion of the site that discharges to a sediment or nutrient-impaired water or to a water that is identified by your State, Tribe, or EPA as Tier 2, Tier 2.5, or Tier 3 for antidegradation purposes,57 you must comply with the inspection frequency specified in Part 4.3 and you must comply with the stabilization deadline specified in Part 2.2.14b.iii.58 57 Refer to Appendix A for definitions of “impaired water” and “Tier 2,” “Tier 2.5,” and “Tier 3” waters. For assistance in determining whether your site discharges to impaired waters, EPA has developed a tool that is available at https://www.epa.gov/npdes/epas-stormwater-discharge-mapping-tools. For assistance in determining whether your site discharges to a Tier 2, 2.5, or 3 water, refer to the list of such waters at https://www.epa.gov/npdes/construction-general-permit-resources-tools-and-templates. 58 If you qualify for any of the reduced inspection frequencies in Part 4.4, you may conduct inspections in 2022 Construction General Permit (CGP) Page 24 accordance with Part 4.4 for any portion of your site that discharges to a sensitive water. If you discharge to a water that is impaired for a parameter other than a sediment- related parameter or nutrients, EPA will inform you if any additional controls are necessary for your discharge to be controlled as necessary to meet water quality standards. These controls might include those necessary for your discharge to be consistent with the assumptions of any available wasteload allocation in any applicable TMDL. In addition, EPA may require you to apply for and obtain coverage under an individual NPDES permit. In addition, on a case-by-case basis, EPA may notify operators of new sites or operators of existing sites with increased discharges that additional analyses, stormwater controls, and/or other measures are necessary to comply with the applicable antidegradation requirements, or notify you that an individual permit application is necessary. If you discharge to a water that is impaired for polychlorinated biphenyls (PCBs) and are engaging in demolition of any structure with at least 10,000 square feet of floor space built or renovated before January 1, 1980, you must: Implement controls 59 to minimize the exposure of PCB-containing building materials, including paint, caulk, and pre-1980 fluorescent lighting fixtures, to precipitation and to stormwater; and 59 Examples of controls to minimize exposure of PCBs to precipitation and stormwater include separating work areas from non-work areas and selecting appropriate personal protective equipment and tools, constructing a containment area so that all dust or debris generated by the work remains within the protected area, and using tools that minimize dust and heat (<212°F). For additional information, refer to Part 2.3.3 of the CGP Fact Sheet. Ensure that disposal of such materials is performed in compliance with applicable State, Federal, and local laws. 3.3 TURBIDITY BENCHMARK MONITORING FOR SITES DISCHARGING DEWATERING WATER TO PROTECT THE WATER QUALITY OF SENSITIVE WATERS For sites discharging dewatering water to “sensitive waters” (i.e., receiving waters listed as impaired for sediment or a sediment-related parameter (as defined in Appendix A), or receiving waters designated as a Tier 2, Tier 2.5, or Tier 3 for antidegradation purposes) you are required to comply with the benchmark monitoring requirements in this Part and document the procedures you will use at your site in your SWPPP pursuant to Part 7.2.8. A summary of these requirements is included in Table 1. EPA notes that the benchmark threshold is not an effluent limitation, rather it is an indicator that the dewatering controls may not be working to protect water quality, which the operator must investigate and correct as appropriate. A benchmark exceedance is not a permit violation. However, if a benchmark exceedance triggers corrective action in Part 5.1.5a, failure to conduct any required action is a permit violation. Where there are multiple operators associated with the same site, the operators may coordinate with one another to carry out the monitoring requirements of this Part in order to avoid duplicating efforts. Such coordinating arrangements must be described in the SWPPP consistent with Part 7.2.8. Regardless of how the operators divide the 2022 Construction General Permit (CGP) Page 25 responsibilities for monitoring and reporting, each operator remains responsible for compliance with these requirements.60 60 For instance, if Operator A relies on Operator B to meet the Part 3.3.1 turbidity monitoring requirements, the Part 3.3.4 reporting and recordkeeping requirements, and the Part 5.2.2 corrective action provisions when applicable, Operator A does not have to duplicate these same functions if Operator B is implementing them for both operators to be in compliance with the permit. However, Operator A remains responsible for complying with these permit requirements if Operator B fails to take actions that were necessary for Operator A to comply with the permit. See also footnote 83. EPA notes that both Operator A and B are required to submit turbidity monitoring reports as required under Part 3.3.4, however, Operator A’s report does not need to include the data collected by Operator B as long as Operator B submits the required data and Operator A’s report indicates that it is relying on Operator B to report the data. See Part 3.3.4a. 3.3.1 Turbidity monitoring requirements 61 61 Operators may find it useful to consult EPA’s Monitoring and Inspection Guide for Construction Dewatering, available at https://www.epa.gov/npdes/construction-general-permit-resources-tools-and- templates, which provides guidelines on how to correctly monitor for turbidity, determine if the weekly average exceeds the benchmark, and, if so, how to proceed with corrective action. Sampling frequency. You must collect at least one turbidity sample from your dewatering discharge each day a discharge occurs. Sampling location. Samples must be taken at all points where dewatering water is discharged. Samples must be taken after the dewatering water has been treated by installed treatment devices pursuant to Parts 2.4.1 and 2.4.3 and prior to its discharge off site into a receiving water, constructed or natural site drainage feature, or storm drain inlet. Representative samples. Samples taken must be representative of the dewatering discharge for any given day as required in Appendix G (standard permit conditions), Part G.10.2. Test methods. Samples must be measured using a turbidity meter that reports results in nephelometric turbidity units (NTUs) and conforms with a Part 136-approved method (e.g., methods 180.1 and 2130). You are required to use the meter, and conduct a calibration verification prior to each day’s use, consistent with the manufacturer’s instructions. 3.3.2 Turbidity benchmark The benchmark threshold for turbidity for this permit is 50 NTUs (referred to elsewhere in this permit as the “standard 50 NTU benchmark”) unless EPA has authorized the use of an alternate benchmark in accordance with Part 3.3.2b. Request for alternate benchmark threshold. At any time prior to or during your coverage under this permit, you may request that EPA approve a benchmark for your site that is higher than 50 NTUs if you have information demonstrating the higher number is the same as your receiving water’s water quality standard for turbidity. Unless EPA approves an alternate benchmark, you will be required to use the standard 50 NTU benchmark. To request approval of an alternate benchmark, you must submit the following information to your applicable EPA Regional Office (see Appendix K): (a) The current turbidity water quality standard that applies to your receiving 2022 Construction General Permit (CGP) Page 26 water and the source/citation.62 62 For instance, if your site is located in Washington, DC, and you are discharging to a Class B water, for which the water quality standard is that turbidity may not increase above ambient levels by more than 20 percent, you would reference “Water Quality Standards for the District of Columbia, Chapter 11, Section 1104.8.” (b) If the applicable turbidity water quality standard requires information on natural or background turbidity levels (e.g., “no more than 10 NTU above natural turbidity levels”) to determine the specific standard for the receiving water, include available data that can be used to establish the natural turbidity levels of your receiving water (including literature studies or Federal, State, Tribal, or local government data). Data must be representative of the natural turbidity levels of your specific receiving water. Identify the source(s) of all data provided, including if the data are from samples you collected of the receiving water. EPA will inform you of its decision on whether to approve the requested alternate benchmark within 30 days. EPA may approve your request, request additional time (e.g., if additional information is needed to substantiate the data you provided), or deny your request. Unless and until EPA approves your request to use an alternate benchmark, you are required to use the standard benchmark of 50 NTUs and take any required corrective actions if an exceedance occurs. 3.3.3 Comparison of turbidity samples to benchmark. Compare the weekly average 63 of your turbidity monitoring results to the standard 50 NTU benchmark, or alternate benchmark if approved by EPA. 63 A “weekly average” is defined as the sum of all of the turbidity samples taken during a “monitoring week” divided by the number of samples measured during that week. Average values should be calculated to the nearest whole number. If the weekly average of your turbidity monitoring results exceeds the standard benchmark (or your approved alternate benchmark), you are required to conduct follow-up corrective action in accordance with Part 5.2.2 and document any corrective action taken in your corrective action log in accordance with Part 5.4. For averaging purposes, a “monitoring week” starts with a Monday and ends on Sunday. Once a new monitoring week starts, you will need to calculate a new average for that week of turbidity monitoring results.64 A weekly average may consist of one or more turbidity monitoring results. 64 For example, if turbidity samples from your dewatering discharge in week 1 result in values of 30 NTU on Tuesday, 40 NTU on Wednesday, and 45 NTU on Thursday, your weekly average turbidity value would be 38.33 NTU ((30+40+45) ÷ 3 = 38 NTU). If in week 2, your turbidity samples resulted in values of 45 NTU on Monday, 30 NTU on Tuesday, 25 NTU on Wednesday, and 15 NTU on Thursday, you would calculate a new average for that week, which would yield an average turbidity value of 28.75 NTU ((45+30+25+15) ÷ 4 = 29 NTU). By comparison, if your samples on consecutive days from Friday to Monday were 60 NTU, 45 NTU, 40 NTU, and 43 NTU, respectively, and there are no other dewatering discharges for the remainder of the week, you would calculate one weekly average for the Friday to Sunday to be 48 NTU ((60+45+40) ÷ 3 = 48 NTU), and a separate weekly average for the one Monday to be 43 NTU (43 ÷ 1 = 43 NTU). Although you are not required to collect and analyze more than one turbidity sample per day from your dewatering discharge, if you do collect and analyze more than one sample on any given day, you must include any additional results in the 2022 Construction General Permit (CGP) Page 27 calculation of your weekly average (i.e., add all individual results for that monitoring week and divide by the total number of samples).65 65 For example, if during a monitoring week you take two turbidity samples on Tuesday with a value of 30 NTU and 35 NTU, three samples on Wednesday with a value of 40 NTU, 45 NTU, and 48 NTU, and one sample on Thursday with a value of 45 NTU, your weekly average turbidity value for this week would be 41 NTU ((30+35+40+45+48+45) ÷ 6 = 41 NTU). If you are conducting turbidity monitoring for more than one dewatering discharge point, you must calculate a weekly average turbidity value for each discharge point and compare each to the turbidity benchmark. 3.3.4 Reporting and recordkeeping. You must submit reports of your weekly average turbidity data to EPA no later than 30 days following the end of each monitoring quarter. If there are monitoring weeks in which there was no dewatering discharge, or if there is a monitoring quarter with no dewatering discharge, indicate this in your turbidity monitoring report. If another operator associated with your same site is conducting turbidity monitoring on your behalf pursuant to Part 3.3, indicate this in your turbidity monitoring report. For the purposes of this permit, the following monitoring quarters and reporting deadlines apply: Table 3. Monitoring Quarters and Deadlines for Reporting Turbidity Benchmark Monitoring Data. Monitoring Quarter # Months Reporting Deadline (no later than 30 days after end of the monitoring quarter) 1 January 1 – March 31 April 30 2 April 1 – June 30 July 30 3 July 1 – September 30 October 30 4 October 1 – December 31 January 30 You must use EPA’s NPDES eReporting Tool (NeT) to electronically submit your quarterly turbidity data, unless, consistent with Part 1.4.2, you received a waiver from your applicable EPA Regional Office. If the EPA Regional Office grants you approval to use a paper turbidity monitoring report form, and you elect to use it, you must complete the form in Appendix K. If EPA approves of your request to use an alternate turbidity benchmark pursuant to Part 3.3.2b, EPA will substitute the alternate benchmark in your NeT account. For each day in which you are required to monitor, you must record the monitoring information required by Appendix G, Parts G.10.2 and G.10.3 and retain all such information for a period of at least three years from the date this permit expires or from the date your authorization is terminated. 2022 Construction General Permit (CGP) Page 28 Table 4. Summary of Turbidity Benchmark Monitoring Requirements. Applicability Sampling Requirement Turbidity Benchmark Corrective Action Reporting Sites discharging dewatering water to a sediment- impaired water or to a water designated as a Tier 2, Tier 2.5, or Tier 3 for antidegradation purposes. Collect at least one turbidity sample per day, from each discharge point, on any day there is a dewatering discharge. Use turbidity sampling procedures specified in Part 3.3.1. Compare the weekly average of your turbidity monitoring results to the 50 NTU benchmark (or alternate benchmark if approved by EPA). If the weekly average of turbidity monitoring results exceeds the 50 NTU turbidity benchmark (or alternate benchmark if approved by EPA), you are required to take follow-up corrective action in accordance with Part 5.2.2. Report all weekly average turbidity monitoring results on a quarterly basis via NeT-CGP (unless use of the paper monitoring form in Appendix K is approved by EPA) no later than 30 days following the end of each monitoring quarter. 4 INSPECTION REQUIREMENTS 4.1 PERSON(S) RESPONSIBLE FOR CONDUCTING SITE AND DEWATERING INSPECTIONS The person(s) inspecting your site may be a person on your staff or a third party you hire to conduct such inspections. You are responsible for ensuring that any person conducting inspections pursuant to this Part is a “qualified person.” A qualified person is someone who has completed the training required by Part 6.3. 4.2 FREQUENCY OF INSPECTIONS.66 66 Inspections are only required during the site’s normal working hours. At a minimum, you must conduct a site inspection in accordance with one of the two schedules listed below, unless you are subject to the Part 4.3 site inspection frequency for discharges to sediment or nutrient-impaired or high quality waters, or qualify for a Part 4.4 reduction in the inspection frequency: 4.2.1 At least once every seven (7) calendar days; or 4.2.2 Once every 14 calendar days and within 24 hours 67 of the occurrence of: 67 For the purposes of the inspection requirements in this Part, conducting an inspection “within 24 hours” means that once either of the two conditions in Parts 4.2.2a or 4.2.2b are met you have 24 hours from that time to conduct an inspection. For clarification, the 24 hours is counted as a continuous passage of time, and not counted by business hours (e.g., 3 business days of 8 hours each). When the 24-hour inspection time frame occurs entirely outside of normal working hours, you must conduct an inspection by no later than the end of the next business day. A storm event that produces 0.25 inches or more of rain within a 24-hour period. If a storm event produces 0.25 inches or more of rain within a 24-hour period (including when there are multiple, smaller storms that alone produce less than 0.25 inches but together produce 0.25 inches or more in 24 hours), you are required to conduct one inspection within 24 hours of when 0.25 inches of rain or more has fallen. 2022 Construction General Permit (CGP) Page 29 If a storm event produces 0.25 inches or more of rain within a 24-hour period on the first day of a storm and continues to produce 0.25 inches or more of rain on subsequent days, you must conduct an inspection within 24 hours of the first day of the storm and within 24 hours after the last day of the storm that produces 0.25 inches or more of rain (i.e., only two inspections would be required for such a storm event).68 68 For example, if 0.30 inches of rain falls on Day 1, 0.25 inches of rain falls on Day 2, and 0.10 inches of rain fall on Day 3, you would be required to conduct a first inspection within 24 hours of the Day 1 rainfall and a second inspection within 24 hours of the Day 2 rainfall, but a third inspection would not be required within 24 hours of the Day 3 rainfall. A discharge caused by snowmelt from a storm event that produces 3.25 inches 69 or more of snow within a 24-hour period. You are required to conduct one inspection once the discharge of snowmelt from a 3.25-inch or more snow accumulation occurs. Additional snowmelt inspections are only required if following the discharge from the first snowmelt, there is a discharge from a separate storm event that produces 3.25 inches or more of snow. 69 This is the amount of snow that is equivalent to 0.25 inches of rain, based on information from the National Oceanic and Atmospheric Administration (NOAA) indicating that 13 inches of snow is, on average, equivalent to 1 inch of rain. See https://www.nssl.noaa.gov/education/svrwx101/winter/faq/. 4.2.3 To determine whether a storm event meets either of the thresholds in Parts 4.2.2a or 4.2.2b: For rain, you must either keep a properly maintained rain gauge on your site, or obtain the storm event information from a weather station that is representative of your location. For any 24-hour period during which there is 0.25 inches or more of rainfall, you must record the total rainfall measured for that day in accordance with Part 4.7.1d. For snow, you must either take measurements of snowfall at your site,70 or rely on similar information from a local weather forecasting provider that is representative of your location. 70 For snowfall measurements, EPA suggests use of NOAA’s National Weather Service guidelines at https://www.weather.gov/jkl/snow_measurement. These guidelines recommend use of a “snowboard” (a piece of wood about 16 inches by 16 inches) that is placed in an unobstructed part of the site on a hard surface. 4.3 INCREASE IN INSPECTION FREQUENCY FOR CERTAIN SITES. The increased inspection frequencies established in this Part take the place of the Part 4.2 inspection frequencies for the portion of the site affected. 4.3.1 For any portion of the site that discharges to a sediment or nutrient-impaired water or to a water that is identified by your State, Tribe, or EPA as Tier 2, Tier 2.5, or Tier 3 for antidegradation purposes (see Part 3.2), you must conduct an once every seven (7) calendar days and within 24 hours of the occurrence of a storm event that produces 0.25 inches or more of rain within a 24-hour period, or within 24 hours of a snowmelt discharge from a storm event that produces 3.25 inches or more of snow within a 24-hour period. 2022 Construction General Permit (CGP) Page 30 Refer to Parts 4.2.3a and 4.2.3b for the requirements to determine if a storm event produces enough rain or snow to trigger the inspection requirement. 4.3.2 For sites discharging dewatering water, you must conduct an inspection in accordance with Part 4.6.3 during the discharge once per day on which the discharge occurs. The Part 4.2 inspection frequency still applies to all other portions of the site, unless the site is affected by either the increased frequency in Part 4.3.1 or the reduced frequency in Part 4.4. 4.4 REDUCTIONS IN INSPECTION FREQUENCY 4.4.1 Stabilized areas. You may reduce the frequency of inspections to twice per month for the first month, no more than 14 calendar days apart, then once per month until permit coverage is terminated consistent with Part 8 in any area of your site where the stabilization steps in Part 2.2.14a have been completed. If construction activity resumes in this portion of the site at a later date, the inspection frequency immediately increases to that required in Parts 4.2 and 4.3, as applicable. You must document the beginning and ending dates of this period in your SWPPP. Exception. For “linear construction sites” (as defined in Appendix A) where disturbed portions have undergone final stabilization at the same time active construction continues on others, you may reduce the frequency of inspections to twice per month for the first month, no more than 14 calendar days apart, in any area of your site where the stabilization steps in Part 2.2.14a have been completed. After the first month, inspect once more within 24 hours of the occurrence of a storm event that produces 0.25 inches of rain or more within a 24-hour period, or within 24 hours of a snowmelt discharge from a storm event that produces 3.25 inches or more of snow within a 24-hour period. If there are no issues or evidence of stabilization problems, you may suspend further inspections. If “wash-out” of stabilization materials and/or sediment is observed, following re-stabilization, inspections must resume at the inspection frequency required in Part 4.4.1a. Inspections must continue until final stabilization is visually confirmed following a storm event that produces 0.25 inches of rain or more within a 24-hour period. 4.4.2 Arid, semi-arid, or drought-stricken areas (as defined in Appendix A). If it is the seasonally dry period 71 or a period in which drought is occurring, you may reduce the frequency of inspections to once per month and within 24 hours of the occurrence of a storm event that produces 0.25 inches of rain or more within a 24-hour period, or within 24 hours of a snowmelt discharge from a storm event that produces 3.25 inches or more of snow within a 24-hour period. You must document that you are using this reduced schedule and the beginning and ending dates of the seasonally dry period in your SWPPP. Follow the procedures in Part 4.2.3a and 4.2.3b, accordingly, to determine if a storm event occurs that produces 0.25 inches or more of rain or 3.25 inches or more of snow within a 24-hour period. For any 24-hour period during which there is 0.25 inches or more of rainfall, or 3.25 inches or more of snow, you must record the total rainfall or snow measured for that day in accordance with Part 4.7.1d. 71 See footnote 44. 2022 Construction General Permit (CGP) Page 31 4.4.3 Frozen conditions: If you are suspending construction activities due to frozen conditions, you may temporarily suspend inspections on your site until thawing conditions (as defined in Appendix A) begin to occur if: Discharges are unlikely due to continuous frozen conditions that are likely to continue at your site for at least three (3) months based on historic seasonal averages.72 If unexpected weather conditions (such as above freezing temperatures or rain events) make discharges likely, you must immediately resume your regular inspection frequency as described in Parts 4.2 and 4.3, as applicable; 72 Use data sets that include the most recent data available to account for recent precipitation patterns and trends. Land disturbances have been suspended; and All disturbed areas of the site have been stabilized in accordance with Part 2.2.14a. If you are still conducting construction activities during frozen conditions, you may reduce your inspection frequency to once per month if: Discharges are unlikely due to continuous frozen conditions that are likely to continue at your site for at least three (3) months based on historic seasonal averages. If unexpected weather conditions (such as above freezing temperatures or rain events) make discharges likely, you must immediately resume your regular inspection frequency as described in Parts 4.2 and 4.3, as applicable; and Except for areas in which you are actively conducting construction activities, disturbed areas of the site have been stabilized in accordance with Part 2.2.14a. You must document the beginning and ending dates of this period in your SWPPP. 4.5 AREAS THAT MUST BE INSPECTED During your site inspection, you must at a minimum inspect the following areas of your site: 4.5.1 All areas that have been cleared, graded, or excavated and that have not yet completed stabilization consistent with Part 2.2.14a; 4.5.2 All stormwater controls, including pollution prevention controls, installed at the site to comply with this permit;73 73 This includes the requirement to inspect for sediment that has been tracked out from the site onto paved roads, sidewalks, or other paved areas consistent with Part 2.2.4. 4.5.3 Material, waste, borrow, and equipment storage and maintenance areas that are covered by this permit; 4.5.4 All areas where stormwater typically flows within the site, including constructed or natural site drainage features designed to divert, convey, and/or treat stormwater; 4.5.5 All areas where construction dewatering is taking place, including controls to treat the dewatering discharge and any channelized flow of water to and from those controls; 2022 Construction General Permit (CGP) Page 32 4.5.6 All points of discharge from the site; and 4.5.7 All locations where stabilization measures have been implemented. You are not required to inspect areas that, at the time of the inspection, are considered unsafe to your inspection personnel. 4.6 REQUIREMENTS FOR INSPECTIONS 4.6.1 During each site inspection, you must at a minimum: Check whether all stormwater controls (i.e., erosion and sediment controls and pollution prevention controls) are properly installed, appear to be operational, and are working as intended to minimize pollutant discharges. Check for the presence of conditions that could lead to spills, leaks, or other accumulations of pollutants on the site. Identify any locations where new or modified stormwater controls are necessary to meet the requirements of Parts 2 and/or 3. Check for signs of visible erosion and sedimentation (i.e., sediment deposits) that have occurred and are attributable to your discharge at points of discharge and, if applicable, on the banks of any receiving waters flowing within or immediately adjacent to the site; Check for signs of sediment deposition that are visible from your site and attributable to your discharge (e.g., sand bars with no vegetation growing on top in receiving waters or in other constructed or natural site drainage features, or the buildup of sediment deposits on nearby streets, curbs, or open conveyance channels). Identify any incidents of noncompliance observed. 4.6.2 If a discharge is occurring during your inspection: Identify all discharge points at the site; and Observe and document the visual quality of the discharge, and take note of the characteristics of the stormwater discharge, including color; odor; floating, settled, or suspended solids; foam; oil sheen; and other indicators of stormwater pollutants. Check also for signs of these same pollutant characteristics that are visible from your site and attributable to your discharge in receiving waters or in other constructed or natural site drainage features. 4.6.3 For dewatering inspections conducted pursuant to Parts 4.3.2, record the following in a report within 24 hours of completing the inspection: The inspection date; Names and titles of personnel making the inspection; Approximate times that the dewatering discharge began and ended on the day of inspection;74 74 If the dewatering discharge is a continuous discharge that continues after normal business hours, indicate that the discharge is continuous. Estimates of the rate (in gallons per day) of discharge on the day of inspection; 2022 Construction General Permit (CGP) Page 33 Whether or not any of the following indications of pollutant discharge were observed at the point of discharge to any receiving waters flowing through or immediately adjacent to the site and/or to constructed or natural site drainage features or storm drain inlets:75 75 If the operator observes any of these indicators of pollutant discharge, corrective action is required consistent with Parts 5.1.5b and 5.2.2. a sediment plume, suspended solids, unusual color, presence of odor, decreased clarity, or presence of foam; and/or a visible sheen on the water surface or visible oily deposits on the bottom or shoreline of the receiving water; and Photographs of (1) the dewatering water prior to treatment by a dewatering control(s) and the final discharge after treatment; (2) the dewatering control(s); and (3) the point of discharge to any receiving waters flowing through or immediately adjacent to the site and/or to constructed or natural site drainage features, storm drain inlets, and other conveyances to receiving waters. You must also comply with the Part 4.7.2, 4.7.3, and 4.7.4 requirements for signing the reports, keeping them available on site, and retaining copies. 4.6.4 Based on the results of your inspection: Complete any necessary maintenance repairs or replacements under Part 2.1.4 or under Part 5, whichever applies; and Modify your SWPPP site map in accordance with Part 7.4.1 to reflect changes to your stormwater controls that are no longer accurately reflected on the current site map. 4.7 INSPECTION REPORT 4.7.1 You must complete an inspection report within 24 hours of completing any site inspection. Each inspection report (except for dewatering inspection reports, which are covered in Part 4.6.3) must include the following: The inspection date; Names and titles of personnel making the inspection; A summary of your inspection findings, covering at a minimum the observations you made in accordance with Part 4.6, including any problems found during your inspection that make it necessary to perform routine maintenance pursuant to Part 2.1.4b or corrective action pursuant to Part 5. Include also any documentation as to why the corrective action procedures under Part 5 are unnecessary to fix a problem that repeatedly occurs as described in Part 2.1.4c; If you are inspecting your site at the frequency specified in Part 4.2.2, Part 4.3, or Part 4.4.1b, and you conducted an inspection because of a storm event that produced rainfall measuring 0.25 inches or more within a 24-hour period, you must include the applicable rain gauge or weather station readings that triggered the inspection. Similarly, if you conducted an inspection because of a snowmelt discharge from a storm event that produced 3.25 inches or more of snow within a 24-hour period, you must include any measurements taken of snowfall at your site, or weather station information you relied on; and 2022 Construction General Permit (CGP) Page 34 If you determined that it is unsafe to inspect a portion of your site, you must describe the reason you found it to be unsafe and specify the locations to which this condition applies. 4.7.2 Each inspection report must be signed by the operator’s signatory in accordance with Appendix G, Part G.11 of this permit. 4.7.3 You must keep a copy of all inspection reports at the site or at an easily accessible location, so that it can be made immediately available at the time of an on-site inspection or upon request by EPA.76 76 Inspection reports may be prepared, signed, and kept electronically, rather than in paper form, if the records are: (a) in a format that can be read in a similar manner as a paper record; (b) legally dependable with no less evidentiary value than their paper equivalent; and (c) immediately accessible to the inspector during an inspection to the same extent as a paper copy stored at the site would be, if the records were stored in paper form. For additional guidance on the proper practices to follow for the electronic retention of inspection report records, refer to the Fact Sheet discussion related to Part 4.7.3. 4.7.4 You must retain all inspection reports completed for this Part for at least three (3) years from the date that your permit coverage expires or is terminated. 4.8 INSPECTIONS BY EPA You must allow EPA, or an authorized representative of EPA, to conduct the following activities at reasonable times. To the extent that you are utilizing shared controls, that are not on site, to comply with this permit, you must make arrangements for EPA to have access at all reasonable times to those areas where the shared controls are located. 4.8.1 Enter onto all areas of the site, including any construction support activity areas covered by this permit, any off-site areas where shared controls are utilized to comply with this permit, discharge locations, adjoining waterbodies, and locations where records are kept under the conditions of this permit; 4.8.2 Access and copy any records that must be kept under the conditions of this permit; 4.8.3 Inspect your construction site, including any construction support activity areas covered by this permit (see Part 1.2.1c), any stormwater controls installed and maintained at the site, and any off-site shared controls utilized to comply with this permit; and 4.8.4 Sample or monitor for the purpose of ensuring compliance. 5 CORRECTIVE ACTIONS 5.1 CONDITIONS TRIGGERING CORRECTIVE ACTION. You must take corrective action to address any of the following conditions identified at your site: 5.1.1 A stormwater control needs a significant repair or a new or replacement control is needed, or, in accordance with Part 2.1.4c, you find it necessary to repeatedly (i.e., three (3) or more times) conduct the same routine maintenance fix to the same control at the same location (unless you document in your inspection report under Part 4.7.1c that the specific reoccurrence of this same problem should still be addressed as a routine maintenance fix under Part 2.1.4); or 5.1.2 A stormwater control necessary to comply with the requirements of this permit was never installed, or was installed incorrectly; or 2022 Construction General Permit (CGP) Page 35 5.1.3 Your discharges are not meeting applicable water quality standards; 5.1.4 A prohibited discharge has occurred (see Part 1.3); or 5.1.5 During discharge from site dewatering activities: The weekly average of your turbidity monitoring results exceeds the 50 NTU benchmark (or alternate benchmark if approved by EPA pursuant to Part 3.3.2b); or You observe or you are informed by EPA, State, or local authorities of the presence of the conditions specified in Part 4.6.3e. 5.2 CORRECTIVE ACTION DEADLINES 5.2.1 If responding to any of the Part 5.1.1, 5.1.2, 5.1.3, or 5.1.4 triggering conditions, you must: Immediately take all reasonable steps to address the condition, including cleaning up any contaminated surfaces so the material will not discharge in subsequent storm events; and When the problem does not require a new or replacement control or significant repair, the corrective action must be completed by the close of the next business day; or When the problem requires a new or replacement control or significant repair, install the new or modified control and make it operational, or complete the repair, by no later than seven (7) calendar days from the time of discovery. If it is infeasible to complete the installation or repair within seven (7) calendar days, you must document in your records why it is infeasible to complete the installation or repair within the 7-day timeframe and document your schedule for installing the stormwater control(s) and making it operational as soon as feasible after the 7-day timeframe. Where these actions result in changes to any of the stormwater controls or procedures documented in your SWPPP, you must modify your SWPPP accordingly within seven (7) calendar days of completing this work. 5.2.2 If responding to either of the Part 5.1.5 triggering conditions related to site dewatering activities, you must: Immediately take all reasonable steps to minimize or prevent the discharge of pollutants until you can implement a solution, including shutting off the dewatering discharge as soon as possible depending on the severity of the condition 77 taking safety considerations into account; 77 For instance, if the weekly average of your turbidity monitoring results or a single sample is extremely high (e.g., a single turbidity sample results in 355 NTUs or higher), you should take action to safely shut off the discharge so that you can evaluate the cause of the high turbidity. Note: A single turbidity sample of 355 NTUs or higher means that the weekly average turbidity value will exceed 50 NTU regardless of the turbidity values the other days during the week. Determine whether the dewatering controls are operating effectively and whether they are causing the conditions; and Make any necessary adjustments, repairs, or replacements to the dewatering controls to lower the turbidity levels below the benchmark or remove the visible plume or sheen. 2022 Construction General Permit (CGP) Page 36 When you have completed these steps and made any changes deemed necessary, you may resume discharging from your dewatering activities. 5.3 CORRECTIVE ACTION REQUIRED BY EPA You must comply with any corrective actions required by EPA as a result of permit violations found during an inspection carried out under Part 4.8. 5.4 CORRECTIVE ACTION LOG 5.4.1 For each corrective action taken in accordance with this Part, you must record the following in a corrective action log: Within 24 hours of identifying the corrective action condition, document the specific condition and the date and time it was identified. Within 24 hours of completing the corrective action (in accordance with the deadlines in Part 5.2), document the actions taken to address the condition, including whether any SWPPP modifications are required. 5.4.2 Each entry into the corrective action log, consisting of the information required by both Parts 5.4.1a and 5.4.1b, must be signed by the operator’s signatory in accordance with Appendix G, Part G.11.2 of this permit. 5.4.3 You must keep a copy of the corrective action log at the site or at an easily accessible location, so that it can be made immediately available at the time of an on-site inspection or upon request by EPA.78 78 The corrective action log may be prepared, signed, and kept electronically, rather than in paper form, if the records are: (a) in a format that can be read in a similar manner as a paper record; (b) legally dependable with no less evidentiary value than their paper equivalent; and (c) immediately accessible to the inspector during an inspection to the same extent as a paper copy stored at the site would be, if the records were stored in paper form. For additional guidance on the proper practices to follow for the electronic retention of corrective action log records, refer to the Fact Sheet discussion related to Part 4.7.3. 5.4.4 You must retain the corrective action log for at least three (3) years from the date that your permit coverage expires or is terminated. 6 STORMWATER TEAM FORMATION/STAFF TRAINING REQUIREMENTS 6.1 STORMWATER TEAM Each operator, or group of multiple operators, must assemble a “stormwater team” that will be responsible for carrying out activities necessary to comply with this permit. The stormwater team must include the following people: Personnel who are responsible for the design, installation, maintenance, and/or repair of stormwater controls (including pollution prevention controls); Personnel responsible for the application and storage of treatment chemicals (if applicable); Personnel who are responsible for conducting inspections as required in Part 4.1; and Personnel who are responsible for taking corrective actions as required in Part 5. Members of the stormwater team must be identified in the SWPPP pursuant to Part 7.2.2. 2022 Construction General Permit (CGP) Page 37 6.2 GENERAL TRAINING REQUIREMENTS FOR STORMWATER TEAM MEMBERS Prior to the commencement of construction activities, you must ensure that all persons 79 assigned to the stormwater team understand the requirements of this permit and their specific responsibilities with respect to those requirements, including the following related to the scope of their job duties: 79 If the person requiring training is a new employee who starts after you commence construction activities, you must ensure that this person has the proper understanding as required above prior to assuming particular responsibilities related to compliance with this permit. For emergency-related projects, the requirement to train personnel prior to commencement of construction activities does not apply, however, such personnel must have the required training prior to NOI submission. The permit requirements and deadlines associated with installation, maintenance, and removal of stormwater controls, as well as site stabilization; The location of all stormwater controls on the site required by this permit and how they are to be maintained; The proper procedures to follow with respect to the permit’s pollution prevention requirements; and When and how to conduct inspections, record applicable findings, and take corrective actions. Specific training requirements for persons conducting site inspections are included in Part 6.3. You are responsible for ensuring that all activities on the site comply with the requirements of this permit. You are not required to provide or document formal training for subcontractors or other outside service providers (unless the subcontractors or outside service providers are responsible for conducting the inspections required in Part 4, in which case you must provide such documentation consistent with Part 7.2.2), but you must ensure that such personnel understand any requirements of this permit that may be affected by the work they are subcontracted to perform. 6.3 TRAINING REQUIREMENTS FOR PERSONS CONDUCTING INSPECTIONS For projects that receive coverage under this permit on or after February 17, 2023, to be considered a qualified person under Part 4.1 for conducting inspections under Part 4, you must, at a minimum, either: Have completed the EPA construction inspection course developed for this permit and have passed the exam; or Hold a current valid construction inspection certification or license from a program that, at a minimum, covers the following:80 80 If one of the following topics (e.g., installation and maintenance of pollution prevention practices) is not covered by the non-EPA training program, you may consider supplementing the training with the analogous module of the EPA course (e.g., Module 4) that covers the missing topic. Principles and practices of erosion and sediment control and pollution prevention practices at construction sites; Proper installation and maintenance of erosion and sediment controls and pollution prevention practices used at construction sites; and Performance of inspections, including the proper completion of required reports and documentation, consistent with the requirements of Part 4. 2022 Construction General Permit (CGP) Page 38 For projects that receive coverage under this permit prior to February 17, 2023, any personnel conducting site inspections pursuant to Part 4 on your site must, at a minimum, be a person knowledgeable in the principles and practice of erosion and sediment controls and pollution prevention, who possesses the appropriate skills and training to assess conditions at the construction site that could impact stormwater quality, and the appropriate skills and training to assess the effectiveness of any stormwater controls selected and installed to meet the requirements of this permit.81 81 If you receive coverage for a project prior to February 17, 2023, and construction activities for the same project will continue after February 17, 2023, the personnel conducting inspections do not need to take the additional training specified in Parts 6.3a and 6.3b for inspections conducted on the project site. If the same operator obtains coverage for a different project on or after February 17, 2023, personnel conducting inspections would be required to meet the requirements for a qualified person by completing the training in either Part 6.3a or Part 6.3b. 6.4 STORMWATER TEAM’S ACCESS TO PERMIT DOCUMENTS Each member of the stormwater team must have easy access to an electronic or paper copy of applicable portions of this permit, the most updated copy of your SWPPP, and other relevant documents or information that must be kept with the SWPPP. 7 STORMWATER POLLUTION PREVENTION PLAN (SWPPP) 7.1 GENERAL REQUIREMENTS All operators associated with a construction site under this permit must develop a SWPPP consistent with the requirements in Part 7 prior to their submittal of the NOI.82, 83, 84 The SWPPP must be kept up-to-date throughout coverage under this permit. 82 The SWPPP does not establish the effluent limits and/or other permit terms and conditions that apply to your site’s discharges; these limits, terms, and conditions are established in this permit. 83 Where there are multiple operators associated with the same site, they may develop a group SWPPP instead of multiple individual SWPPPs. Regardless of whether there is a group SWPPP or multiple individual SWPPPs, each operator is responsible for compliance with the permit’s terms and conditions. In other words, if Operator A relies on Operator B to satisfy its permit obligations, Operator A does not have to duplicate those permit-related functions if Operator B is implementing them such that both operators are in compliance with the permit. However, Operator A remains responsible for permit compliance if Operator B fails to take actions necessary for Operator A to comply with the permit. In addition, all operators must ensure, either directly or through coordination with other operators, that their activities do not cause a violation or compromise any other operators’ controls and/or any shared controls. See also footnote 60. 84 There are a number of commercially available products to assist operators in developing the SWPPP, as well as companies that can be hired to help develop a site-specific SWPPP. The permit does not state which are recommended, nor does EPA endorse any specific products or vendors. Where operators choose to rely on these products or services, the choice of which ones to use to comply with the requirements of this Part is a decision for the operator alone. If a SWPPP was prepared under a previous version of this permit, the operator must review and update the SWPPP to ensure that this permit’s requirements are addressed prior to submitting an NOI for coverage under this permit. 7.2 SWPPP CONTENTS At a minimum, the SWPPP must include the information specified in this Part and as specified in other parts of this permit. 7.2.1 All Site Operators. Include a list of all other operators who will be engaged in construction activities at the site, and the areas of the site over which each operator has control. 2022 Construction General Permit (CGP) Page 39 7.2.2 Stormwater Team. Identify the personnel (by name and position) that you have made part of the stormwater team pursuant to Part 6.1, as well as their individual responsibilities, including which members are responsible for conducting inspections. Include verification that each member of the stormwater team has received the training required by Part 6.2. Include documentation that members of the stormwater team responsible for conducting inspections pursuant to Part 4 have received the training required by Part 6.3. If personnel on your team elect to complete the EPA inspector training program pursuant to Part 6.3a, you must include copies of the certificate showing that the relevant personnel have completed the training and passed the exam. If personnel on your team elect to complete a non-EPA inspector training program pursuant to Part 6.3b, you must include documentation showing that these persons have successfully completed the program and their certification or license is still current. You must also confirm that the non-EPA inspector training program satisfies the minimum elements for such programs in Part 6.3b. 7.2.3 Nature of Construction Activities. Include the following: A description of the nature of your construction activities, including the age or dates of past renovations for structures that are undergoing demolition; The size of the property (in acres or length in miles if a linear construction site); The total area expected to be disturbed by the construction activities (to the nearest quarter acre or nearest quarter mile if a linear construction site); A description of any on-site and off-site construction support activity areas covered by this permit (see Part 1.2.1c); The maximum area expected to be disturbed at any one time, including on-site and off-site construction support activity areas; A description and projected schedule for the following:85 85 If plans change due to unforeseen circumstances or for other reasons, the requirement to describe the sequence and estimated dates of construction activities is not meant to “lock in” the operator to meeting these dates. When departures from initial projections are necessary, this should be documented in the SWPPP itself, or in associated records, as appropriate. Commencement of construction activities in each portion of the site, including clearing and grubbing, mass grading, demolition activities, site preparation (i.e., excavating, cutting and filling), final grading, and creation of soil and vegetation stockpiles requiring stabilization; Temporary or permanent cessation of construction activities in each portion of the site; Temporary or final stabilization of exposed areas for each portion of the site; and Removal of temporary stormwater controls and construction equipment or vehicles, and the cessation of construction-related pollutant-generating activities. 2022 Construction General Permit (CGP) Page 40 A list and description of all pollutant-generating activities86 on the site. For each pollutant-generating activity, include an inventory of pollutants or pollutant constituents (e.g., sediment, fertilizers, pesticides, paints, caulks, sealants, fluorescent light ballasts, contaminated substrates, solvents, fuels) associated with that activity, which could be discharged in stormwater from your construction site. You must take into account where potential spills and leaks could occur that contribute pollutants to stormwater discharges, and any known hazardous or toxic substances, such as PCBs and asbestos, that will be disturbed or removed during construction; 86 Examples of pollutant-generating activities include paving operations; concrete, paint, and stucco washout and waste disposal; solid waste storage and disposal; and dewatering activities. Business days and hours for the project; If you are conducting construction activities in response to a public emergency (see Part 1.4), a description of the cause of the public emergency (e.g., mud slides, earthquake, extreme flooding conditions, widespread disruption in essential public services), information substantiating its occurrence (e.g., State disaster declaration or similar State or local declaration), and a description of the construction necessary to reestablish affected public services. 7.2.4 Site Map. Include a legible map, or series of maps, showing the following features of the site: Boundaries of the property; Locations where construction activities will occur, including: Locations where earth-disturbing activities will occur (note any phasing), including any demolition activities; Approximate slopes before and after major grading activities (note any steep slopes (as defined in Appendix A)); Locations where sediment, soil, or other construction materials will be stockpiled; Any receiving water crossings; Designated points where vehicles will exit onto paved roads; Locations of structures and other impervious surfaces upon completion of construction; and Locations of on-site and off-site construction support activity areas covered by this permit (see Part 1.2.1c). Locations of any receiving waters within the site and all receiving waters within one mile downstream of the site’s discharge point(s). Also identify if any of these receiving waters are listed as impaired or are identified as a Tier 2, Tier 2.5, or Tier 3 water; Any areas of Federally listed critical habitat within the action area of the site as defined in Appendix A; Type and extent of pre-construction cover on the site (e.g., vegetative cover, forest, pasture, pavement, structures); Drainage patterns of stormwater and authorized non-stormwater before and after major grading activities; 2022 Construction General Permit (CGP) Page 41 Stormwater and authorized non-stormwater discharge locations, including: Locations where stormwater and/or authorized non-stormwater will be discharged to storm drain inlets, including a notation of whether the inlet conveys stormwater to a sediment basin, sediment trap, or similarly effective control;87 87 The requirement to show storm drain inlets in the immediate vicinity of the site on your site map only applies to those inlets that are easily identifiable from your site or from a publicly accessible area immediately adjacent to your site. Locations where stormwater or authorized non-stormwater will be discharged directly to receiving waters (i.e., not via a storm drain inlet); and Locations where turbidity benchmark monitoring will take place to comply with Part 3.3, if applicable to your site. Locations of all potential pollutant-generating activities identified in Part 7.2.3g; Designated areas where construction wastes that are covered by the exception in Part 2.3.3e.ii because they are not pollutant-generating will be stored; Locations of stormwater controls, including natural buffer areas and any shared controls utilized to comply with this permit; and Locations where polymers, flocculants, or other treatment chemicals will be used and stored. 7.2.5 Non-Stormwater Discharges. Identify all authorized non-stormwater discharges in Part 1.2.2 that will or may occur. 7.2.6 Description of Stormwater Controls. For each of the Part 2.2 erosion and sediment control requirements, Part 2.3 pollution prevention requirements, and Part 2.4 construction dewatering requirements, as applicable to your site, you must include the following: A description of the specific control(s) to be implemented to meet these requirements; The design specifications for controls described in Part 7.2.6a.i (including references to any manufacturer specifications and/or erosion and sediment control manuals/ordinances relied upon);88 88 Design specifications may be found in manufacturer specifications and/or in applicable erosion and sediment control manuals or ordinances. Any departures from such specifications must reflect good engineering practice and must be explained in the SWPPP. Routine stormwater control maintenance specifications; and The projected schedule for stormwater control installation/implementation. You must also include any of the following additional information as applicable. Natural buffers and/or equivalent sediment controls (see Part 2.2.1 and Appendix F). You must include the following: (a) The compliance alternative to be implemented; (b) If complying with alternative 2, the width of natural buffer retained; 2022 Construction General Permit (CGP) Page 42 (c) If complying with alternative 2 or 3, the erosion and sediment control(s) you will use to achieve an equivalent sediment reduction, and any information you relied upon to demonstrate the equivalency; (d) If complying with alternative 3, a description of why it is infeasible for you to provide and maintain an undisturbed natural buffer of any size; (e) For “linear construction sites” where it is infeasible to implement compliance alternative 1, 2, or 3, a rationale for this determination, and a description of any buffer width retained and/or supplemental erosion and sediment controls installed; and (f) A description of any disturbances that are exempt under Part 2.2.1 that occur within 50 feet of a receiving water. Perimeter controls for a “linear construction site” (see Part 2.2.3d). For areas where perimeter controls are not feasible, include documentation to support this determination and a description of the other practices that will be implemented to minimize discharges of pollutants in stormwater associated with construction activities. Note: Routine maintenance specifications for perimeter controls documented in the SWPPP must include the Part 2.2.3c.i requirement that sediment be removed before it has accumulated to one-half of the above-ground height of any perimeter control. Sediment track-out controls (see Parts 2.2.4b and 2.2.4c). Document the specific stabilization techniques and/or controls that will be implemented to remove sediment prior to vehicle exit. Inlet protection measures (see Part 2.2.10a). Where inlet protection measures are not required because the storm drain inlets to which your site discharges are conveyed to a sediment basin, sediment trap, or similarly effective control, include a short description of the control that receives the stormwater flow from the site. Sediment basins (see Part 2.2.12). In circumstances where it is infeasible to utilize outlet structures that withdraw water from the surface, include documentation to support this determination, including the specific conditions or time periods when this exception will apply. Treatment chemicals (see Part 2.2.13), you must include the following: (a) A listing of the soil types that are expected to be exposed during construction in areas of the project that will drain to chemical treatment systems. Also include a listing of soil types expected to be found in fill material to be used in these same areas, to the extent you have this information prior to construction; (b) A listing of all treatment chemicals to be used at the site and why the selection of these chemicals is suited to the soil characteristics of your site; (c) If the applicable EPA Regional Office authorized you to use cationic treatment chemicals for sediment control, include the specific controls and implementation procedures designed to ensure that your use of cationic 2022 Construction General Permit (CGP) Page 43 treatment chemicals will not lead to a discharge that does not meet water quality standards; (d) The dosage of all treatment chemicals to be used at the site or the methodology to be used to determine dosage; (e) Information from any applicable Safety Data Sheet (SDS); (f) Schematic drawings of any chemically enhanced stormwater controls or chemical treatment systems to be used for application of the treatment chemicals; (g) A description of how chemicals will be stored consistent with Part 2.2.13c; (h) References to applicable State or local requirements affecting the use of treatment chemicals, and copies of applicable manufacturer’s specifications regarding the use of your specific treatment chemicals and/or chemical treatment systems; and (i) A description of the training that personnel who handle and apply chemicals have received prior to permit coverage, or will receive prior to use of the treatment chemicals at your site. Stabilization measures (see Part 2.2.14). You must include the following: (a) The specific vegetative and/or non-vegetative practices that will be used; (b) The stabilization deadline that will be met in accordance with Part 2.2.14; (c) If complying with the deadlines for sites in arid, semi-arid, or drought-stricken areas, the beginning and ending dates of the seasonally dry period (as defined in Appendix A)89 and the schedule you will follow for initiating and completing vegetative stabilization; and 89 See footnote 44. (d) If complying with deadlines for sites affected by unforeseen circumstances that delay the initiation and/or completion of vegetative stabilization, document the circumstances and the schedule for initiating and completing stabilization. Spill prevention and response procedures (see Parts 1.3.5, 2.3.3c, 2.3.3d, and 2.3.6). You must include the following: (a) Procedures for expeditiously stopping, containing, and cleaning up spills, leaks, and other releases. Identify the name or position of the employee(s) responsible for detection and response of spills or leaks; and (b) Procedures for notification of appropriate facility personnel, emergency response agencies, and regulatory agencies where a leak, spill, or other release containing a hazardous substance or oil in an amount equal to or in excess of a reportable quantity consistent with Part 2.3.6 and established under either 40 CFR part 110, 40 CFR part 117, or 40 CFR part 302, occurs 2022 Construction General Permit (CGP) Page 44 during a 24-hour period. Contact information must be in locations that are readily accessible and available to all employees. You may also reference the existence of SPCC plans developed for the construction activity under Section 311 of the CWA, or spill control programs otherwise required by an NPDES permit for the construction activity, provided that you keep a copy of that other plan on site.90 90 Even if you already have an SPCC or other spill prevention plan in existence, your plans will only be considered adequate if they meet all of the requirements of this Part, either as part of your existing plan or supplemented as part of the SWPPP. Waste management procedures (see Part 2.3.3). Describe the procedures you will follow for handling, storing, and disposing of all wastes generated at your site consistent with all applicable Federal, State, Tribal, and local requirements, including clearing and demolition debris, sediment removed from the site, construction and domestic waste, hazardous or toxic waste, and sanitary waste. You must also include the following additional information: (a) If site constraints prevent you from storing chemical containers 50 feet away from receiving waters or the other site drainage features as required in Part 2.3.3c.ii(b), document in your SWPPP the specific reasons why the 50-foot setback is not feasible, and how you will store containers as far away as the site permits; and (b) If there are construction wastes that are subject to the exception in Part 2.3.3e.ii, describe the specific wastes that will be stored on your site. Application of fertilizers (see Part 2.3.5). Document any departures from the manufacturer specifications where appropriate. 7.2.7 Procedures for Inspection, Maintenance, and Corrective Action. Describe the procedures you will follow for maintaining your stormwater controls, conducting site inspections, and, where necessary, taking corrective actions, in accordance with Part 2.1.4, Part 4, and Part 5 of this permit, accordingly. Also include: The inspection schedule you will follow, which is based on whether your site is subject to Part 4.2 or Part 4.3, or whether your site qualifies for any of the reduced inspection frequencies in Part 4.4; If you will be conducting inspections in accordance with the inspection schedule in Part 4.2.2, Part 4.3, or Part 4.4.1b, the location of the rain gauge or the address of the weather station you will be using to obtain rainfall data; If you will be reducing your inspection frequency in accordance with Part 4.4.1b, the beginning and ending dates of the seasonally defined arid period for your area or the valid period of drought; If you will be reducing your inspection frequency in accordance with Part 4.4.3, the beginning and ending dates of frozen conditions on your site; and Any maintenance or inspection checklists or other forms that will be used. 7.2.8 Procedures for Turbidity Benchmark Monitoring from Dewatering Discharges (if applicable). If you are required to comply with the Part 3.3 turbidity benchmark 2022 Construction General Permit (CGP) Page 45 monitoring requirements, describe the procedures you will follow to collect and evaluate samples, report results to EPA and keep records of monitoring information, and take corrective action when necessary. Include the specific type of turbidity meter you will use for monitoring, as well as any manuals or manufacturer instructions on how to operate and calibrate the meter. Describe any coordinating arrangement you may have with any other permitted operators on the same site with respect to compliance with the turbidity monitoring requirements, including which parties are tasked with specific responsibilities. If EPA has approved of an alternate turbidity benchmark pursuant to Part 3.3.2b, include any data and other documentation you relied on to request use of the specific alternative benchmark. 7.2.9 Compliance with Other Requirements. Threatened and Endangered Species Protection. Include documentation required in the Endangered Species Protection section of the NOI in NeT, or the ESA worksheet in Appendix D, supporting your eligibility with regard to the protection of threatened and endangered species and designated critical habitat. Historic Properties. Include documentation required in Appendix E supporting your eligibility with regard to the protection of historic properties. Safe Drinking Water Act Underground Injection Control (UIC) Requirements for Certain Subsurface Stormwater Controls. If you are using any of the following stormwater controls at your site, document any contact you have had with the applicable State agency 91 or EPA Regional Office responsible for implementing the requirements for underground injection wells in the Safe Drinking Water Act and EPA’s implementing regulations at 40 CFR § 144 -147. Such controls would generally be considered Class V UIC wells: 91 For State UIC program contacts, refer to the following EPA website: https://www.epa.gov/uic. Infiltration trenches (if stormwater is directed to any bored, drilled, driven shaft or dug hole that is deeper than its widest surface dimension, or has a subsurface fluid distribution system); Commercially manufactured pre-cast or pre-built proprietary subsurface detention vaults, chambers, or other devices designed to capture and infiltrate stormwater flow; and Drywells, seepage pits, or improved sinkholes (if stormwater is directed to any bored, drilled, driven shaft or dug hole that is deeper than its widest surface dimension, or has a subsurface fluid distribution system). 7.2.10 SWPPP Certification. Your signatory must sign and date your SWPPP in accordance with Appendix G, Part G.11. 7.2.11 Post-Authorization Additions to the SWPPP. Once you are authorized for coverage under this permit, you must include the following documents as part of your SWPPP: A copy of your NOI submitted to EPA along with any correspondence exchanged between you and EPA related to coverage under this permit; A copy of the acknowledgment letter you receive from NeT assigning your NPDES ID (i.e., permit tracking number); 2022 Construction General Permit (CGP) Page 46 A copy of this permit (an electronic copy easily available to the stormwater team is also acceptable). 7.3 ON-SITE AVAILABILITY OF YOUR SWPPP You must keep a current copy of your SWPPP at the site or at an easily accessible location so that it can be made available at the time of an on-site inspection or upon request by EPA; a State, Tribal, or local agency approving stormwater management plans; the operator of a storm sewer system receiving discharges from the site; or representatives of the U.S. Fish and Wildlife Service (USFWS) or the National Marine Fisheries Service (NMFS).92 92 The SWPPP may be prepared, signed, and kept electronically, rather than in paper form, if the records are: (a) in a format that can be read in a similar manner as a paper record; (b) legally dependable with no less evidentiary value than their paper equivalent; and (c) immediately accessible to the inspector during an inspection to the same extent as a paper copy stored at the site would be, if the records were stored in paper form. For additional guidance on the proper practices to follow for the electronic retention of the SWPPP, refer to the Fact Sheet discussion related to Part 4.7.3. EPA may provide access to portions of your SWPPP to a member of the public upon request. Confidential Business Information (CBI) will be withheld from the public, but may not be withheld from EPA, USFWS, or NMFS.93 93 Information covered by a claim of confidentiality will be disclosed by EPA only to the extent of, and by means of, the procedures set forth in 40 CFR part 2, Subpart B. In general, submitted information protected by a business confidentiality claim may be disclosed to other employees, officers, or authorized representatives of the United States concerned with implementing the CWA. The authorized representatives, including employees of other executive branch agencies, may review CBI during the course of reviewing draft regulations. If an on-site location is unavailable to keep the SWPPP when no personnel are present, notice of the plan’s location must be posted near the main entrance of your construction site. 7.4 SWPPP MODIFICATIONS 7.4.1 You must modify your SWPPP, including the site map(s), within seven (7) days of any of the following conditions: Whenever new operators become active in construction activities on your site, or you make changes to your construction plans, stormwater controls, or other activities at your site that are no longer accurately reflected in your SWPPP. This includes changes made in response to corrective actions triggered under Part 5. You do not need to modify your SWPPP if the estimated dates in Part 7.2.3f change during the course of construction; To reflect areas on your site map where operational control has been transferred (and the date of transfer) since initiating permit coverage; If inspections or investigations by EPA or its authorized representatives determine that SWPPP modifications are necessary for compliance with this permit; Where EPA determines it is necessary to install and/or implement additional controls at your site in order to meet the requirements of this permit, the following must be included in your SWPPP: A copy of any correspondence describing such measures and requirements; and 2022 Construction General Permit (CGP) Page 47 A description of the controls that will be used to meet such requirements. To reflect any revisions to applicable Federal, State, Tribal, or local requirements that affect the stormwater controls implemented at the site; and If applicable, if a change in chemical treatment systems or chemically enhanced stormwater control is made, including use of a different treatment chemical, different dosage rate, or different area of application. 7.4.2 You must maintain records showing the dates of all SWPPP modifications. The records must include the name of the person authorizing each change (see Part 7.2.9 above) and a brief summary of all changes. 7.4.3 All modifications made to the SWPPP consistent with Part 7.4 must be authorized by a person identified in Appendix G, Part G.11.b. 7.4.4 Upon determining that a modification to your SWPPP is required, if there are multiple operators covered under this permit, you must immediately notify any operators who may be impacted by the change to the SWPPP. 8 HOW TO TERMINATE COVERAGE Until you terminate coverage under this permit, you must comply with all conditions and effluent limitations in the permit. To terminate permit coverage, you must submit to EPA a complete and accurate Notice of Termination (NOT), which certifies that you have met the requirements for terminating in Part 8. 8.1 MINIMUM INFORMATION REQUIRED IN NOT 8.1.1 NPDES ID (i.e., permit tracking number) provided by EPA when you received coverage under this permit; 8.1.2 Basis for submission of the NOT (see Part 8.2); 8.1.3 Operator contact information; 8.1.4 Name of site and address (or a description of location if no street address is available); and 8.1.5 NOT certification. 8.2 CONDITIONS FOR TERMINATING CGP COVERAGE You may terminate CGP coverage only if one or more of the conditions in Parts 8.2.1, 8.2.2, or 8.2.3 has occurred. Until your termination is effective consistent with Part 8.5, you must continue to comply with the conditions of this permit. 8.2.1 You have completed all construction activities at your site and, if applicable, construction support activities covered by this permit (see Part 1.2.1c), and you have met all of the following requirements: For any areas that (1) were disturbed during construction, (2) are not covered by permanent structures, and (3) over which you had control during the construction activities, you have met the requirements for final vegetative or non-vegetative stabilization in Part 2.2.14c. To document that you have met these stabilization requirements, you must take either ground or aerial photographs that show your site’s compliance with the Part 2.2.14 stabilization requirements and submit them with your NOT. If any portion of your 2022 Construction General Permit (CGP) Page 48 site is covered by one of the exceptions in Part 2.2.14c.iii, indicate which exception applies and include a supplementary explanation with your photographs that provides the necessary context for why this portion of the site is in compliance with the final stabilization criteria even though it appears to be unstabilized. You are not required to take photographs of every distinct part of your site that is being stabilized, however, the conditions of the site portrayed in any photographs that are submitted must be substantially similar 94 to those of the areas that are not photographed. You must also comply with the following related to these photographs: 94 Stabilization conditions that are substantially similar would include areas that are using the same type of stabilization measures and that have similar slopes, soils, and topography, and have achieved the same level of stabilization. Take photographs both before and after the site has met the final stabilization criteria in Part 2.2.14c; All photographs must be clear and in focus, and in the original format and resolution; and Include the date each photograph was taken, and a brief description of the area of the site captured by the photograph (e.g., photo shows application of seed and erosion control mats to remaining exposed surfaces on northeast corner of site). You have removed and properly disposed of all construction materials, waste and waste handling devices, and have removed all equipment and vehicles that were used during construction, unless intended for long-term use following your termination of permit coverage; You have removed all stormwater controls that were installed and maintained during construction, except those that are intended for long-term use following your termination of permit coverage or those that are biodegradable (as defined in Appendix A); and You have removed all potential pollutants and pollutant-generating activities associated with construction, unless needed for long-term use following your termination of permit coverage; or 8.2.2 You have transferred control of all areas of the site for which you are responsible under this permit to another operator, and that operator has submitted an NOI and obtained coverage under this permit; or 8.2.3 Coverage under an individual or alternative general NPDES permit has been obtained. 8.3 HOW TO SUBMIT YOUR NOT You must use EPA’s NPDES eReporting Tool (NeT) to electronically prepare and submit an NOT for the 2022 CGP. To access NeT, go to https://cdx.epa.gov/cdx. Waivers from electronic reporting may be granted as specified in Part 1.4.2. If the EPA Regional Office grants you approval to use a paper NOT, and you elect to use it, you must complete the form in Appendix I. 2022 Construction General Permit (CGP) Page 49 8.4 DEADLINE FOR SUBMITTING THE NOT You must submit an NOT within 30 calendar days after any one of the conditions in Part 8.2 occurs. 8.5 EFFECTIVE DATE OF TERMINATION OF COVERAGE Your authorization to discharge under this permit terminates at midnight of the calendar day that a complete NOT is submitted to EPA. 9 PERMIT CONDITIONS APPLICABLE TO SPECIFIC STATES, INDIAN COUNTRY LANDS, OR TERRITORIES The provisions in this Part provide additions to the applicable conditions of this permit to reflect specific additional conditions required as part of the State or Tribal CWA Section 401 certification process, or the Coastal Zone Management Act (CZMA) certification process, or as otherwise established by the permitting authority. The specific additional revisions and requirements only apply to activities in those specific States, Indian country, and areas in certain States with Federal Facilities or areas subject to construction projects by Federal Operators. States, Indian country, and other areas not included in this Part do not have any additions to the applicable conditions of this permit. 9.1 EPA REGION 1 9.1.1 NHR100000 State of New Hampshire Should the permit coverage for an individual applicant be insufficient to achieve water quality standards, the New Hampshire Department of Environmental Services (NHDES) may prepare additional 401 certification conditions for that applicant. Any additional 401 certification conditions will follow all required NHDES public participation requirements. If you disturb 100,000 square feet or more of contiguous area, you must also comply with RSA 485-A:17 and Env-Wq 1500, and, unless exempt, apply for an Alteration of Terrain (AoT) permit from NHDES. This requirement also applies to a lower disturbance threshold of 50,000 square feet or more when construction occurs within the protected shoreline under the Shoreland Water Quality Protection Act (see RSA 483-B and Env-Wq 1400). A permit application must also be filed if your project disturbs an area of greater than 2,500 square feet, is within 50 feet of any surface water, and has a flow path of 50 feet or longer disturbing a grade of 25 percent or greater. Project sites with disturbances smaller than those discussed above, that have the potential to adversely affect state surface waters, are subject to the conditions of an AoT General Permit by Rule (Env-Wq 1503.03). You must determine that any excavation dewatering discharges are not contaminated before they will be authorized as an allowable non-stormwater discharge under this permit (see Part 1.2.2 of the Construction General Permit or CGP). In the absence of information demonstrating otherwise, the water is considered uncontaminated if there is no groundwater contamination within 1,000 feet of the groundwater dewatering location. Information on groundwater contamination can be generated over the Internet via the NHDES web site http:// des.nh.gov/ by using the One Stop Data Mapper. For a toxic substance included in the New Hampshire surface water quality standards, see Env-Wq 1703.21 (see https://www.des.nh.gov/sites/g/fi1es/ehbemt 341/files/documents/2020-01/Env-Wg 2022 Construction General Permit (CGP) Page 50 1700.pdf). If it is determined that the groundwater to be dewatered is near a remediation or other waste site, you must apply for the Remediation General Permit (see https://www3.epa.gov/region1/npdes/rgp.html) As a minimum, you must treat any uncontaminated excavation "dewatering" discharges and "stormwater" discharges, as those terms are defined in Appendix A of the CGP, as necessary, to remove suspended solids and turbidity so that the surface waters receiving the construction discharges 95 meet New Hampshire surface water quality standards for turbidity (Env-Wq 1703.11 and Env-Wq 1703.03(c)(1)c), benthic deposits (Env-Wq 1703.03(c)(1)a), and Env-Wq 1703.08) and foam, debris, scum or other visible substances (i.e., plumes or visual turbidity)96 (Env-Wq 1703.03(c)(1)b). 95 Construction Discharges include uncontaminated "dewatering" and "stormwater" discharges as those terms are defined in Appendix A of the CGP. Controlled construction discharges are construction discharges where the rate of flow can be regulated such as from a construction settling basin or NHDES approved flocculation system. 96 For the definition of visual turbidity, see the definition for "Non-Turbid" in Appendix A of the CGP, which states the following:" "Non-Turbid" - a discharge that is free from visual turbidity. For the purposes of this permit, visual turbidity refers to a sediment plume or other cloudiness in the water caused by sediment that can be identified by an observer." [EPA interprets the text of this footnote as intending to reference the Appendix A definitions of “visual turbidity” and “non- turbid” in the final permit.] For all Construction Activities covered under this CGP, the following shall apply to ensure compliance with the aforementioned regulations for turbidity, benthic deposits and visible substances: Unless otherwise specified, site inspection requirements shall comply with Part 4 of the CGP. As a minimum site inspection frequency shall be in accordance with Part 4.2.2 of the CGP (and Part 4.3.2 of the CGP for sites discharging dewatering water). Site inspection frequency may be reduced in accordance with Part 4.4 of the CGP (Reductions in Inspection Frequency). Monitoring of the receiving water for visible turbidity and benthic sediment deposits shall be conducted each site inspection and results reported in the Inspection Report required in Part 4.7 of the CGP. Should visible turbidity or benthic sediment deposits attributable or partly attributable to your construction activities be present in the receiving water, the "Corrective Actions" specified in Part 5 shall be immediately implemented to correct the water quality standard violations. In addition, daily monitoring (including photographs) of the receiving water shall be conducted until there is no visible turbidity or benthic deposits. Inspection Reports required in Part 4.7 of the CGP shall include, but not be limited to, the distance downstream and the percent of the river width 97 where visible turbidity was observed, and the period of time that the visible turbidity persisted. A copy of the Inspection Report(s) shall be made available to NHDES within 24 hours of receiving a written request from NHDES. 97 The distance downstream and the percent of river width where visible turbidity (i.e., plume) is observed is required to determine the extent of the river affected and to determine if there was a "zone of passage" (i.e., a portion of the receiving water where there was no visible turbidity where mobile organisms could pass without being adversely impacted). The percent of river width affected is equal 100 multiplied by the width of the plume (in feet) divided by the width of the receiving water (in feet). For Construction Activities, disturbing 5 acres or more of land at any one time (excluding areas that have been completely stabilized in accordance with the final stabilization criteria specified in Part 2.2.14.c of the CGP), the following shall 2022 Construction General Permit (CGP) Page 51 apply to ensure compliance with the aforementioned regulations for turbidity, benthic deposits and visible substances. Item 9.1.1.d.i) above shall apply to all construction discharges and the minimum site inspection frequency shall comply with Part 4.3.1 of the CGP (and Part 4.3.2 of the CGP for sites discharging dewatering water). Site inspection frequency may be reduced in accordance with Part 4.4 of the CGP (Reductions in Inspection Frequency). With regards to controlled construction discharges, if there is no visible turbidity (i.e., plumes) or benthic deposits, and, in the absence of information demonstrating otherwise, turbidity measurements of less than or equal to 50 nephelometric turbidity units (NTU) in the controlled construction discharges at the outlet prior to mixing with the receiving surface waters, shall be presumed to meet New Hampshire surface water quality standards for the parameters listed above. As a minimum, the controlled construction discharges must be sampled at each site inspection. If any controlled construction discharge exceeds 50 NTU, or if visible turbidity or benthic sediment deposits attributable or partly attributable to any construction discharge are observed in the receiving water, then the "Corrective Actions" specified in Part 5 of the CGP shall be immediately implemented. In addition, should such violation occur, and, in order to determine compliance with surface water quality standards for turbidity (Env-Wq 1703.11 and Env-Wq 1703.03(c)(1)c), benthic deposits (Env-Wq 1703.03(c)(1)a), and Env-Wq 1703.08) and foam, debris, scum or other visible substances (Env-Wq 1703.03(c)(1)b)), turbidity monitoring shall be immediately implemented as specified below: Turbidity samples of the receiving water shall be immediately taken in the receiving water upstream and beyond the influence of the construction activity, and, unless a mixing zone 98 is approved by NHDES, no more than 75 feet downstream of each controlled construction discharge that exceeded 50 NTU and no more than 75 feet downstream of each construction discharge that caused visible turbidity. 98 Permittees may request a distance greater than 75 feet downstream of a construction discharge for determining compliance with turbidity standards in Class B surface waters, by submitting a mixing zone request to NHDES that complies with Env-Wq 1707.02. If a mixing zone is approved, NHDES is required to include conditions to ensure that the criteria on which the approval is based are met (Env-Wq 1707.03). Downstream samples shall be taken at locations in the receiving water that are most likely influenced by the discharge (e.g., if visible turbidity (i.e., a plume) is present, the sample shall be taken in the plume). Samples shall be collected a minimum of 2 times per day during the daylight hours at times when construction activities are most likely to cause turbidity in the receiving water and shall continue until the turbidity water quality standards are met in the receiving water (i.e., the difference between the upstream and downstream turbidity level is no greater than 10 NTU). 2022 Construction General Permit (CGP) Page 52 If water quality standards are not met during daylight hours on any day, sampling shall resume the next day and continue no fewer than 2 times per day until water quality standards are met. The date, time, location and results of turbidity measurements, as well as a summary identifying the cause of the violations, corrective actions that were implemented, the period of time that the receiving water exceeded turbidity standards and the distance downstream and the percent of the river width where visible turbidity was observed, and the period of time that the visible turbidity persisted, shall be recorded and included in the Inspection Report required in Part 4.7 of the CGP. Turbidity measurements shall be conducted via a field meter in accordance with the requirements for turbidity specified in Table 1B in 40 CFR 136.3 (see 40 CFR §136.3 Identification of test procedures - Code of Federal Regulations ecfr.io). Field meters shall be calibrated every day sampling is conducted and prior to the first sample. Construction site owners and operators are encouraged to consider opportunities for post- construction groundwater recharge using infiltration best management practices (BMPs) during site design and preparation of the SWPPP in order to assure compliance with Env-Wq 1703.03 and Env-Wq 1703.11. If your construction site is in a town that is required to obtain coverage under the NPDES General Permit for discharges from Municipal Separate Storm Sewer Systems (MS4) you may be required to use such practices. The SWPPP must include a description of any on-site infiltration that will be installed as a post-construction stormwater management measure or reasons for not employing such measures such as 1) The facility is located in a wellhead protection area as defined in RSA 485- C:2; or 2) The facility is located in an area where groundwater has been reclassified to GAA, GA1 or GA2 pursuant to RSA 485-C and Env-DW 901; or 3) Any areas that would be exempt from the groundwater recharge requirements contained in Env-Wq 1507.04, including all land uses or activities considered to be a "High-load Area" (see Env-Wq 1502.30). For design considerations for infiltration measures see Env-Wq 1508.06. Note that there may be additional local requirements that fall under the NH MS4 permittee's Authorization to Discharge Permit for those regulated areas. Appendix F of the CGP contains information regarding Tier 2, or high quality waters in the various states. [EPA notes that this information has now been moved to https://www.epa.gov/npdes/construction-general-permit-resources-tools-and- templates] Although there is no official list of tier 2 waters for New Hampshire, it can be assumed that all New Hampshire surface waters are tier 2 for turbidity unless 1) the surface water that you are proposing to discharge into is listed as impaired for turbidity in the states listing of impaired waters (see https://nhdes-surface-water- quality-assessment-site-nhdes.hub.arcgis.com/) or 2) sampling upstream of the proposed discharge location shows turbidity values greater than 10 NTU (Env-Wq 1703.11). A single grab sample collected during dry weather (no precipitation within 48 hours) is acceptable. To ensure compliance with RSA 485-C, RSA 485-A, RSA 485-A:13, l(a), Env-Wq 1700 and Env-Wq 302, the following information may be requested by NHDES. This information must be kept on site unless you receive a written request from NHDES that it be sent to the address shown below in 9.1.1.h. 2022 Construction General Permit (CGP) Page 53 A list of all non-stormwater discharges that occur at the facility, including their source locations and the control measures being used (see Part 1.2.2 of the CGP). Records of sampling and analysis required for construction dewatering and stormwater discharges (see 9.1.1.d above). All required or requested documents must be sent to: NH Department of Environmental Services, Watershed Management Bureau, P.O. Box 95 Concord, NH 03302-0095. 9.1.2 MAR100000 Commonwealth of Massachusetts (except Indian country) All discharges covered by the Construction General Permit shall comply with the provisions pursuant to 314 CMR 3.00, 314 CMR 4.00, 314 CMR 9.00, including applicable construction stormwater standards and 310 CMR 10.00. Pursuant to 314 CMR 3.11 (2)(a)6., and in accordance with MassDEP’s obligation under 314 CMR 4.05(5)(e) to maintain surface waters free from pollutants in concentrations or combinations that are toxic to humans, aquatic life, or wildlife, permittees are prohibited from discharging dewatering water under the CGP from sites that are designated as Superfund/CERCLA or RCRA, and must make accommodations to dispose of the dewatering discharges appropriately, such as coverage under the Remediation General Permit (RGP). Pursuant to 314 CMR 3.11 (2)(a), and in accordance with MassDEP’s obligation to protect Outstanding Resource Waters under 314 CMR 4.04(3), applicants seeking coverage under the 2022 CGP that propose to carry out construction activities near Outstanding Resource Waters as identified in 314 CMR 4.06, shall submit to MassDEP for review: a copy of the Stormwater Pollution Prevention Plan (SWPPP), a copy of the EPA NOI, and MassDEP’s Stormwater BMP Checklist. For purposes of this review, the permittee shall submit these documents to MassDEP at the same time they are submitted to EPA. Instructions on how to submit these documents to MassDEP and where to find the MassDEP Stormwater BMP Checklist and obtain authorization to discharge can be found here: https://www.mass.gov/how-to/wm-15-npdes-general-permit- notice-of- intent. Pursuant to 314 CMR 3.11 (2)(a)6., and in accordance with MassDEP’s obligation under 314 CMR 4.05(5)(e) to maintain surface waters free from pollutants in concentrations or combinations that are toxic to humans, aquatic life, or wildlife, applicants that propose to dewater under the 2022 CGP and plan to discharge to certain waters as described below, shall determine that any dewatering discharges are not contaminated by testing the proposed discharge as described below as part of the application for WM15 authorization. Unless otherwise specified, testing described in this section should be conducted using the methods in 40 CFR 136. Applicants for sites that plan to discharge to Outstanding Resource Waters as identified in 314 CMR 4.06 shall test one sample of the proposed dewatering discharge water for pH, E. Coli (for discharges to freshwater), fecal coliform (for 2022 Construction General Permit (CGP) Page 54 discharges to salt water), Enterococci (for discharges to salt water), total suspended solids, oil and grease, total nitrogen, total phosphorus, and all parameters with numeric criteria listed in the Massachusetts Surface Water Quality Standards at 314 CMR 4.05(e). Results shall be reported to MassDEP as part of the WM15 application. To determine if the dewatering discharge could be covered under the 2022 CGP, the effluent at zero dilution must meet numeric water quality criteria. If the effluent does not meet numeric water quality criteria, the applicant shall contact EPA Region 1 to discuss coverage under the Remediation General Permit. Applicants for sites that propose to discharge to Public Water Supplies (314 CMR 4.06(1)(d)1) shall also test one sample of the proposed dewatering discharge water for per- and polyfluoroalkyl substances (PFAS), as outlined in the table below. Results shall be reported to MassDEP as part of the WM15 application. If any PFAS compounds are detected, the applicant shall apply for coverage under the NPDES Remediation General Permit for Massachusetts if required. PFAS Testing Parameters for Discharges to Public Drinking Water Supplies 99 Perfluorohexanesulfonic acid (PFHxS), grab Report ng/L Perfluoroheptanoic acid (PFHpA), grab Report ng/L Perfluorononanoic acid (PFNA), grab Report ng/L Perfluorooctanesulfonic acid (PFOS), grab Report ng/L Perfluorooctanoic acid (PFOA), grab Report ng/L Perfluorodecanoic acid (PFDA), grab Report ng/L 99 PFAS testing shall follow established EPA methods 537 or 537.1 for drinking water until EPA Method 3512 for non- potable water becomes available. Applicants for sites that propose to discharge to an impaired water as identified in the most recent final Massachusetts Integrated List of Waters, shall test one sample of the proposed dewatering discharge water for the parameter(s) for which the waterbody is impaired. To determine if the dewatering discharge could be covered under the 2022 CGP, the effluent at zero dilution must meet numeric water quality criteria. If the effluent does not meet numeric water quality criteria, the applicant shall contact EPA Region 1 to discuss coverage under the Remediation General Permit and shall apply for RGP coverage if required. For dewatering discharges to all other waters, if any pollutants are known or believed present in the proposed dewatering discharge water, the applicant shall apply for coverage under the NPDES Remediation General Permit for Massachusetts if required. For the purposes of this condition, a pollutant is “known present” if measured above the analytical detection limit using a sufficiently sensitive test method in an environmental sample, and “believed present” if a pollutant has not been measured in an environmental sample but will be added or generated prior to discharge, such as through a treatment process. Consequently, a pollutant is “known absent” if measured as non-detect relative to the analytical detection limit using a sufficiently sensitive test method in an environmental sample, and “believed absent” if a pollutant has not been measured in an environmental sample but will not be added or generated prior to discharge and is not a parameter that applies to the applicable activity category for a site. If any pollutants are known or believed present in the 2022 Construction General Permit (CGP) Page 55 proposed dewatering discharge water, the applicant shall test one sample of the proposed dewatering discharge water for the pollutants known or believed to be present. To determine if the dewatering discharge could be covered under the 2022 CGP, the effluent at zero dilution must meet numeric water quality criteria. If the effluent does not meet numeric water quality criteria, the applicant shall contact EPA Region 1 to discuss coverage under the Remediation General Permit. Pursuant to 314 CMR 3.11 (2)(a), and in accordance with MassDEP’s obligation to protect Outstanding Resource Waters under 314 CMR 4.04(3), applicants that propose to dewater under the 2022 CGP and discharge to Outstanding Resource Waters as identified in 314 CMR 4.06, shall submit the SWPPP and associated documents to MassDEP to review. MassDEP shall complete review within 30 days of receipt. Pursuant to 314 CMR 3.11 (2)(a)6., and in accordance with MassDEP’s obligation under 314 CMR 4.05 to maintain surface waters free from color and turbidity in concentrations or combinations that are aesthetically objectionable or would impair any use assigned to the waterbody, permittees that have been authorized to dewater under the 2022 CGP and that discharge to Outstanding Resource Waters as identified in 314 CMR 4.06 shall carry out daily benchmark monitoring for turbidity 100 for the duration of dewatering. Permittees shall compare the weekly average of the turbidity monitoring results with the established benchmark turbidity value of 25 Nephelometric Turbidity Units (NTU). If a permittee’s weekly average turbidity results exceed the benchmark, the operator shall conduct follow-up corrective action to determine the source of the problem and to make any necessary repairs or upgrades to the dewatering controls to lower the turbidity levels. The permittee shall document any corrective action taken in its corrective action log. Furthermore, permittees at these sites shall carry out inspections at higher frequency, specifically, daily inspections of the dewatering discharge treatment for the duration of the discharge. The permittee shall inspect the site for sediment plume or whether a hydrocarbon sheen is visible at the point of discharge, estimate the flow rate at the point of discharge, and inspect the site downstream to assess whether sedimentation is attributable to the dewatering discharges. 100 Applicants shall follow EPA Method 180.1 to monitor for turbidity Pursuant to 314 CMR 3.11 (2)(a)6., and in accordance with MassDEP’s obligation under 314 CMR 4.05 to maintain surface waters free from color and turbidity in concentrations or combinations that are aesthetically objectionable or would impair any use assigned to the waterbody, permittees shall store materials outside the Base Flood Elevation 101 when feasible to prevent displacing runoff and erosion. 101 Base Flood Elevation (BFE) is the elevation of surface water resulting from a flood that has a 1% chance of equaling or exceeding that level in any given year. The BFE is shown on the Flood Insurance Rate Map (FIRM) for zones AE, AH, A1–A30, AR, AR/A, AR/AE, AR/A1– A30, AR/AH, AR/AO, V1–V30 and VE. (Source: https://www.fema.gov/node/404233). Pursuant to 314 CMR 3.11 (2)(a), and in accordance with MassDEP’s obligation to maintain surface waters free from nutrients in concentrations that would cause or contribute to impairment of existing or designated uses under 314 CMR 4.05(5)(c), all applicants who apply for coverage under the 2022 CGP shall follow guidelines on fertilizer application, including use of fertilizer containing no phosphorus, in accordance with 330 CMR 31.00 Plant Nutrient Application Requirements for 2022 Construction General Permit (CGP) Page 56 Agricultural Land and Non-Agricultural Turf and Lawns. Further, fertilizer shall never be applied to a site when a rain event greater than 0.5 inches is forecast in the next 48 hours. Pursuant to 314 CMR 3.11 (2)(a), all applicants who apply for coverage under the 2022 CGP and elect to carry out site inspections every 14 days shall also inspect sites within 24 hours of 0.25 inches of precipitation events or greater over 24 hours, or within 24 hours of a discharge that occurred due to snowmelt from 3.25 inches or greater of snow accumulation.102 During the high flow periods in spring (i.e., months of April to June), inspection frequency shall be increased to once per week for all sites. 102 This is the amount of snow that is equivalent to 0.25 inches of rain, based on information from the National Oceanic and Atmospheric Administration (NOAA) indicating that 13 inches of snow is, on average, equivalent to 1 inch of rain. See https://www.nssl.noaa.gov/education/svrwx101/winter/faq/. To determine whether 3.25 inches or greater of snow accumulation has occurred at a site, snowfall measurements can be taken at the site,103 or the operator can rely on similar information from a local weather forecast. 103 NOAA’s National Weather Service has guidelines on snowfall measurements at https://www.weather.gov/jkl/snow_measurement. These guidelines recommend use of a “snowboard” (a piece of wood about 16 inches by 16 inches) that is placed in an unobstructed part of the site on a hard surface. Implementing structural improvements, enhanced/resilient pollution prevention measures, and other mitigation measures can help to minimize impacts from stormwater discharges from major storm events such as hurricanes, storm surge, extreme/heavy precipitation,104 and flood events. Pursuant to 314 CMR 3.11 (2)(a), if such stormwater control measures are already in place due to existing requirements mandated by other state, local or federal agencies, the SWPPP shall include a brief description of the controls and a reference to the existing requirement(s). If the site may be exposed to or has previously experienced such major storm events 105, additional stormwater control measures that may be considered, and implemented as necessary, include, but are not limited to: 104 Heavy precipitation refers to instances during which the amount of rain or snow experienced in a location substantially exceeds what is normal. What constitutes a period of heavy precipitation varies according to location and season. Heavy precipitation does not necessarily mean the total amount of precipitation at a location has increased— just that precipitation is occurring in more intense or more frequent events. 105 To determine if your facility is susceptible to an increased frequency of major storm events that could impact the discharge of pollutants in stormwater, you may reference FEMA, NOAA, or USGS flood map products at https://www.usgs.gov/faqs/where-can-i-find-flood-maps?qt- news_science_products=0#qtnews_science_products. Reinforce materials storage structures to withstand flooding and additional exertion of force; Prevent floating of semi-stationary structures by elevating to the Base Flood Elevation (BFE) level or securing with non-corrosive device; When a delivery of exposed materials is expected, and a storm is anticipated within 48 hours, delay delivery until after the storm or store materials as appropriate (refer to emergency procedures); 2022 Construction General Permit (CGP) Page 57 Temporarily store materials and waste above the Base Flood Elevation [EPA notes that it has deleted a footnote reference to the term “Base Flood Elevation” since the same footnote is already included in Part 9.1.2.g, above.] level; Temporarily reduce or eliminate outdoor storage; Temporarily relocate any mobile vehicles and equipment to higher ground; Develop scenario-based emergency procedures for major storms that are complementary to regular stormwater pollution prevention planning and identify emergency contacts for staff and contractors; and Conduct staff training for implementing your emergency procedures at regular intervals. Pursuant to 314 CMR 3.11 (2)(a)6., and in accordance with MassDEP’s obligation under 314 CMR 4.05(5)(e) to maintain surface waters free from pollutants in concentrations or combinations that are toxic to humans, aquatic life, or wildlife, permittees who seek coverage under the 2022 CGP and anticipate to carry out dust control shall limit their dust control methodology to using water only and specifically avoid using other techniques, such as solutions containing calcium chloride. If MassDEP requests a copy of the Stormwater Pollution Prevention Plan (SWPPP) for any construction site at any time, the permittee shall submit the SWPPP to MassDEP within 14 days of such a request. MassDEP may conduct an inspection of any site covered by this permit to ensure compliance with state law requirements, including state water quality standards. 9.1.3 MTR10F000 Areas in the State of Vermont located at a federal facility Earth disturbance at any one time is limited to five acres. All areas of earth disturbance must have temporary or final stabilization within 14 days of the initial disturbance. After this time, disturbed areas must be temporarily or permanently stabilized in advance of any runoff producing event. A runoff producing event is an event that produces runoff from the construction site. Temporary stabilization is not required if precipitation is not forecast and work is to continue in the next 24-hours or if the work is occurring in a self-contained excavation (i.e. no outlet) with a depth of two feet or greater (e.g. house foundation excavation, utility trenches). Areas of a construction site that drain to sediment basins are not considered eligible for this exemption, and the exemption applies only to the excavated area itself. Site inspections on active construction sites shall be conducted daily during the period from October 15 through April 15. The use of chemical treatments (e.g. polymers, flocculants, and coagulants) for the settling and/or removal of sediment from stormwater runoff associated with construction and construction-related activities requires prior written approval and an approved site and project-specific plan, from the Vermont Agency of Natural Resources. In addition, the use of cationic polymers is prohibited unless approved by the Vermont Agency of Natural Resources under a site and project-specific plan. Any applicant under EPA’s CGP shall allow authorized Vermont Agency of Natural Resources representatives, at reasonable times and upon presentation of credentials, to enter upon the project site for purposes of inspecting the project and determining 2022 Construction General Permit (CGP) Page 58 compliance with this Certification. The Vermont Agency of Natural Resources may reopen and alter or amend the conditions of this Certification over the life of the EPA 2022 Construction General Permit when such action is necessary to assure compliance with the VWQS. 9.2 EPA REGION 2 9.2.1 NYR10I000 Indian country within the State of New York Saint Regis Mohawk Tribe Any Responsible-Person/Decision-Maker required under the CGP to submit a Notice of lntent (NOI) to EPA for coverage under the CGP, must concurrently submit an electronic copy of the NOI to the SRMT Environmental Division, Water Resource Program Manager. Additionally, an electronic copy of the Notice of Termination (NOT) must be provided within three business days after electronic confirmation is received from EPA that the NOT has been accepted. The NOI and NOT must be electronically provided to the following addresses: Mr. Tieman W. Smith Water Resources Program Manager Saint Regis Mohawk Tribe 449 Frogtown Road Akwesasne, NY 13655 Tiernan.Smith@srmt-nsn.gov 518.358.2272 ext. 5073 Any Responsible-Person/Decision-Maker that is required as part of the CGP to prepare a Discharge Management Plan (OMP) or Storm Water Management Plan (SWMP) and/or Storm Water Pollution Prevention Plan (SWPPP) must submit an electronic copy of the DMP, SWMP and/or SWPPP to the SRMT Environment Division, Water Resources Program Manager IO business days prior to the start of construction of any work to be conducted under the CGP. The applicable documents must be provided to the electronic address listed above. Any Responsible-Person/Decision-Maker that is required under the CGP to submit an annual report to EPA must submit an electronic copy of the annual report concurrently to the SRMT Water Resource Program. Additionally, any correspondences between the applicant and EPA related to analytical data, written reports, corrective action, enforcement, monitoring, or an adverse incident must likewise be routed to the SRMT Water Resources Program at the above electronic address. An "Authorization to Proceed Letter" with site-specific mitigation requirements may be sent out to the permittee when a review of the NOI and OMP, SWMP and /or SWPPP on a case-by-case basis, is completed by the SRMT Environment Division, Water Resource Program. This approval will allow the application to proceed if all mitigation requirements are met. Seneca Nation Under Part 1.1.5 of the CGP, the Seneca Nation requests that an applicant must demonstrate that they meet the eligibility criteria listed in Appendix D (certify in your Notice of lntent (NOI) that you meet one of the eligibility criteria [Criterion A- F]) as well as species and critical habitats that are listed under the Seneca Nation's "Fishing and Conservation Laws" and the "Seneca Nation of Indians Comprehensive Conservation Law". 2022 Construction General Permit (CGP) Page 59 The Tribal Historic Preservation Office (THPO) was established in 2000 after the Seneca Nation received a recognition letter from the National Park Service (NPS); therefore under Part 1.1.6 of the CGP (Appendix E) and prior to submitting a Notice of Intent (NOI) operators must complete the Nation's TPHO, Project Review Form (https://sni.org/media/246603/sni-thpo-project-review-form.pdf) and submit the completed form with associated information to the Tribal Historic Preservation Officer at 90 Ohi:yo' Way, Salamanca, NY 14779. Federal agencies engaging in construction activities must provide for construction review by a certified construction reviewer in accordance with 7 Del. C. §§4010 & 4013 and 7 DE Admin. Code 5101, subsection 6.1.6. Under Part 1.2 of the CGP, discharges must also follow the Section 13 of the Guide for Construction (Seneca Nation of Indians Source Water Code) and respectively, Council Resolution, dated April 13, 2013 (CN: R-04-13-13-11) to ensure that the health, safety and welfare of the citizens of the Seneca Nation, and all other within the Lands and Territories of the Seneca Nation of Indians, and to facilitate the adequate provisions of water through the elimination or prevention of ground water contamination in the vicinity of wells that supply drinking water for the Nation. The area is known as the Source Water Protection Area (SWPA) and specified activities are regulated within this SWPA, as cited in Section 13 of the Guide for Construction and Section VI, of CN: R-04-13-13-11. Under Part 1.4, any operator who seeks coverage of the CGP, and is required to submit a notice of intent NOI and Notice of Termination (NOT) (as necessary) to the EPA for coverage, under Part 1.4.2 must also submit a copy of the NOI to the Seneca Nation's Environmental Protection Department (EPD) within three business days of submittal to the EPA, (address shown below). Respectively, a copy of the NOT (as described under Part 8.3 of the CGP), which certifies that you have met the requirements of Part 8, must be provided within three business days after electronic confirmation is received from the EPA that the NOT has been accepted. In addition to a NOI and NOT, the Seneca Nation (Environmental Protection Department [EPD]) would require an Environmental Impact Assessment (EA) (Long Form), as shown in Section 2 of the Seneca Nation of Indians Laws, Ordinances & Policies (Guide for Construction), to be completed and submitted to the EPD prior to any project to determine whether the impacts from a project would create significant and detrimental effects to the Nation's lands, water (violate WQS), and environment. The NOI, NOT, and EA must be submitted electronically to epd@sni.org and provided to the following address: Seneca Nation Environmental Protection Department (EPD) Attn: Director of EPD 12837 Route 438 Irving, NY 14081 Under Part 3.0 of the CGP, discharges must be controlled as necessary to meet applicable WQS. The Seneca Nation is working actively towards finalizing and implementing the; therefore, the EPD would require an applicant to submit or grant access to the permit to obtain information on the impact of effluents on receiving waters, including the capability of receiving waters to support future designated uses and achieve the WQS of the Nation; and to advise prospective dischargers of discharge requirements, and coordinate with the appropriate 2022 Construction General Permit (CGP) Page 60 permitting agencies. As stated in the Decision Document, under Section 303(c) of the CWA, 33 U.S.C. § 1313(c), states develop, review, and revise (as appropriate) water quality standards for surface waters of the United States. At a minimum, such standards are to include designated water uses, water quality criteria to protect such uses, and an antidegradation policy. 40 C.F.R. § 131.6. In addition, under Section 401 of the CWA states may grant, condition, or deny "certification" for federally permitted or licensed activities that may result in a discharge to the waters of the United States 33 U.S.C. § 1341. Under Part 7.2.8(a)(b)(c) and for Part 9 of the CGP, the following Sections of the Seneca Nation's Guide for Construction shall be considered, in conjunction with the CGP: (a) Section 1. Executive Order - To Establish a Policy for Governing Access to Nation Territories and Facilities by Officials of Foreign Government, dated March 31, 2011 (b) Section 3. Natural Resources Committee, Sand and Gravel Law (CN: R-06-24- 05-08) (c) Section 4. Fishing and Conservation Laws - Part 1.1.5 of the CGP (d) Section 5. Seneca Nation of lndians Comprehensive Conservation Law, adopted January 14, 2012 (e) Section 9. Food is Our Medicine (FIOM) Program/Native Planting Policy (CN: R- 03- 08-14-14) (f) Section 10. Forestry Management Plan (CN: R-08-14-10-23) (g) Section 11. Timber Ordinance #411-092, dated May 8, 1982 (h) Section 14. Flood Damage Prevention Local Law, dated September 27, 1988 (i) Section 16. Utilities Ordinance No. 87-100 (j) Authorizing Emergency Action and Contingency Plan to Restrain Pollution of Nations Waters, (Council Resolution: R-03-01-18-10), dated March 10, 2018 Seneca Nation of Indians Permit Application for Construction within Waterways Permit, Form NR98-01.00 9.3 EPA REGION 3 9.3.1 DCR100000 District of Columbia Discharges authorized by this permit shall comply with the District of Columbia Water Pollution Control Act of 1984, as amended (DC Official Code § 8-103.01 and § 8- 103.06, et seq.) to ensure that District of Columbia waters, waters in adjacent and downstream states, and the beneficial uses of these waters will not be harmed or degraded by the discharges. Discharges authorized by this permit must comply with §§ 1104.1 and 1104.8 of Chapter 11 and the provisions of Chapter 19 of Title 21of District of Columbia Municipal Regulations in order to attain and maintain designated uses of the District of Columbia waters. 2022 Construction General Permit (CGP) Page 61 The permittee shall comply with the District of Columbia Stormwater Management and Soil Erosion and Sediment Control regulations in Chapter 5 of Title 21 of the District of Columbia Municipal Regulations. The permittee shall comply with the District of Columbia Flood Management Control regulations in Chapter 31 of Title 20 of the District of Columbia Municipal Regulations. The permittee shall submit a copy of the Stormwater Pollution Prevention Plan (SWPPP) to the Regulatory Review Division, Department of Energy & Environment, Government of the District of Columbia, 1200 First Street, NE, 5th Floor, Washington, DC 20002, during the review and approval of the permittee’s DOEE Erosion and Sediment Control Plan in accordance with the provisions of Chapter 542 of Title 21 of the District of Columbia Municipal Regulations. Upon request, the permittee shall submit all inspection and monitoring reports as required by this permit and 40 CFR § 122.41 to the Associate Director, Inspection and Enforcement Division, Department of Energy & Environment, Government of the District of Columbia, 1200 First Street, NE, 5th Floor, Washington, DC 20002; telephone (202) 535-2226, or by email at Joshua.Rodriguez@dc.gov. In the event the permittee intends to discharge dewatering water, groundwater, or groundwater comingled with stormwater from a known contaminated site, the permittee shall contact the Regulatory Review Division, Department of Energy & Environment, Government of the District of Columbia, 1200 First Street, NE, 5th Floor, Washington, DC 20002; telephone (202) 535-2600, or by email at MS4DischargeAuthorization@dc.gov to request authorization to discharge dewatering water, groundwater, or groundwater comingled with stormwater to the District’s Municipal Separate Storm Sewer System (MS4) or to a surface water body pursuant to §§ 8-103.02, 8-103.06, and 8-103.07 of the District of Columbia Water Pollution Control Act of 1984, as amended. 9.3.2 DER10F000 Areas in the State of Delaware located at a federal facility (as defined in Appendix A) Federal agencies must submit a sediment and stormwater management plan (SSMP) and receive Department approval prior to undertaking any land clearing, soil movement or construction activity unless conducting an exempt activity. Federal construction activities are required to have a third-party Certified Construction Reviewer (CCR) perform weekly reviews to ensure the adequacy of construction activities pursuant to the approved SSMP and regulations. Implementation of approved SSMPs requires the daily oversight of construction activity by certified responsible personnel. Implementation of approved SSMPs requires the daily oversight of construction activity by certified responsible personnel. A current copy of the SSMP must be maintained at the construction site. Unless authorized by the Department, not more than 20 acres may be disturbed at any one time. 9.4 EPA REGION 4 No additional conditions 2022 Construction General Permit (CGP) Page 62 9.5 EPA REGION 5 9.5.1 MIR10I000 Indian country within the State of Minnesota Fond du Lac Reservation New dischargers wishing to discharge to an Outstanding Reservation Resource Water (ORRW)106 must obtain an individual permit from EPA for storm water discharges from large and small construction activities. 106 Although additional waters may be designated in the future, currently Perch Lake, Rice Portage Lake, Miller Lake, Deadfish Lake, and Jaskari Lake are designated as ORRWs. A copy of the Storm Water Pollution Prevention Plan (SWPPP) must be submitted to the Office of Water Protection at least fifteen (15) days in advance of sending the Notice of Intent to EPA. The SWPPP can be submitted electronically to richardgitar@FDLREZ.com or by hardcopy sent to: Fond du Lac Reservation Office of Water Protection 1720 Big Lake Road Cloquet, MN 55720 Copies of the Notice of Intent (NOI) and the Notice of Termination (NOT) must be sent to the Fond du Lac Office of Water Protection at the same time they are submitted to EPA. [The condition helps the Office of Water Protection keep track of when a project is about to start and when it has ended. FDL Water Quality Certification Ordinance, Section 204 (a) (2)). If the project will entail a discharge to any watercourse or open water body, the turbidity limit shall NOT exceed 10% of natural background within the receiving water(s) as determined by Office of Water Protection staff. For such discharges, turbidity sampling must take place within 24 hours of a ½-inch or greater rainfall event. The results of the sampling must be reported to the Office of Water Protection within 7 days of the sample collection. All sample reporting must include the date and time, location (GPS: UTM/Zone 15), and NTU. CGP applicants are encouraged to work with the Office of Water Protection in determining the most appropriate location(s) for sampling. [This condition helps both the Office of Water Protection and the project proponent in knowing whether or not their erosion control efforts are effective. FDL Water Quality Certification, Section 204 (b) (1)). Receiving waters with open water must be sampled for turbidity prior to any authorized discharge as determined by Office of Water Protection staff. This requirement only applies to receiving waters which no ambient turbidity data exists. [This condition allows the Office of Water Protection to obtain a baseline turbidity sample in which to compare to other samples. FDL Water Quality Certification Ordinance, Section 204 (b) (2)]. All work shall be carried out in such a manner as will prevent violations of water quality criteria as stated in the Water Quality Standards of the Fond du Lac Reservation, Ordinance #12/98, as amended. This includes, but is not limited to, the prevention of any discharge that causes a condition in which visible solids, bottom deposits, or turbidity impairs the usefulness of water of the Fond du Lac 2022 Construction General Permit (CGP) Page 63 Reservation for any of the uses designated in the Water Quality Standards of the Fond du Lac Reservation. These uses include wildlife, aquatic life, warm water fisheries, cold water fisheries, subsistence fishing (netting), primary contact recreation, secondary contact recreation, cultural, wild rice areas, aesthetic waters, agriculture, navigation, commercial and wetlands. It also includes the designated uses of wetlands including, but not limited to, baseflow discharge, cultural opportunities, flood flow attenuation, groundwater recharge, indigenous floral and fauna) diversity and abundance, nutrient cycling, organic carbon export/cycling, protection of downstream water quality, recreation, resilience against climactic effects, sediment/shoreline stabilization, surface water storage, wild rice, and water dependent wildlife. [In addition to listing the designated uses of waters of the Fond du Lac Reservation, this condition also limits the project proponent to discharges that will not violate our Water Quality Standards. FDL Water Quality Certification Ordinance, Section 204 (a) (7)). Appropriate steps shall be taken to ensure that petroleum products or other chemical pollutants are prevented from entering waters of the Fond du Lac Reservation. All spills must be reported to the appropriate emergency management Agency (National Response Center AND the State Duty Officer), and measures shall be taken immediately to prevent the pollution of waters of the Fond du Lac Reservation, including groundwater. The Fond du Lac Office of Water Protection must also be notified immediately of any spill regardless of size. [This condition helps protect water quality and also reminds project proponents of their responsibility in reporting spill events. FDL Water Quality Certification Ordinance, Section 204 (b) (3)). All seed mixes, whether used for temporary stabilization or permanent seeding, shall NOT contain any annual ryegrass (Lolium species). Wild rye (Elymus species) or Oats (Avena species) may be used as a replacement in seed mixes. [This condition prevents the use of annual ryegrass on the Reservation. Annual ryegrass is allelopathic, which means it produces biochemical in its roots that inhibit the growth of native plants. If used in seed mixes, annual ryegrass could contribute to erosion, especially on slopes. However, the condition also specifies substitute grasses that germinate almost as fast as annual ryegrass for use as a cover crop to help prevent erosion. FDL Water Quality Certification Ordinance, Section 204 (t) (1)). To prevent the introduction of invasive species, ALL contractors and subcontractors MUST disclose information stating prior equipment location(s) and ALL known invasive species potentially being transported from said location(s). All equipment MUST undergo a high pressure wash (including any equipment mats) BEFORE ENTERING the Fond du Lac Reservation. Personal equipment such as work boots, gloves, vest, etc. MUST be clean of debris, dirt and plant and animal material BEFORE ENTERING the Fond du Lac Reservation. Equipment being transported from known infested areas MUST undergo a high pressure wash as soon as possible after leaving the infested site and again BEFORE ENTERING the Fond du Lac Reservation, to avoid transport of invasive species into areas surrounding the Reservation. Written certification of equipment cleaning MUST be provided to the Fond du Lac Office of Water Protection. Upon arrival, ALL contractor and subcontractor equipment will be inspected by appointed Fond du Lac staff. If equipment is deemed unsatisfactory, the equipment MUST 2022 Construction General Permit (CGP) Page 64 undergo a high pressure washing until the equipment is cleared by the inspector, until such time, minimal travel will be allowed through the Reservation. The contractor shall be held responsible for the control of any invasive species introduced as a result of their project. [This condition requires the project proponent to prevent the inadvertent introduction of invasive species by taking an active role in cleaning all vehicles, equipment, and equipment mats before entering the Reservation. This condition has been placed in certifications since 2012, due to the introduction of Wild Parsnip in 2011 from a pipeline contractor. It is much easier to prevent the introduction of an invasive species than it is to eradicate it once it has been introduced. Many invasive plant species form monocultures, preventing native plants from growing. This situation often leads to cases of erosion, which in turn effects water quality. FOL Water Quality Certification Ordinance, Section 204 (g) (1)]. A copy of this certification MUST be kept by the contractor on-site at all times and be available for viewing by all personnel, including inspectors. [This condition ensures that the information contained in the certification, especially the conditions, is readily available onsite for reference. FOL Water Quality Certification Ordinance, Section 204 (a) (9)]. The Grand Portage Band of Lake Superior Chippewa The CGP authorization is for construction activities that may occur within the exterior boundaries of the Grand Portage Reservation in accordance to the Grand Portage Land Use Ordinance. The CGP regulates stormwater discharges associated with construction sites of one acre or more in size. Only those activities specifically authorized by the CGP are authorized by this certification (the “Certification”). All construction stormwater discharges authorized by the CGP must comply with the Water Quality Standards and Water Resources Ordinance, as well as Applicable Federal Standards (as defined in the Water Resources Ordinance). All appropriate steps must be taken to ensure that petroleum products or other chemical pollutants are prevented from entering the Waters of the Reservation. All spills must be reported to the appropriate emergency-management agency, and measures must be taken to prevent the pollution of the Waters of the Reservation, including groundwater. The 2022 CGP requires inspections and monitoring reports of the construction site stormwater discharges by a qualified person. Monitoring and inspection reports must comply with the minimum requirements contained in the 2022 CGP. The monitoring plan must be prepared and incorporated into the Storm Water Pollution Prevention Plan (the “SWPP”). A copy of the SWPP must be submitted to the Board at least 30 days in advance of sending the requisite Notice of Intent to EPA. The SWPP should be sent to: Grand Portage Environmental Resources Board P.O. Box 428 Grand Portage, MN 55605 Copies of the Notice of Intent and Notice of Termination required under the General Permit must be submitted to the Board at the address above at the same time they are submitted to the EPA. 2022 Construction General Permit (CGP) Page 65 If requested by the Grand Portage Environmental Department, the permittee must provide additional information necessary for a case-by-case eligibility determination to assure compliance with the Water Quality Standards and any Applicable Federal Standards. The burden is on the applicant to demonstrate compliance with the Water Quality Standards, the Water Resources Ordinance, and Applicable Federal Standards whether or not the application is ultimately eligible for the CGP. CGP discharges must not cause nuisance conditions as defined in Grand Portage Water Quality Standards. The Board retains full authority to ensure compliance with and to enforce the provisions of the Water Resource Ordinance and Water Quality Standards, Applicable Federal Standards, and these Certification conditions. Nothing herein affects the scope or applicability of other controlling tribal or federal requirements, including but not limited to impacts to cultural, historical, or archeological features or sites, or properties that may be eligible for listing on the National Register of Historic Places under the National Historic Preservation Act, 54 U.S.C. §§ 300101 et seq. Appeals related to Board actions taken in accordance with any of the preceding conditions may be heard by the Grand Portage Tribal Court. Leech Lake Band of Ojibwe The water quality standards that apply to the construction site are the standards at the time the operator submits its Notice of Intent (NOI) to EPA and the LLBO WRP (see conditions # 2 and # 3). A copy of the Stormwater Pollution Prevention Plan (SWPPP) must be submitted to the LLBO WRP at least 30 days in advance of sending the NOI for the project to EPA. See attached LLBO 401 Water Quality Certification Ordinance. Section 304(a)(1). The SWPPP should be submitted electronically to Jeff.Harper@llojibwe.net and by hardcopy sent to: Leech Lake Band of Ojibwe ATTN: Water Resources Program - 401 Cert Division of Resource Management 190 Sailstar Drive NW Cass Lake, Minnesota 56633 Copies of the NOI and the Notice of Termination (NOT) must be submitted to the LLBO WRP at the same time they are submitted to EPA. See attached LLBO 401 Water Quality Certification Ordinance, Section 304(a)(2). The NOI and NOT should be submitted electronically to Jeff.Harper@llojibwe.net and sent by hardcopy to the address cited in condition # 2. Any and all other conditions listed in Section 304 of the attached LLBO 401 Water Quality Certification Ordinance shall be observed unless the LLBO WRP deems that certain conditions therein are not applicable to the project in need of a permit under this certification. A copy of this certification MUST be kept by the contractor on-site at all times and be available for viewing by all personnel, including inspectors. 2022 Construction General Permit (CGP) Page 66 Upon consideration of the NOI, if the LLBO WRP finds that the discharge will not be controlled as necessary to meet applicable water quality standards, the LLBO WRP may insist, consistent with Part 3.1 of the CGP, that additional controls are installed to meet applicable water quality standards, or recommend to EPA that the operator obtain coverage under an individual permit. 9.5.2 WIR10I000 Indian country within the State of Wisconsin Bad River Band of Lake Superior Tribe of Chippewa Indians Only those activities specifically authorized by the CGP are authorized by this Certification. This Certification does not authorize impacts to cultural properties, or historical sites, or properties that may be eligible for listing as such. All projects which are eligible for coverage under the CGP and are located within the exterior boundaries of the Bad River Reservation shall be implemented in such a manner that is consistent with the Tribe’s Water Quality Standards (WQS). The Tribe’s WQS can be viewed at: http://www.badriver-nsn.gov/wp- content/uploads/2020/01/NRD_WaterQualityStandards_2011.pdf Operators are not eligible to obtain authorization under the CGP for all new discharges to an Outstanding Tribal Resource Water (OTRW or Tier 3 water). OTRWs, or Tier 3 waters, include the following: Kakagon Slough and the lower wetland reaches of its tributaries that support wild rice, Kakagon River, Bad River Slough, Honest John Lake, Bog Lake, a portion of Bad River, from where it enters the Reservation through the confluence with the White River, and Potato River. OTRWs can be viewed at: https://www.arcgis.com/apps/View/index.html?appid=6f44c371217e4ee8b5f1c2 c705c 7c7c5 An operator proposing to discharge to an Outstanding Resource Water (ORW or Tier 2.5 water) under the CGP must comply with the antidegradation provisions of the Tribe’s WQS. ORWs, or Tier 2.5 waters, include the following: a portion of Bad River, from downstream the confluence with the White River to Lake Superior, White River, Marengo River, Graveyard Creek, Bear Trap Creek, Wood Creek, Brunsweiler River, Tyler Forks, Bell Creek, and Vaughn Creek. ORWs can be viewed at: https://www.arcgis.com/apps/View/index.html?appid=6f44c371217e4ee8b5f1c2 c705c 7c7c5. The antidegradation demonstration materials described in provision E.4.iii., and included on the antidegradation demonstration template found at: https://www.badriver-nsn.gov/natural-resources/projectreviews/, must be submitted to the following address: Bad River Tribe’s Natural Resources Department Attn: Water Regulatory Specialist P.O. Box 39 Odanah, WI 54861 WaterReg@badriver-nsn.gov An operator proposing to discharge to an Exceptional Resource Water (ERW or Tier 2 water) under the CGP must comply with the antidegradation provisions of the Tribe’s WQS. ERWs, or Tier 2 waters, include the following: any surface water within the exterior boundaries of the Reservation that is not specifically classified as an Outstanding Resource Water (Tier 2.5 water) or an Outstanding Tribal Resource Water (Tier 3 water). ERWs can be viewed at: 2022 Construction General Permit (CGP) Page 67 https://www.arcgis.com/apps/View/index.html?appid=6f44c371217e4ee8b5f1c2 c705c 7c7c5. The antidegradation demonstration materials described in provision E.4.ii., and included on the antidegradation demonstration template found at: https://www.badriver-nsn.gov/natural-resources/projectreviews/, must be submitted to the following address: Bad River Tribe’s Natural Resources Department Attn: Water Regulatory Specialist P.O. Box 39 Odanah, WI 54861 WaterReg@badriver-nsn.gov Projects utilizing cationic treatment chemicals within the Bad River Reservation boundaries are not eligible for coverage under the CGP. A discharge to a surface water within the Bad River Reservation boundaries shall not cause or contribute to an exceedance of the turbidity criterion included in the Tribe’s WQS, which states: Turbidity shall not exceed 5 NTU over natural background turbidity when the background turbidity is 50 NTU or less, or turbidity shall not increase more than 10% when the background turbidity is more than 50 NTU. All projects which are eligible for coverage under the CGP within the exterior boundaries of the Bad River Reservation must comply with the Bad River Reservation Wetland and Watercourse Protection Ordinance, or Chapter 323 of the Bad River Tribal Ordinances, including the erosion and sedimentation control, natural buffer, and stabilization requirements. Questions regarding Chapter 323 and requests for permit applications can be directed to the Wetlands Specialist in the Tribe’s Natural Resources Department at (715) 682-7123 or wetlands@badriver-nsn.gov. An operator of a project, which is eligible for coverage under the CGP, that would result in an allowable discharge under the CGP occurring within the exterior boundaries of the Bad River Reservation must notify the Tribe prior to the commencing earth-disturbing activities. The operator must submit a copy of the Notice of Intent (NOI) to the following addresses at the same time it is submitted to the U.S. EPA: Bad River Tribe’s Natural Resources Department Attn: Water Regulatory Specialist P.O. Box 39 Odanah, WI 54861 WaterReg@badriver-nsn.gov Bad River Tribe’s Natural Resources Department Attn: Tribal Historic Preservation Officer (THPO) P.O. Box 39 Odanah, WI 54861 THPO@badriver-nsn.gov The operator must also submit a copy of the Notice of Termination (NOT) to the above addresses at the same time it is submitted to the U.S. EPA. Photographs showing the current site conditions must be included as part of the NOT to document the stabilization requirements have been met. The THPO must be provided 30 days to comment on the project. 2022 Construction General Permit (CGP) Page 68 The operator must obtain THPO concurrence in writing. This written concurrence will outline measures to be taken to prevent or mitigate effects to historic properties. For more information regarding the specifics of the cultural resources process, see 36 CFR Part 800. A best practice for an operator is to consult with the THPO during the planning stages of an undertaking. An operator of a project, which is eligible for coverage under the CGP, that would result in an allowable discharge under the CGP occurring within the exterior boundaries of the Bad River Reservation must submit a copy of the Stormwater Pollution Prevention Plan (SWPPP) to the following address at the same time as submitting the NOI: Bad River Tribe’s Natural Resources Department Attn: Water Regulatory Specialist P.O. Box 39 Odanah, WI 54861 WaterReg@badriver-nsn.gov Any corrective action reports that are required under the CGP must be submitted to the following address within one (1) working day of the report completion: Bad River Tribe’s Natural Resources Department P.O. Box 39 Odanah, WI 54861 WaterReg@badriver-nsn.gov An operator of a project, which is eligible for coverage under the CGP, that would result in an allowable discharge under the CGP occurring within the exterior boundaries of the Bad River Reservation must submit a copies of the inspection reports (including photographs) to the following address within 24 hours of completing any site inspection required: Bad River Tribe’s Natural Resources Department Attn: Water Regulatory Specialist P.O. Box 39 Odanah, WI 54861 WaterReg@badriver-nsn.gov An operator shall be responsible for meeting any additional permit requirements imposed by the U.S. EPA necessary to comply with the Tribe’s antidegradation policies if the discharge point is located upstream of waters designated by the Tribe. 9.6 EPA REGION 6 9.6.1 NMR100000 State of New Mexico, except Indian country In Outstanding National Resource Waters (ONRWs) in New Mexico, no degradation is permitted except in limited, specifically defined instances. Therefore, Operators are not eligible to obtain authorization under this general permit for stormwater discharges to waters classified as ONRWs listed in Paragraph D of 20.6.4.9 New Mexico Administrative Code (NMAC), also referred to as “Tier 3 waters” as defined in Appendix A of this permit. Exception: When construction activities are in response to a public emergency (e.g., wildfire, extreme flooding, etc.) and the related work requires immediate authorization to avoid a threat to public health or safety. Operators who conduct construction activities in response to a public emergency to mitigate an immediate threat to public health or safety shall 2022 Construction General Permit (CGP) Page 69 adhere to the requirements in 20.6.4.8(A)(3)(c) NMAC, including notifying the New Mexico Environment Department (NMED) within seven days of initiation of the emergency action and providing NMED with a summary of the action taken within 30 days of initiation of the emergency action. For all other scenarios, Operators with proposed discharges to ONRWs in New Mexico shall obtain coverage from EPA under an NPDES Individual Permit and will comply with the additional standards and regulations related to discharges to ONRWs in 20.6.4.8(A) NMAC. Additional information is available from: New Mexico Environment Department Surface Water Quality Bureau P.O. Box 5469 Santa Fe, NM 87502‐5469 Telephone: 505‐827‐0187 https://www.env.nm.gov/surface‐water‐quality/wqs/ https://gis.web.env.nm.gov/oem/?map=swqb If construction dewatering activities are anticipated at a construction site and non‐ stormwater discharges of groundwater, subsurface water, spring water, and/or other dewatering water are anticipated, the Operators/Permittees must complete the following steps: 1. Review the state’s Ground Water Quality Bureau Mapper (https://gis.web.env.nm.gov/GWQB/) and Petroleum Storage Tank Bureau Mapper (https://gis.web.env.nm.gov/GWQB/). Check if the following sources are located within the noted distance from the anticipated construction dewatering activity. At a minimum, a list of the following potential sources of contaminants and pollutants at the noted distance is to be kept in the SWPPP. 2022 Construction General Permit (CGP) Page 70 Source of Potential Contamination or Pollutants* Constituents likely to be required for testing* Within 0.5 mile of an open Leaking Underground Storage Tank (LUST) site BTEX (Benzene, Toluene, Ethylbenzene, and Xylene) plus additional parameters depending on site conditions** Within 0.5 mile of an open Voluntary Remediation site All applicable parameters or pollutants listed in 20.6.4.13, 20.6.4.52, 20.6.4.54, 20.6.4.97 thru 20.6.4.99, 20.6.4.101 through 20.6.4.899, and 20.6.4.900 NMAC (or an alternate list approved by the NMED‐ SWQB)* Within 0.5 mile of an open RCRA Corrective Action Site Within 0.5 mile of an open Abatement Site Within 0.5 mile of an open Brownfield Site Within 1.0 mile or more of a Superfund site or National Priorities List (NPL) site with associated groundwater contamination. Construction activity contaminants and/or natural water pollutants Additional parameters depending on site activities and conditions (Contact NMED‐ SWQB for an alternate list)* *For further assistance determining whether dewatering may encounter contaminated sources, please contact the NMED Ground Water Quality Bureau at 505‐827‐2965 or NMED Surface Water Quality Bureau (SWQB) at 505‐827‐0187. ** EPA approved sufficiently sensitive methods must be used. For known PCB sources and analysis, EPA Method 1668C must be used (see https://www.epa.gov/cwa‐methods). 2. If dewatering activities are anticipated, information on the flow rate and potential to encounter contaminated groundwater, subsurface water, spring water, or dewatering water must be provided directly to NMED at the following address: NMED Surface Water Quality Bureau Program Manager, Point Source Regulation Section PO Box 5469, Santa Fe, NM 87502 Please call the SWQB to obtain the appropriate email address (505‐827‐0187). 3. In addition, the Operator/Permittee must characterize the quality of the groundwater and subsurface water, spring water, or dewatering water being considered for discharge according to the table above and including dissolved hardness and pH. Considering the contaminant sources listed in the table above, water quality data may already be available. For further assistance, contact the 2022 Construction General Permit (CGP) Page 71 NMED Surface Water Quality Bureau (505‐827‐0187), Ground Water Quality Bureau (505‐827‐ 2965), Petroleum Storage Tank Bureau (505‐476‐4397), or Hazardous Waste Bureau (505‐476‐ 6000). i. The Operator/Permittee must submit recent analytical test results (i.e., within the past 5 years) according to the table above, and including dissolved hardness and pH, to the EPA Region 6 Stormwater Permit Contact and the NMED Surface Water Quality Bureau (see contact information in #2 above). If the test data exceed applicable water quality standards, then the groundwater, subsurface water, spring water, or dewatering water cannot be discharged into surface waters under this general permit. Operators/Permittees may submit an NPDES Individual Permit application to treat and discharge to waters of the U.S. or find alternative disposal measures. No discharges to surface waters are allowed until authorized. ii. If the discharge has the potential to affect groundwater (e.g., land application), the Operator/Permittee must submit an NOI to the NMED Ground Water Quality Bureau (see 20.6.2.1201 NMAC – Notice of Intent to Discharge). 4. The Operator/Permittee must document any findings and all correspondence with NMED and EPA in the SWPPP. Operators who intend to obtain authorization under this permit for new and existing storm water discharges from construction sites must satisfy the following condition: The SWPPP must include site‐specific interim and permanent stabilization, managerial, and structural solids, erosion and sediment control best management practices (BMPs) and/or other controls that are designed to prevent to the maximum extent practicable an increase in the sediment yield and flow velocity from pre‐construction, pre‐development conditions to assure that applicable standards in 20.6.4 NMAC, including the antidegradation policy, and TMDL waste load allocations (WLAs) are met. This requirement applies to discharges both during construction and after construction operations have been completed. The SWPPP must identify and document the rationale for selecting these BMPs and/or other controls. The SWPPP must also describe design specifications, construction specifications, maintenance schedules (including a long‐term maintenance plan), criteria for inspections, and expected performance and longevity of these BMPs. For sites greater than 5 acres in size, BMP selection must be made based on the use of appropriate soil loss prediction models (i.e. SEDCAD, RUSLE, SEDIMOT, MULTISED, etc.) OR equivalent generally accepted (by professional erosion control specialists) soil loss prediction tools. For all sites, the Operator(s) must demonstrate, and include documentation in the SWPPP, that implementation of the site‐specific practices will ensure that the applicable standards and TMDL WLAs are met, and will result in sediment yields and flow velocities that, to the maximum extent practicable, will not be greater than the sediment yield levels and flow velocities from preconstruction, pre‐ development conditions. All SWPPPs must be prepared in accordance with good engineering practices by qualified (e.g., CPESC certified, engineers with appropriate training) erosion control specialists familiar with the use of soil loss prediction models and design of erosion and sediment control systems based on these models (or equivalent soil 2022 Construction General Permit (CGP) Page 72 loss prediction tools). Qualifications of the preparer (e.g., professional certifications, description of appropriate training) must be documented in the SWPPP. The Operator(s) must design, implement, and maintain BMPs in the manner specified in the SWPPP. NMED supports the use of EPA’s small residential lot template if a site qualifies to use it as explained in the permit, as long as it is consistent with the above requirements. NMED’s requirement does not preclude small residential sites from using the template, but it may require an additional short paragraph to justify the selection of specific BMPs for the site. Operators must notify NMED when discharges of toxic or hazardous substances or oil from a spill or other release occurs ‐ see Emergency Spill Notification Requirements, Part 2.3.6 of the permit. For emergencies, Operators can call 505‐827‐9329 at any time. For non‐emergencies, Operators can call 866‐428‐6535 (voice mail 24‐hours per day) or 505‐476‐6000 during business hours from 8am‐5pm, Monday through Friday. Operators can also call the NMED Surface Water Quality Bureau directly at 505‐827‐ 0187. Operators of small construction activities (i.e., 1‐5 acres) are not eligible to qualify for a waiver in lieu of needing to obtain coverage under this general permit based on Item C.3 of Appendix C (Equivalent Analysis Waiver) in the State of New Mexico. 9.6.2 NMR10I000 Indian country within the State of New Mexico, except Navajo Reservation Lands that are covered under Arizona permit AZR10000I and Ute Mountain Reservation Lands that are covered under Colorado permit COR10000I. Nambe Pueblo The operator must provide a copy of the Notice of Intent (NOI) and Notice of Termination (NOT) to the Nambe Pueblo Governor's Office at the same time it is provided to the US Environmental Protection Agency. The NOI and NOT should be provided to the following address: Office of the Governor Nambe Pueblo !SA NPI02 WEST Nambe Pueblo, New Mexico 87506 The operator must provide a copy of the Storm Water Pollution Prevention Plan (SWPPP) to Nambe Pueblo at the same time it is submitted to the EPA, either by email to governor@nambepueblo.org or mailed to the above address. The operator must provide copies of inspection reports, a copy of the corrective action log, and modifications made to the SWPPP as a result of inspection findings, upon request by the Nambe Pueblo Department of Environmental and Natural Resources or Nam be Governor. Ohkay Owingeh Tribe All operators obtaining permit coverage under the EPA CGP, must submit a copy of the certified (signed) Notice of Intent (NOI) to the Ohkay Owingeh Office of Environmental Affairs, a copy of NOI modifications and the Notice of Termination (NOT), must be provided within three business days after EPA provides electronic confirmation that the submission has been received. The NOI and NOT must be provided to the following address: 2022 Construction General Permit (CGP) Page 73 Naomi L. Archuleta - Environmental Programs Manager Ohkay Owingeh Office of Environmental Affairs P.O. Box 717 Ohkay Owingeh, NM 87566 naomi.archuleta@ohkay.org Noah Kaniatobe - Environmental Specialist Ohkay Owingeh, Office of Environmental Affairs P.O. Box 717 Ohkay Owingeh, NM 87566 noah.kaniatohe@ohkay.org All operators obtaining permit coverage under the EPA CGP, must submit an electronic copy of the Storm Water Pollution Prevention Plan (SWPPP) to Ohkay Owingeh Office of Environmental Affairs at the same time that the NOI is submitted to the tribe (see contact information listed above). Following each incident where the operator takes a corrective action the operator must provide the corrective action log to the Ohkay Owingeh Office of Environmental Affairs. The operator must notify Ohkay Owingeh Office of Environmental Affairs within 24 hours, in the event of an emergency spill in addition to the notification requirements at Part 2.3.6 of the CGP. Please contact: Ohkay Owingeh Tribal Police Department at 505.852.2757. Please contact: Ohkay Owingeh Tribal Police Department 505.852.2757 Pueblo of Isleta All operators obtaining permit coverage under the EPA CGP must submit a copy of the certified Notice of Intent (NOI) to the Pueblo of Isleta at the same time it is submitted to EPA for projects occurring within the exterior boundaries of the Pueblo of Isleta. Additionally, a copy of NOI modifications and the Notice of Termination (NOT), must be provided within three business days after EPA provides electronic confirmation that the submission has been received. The Notices must be provided to the following address: Water Quality Control Officer Pueblo of Isleta Environment Department PO Box 1270 Isleta NM 87022 505-869-7565 WQCO@isletapueblo.com The operator must notify the Pueblo of Isleta’s Dispatch at 505-869-3030 as soon as possible and the Pueblo of Isleta Water Quality Control Officer within 10 hours, in the event of a spill of hazardous or toxic substances or if health or the 2022 Construction General Permit (CGP) Page 74 environment become endangered in addition to the notification requirements at Part 2.3.6 and at I.12.6.1 of the CGP. All operators obtaining permit coverage under the EPA CGP must submit an electronic copy of the Stormwater Pollution Prevention Plan (SWPPP) to the Pueblo of Isleta Water Quality Control Officer at the above address, 30 days prior to submitting the certified NOI to EPA. If the electronic file is too large to send through e-mail, a zip file or flash drive may be submitted. All operators obtaining permit coverage under the EPA CGP must give 2 days advance notice to the Pueblo of Isleta Water Quality Control Officer of any planned changes in the permitted activity which may result in noncompliance with permit requirements. All operators obtaining permit coverage under the EPA CGP must post a sign or other notice of permit coverage at a safe, publicly accessible location in close proximity to the construction site. The notice must be located so that it is visible from the public road or tribal road that is nearest to the active part of the construction site. The sign must be maintained on-site from the time construction activities begin until final stabilization is met. Erosion and sediment controls shall be designed to retain sediment on-site and project-generated waste materials that have the potential to discharge pollutants shall not be placed on open soil or on a surface that is not stabilized. Volumes of sediment over five (5) cubic yards must be removed from the active construction site; additionally, if sediment is placed for disposal within the exterior boundaries of the Pueblo of Isleta, disposal must be within a tribally approved sediment disposal site. Pueblo of Laguna All operators obtaining permit coverage under the EPA CGP must submit an electronic copy of the certified (signed) Notice of Intent (NOI) to the Pueblo of Laguna's Environmental & Natural Resources Department (ENRD) within three business days of submittal to the EPA. Additionally, a copy of NOI modifications and the Notice of Termination (NOT), must be provided within three business days after the EPA provides electronic confirmation that the submission has been received. The NOI and NOT must be electronically submitted to info.environmental@pol-nsn.gov. All operators obtaining permit coverage under the EPA CGP must submit an electronic copy of the Stormwater Pollution Prevention Plan (SWPPP) to the Pueblo of Laguna's ENRD 14 days prior to the submittal of the NOI (see contact information listed above). The operator must provide copies of corrective actions logs and modifications made to the SWPPP as a result of inspection findings to the Pueblo of Laguna ENRD (see contact information above). In addition to the notification requirements of Part 2.3.6 of the CPG [EPA interprets this intending to refer to the CGP], the operator must notify the Pueblo of Laguna ENRD at 505-552-7512 in the event of an emergency spill as soon as possible. Pueblo of Sandia. The following conditions apply only to discharges on the Pueblo of Sandia Reservation: 2022 Construction General Permit (CGP) Page 75 All operators obtaining permit coverage under the EPA CGP, must submit a copy of the certified (signed) Notice of lntent (NOI) to the Pueblo of Sandia Environment Department concurrently with submittal to the EPA. Additionally, a copy of NOI modifications and the Notice of Termination (NOT), must be provided concurrently with submittal to the EPA. The NOI and NOT must be provided electronically to the following addresses: Electronic Addresses: Amy Rosebrough (Water Quality Manager): rosebrough@sanidapueblo.nsn.us Greg Kaufman (Environment Director):gkaufman@sandiapueblo.nsn.us All operators obtaining permit coverage under the EPA CGP, must submit an electronic copy of the Stormwater Pollution Prevention Plan (SWPPP) to the Pueblo of Sandia Environment. Department at least 14 days prior to submittal of the NOI to the Pueblo (see contact information listed above). If requested by the Pueblo of Sandia Environment Department, the permittee must provide additional information necessary on a case-by-case basis to assure compliance with the Pueblo of Sandia Water Quality Standards and/or applicable Federal Standards. An "Authorization to Proceed Letter" with site specific mitigation requirements may be sent out to the permittee when a review of the NOI and SWPPP, on a case-by-case basis, is completed by the Pueblo of Sandia Environment Department. This approval will allow the application to proceed if all mitigation requirements are met. The Pueblo of Sandia will not allow Small Construction Waivers (Appendix C) to be granted for any small construction activities. The operator must provide copies of inspection reports, a copy of the corrective action log, and modifications made to the SWPPP as a result of inspection findings to the Pueblo of Sandia Environment Department upon request. An inspection report and corrective action log must be submitted to the Pueblo within 3 days of any inspection that results in corrective action (see contact information listed above). The operator must notify the Pueblo of Sandia within 24 hours in the event of an emergency spill, in addition to the notification requirements at Part 2.3.6 of the COP (see contact information listed above). Before submitting a Notice of Termination (NOT) to the EPA, permittees must clearly demonstrate to the Pueblo of Sandia Environment Department through a site visit or documentation that requirements for site stabilization have been met and any temporary erosion control structures have been removed. A short letter stating that the NOT is acceptable and all requirements have been met will be sent to the permittee to add to the permittee's NOT submission to the EPA. Pueblo of Santa Ana. The following conditions apply only to discharges on the Pueblo of Santa Ana Reservation: All operators obtaining permit coverage under the EPA CGP, must submit a copy of the certified (signed) Notice of Intent (NOI) to the Pueblo's Department of Natural Resources within three business days of submittal to EPA. Additionally, a copy of NOI modifications and the Notice of Termination (NOT), must be 2022 Construction General Permit (CGP) Page 76 provided within three business days after EPA provides electronic confirmation that the submission has been received. The NOI and NOT must be provided to the following address: Regular U.S. Delivery Mail: Pueblo of Santa Ana Department of Natural Resources Water Resources Division Attn: Andrew Sweetman 02 Dove Rd Santa Ana Pueblo, NM 87004 Electronically: Andrew Sweetman Water Resources Division Manager Andrew.Sweetman@santaana-nsn.gov Tammy Montoya Hydrologist Tammy.Montoya@santaana-nsn.gov All operators obtaining permit coverage under the EPA CGP, must submit an electronic copy of the Stormwater Pollution Prevention Plan (SWPPP) to the to the Pueblo's Department of Natural Resources at the same time that the NO! is submitted to the tribe (see contact information listed above). The operator must provide copies of inspection reports, a copy of the corrective action log, and modifications made to the SWPPP as a result of inspection findings, upon request by the Pueblo's Department of Natural Resources. The operator must notify the Pueblo's Department of Natural Resources within 24 hours in the event of an emergency spill, in addition to the notification requirements at Part 2.3.6 of the CGP. Pueblo of Taos All operators obtaining permit coverage under the EPA CGP, must submit a copy of the certified (signed) Notice of lntent (NOi) to the Taos Pueblo Environmental Office and Taos Pueblo Governor's Office within three business days of submittal to EPA. Additionally, a copy of NOi modifications and the Notice of Termination (NOT), must be provided within three business days after EPA provides electronic confirmation that the submission has been received. The NOi and NOT must be provided to the following addresses: Honorable Governor of Taos Pueblo PO Box 1846 Taos, New Mexico 87571 Taos Pueblo Environmental Office PO Box 1846 Taos, New Mexico 87571 All operators obtaining permit coverage under the EPA CGP, must submit an electronic copy of the Stormwater Pollution Prevention Plan (SWPPP) to the Taos Pueblo Environmental Office when the NOI is submitted to the tribe. Electronic copy of SWPPP downloaded on flash drive may be sent to the above address for the Taos Pueblo Environmental Office. The operator must provide a copy of the corrective action log following each corrective action undertaken and modifications made to the SWPPP as a result of 2022 Construction General Permit (CGP) Page 77 a corrective action to the Taos Pueblo Environmental Office at address listed above. Pueblo of Tesuque. All operators obtaining permit coverage under the EPA CGP, must submit a copy of the certified (signed) Notice of Intent (NOI) to the Pueblo of Tesuque Department of Environment and Natural Resources (DENR) and the Pueblo's Governor within three business days of submittal to EPA. Additionally, a copy of any NOi modifications and the Notice of Termination (NOT), must be provided within three business days after EPA provides electronic confirmation that the submission has been received. The NOI and NOT must be provided to the following address: Governor Mark Mitchell Pueblo of Tesuque 20 TP 828 Santa Fe, NM 87506 governor@pueblooftesuque.org Sage Mountain.flower Pueblo of Tesuque Department of Environment and Natural Resources Director 20 TP 828 All operators obtaining permit coverage under the EPA CGP, must submit an electronic copy of the Stormwater Pollution Prevention Plan (SWPPP) to Pueblo of Tesuque DENR and the Pueblo's Governor at the same time that the NO! is submitted to the EPA (see contact information listed above). The operator must provide a copy of the corrective action log, and any modifications made to the SWPPP as a result of inspection findings, or upon request by the Pueblo of Tesuque DENR. The operator must notify the Pueblo of Tesuque DENR within 24 hours in the event of an emergency spill, in addition to the notification requirements at Part 2.3.6 of the CGP (see contact information listed above). Santa Clara Indian Pueblo. All operators obtaining permit coverage under the EPA CGP, must submit a copy of the certified (signed) Notice of Intent (NOI) to the Santa Clara Pueblo Office of Environmental Affairs at the same time the NOI is submitted to the U.S. EPA. Additionally, a copy of the NOI modifications and the Notice of Termination (NOT), must be provided at the same time after electronic confirmation is received from EPA that the NOT has been accepted. The NOI and NOT shall be provided to the following address in electronic format: Dino Chavarria, Santa Clara Pueblo Office of Environmental Affairs dinoc@santaclarapueblo.org All operators obtaining permit coverage under the EPA CGP, must submit an electronic copy of the Stormwater Pollution Prevention Plan to the Santa Clara Pueblo Office of Environmental Affairs at the same time the NOI is submitted to the U.S. EPA (see contact information listed above). 2022 Construction General Permit (CGP) Page 78 The operator must notify the Santa Clara Pueblo Office of Environmental Affairs at the address above within 24 hours, in the event of an emergency spill, in addition to the notification requirements at Part 2.3.6 of the CGP 9.6.3 OKR10I000 Indian country within the State of Oklahoma, except areas of Indian country covered by an extension of state program authority pursuant to Section 10211 of the Safe, Accountable, Flexible, Efficient Transportation Equity Act (SAFETEA). Pawnee Nation. The following conditions apply only to discharges within Pawnee Indian country: Copies of the Notice of Intent (NOI) and Notice of Termination (NOT) must be provided to the Pawnee Nation at the same time it is submitted to the Environmental Protection Agency to the following address: Pawnee Nation Department of Environmental Conservation and Safety P.O. Box 470 Pawnee, OK 74058 Or email to dnrs@pawneenation.org An electronic copy of the Storm Water Pollution Prevention Plan (SWPPP) must be submitted to the Pawnee Nation Department of Environmental Conservation and Safety at the same time the NOI is submitted. The operator must provide access to the site for inspections and for copies of inspection reports, copy of the corrective action log and modifications, made to the SWPPP because of inspection findings, upon request by the Pawnee Nation DECS. The Pawnee Nation Department of Environmental Conservation and Safety must be notified at 918.762.3655 immediately upon discovery of any noncompliance with any provision of the permit conditions. 9.6.4 OKR10F000 Discharges in the State of Oklahoma that are not under the authority of the Oklahoma Department of Environmental Quality, or the Oklahoma Department of Agriculture and Forestry including activities associated with oil and gas exploration, drilling, operations, and pipelines (includes SIC Groups 13 and 46, and SIC codes 492 and 5171), and point source discharges associated with agricultural production, services, and silviculture (includes SIC Groups 01, 02, 07, 08, 09). For activities located within the watershed of any Oklahoma Scenic River, including the Illinois River, Flint Creek, Barren Fork Creek, Upper Mountain Fork, Little Lee Creek, and Lee Creek or any water or watershed designated “ORW” in Oklahoma’s Water Quality Standards, this permit may only be used to authorize discharges from temporary construction activities. Certification is denied for any on-going activities such as sand and gravel mining or any other mineral mining. For activities located within the watershed of any Oklahoma Scenic River, including the Illinois River, Flint Creek, Barren Fork Creek, Upper Mountain Fork, Little Lee Creek, and Lee Creek or any water or watershed designated “ORW” in Oklahoma’s Water Quality Standards, certification is denied for any discharges originating from support activities, including, but not limited to, concrete or asphalt batch plants, equipment staging yards, material storage areas, excavated material disposal areas, or borrow areas. 2022 Construction General Permit (CGP) Page 79 Dewatering discharges into sediment or nutrient-impaired waters, and waters identified as Tier 2, Tier 2.5, or Tier 3 (OAC 785:46-13) shall be controlled to meet water quality standards for turbidity in those waters as follows: Cool Water Aquatic Community/Trout Fisheries: 10 NTUs (OAC 785: 45-5- 12(f)(7)(A)(i) Lakes: 25 NTUs (OAC 785: 45-5-12(f)(7)(A)(ii) In waters where background turbidity exceeds these values, turbidity from dewatering discharges should be restricted to not exceed ambient levels (OAC 785: 45-5-12(f)(7)(B) 9.7 EPA REGION 7 No additional conditions. 9.8 EPA REGION 8 9.8.1 MTR10I000 Indian country within the State of Montana Blackfeet Nation. The Applicant and applicants for projects authorized under the NWPs should obtain all other permits, licenses, and certifications that may be required by federal, state, or tribal authority. Primary relevant tribal permit will be ALPO (Ordinance 117). Others may apply. It is the applicant’s responsibility to know the tribal and local ordinances and complete all necessary permissions before they can commence work. If a project is unable to meet the enclosed conditions, or if certification is denied for an applicable NWP, the Applicant may request an individual certification from Blackfeet. An individual certification request must follow the requirements outlined in 40 CFR 121.5 of EPA’s CWA § 401 Certification Rule, effective September 11, 2020. Copies of this certification should be kept on the job site and readily available for reference. If the project is constructed and/or operated in a manner not consistent with the applicable NWP, general conditions, or regional conditions, the permittee may be in violation of this certification. Blackfeet and EPA representatives may inspect the authorized activity and any mitigation areas to determine compliance with the terms and conditions of the NWP. This NWP Reissuance does not reduce Tribal authority under any other rule. The project, including any stream relocations and restoration, must be built as shown and as otherwise described in the application, the construction plans, cross sections, mitigation plans and other supporting documents submitted to this office. Impacts to aquatic systems and restoration efforts will be monitored by an appropriate aquatic resource professional to ensure that disturbed areas are restored to at least their original condition. All existing water uses will be fully maintained during and after the completion of the project. (If applicable) 2022 Construction General Permit (CGP) Page 80 Where practicable, perform all in-channel and wetland work during periods of low flow or drawn—down or when dry Equipment staging areas must be located out of all delineated wetlands Appropriate soil erosion and sediment controls must be used and maintained in effective operating condition during and immediately after construction, and all exposed soil and other fills, as well as any work below the ordinary high-water mark or in a wetland, must be permanently stabilized as soon as possible Materials such as piling, culverts, sandbags, fabric, mats, timbers used for temporary facilities in wetlands or below the high- water mark of Waters of the US must be free from oil, gas, excess dirt, loose paint and other pollutants. Equipment staging areas in wetlands or in stream or river channels must be placed on mats, or other measures must be taken to minimize soil disturbance and compaction. Clearing of riparian or wetland vegetation for the sole purpose of constructing work bridges, detours, staging areas or other temporary facilities must be limited to the absolute minimum necessary. When temporary impacts to native riparian or wetland vegetation are unavoidable, it must be mowed or cut above ground with the topsoil and root mass left intact. Remove all temporary fills and structures in the entirety when they are no longer needed. Restore affected areas to the appropriate original and planned contours where possible. Re-vegetate disturbed areas with appropriate native species when native species are impacted. Construction methods and best management practices (BMPs) must minimize aquatic resource impacts to the maximum extent possible. Any BMPs described in the Joint Application must be followed. BMPs should include installation and maintenance of sediment control measures; separation, storage and reuse of any topsoil; and recovery of all disturbed areas where possible. All best management practices must in place prior to the onset of construction or as soon as practicable during the construction process. Best available technology and/or best management practices must be utilized to protect existing water uses and maintain turbidity and sedimentation at the lowest practical level. Applicant/contractor should manage disturbed streambank topsoil in a manner that optimizes plant establishment for the site. When operating equipment or otherwise undertaking construction in wetlands and water bodies the following conditions apply: (a) Work should be done in dry conditions if possible. (b) All equipment is to be inspected for oil, gas, diesel, anti-freeze, hydraulic fluid or other petroleum leaks. All such leaks will be properly repaired and equipment cleaned prior to being allowed on the project site. Leaks that occur after the equipment is moved to the project site will be fixed the same day or the next day or removed from the project area. The equipment is not allowed to continue operation once a leak is discovered. 2022 Construction General Permit (CGP) Page 81 (c) All equipment is to be inspected and cleaned before and after use to minimize the spread or introduction of invasive or undesirable species. (d) Construction equipment shall not operate below the existing water surface except as follows: − Impacts from construction should be minimized through the use of best management practices submitted in the permit application. − Essential work below the waterline shall be done in a manner to minimize impacts to aquatic system and water quality. (e) Containment booms and/or absorbent material must be available onsite. Any spills of petroleum products must be reported to the Army Corps, Blackfeet Nation BEO Office and the US EPA within 24 hours. Upland, riparian and in-stream vegetation should be protected except where its removal is necessary for completion of work. Revegetation should be completed as soon as possible. Applicant/contractor should revegetate disturbed soil in a manner that optimizes plant establishment for the site. Revegetation must include topsoil replacement, planting, seeding, fertilization, liming and weed-free mulching as necessary. Applicant must use native plant material and soils where appropriate and feasible. This certification does not allow for the introduction of non-native flora and fauna. All disturbed surface areas must be restored to pre- construction contours and elevation. Spoils piles should not be placed or stored within the delineated wetlands or streams unless protected by a temporary structure designed to divert and handle high flows that can be anticipated during permit activity. Spoils piles should be placed on landscaping fabric or some other material to separate spoils material and allow retrieval of spoils material with minimal impact. Impacts to wetlands shall not exceed 4.92 acres. Any unexpected and additional impacts to waters of the US should be reported to the Army Corps, Blackfeet Environmental Office Water Quality Coordinator and the US EPA. All instream and stream channel reconstruction work must be completed before the stream is diverted into the new channel. Any temporary crossings, bridge supports, cofferdams, or other structures that are necessary during permit activity should be designed to handle high flows that can be anticipated during permit activity. All temporary structures should be completely removed from the water body at the conclusion of the permitted activity and the area restored to a natural function and appearance. The certification does not authorize any unconfined discharge of liquid cement into the waters of the United States. Grouting riprap must occur under dry conditions with no exposure of wet concrete to the water body. BMPs shall include application of certified weed-free straw or hay across all disturbed wetland areas that are temporarily impacted; installation and maintenance of sediment control measures during construction and if necessary, after construction is completed; use of heavy mud mats if necessary; separation, 2022 Construction General Permit (CGP) Page 82 storage and reuse of all streambank topsoil and wetland topsoil, as appropriate; and recovery of all disturbed wetland and streambank areas where possible. All conditions set by the Blackfeet Tribe and US Army Corps must be followed. All applicants, including federal agencies, must notify EPA and the Blackfeet Environmental Office of the use of all NWPs for which certification has been granted prior to commencing work on the project. Notifications must include: (a) project location (lat. Long., exact point on map); (b) NWP that will be used and the specific activity that will be authorized under the NWP; (c) amount of permanent and temporary fills; (d) a short summary of the proposed activity, and all other federal, state, tribal or local permits or licenses required for the project; (e) complete contact information of both the applicant and contractor (name, name of the company or property if applicable, telephone, mobile, and email); and, (f) Summary of best management practices that will be used. (g) A summary of communications with the affected Tribe's water quality staff regarding the project, including any concerns or issues. (h) Notify Blackfeet and EPA at least 7 days before the completion of construction and operations begin. Point source discharges may not occur: (1) in fens, bogs or other peatlands; (2) within 100 feet of the point of discharge of a known natural spring source; or (3) hanging gardens. Except as specified in the application, no debris, silt, sand, cement, concrete, oil or petroleum, organic material, or other construction related materials or wastes shall be allowed to enter into or be stored where it may enter into waters of the U.S. Silt fences, straw wattles, and other techniques shall be employed as appropriate to protect waters of the U.S. from sedimentation and other pollutants. Water used in dust suppression shall not contain contaminants that could violate water quality standards. Erosion control matting that is either biodegradable blankets or loose- weave mesh must be used to the maximum extent practicable. All equipment used in waters of the U.S. must be inspected for fluid leaks and invasive species prior to use on a project. All fluid leaks shall be repaired and cleaned prior to use or when discovered, or if the fluid leak can't be repaired, the equipment shall not be used on site. Equipment used in waters with the possibility of aquatic nuisance species infestation must be thoroughly cleaned and effectively decontaminated before they are used on the project. 2022 Construction General Permit (CGP) Page 83 Vegetation should be protected except where its removal is necessary for completion of the work. Locations disturbed by construction activities should be revegetated with appropriate native vegetation in a manner that optimizes plant establishment for the specific site. Revegetation may include topsoil replacement, planting, seeding, fertilization, liming, and weed-free mulching, as necessary. Where practical, stockpile weed- seed-free topsoil and replace it on disturbed areas. All revegetation materials, including plants and plant seed shall be on site or scheduled for delivery prior to or upon completion of the earth moving activities. Activities may not result in any unconfined discharge of liquid cement into waters of the U.S. Grouting riprap must occur under dry conditions with no exposure of wet concrete to the waterbody. Activities that may result in a point source discharge shall occur during seasonal low flow or no flow periods to the extent practicable. The placement of material (discharge) for the construction of new dams is not certified, except for stream restoration projects. Any decision-maker that is required under 7.0 of the CGP to prepare a Stormwater Pollution Prevention Plan (SWPPP), must submit an electronic copy of the SWPPP to the Blackfeet Environmental Office at least 30 days before construction starts for review and approval. Any modifications to the SWPPP should be submitted to the Blackfeet Environmental Office. Any Decision-maker required under Part 1.4 of the CGP to submit a Notice of Intent (NOI) to EPA for coverage under the CGP, must submit a copy of the NOI to the Blackfeet Environmental Office within three business days of submittal to EPA. Additionally, a copy of the Notice of Termination (NOT) must be provided within three business days after electronic confirmation is received from EPA that the NOT has been accepted. The NOI and NOT must be provided to the following address Gerald Wagner, Blackfeet Environmental Office Director. 62 Hospital Drive, Browning, MT 59417 beo.director@gmail.com Fort Peck Tribes. Any Decision-maker required under Part 1.4 of the CGP to submit a Notice of Intent (NOI) to EPA for coverage under the CGP, must submit a copy of the NOI to the Fort Peck Tribes Office of Environmental Protection within three business days of submittal to EPA. Additionally, a copy of the Notice of Termination (NOT) must be provided within three business days after electronic confirmation is received from EPA that the NOT has been accepted. The NOI and NOT must be provided to the following address: Martina Wilson, Office of Environmental Protection Director 501 Medicine Bear Rd Poplar, MT 59255 martinawilson@fortpecktribes.net Any Decision-maker that is required under Part 7.0 of the CGP to prepare a Stormwater Pollution Prevention Plan (SWPPP), must submit an electronic copy of the SWPPP to the Fort Peck Tribes Office of Environmental Protection at least 30 days before construction starts for review and approval. Any modifications to the 2022 Construction General Permit (CGP) Page 84 SWPPP should be submitted to the Fort Peck Tribes Office of Environmental Protection. Any Decision-maker that is required under Part 8.0 of the CGP to submit a weekly, bi-weekly, and/or annual report to EPA, must submit an electronic copy of the annual report to the Fort Peck Tribes Office of Environmental Protection within three business days after submittal to EPA. 9.9 EPA REGION 9 9.9.1 CAR10I000 Indian country within the State of California Morongo Band of Mission Indians A copy of the Stormwater Pollution Prevention Plan (SWPPP) must be submitted (either mailed or electronically) to the MEPD no less than thirty (30) days before commencing construction activities: Morongo Band of Mission Indians Environmental Protection Department 12700 Pumarra Road Banning, CA 92220 Email: epd@morongo‐nsn.gov Copies of the Notice of Intent (NOI) and the Notice of Termination (NOT) must be sent to the MEPD at the same time they are submitted to EPA. Operators of an “emergency‐related project” must submit notice to the MEPD within twenty‐ four (24) hours after commencing construction activities. Spills, leaks, or unpermitted discharges must be reported to the MEPD within twenty‐four (24) hours of the incident, in addition to the reporting requirements of the CGP. Projects utilizing cationic treatment chemicals (as defined in Appendix A of the CGP) within the Morongo Reservation are not eligible for coverage under this certification of the CGP. Facilities covered under the CGP will be subject to compliance inspections by MEPD staff, including compliance with final site stabilization criteria prior to submitting an NOI [EPA assumes this intended to refer to an NOT]. 9.9.2 GUR100000 Island of Guam For purposes of this Order, the term "Project Proponent" shall mean U.S. Environmental Protection Agency, and its agents, assignees, and contractors. For purposes of this Order, the permit "Operator” shall mean any party associated with a construction project that meets either of the following two criteria: The party has operational control over construction plans and specifications, including the ability to make modifications to those plans and specifications (e.g. in most cases this is the owner of the site); or The party has day-to-day operational control of those activities at a project that are necessary to ensure compliance with the permit conditions (e.g., they are authorized to direct workers at a site to carry out activities required by the permit; in most cases this is the general contractor of the project). 2022 Construction General Permit (CGP) Page 85 Subcontractors generally are not considered operators for the purposes of this permit. The Project Proponent shall enforce the proposed 2022 CGP and ensure that the Operator complies with the conditions of the permit at all times.107 (40 CFR §121.11(c)) 107 By incorporating this condition into the permit, EPA acknowledges receipt of Guam’s certification conditions. All submittals required by this Order shall be sent to the Guam Environmental Protection Agency Attn: 401 Federal Permit Manager, Non-Point Source Program, EMAS Division, 3304 Mariner Avenue, Bldg. 17-3304, Barrigada, Guam 96913, AND via email to jesse.cruz@epa.guam.gov. The submittals shall be identified with WQC Order #2021- 04 and include the COP Permit Number, certifying representative's name, title, mailing address and phone number. (§51060)(4) 2017 GWQS) A copy of the Operator's signed Stormwater Pollution Prevention Plan (SWPPP) and signed Notice of Intent (NOI) and Notice of Termination (NOT) submitted to EPA for review and approval, shall concurrently be submitted to Guam EPA, consistent with condition A4. Coordination with Guam EPA is encouraged when the receiving water(s) for the proposed discharge is/are being identified. (§10105.B.5.d.) GSESCR; (§51060)(4) 2017 GWQS) The Operator must comply with the conditions and requirements set forth in 22 GAR 10, Guam Soil Erosion and Sediment Control Regulations (GSESCR). Before submitting the NOT to EPA, Operators shall comply with GSESC regulations at §10105.B10. (Stabilization of Affected Areas) and §10107.B. {Final Inspection and Approval) All operators/owners shall comply with the general design criteria for best management practices (BMPs) acceptable for meeting the Construction and Post- construction stormwater criteria in the 2006 CNMI and Guam Stormwater Management Manual. (E.O. 2012-02) Operating reports and monitoring and analytical data (e.g. Discharge Monitoring Reports (DMRs), follow-up monitoring reports, Exceedance Reports for Numerical Effluent Limits, etc.) submitted to EPA shall be concurrently submitted to Guam EPA, consistent with condition A4. §51060)(4) 2017 GWQS The Operators who install a sediment basin or similar impoundment shall maintain the storage capacity of five thousand cubic feet {5,000 cu. ft.) per acre of project area tributary to the basin. (§10105.B.5.i.) GSESCR (1) This Order does not authorize EPA to qualify Rainfall Erosivity Waivers to stormwater discharges associated with small construction activities (i.e. 1-5 acres). Operators are required to apply for an NOI for those projects eligible for coverage under the proposed 2022 CGP. An Erosion and Sediment Control Plan is required for every site that would be covered by the proposed 2022 CGP. (22 GAR §10104) The average annual rainfall for Guam and the CNMI exceeds I00 inches per year in many locations. These climatic conditions combined with the region's unique limestone, volcanic geologic formations, sensitive water resources and significant land 2022 Construction General Permit (CGP) Page 86 development forces make stormwater discharges a very significant environmental and economic issue. (2006 CNMJ/Guam Stormwater Management Manual) E.O. 2012-02 (2) This Order does not authorize EPA to approve a Sediment TMDL Waiver for the Ugum River. Operators of construction activities eligible for a TMDL Waiver in lieu of coverage under the proposed 2022 CGP, shall submit a complete and accurate waiver certification as described in C.2., Appendix C - (Small Construction Waivers) to Guam EPA per condition A4., prior to notifying EPA of its intention to obtain a waiver. §51060)(4) 2017 GWQS The Project Proponent shall submit to Guam EPA a signed Statement of Understanding of Water Quality Certification Conditions.108 (see Attachment A for an example) per condition A4. §51060)(4) 2017 GWQS 108 By incorporating this condition into the permit, EPA acknowledges receipt of Guam’s certification conditions. The Operator shall comply with applicable provisions of the Guam Pesticides Act of2007 (10 GCA Chapter 50) and implementing regulations at Title 22 GAR Chapter 15 for any use and application of pesticides. Point source discharge(s) to waterbodies under the jurisdiction of Guam EPA must be consistent with the antidegradation policy in 22 GAR §510l(b). The operator shall carry out construction activities in such a manner that will not violate Guam Water Quality Standards (GWQS). Proposed 2022 CGP discharges are prohibited as follows: In Marine Waters, Category M-1 Excellent 22 GAR Chapter 5 §5102(b)(l); and In Surface Waters, Category S-1 High 22 GAR Chapter 5 §5102(c)(l) In addition to complying with construction dewatering requirements in Part 2.4 and site inspection requirements for all areas where construction dewatering is taking place in Part 4 of the proposed 2022 CGP, Operators shall comply with all dewatering conditions and requirements set forth in 22 GAR 7, Water Resources Development and Operating Regulations, to include securing Guam EPA permits prior to any dewatering activities. The Operator shall develop and implement a Spill Prevention and Containment Plan. The Operator shall have adequate and appropriate spill response materials on hand to respond to emergency release of oil, petroleum or any other material into waters of the territory. Any unpermitted discharge into territorial waters or onto land with a potential for entry into territorial waters, is prohibited. If this occurs, the Operator shall immediately take the following actions: Cease operations at the location of the violation or spill. Assess the cause of the water quality problem and take appropriate measures to correct the problem and/or prevent further environmental damage. Notify Guam EPA of the failure to comply. All petroleum spills shall be reported immediately to: 2022 Construction General Permit (CGP) Page 87 (a) Guam's Emergency 911 system (b) Guam EPA's 24-Hour Spill Response Team at (671) 888-6488 or during working hours (671) 300-4751 (c) US Coast Guard Sector Guam (671) 355-4824 (d) National Response Center 1-800-424-8802 Submit a detailed written report to Guam EPA within five days of noncompliance that describes the nature of the event corrective action taken and/or planned, steps to be taken to prevent a recurrence, results of any samples taken, and any other pertinent information. Compliance with this condition does not relieve the Operator from responsibility to maintain continuous compliance with the terms and conditions of this Order or the resulting liability from failure to comply. Submittal or reporting of any of this information does not provide relief from any subsequent enforcement actions for unpermitted discharges to waters of the United States. This Order is valid for five (5) Years from Date of Certification, unless otherwise approved by the Guam EPA Administrator. The Operator shall be required to adhere to the current Guam Coral Spawning Moratorium dates for both hard and soft corals where in-water activities and/or construction activity in close proximity with marine waters may impair water quality. These dates can be obtained from the Guam Department of Agriculture, Division of Aquatic and Wildlife Resources, or the NOAA NMFS Pacific Islands Regional Office Habitat Conservation Division. The Operator shall provide notice to Guam EPA consistent with Condition A4: (a) Immediately upon discovery of noncompliance with the provisions of this Order. A Notice of Violation/Work Stop Order will be issued if certification conditions are not adhered to or when significant or sustained water quality degradation occurs. Work or discharge shall be suspended or halted until the Operator addresses environmental problems/concerns to Guam EPA's satisfaction. Guam EPA may also levy penalties and fines (10 GCA §47111). Invalidity or enforceability of one or more provisions of this certification shall not affect any other provision of this certification. 9.10 EPA REGION 10 9.10.1 IDR10I000 Indian country within the State of Idaho, except Duck Valley Reservation lands (see Region 9) Shoshone-Bannock Tribes Copies of the following information must be sent to the SBT-WRD: (a) Notice of Intents (NOI) The Notice of Intent shall be forwarded to the SBT-WRD within thirty (30) days of receipt of submitting NOI to the USEPA. 2022 Construction General Permit (CGP) Page 88 Shoshone-Bannock Tribes Water Resources Department PO Box 306 Pima Drive Fort Hall, ID 83203 Phone: (208) 239-4582 Fax: (208) 239-4592 Or Email ctanaka@sbtribes.com If requested by the SBT-WRD, the permittee must submit a copy of the SWPPP to SBT- WRD within fourteen (14) days of the request. 9.10.2 ORR10I000 Indian country within the State of Oregon, except Fort McDermitt Reservation lands (see Region 9) Confederated Tribes of Coos, Lower Umpqua, and Siuslaw No activities allowed under the CGP shall result in the degradation of any Tribal waters or affect resident aquatic communities or resident or migratory wildlife species at any life stage. The operator shall be responsible for achieving compliance with CTCLUSI Water Quality Standards and all other tribal codes, regulations, and laws as they exist at the time that the permit is submitted. The operator shall submit a copy of the Notice of lntent (NOI) to be covered by the general permit to the CTCLUSI Water Quality Program before, or at the same time as, it is submitted to EPA. The operator shall be responsible for submitting all Stormwater Pollution Prevention Plans (SWPPP) required under this general permit to the CTCLUSI Water Quality Program for review and determination that the SWPPP is sufficient to meet Tribal Water Quality Standards, prior to the beginning of any discharge activities taking place. The operator shall be responsible for reporting an exceedance to Tribal Water Quality Standards to the CTCLUSI Water Quality Program at the same time it is reported to EPA. The THPO will be provided 30 days to comment on the APE as defined in the permit application. If the project is an undertaking, a cultural resource assessment must occur. All fieldwork must be permitted by the THPO (as appropriate), conducted by qualified personnel (as outlined by the Secretary of Interior's Standards and Guidelines; http://www.nps.gov/history/local-law/arch_stnds_O.htm) and documented according to Oregon Reporting Standards (Reporting_Guidelines.pdf) (oregon.gov). The resulting report must be submitted to the THPO and the THPO must concur with the finding of effect and recommendations before any ground disturbing work can occur. The THPO requires 30 days to review all reports. The operator must obtain THPO concurrence in writing. If historic properties are present, this written concurrence will outline measures to be taken to prevent or mitigate adverse effects to historic properties. Confederated Tribes of the Umatilla Indian Reservation The operator shall be responsible for achieving compliance with the 2022 Construction General Permit (CGP) Page 89 Confederated Tribes of the Umatilla Indian Reservation’s (CTUIR) Water Quality Standards. The operator shall submit a copy of the Notice of Intent (NOI) to be covered by the general permit to the CTUIR Water Resources Program at the address below, at the same time it is submitted to EPA. The operator shall be responsible for submitting all Stormwater Pollution Prevention Plans (SWPPP) required under this general permit to the CTUIR Water Resources Program for review and determination that the SWPPP is sufficient to meet Tribal Water Quality Standards, prior to the beginning of any discharge activities taking place. The operator shall be responsible for reporting an exceedance to Tribal Water Quality Standards to the CTUIR Water Resources Program at the same time it is reported to EPA. Confederated Tribes of the Umatilla Indian Reservation Water Resources Program 46411 Timíne Way Pendleton, OR 97801 (541) 429-7200 The THPO will be provided 30 days to comment on the APE as defined in the permit application. If the project is an undertaking, a cultural resource assessment must occur. All fieldwork must be permitted by the Tribal Historic Preservation Office (as appropriate), conducted by qualified personnel (as outlined by the Secretary of Interior’s Standards and Guidelines; http://www.nps.gov/history/local- law/arch_stnds_0.htm) and documented according to Oregon Reporting Standards (Reporting_Guidelines.pdf (oregon.gov). The resulting report must be submitted to the THPO and the THPO must concur with the finding of effect and recommendations before any ground disturbing work can occur. The THPO requires 30 days to review all reports. The operator must obtain THPO concurrence in writing. If historic properties are present, this written concurrence will outline measures to be taken to prevent or mitigate adverse effects to historic properties. 9.10.3 WAR10F000 Areas in the State of Washington, except those located on Indian country, subject to construction activity by a Federal Operator For purposes of this Order, the term “Project Proponent” shall mean those that are seeking coverage under this permit, and its agents, assignees and contractors. The Federal Agency shall mean the US Environmental Protection Agency. The Federal Agency shall enforce the permit and ensure that the Project Proponent complies with the conditions of the permits at all times. Failure of any person or entity to comply with this Certification may result in the issuance of civil penalties or other actions, whether administrative or judicial, to enforce the terms of this Certification. The Certification conditions within this Order must be incorporated into EPA’s final NPDES permit. Per 40 CFR 121.10(a), all certification conditions herein that satisfy the 2022 Construction General Permit (CGP) Page 90 requirements of 40 CFR 121.7(d) must be incorporated into the permit. Per 40 CFR 121.10(b), the permit must clearly identify all certification conditions. This Certification does not authorize exceedances of water quality standards established in chapter 173-201A WAC. Discharges from construction activity must not cause or contribute to violations of the Water Quality Standards for Surface Water of the State of Washington (chapter 173- 201A WAC), Ground Water Quality Standards (chapter 173- 200 WAC), Sediment Management Standards (chapter 173-204 WAC), and standards in the EPA’s Revision of certain Federal water quality criteria applicable to Washington (40 CFR 131.45). Discharges that do not comply with these standards are prohibited. Prior to discharge of stormwater and non-stormwater to waters of the State, the Permittee must apply all known, available, and reasonable methods of prevention, control, and treatment (AKART). This includes the preparation and implementation of an adequate Stormwater Pollution Prevention Plan (SWPPP), with all appropriate Best Management Practices (BMPs) installed and maintained in accordance with the SWPPP and the terms and conditions of the permit. BMPs must be consistent with: (a) The Stormwater Management Manual for Western Washington (most current approved edition at the time this permit was issued), for sites west of the crest of the Cascade Mountains; or (b) The Stormwater Management Manual for Eastern Washington (most current approved edition at the time this permit was issued), for sites east of the crest of the Cascade Mountains; or (c) Revisions to either manual, or other stormwater management guidance documents or manuals which provide equivalent level of pollution prevention, that are approved by Ecology and incorporated into this permit in accordance with the permit modification requirements of WAC 173-226-230. (For purposes of this section, the stormwater manuals listed in Appendix 10 of the Phase I Municipal Stormwater Permit are approved by Ecology); or (d) Documentation in the SWPPP that the BMPs selected provided an equivalent level of pollution prevention, compared to the applicable stormwater management manuals, including: − The technical basis for the selection of all stormwater BMPs (scientific, technical studies, and/or modeling) that support the performance claims for the BMPs being selected. − An assessment of how the selected BMP will satisfy AKART requirements and the applicable federal technology-based treatment requirements under 40 CFR part 125.3. The Stormwater Management Manuals for Eastern and Western Washington can be found at: https://ecology.wa.gov/Regulations-Permits/Guidance- technical-assistance/Stormwater-permittee-guidance-resources/Stormwater- manuals. An adequate SWPPP must include a narrative and drawings. All BMPs must be clearly referenced in the narrative and marked on the drawings. The SWPPP 2022 Construction General Permit (CGP) Page 91 narrative must include documentation to explain and justify the pollution prevention decisions made for the project. Documentation must include: (a) Information about existing site conditions (topography, drainage, soils, vegetation, etc.). (b) Potential erosion problem areas. (c) The 13 elements of a SWPPP, including BMPs used to address each element. Unless site conditions render the element unnecessary and the exemption is clearly justified in the SWPPP, the 13 elements are as follows: − Preserve Vegetation/Mark Clearing Limits − Establish Construction Access − Control Flow Rates − Install Sediment Controls − Stabilize Soils − Protect Slopes − Protect Drain Inlets − Stabilize Channels and Outlets − Control Pollutants − Control Dewatering − Maintain BMPs − Manage the Project − Protect Low Impact Development (LID) BMPs Discharges of stormwater and authorized non-stormwater must be monitored for turbidity (or transparency) and, in the event of significant concrete work or engineered soils, pH must also be monitored. As applicable based on project specifics, monitoring, benchmarks, and reporting requirements contained in Condition S.4. (pp.10-16) of the Washington State Construction Stormwater General Permit, effective January 1, 2021, shall apply. Discharges to segments of waterbodies listed as impaired by the State of Washington under Section 303(d) of the Clean Water Act for turbidity, fine sediment, phosphorus, or pH must comply with the following numeric effluent limits: Parameter identified in 303(d) listing Parameter Sampled Unit Analytical Method Numeric Effluent Limit • Turbidity • Fine Sediment • Phosphorus Turbidity NTU SM2130 25 NTUs at the point where the stormwater is discharged from the site. High pH pH su pH meter In the range of 6.5 – 8.5 All references and requirements associated with Section 303(d) of the Clean Water Act mean the most current EPA-approved listing of impaired waters that exists on the 2022 Construction General Permit (CGP) Page 92 effective date of the permit, or the date when the operator’s complete permit application is received by EPA, whichever is later. The EPA approved WQ Assessment can be found at: https://ecology.wa.gov/Water- Shorelines/Water-quality/Water-improvement/Assessment-of-state-waters-303d Discharges to a waterbody that is subject to a Total Maximum Daily Load (TMDL) for turbidity, fine sediment, high pH, or phosphorus must be consistent with the TMDL. Where an applicable TMDL sets specific waste load allocations or requirements for discharges covered by this permit, discharges shall be consistent with any specific waste load allocations or requirements established by the applicable TMDL. Where an applicable TMDL has established a general waste load allocation for construction stormwater discharges, but no specific requirements have been identified, compliance with this permit will be assumed to be consistent with the approved TMDL. Where an applicable TMDL has not specified a waste load allocation for construction stormwater discharges, but has not excluded these discharges, compliance with this permit will be assumed to be consistent with the approved TMDL. Where an applicable TMDL specifically precludes or prohibits discharges from construction activity, the operator is not eligible for coverage under this permit. Applicable TMDL means a TMDL for turbidity, fine sediment, high pH, or phosphorus which has been completed and approved by EPA as of the effective date of the permit, or prior to the date of the operator’s complete application for permit coverage is received by EPA, whichever is later. Discharges to waters of the state from the following activities are prohibited: Concrete wastewater. Wastewater from washout and clean-up of stucco, paint, form release oils, curing compounds and other construction materials. Process wastewater as defined by 40 Code of Federal Regulations (CFR) 122.2. Slurry materials and waste from shaft drilling, including process wastewater from shaft drilling for construction of building, road, and bridge foundations unless managed to prevent discharge to surface water. Fuels, oils, or other pollutants used in vehicle and equipment operation and maintenance. Soaps or solvents used in vehicle and equipment washing. Wheel wash wastewater, unless managed to prevent discharge to surface water. Discharges from dewatering activities, including discharges from dewatering of trenches and excavations, unless managed according to appropriate controls described within the permit. This Certification is valid until the expiration date including any administrative extension or termination date of the NPDES 2022 Construction General Permit. (40 CFR § 122.46) 2022 Construction General Permit (CGP) Page 93 The Federal Agency shall enforce and the Project Proponent must comply with all the reporting and notification conditions of the NPDES 2022 Construction General Permit in order to comply with this Order and the certification conditions herein (40 CFR § 121.11). You have a right to appeal this Order to the Pollution Control Hearing Board (PCHB) within 30 days of the date of receipt of this Order. The appeal process is governed by chapter 43.21B RCW and chapter 371-08 WAC. “Date of receipt” is defined in RCW 43.21B.001(2). To appeal you must do all of the following within 30 days of the date of receipt of this Order: • File your appeal and a copy of this Order with the PCHB (see addresses below). Filing means actual receipt by the PCHB during regular business hours. • Serve a copy of your appeal and this Order on Ecology in paper form - by mail or in person (see addresses below). E-mail is not accepted. You must also comply with other applicable requirements in chapter 43.21B RCW and chapter 371-08 WAC. ADDRESS AND LOCATION INFORMATION Street Addresses Mailing Addresses Department of Ecology Attn: Appeals Processing Desk 300 Desmond Drive SE Lacey, WA 98503 Department of Ecology Attn: Appeals Processing Desk PO Box 47608 Olympia, WA 98504-7608 Pollution Control Hearings Board 1111 Israel RD SW STE 301 Tumwater, WA 98501 Pollution Control Hearings Board PO Box 40903 Olympia, WA 98504-0903 CONTACT INFORMATION Please direct all questions about this Order to: Noel Tamboer Department of Ecology P.O. Box 47600 Olympia, WA 98503-7600 (360) 701-6171 noel.tamboer@ecy.wa.gov 9.10.4 WAR10I000 Indian country within the State of Washington Lummi Nation 2022 Construction General Permit (CGP) Page 94 This certification does not exempt and is provisional upon compliance with other applicable statutes and codes administered by federal and Lummi tribal agencies. Pursuant to Lummi Code of Laws (LCL) 17.05.020(a), the operator must also obtain a land use permit from the Lummi Planning Department as provided in Title 15 of the Lummi Code of Laws and regulations adopted thereunder. Pursuant to LCL 17.05.020(a), each operator shall develop and submit a Storm Water Pollution Prevention Plan to the Lummi Water Resources Division for review and approval by the Water Resources Manager prior to beginning any discharge activities. Pursuant to LCL Title 17, each operator shall be responsible for achieving compliance with the Water Quality Standards for Surface Waters of the Lummi Indian Reservation (Lummi Administrative Regulations [LAR] 17 LAR 07.010 through 17 LAR 07.210 together with supplements and amendments thereto). Each operator shall submit a signed copy of the Notice of lntent (NOI) to the Lummi Water Resources Division at the same time it is submitted electronically to the Environmental Protection Agency (EPA) and shall provide the Lummi Water Resources Division the acknowledgement of receipt of the NOI from the EPA and the associated NPDES tracking number provided by the EPA within 7 calendar days of receipt from the EPA. Each operator shall submit a signed copy of the Notice of Termination (NOT) to the Lummi Water Resources Division at the same time it is submitted electronically to the EPA and shall provide the Lummi Water Resources Division the EPA acknowledgement of receipt of the NOT. Storm Water Pollution Prevention Plans, Notice of Intent, Notice of Termination and associated correspondence with the EPA shall be submitted to: Lummi Natural Resources Department ATTN: Water Resources Manager 2665 Kwina Road Bellingham, WA 98226-9298 Port Gamble S’Klallam Tribe No discharge from the project site shall cause exceedances of Port Gamble S’Klallam Surface Water Quality Standards narrative or numeric criteria in Tribal waters. This includes activities outside of Tribal lands that occur upstream of Tribal waters. (a) If any exceedance of these water quality standards occurred, the Natural Resources Department shall be notified immediately. • The Department shall additionally be provided a complete draft of the proposed corrective action within a reasonable timeframe and its approval will be required before any corrective action may be taken. Operators performing activities under the CGP that may affect Tribal waters will require a permit and shall submit their plans to the Port Gamble S’Klallam Natural Resources Department for review. • The Department has the right to require conditions outside of this Water Quality Certification prior to permit approval. 2022 Construction General Permit (CGP) Page 95 No activities allowed under the CGP shall result in the degradation of any Tribal waters or change in designated uses. No activities allowed under the CGP shall affect resident aquatic communities or resident/migratory wildlife species at any life stage. • Biological assessment methods used to determine the effect of an activity allowed under the CGP shall be approved by the PGST Natural Resources Department. No activities allowed under the CGP shall be conducted within wetland and stream buffer zones, nor shall said activities affect in any way wetland or stream buffers, as defined by PGST Law and Order Code 24.08.01(c). Concentrations for substances listed within the table in Water Quality Standards for Surface Waters sec. 7(7) shall not be exceeded by activities allowed under the CGP. Spokane Tribe of Indians Pursuant to Tribal Law and Order Code (TLOC) Chapter 30 each operator shall be responsible for achieving compliance with the Surface Water Quality Standards of the Spokane Tribe. The operator shall notify the Spokane Tribe, Water Control Board (WCB) of any spills of hazardous material and; Each operator shall submit a signed hard copy of the Notice of lntent (NOI) to the WCB at the same time it is submitted to EPA. The permittee shall allow the Tribal Water Control Board or its designee to inspect and sample at the construction site as needed. Each operator shall submit a signed copy of the Notice of Termination (NOT) to the WCB at the same time it is submitted to EPA The correspondence address for the Spokane Tribe Water Control Board is: Water Control Board c/o Brian Crossley PO Box480 Wellpinit WA 99040 (509)626-4409 crossley@spokanetribe.com Swinomish Tribe Owners and operators seeking coverage under this permit must submit a copy of the Notice of Intent (NOI) to the DEP at the same time the NOI is submitted to EPA. Owners and operators must also submit to the DEP changes in NOI and/or Notices of Termination at the same time they are submitted to EPA. Owners and operators seeking coverage under this permit must also submit a Stormwater Pollution Prevention Plan to the DEP for review and approval by DEP prior to beginning any discharge activities. Tulalip Tribes Submission of NOI: Copies of the Notice of Intent (NOI),) Certification shall be submitted to the Tribe's Natural Resources Department to notify the Tribes of the 2022 Construction General Permit (CGP) Page 96 pending project and in order for the Tribes to review the projects potential impacts to endangered or threatened species. Submission of SWPPP: A copy of the Stormwater Pollution Plans (SWPPPs) shall be submitted to the Tribe's Natural Resources Department along with the NOI during the 30 day waiting period. Submission of Monitoring Data and Reports: The results of any monitoring required by this permit and reports must be sent to the Tribe's Natural Resources Depa1tment, The Tulalip Tribes are federally recognized successors in the interest to the Snohomish, Snoqualmie, Skykomish, and other allied tribes and bands signatory to the Treaty of Point Elliott. including a description of the corrective actions required and undertaken to meet effluent limits or benchmarks (as applicable). Authorization to Inspect: The Tribe's Natural Resources Department may conduct an inspection of any facility covered by this permit to ensure compliance with tribal water quality standards. The Department may enforce its certification conditions. Submission of Inspection Reports: Inspection reports must be sent to the Tribe's Natural Resources Department, including a description of the corrective actions required and undertaken to meet effluent limits or benchmarks (as applicable). Permits on-site: A copy of the pe1mit shall be kept on the job site and readily available for reference by the construction supervisor, construction managers and foreman, and Tribal inspectors. Project Management: The applicant shall ensure that project managers, construction managers and foreman, and other responsible parties have read and understand conditions of the permit, this certification, and other relevant documents, to avoid violations or noncompliance with this certification. Emergency Spill Notification Requirements: In the event of a spill or the contractor shall immediately take action to stop the violation and correct the problem, and immediately repo1t spill to the Tulalip Tribes Police Department (425) 508-1565. Compliance with this condition does not relieve the applicant from responsibility to maintain continuous compliance with the tem1S and conditions of this certification or the resulting liability from failure to comply. Discharges to CERCLA Sites: This permit does not autho1ize direct stormwater discharges to certain sites undergoing remedial cleanup actions pursuant to the Comprehensive Environmental Response, Compensation and Liability Act (CERCLA) unless first approved by the appropriate EPA Regional office. In the case of the Tulalip Landfill site (WAD980639256), the Tulalip Tribes also requests notification by the facility and consultation with EPA prior to discharge. Contaminants at this site may include but are not limited to: dioxins, furans, arsenic, copper, lead, zinc, 4- methyl-phenol, Hex-CB, HPAHs, PCBs, PCE, cadmium, mercury, and LPAHs. Discharge-related Activities that have Potential to Cause an Adverse Effect on Historic Properties: Installation of stormwater controls that involve subsurface disturbances may potentially have an adverse impact on historic properties. 2022 Construction General Permit (CGP) Page 97 Procedures detailed in the permit shall be completed. Richard Young, of the Tulalip Tribe's Cultural Resources Department shall be contacted prior to initiating discharge- related activities that may have an impact on historic properties. His contact information is (360) 716-2652, ryoung@tulaliptribes-nsn.gov. Invalidation: This certification will cease to be valid if the project is constructed and/or operated in a manner not consistent with the project description contained in the permit. This certification will also cease to be valid and the applicant must reapply with an updated application if info1mation contained in the permit is voided by subsequent submittals. Modification: Nothing in this certification waives the Tulalip Tribes of Washington's authority to issue modifications to this ce1iification if additional impacts due to operational changes are identified, or if additional conditions are necessary to protect water quality or further protect the Tribal Communities interest. incorporation by reference: TI1is certification does not exempt the applicant from compliance with other statues and codes administered by the Tribes, county, state and federal agencies. Compliance with Tribe's I996 Water Quality Standards: Each permittee shall be responsible for controlling discharges and achieving compliance with the T1ibe's Water Quality Standards. Compliant with Tulalip Tribes Tidelands Management Policy: Permittee shall be responsible for achieving compliance with applicable sections of the Tulalip Tribe's Tidelands Management Policy. (Tulalip Tribal Code Title 8 Chapter 8.30). Compliant with Tulalip Tribes Environmental Infractions: Permittee shall be responsible for achieving compliance with applicable sections of the Tulalip Tribe's Environmental Infractions. (Tulalip Tribal Code Title 8 Chapter 8.20). Where to Submit information and for further Coordination: All requested documents should be sent to the: Tulalip Tribes Natural Resources Environmental Department c/o Kurt Nelson and Valerie Streeter, 6704 Marine Drive, Tulalip, Washington 98271. For further 40 I Certification coordination with the Tulalip Tribes Natural Resources Department, please contact Mr. Kurt Nelson (360) 716-4617 knelson@tu1aliptribes- nsn.gov. 6406 Marine Dr., Tulalip WA 98271. Makah Tribe The permittee shall be responsible for meeting any additional permit requirements imposed by EPA necessary to comply with the Makah Tribe’s Water Quality Standards if the discharge point is located within the Makah’s U&A treaty reserved areas. Each permittee shall submit a copy of the Notice of Intent (NOI) to be covered by the general permit to Makah Fisheries Management, Water Quality Department at the address listed below at the same time it is submitted to the EPA. Makah Water Quality Makah Fisheries Management (MFM) ray.colby@makah.com 2022 Construction General Permit (CGP) Page 98 PO Box 115 Neah bay, WA 98357 All supporting documentation and certifications in the NOI related to coverage under the general permit for Endangered Species Act purposes shall be submitted to the Tribe’s Habitat programs for their review. If EPA requires coverage under an individual or alternative permit, the permittee shall submit a copy of the permit to Assistant Fisheries Director, ray.colby@makah.com. The permittee shall submit all Stormwater Pollution Prevention plan (SWPP) to MFM for review and approval prior to beginning any activities resulting in a discharge to Makah tribal waters. The permittee shall notify Ray Colby, ray.colby@makah.com (360) 645-3150 prior to conducting inspections at construction sites generating stormwater discharges to tribal waters. The operator shall treat dewatering discharges with controls necessary to minimize discharges of pollutants to surface waters, or ground waters, and from stormwater runoff onsite from excavations, trenches, foundations, or storage areas. To the extent feasible, at all points where dewatering is discharged, comply with the velocity dissipation using check dams, sediment traps, and grouted outlets. Puyallup Tribe of Indians The permittee shall be responsible for meeting any additional permit requirements imposed by EPA necessary to comply with the Puyallup Tribe’s antidegradation procedures. Each permittee shall submit a copy of the Notice of Intent (NOI) to be covered by the general permit to Char Naylor, Tribal Water Quality Manager at the following e-mail address: (char.naylor@puyalluptribe-nsn.gov) at the same time it is submitted to EPA. All supporting documentation and certifications in the NOI related to coverage under the general permit for Endangered Species Act purposes shall be submitted to Char Naylor, Tribal Water Quality Manager/Assistant Fisheries Director (char.naylor@puyalluptribe-nsn.gov) for review. If EPA requires coverage under an individual or alternative permit, the permittee shall submit a copy of the permit to Char Naylor at the email address listed above. The permittee shall submit all stormwater pollution prevention plans to Char Naylor for review and approval prior to beginning any activities resulting in a discharge to Puyallup tribal waters. The permittee shall contact Brandon Reynon (Brandon.reynon@puyalluptribe-nsn- gov), Tribe’s Historic Preservation Officer or Jennifer Keating (Jennifer.keating@puyalluptribe-nsn.gov), Tribe’s Assistant Historic Preservation Officer regarding historic properties and cultural resources. To minimize the discharge of pollutants to groundwater or surface waters from stormwater that is removed from excavations, trenches, foundations, vaults, or 2022 Construction General Permit (CGP) Page 99 other storage areas, treat dewatering discharges with controls necessary to minimize discharges of pollutants. Examples of appropriate controls include sediment basins or sediment traps, sediment socks, dewatering tanks, tube settlers, weir tanks, and filtration systems (e.g., bag or sand filters) that are designed to remove sediment. To the extent feasible, utilize vegetated, upland areas of the site to infiltrate dewatering water before discharge. At all points where dewatering water is discharged, utilize velocity dissipation controls. Examples of velocity dissipation devices include check dams, sediment traps, riprap, and grouted riprap at outlets. The permittee shall provide and maintain natural buffers to the maximum extent possible (and/or equivalent erosion and sediment controls) when tribal waters are located within 100 feet of the boundaries. If infeasible to provide and maintain an undisturbed 100 foot natural buffer, erosion and sediment controls to achieve the sediment load reduction equivalent to a 100-foot undisturbed natural buffer shall be required. Yarmouth Riverwalk Park, Boardwalk, and Event Space Stormwater Pollution Prevention Plan Yarmouth, Massachusetts 34 APPENDIX C – NOI and EPA Authorization Email Yarmouth Riverwalk Park, Boardwalk, and Event Space Stormwater Pollution Prevention Plan Yarmouth, Massachusetts 35 APPENDIX D – Inspection Form 2022 Construction General Permit Site Inspection Report Project Name: _______________________________________ NPDES ID Number: ________________________________ Page 1 of 7 Section A – General Information (If necessary, complete additional inspection reports for each separate inspection location.) Inspector Information Inspector Name: Title: Company Name: Email: Address: Phone Number: Inspection Details Inspection Date: Inspection Location: Inspection Start Time: Inspection End Time: Current Phase of Construction: Weather Conditions During Inspection: Did you determine that any portion of your site was unsafe for inspection per CGP Part 4.5? ☐ Yes ☐ No If “Yes,” provide the following information: Location of unsafe conditions: The conditions that prevented you inspecting this location: Indicate the required inspection frequency: (Check all that apply. You may be subject to different inspection frequencies in different areas of the site.) Standard Frequency (CGP Part 4.2): ☐ At least once every 7 calendar days; OR ☐ Once every 14 calendar days and within 24 hours of the occurrence of either: A storm event that produces 0.25 inches or more of rain within a 24-hour period, or A snowmelt discharge from a storm event that produces 3.25 inches or more of snow within a 24-hour period Increased Frequency (CGP Part 4.3.1) (If site discharges to sediment or nutrient-impaired waters or to waters designated as Tier 2, Tier 2.5, or Tier 3): ☐ Once every 7 calendar days and within 24 hours of the occurrence of either: A storm event that produces 0.25 inches or more of rain within a 24-hour period, or A snowmelt discharge from a storm event that produces 3.25 inches or more of snow within a 24-hour period 2022 Construction General Permit Site Inspection Report Project Name: _______________________________________ NPDES ID Number: ________________________________ Page 2 of 7 Reduced Frequency (CGP Part 4.4): ☐ For stabilized areas: Twice during first month, no more than 14 calendar days apart; then once per month after first month until permit coverage is terminated ☐ For stabilized areas on “linear construction sites”: Twice during first month, no more than 14 calendar days apart; then once more within 24 hours of the occurrence of either: A storm event that produces 0.25 inches or more of rain within a 24-hour period, or A snowmelt discharge from a storm event that produces 3.25 inches or more of snow within a 24-hour period ☐ For arid, semi-arid, or drought-stricken areas during seasonally dry periods or during drought: Once per month and within 24 hours of the occurrence of either: A storm event that produces 0.25 inches or more of rain within a 24-hour period, or A snowmelt discharge from a storm event that produces 3.25 inches or more of snow within a 24-hour period ☐ For frozen conditions where construction activities are being conducted: Once per month Was this inspection triggered by a storm event producing 0.25 inches or more of rain within a 24-hour period? ☐ Yes ☐ No If “Yes,” how did you determine whether the storm produced 0.25 inches or more of rain? ☐ On-site rain gauge ☐ Weather station representative of site. Weather station location: Total rainfall amount that triggered the inspection (inches): Was this inspection triggered by a snowmelt discharge from a storm event producing 3.25 inches or more of snow within a 24-hour period? ☐ Yes ☐ No If “Yes,” how did you determine whether the storm produced 3.25 inches or more of snow? ☐ On-site rain gauge ☐ Weather station representative of site. Weather station location: Total snowfall amount that triggered the inspection (inches): 2022 Construction General Permit Site Inspection Report Project Name: _______________________________________ NPDES ID Number: ________________________________ Page 3 of 7 Section B – Condition and Effectiveness of Erosion and Sediment (E&S) Controls (CGP Part 2.2) (Insert additional rows if needed) Type and Location of E&S Control Conditions Requiring Routine Maintenance?1 If “Yes,” How Many Times (Including This Occurrence) Has This Condition Been Identified? Conditions Requiring Corrective Action?2, 3 Date on Which Condition First Observed (If Applicable)? Description of Conditions Observed 1. ☐ Yes ☐ No ☐ Yes ☐ No 2. ☐ Yes ☐ No ☐ Yes ☐ No 3. ☐ Yes ☐ No ☐ Yes ☐ No 4. ☐ Yes ☐ No ☐ Yes ☐ No 5. ☐ Yes ☐ No ☐ Yes ☐ No If the same routine maintenance was found to be necessary three or more times for the same control at the same location (including this occurrence), follow the corrective action requirements and record the required information in your corrective action log, or describe here why you believe the specific condition should still be addressed as routine maintenance: 1 Routine maintenance includes minor repairs or other upkeep performed to ensure that the site’s stormwater controls remain in effective operating condition, not including significant repairs or the need to install a new or replacement control. Routine maintenance is also required for specific conditions: (1) for perimeter controls, whenever sediment has accumulated to half or more the above-ground height of the control (CGP Part 2.2.3.c.i); (2) where sediment has been tracked-out from the site onto paved roads, sidewalks, or other paved areas (CGP Part 2.2.4.d); (3) for inlet protection measures, when sediment accumulates, the filter becomes clogged, and/or performance is compromised (CGP Part 2.2.10.b); and (4) for sediment basins, as necessary to maintain at least half of the design capacity of the basin (CGP Part 2.2.12.f) 2 Corrective actions are triggered only for specific conditions (CGP Part 5.1): 1. A stormwater control needs a significant repair or a new or replacement control is needed, or, in accordance with Part 2.1.4.c, you find it necessary to repeatedly (i.e., three (3) or more times) conduct the same routine maintenance fix to the same control at the same location (unless you document in your inspection report under Part 4.7.1.c that the specific reoccurrence of this same problem should still be addressed as a routine maintenance fix under 2.1.4); or 2. A stormwater control necessary to comply with the requirements of this permit was never installed, or was installed incorrectly; or 3. Your discharges are not meeting applicable water quality standards; or 4. A prohibited discharge has occurred (see CGP Part 1.3); or 5. During the discharge from site dewatering activities: a. The weekly average of your turbidity monitoring results exceeds the 50 NTU benchmark (or alternate benchmark if approved by EPA pursuant to Part 3.3.2.b); or b. You observe or you are informed by EPA, State, or local authorities of the presence of the conditions specified in Part 4.6.3.e. 3 If a condition on your site requires a corrective action, you must also fill out a corrective action log found at https://www.epa.gov/npdes/construction-general-permit- resources-tools-and-templates. See CGP Part 5.4 for more information. 2022 Construction General Permit Site Inspection Report Project Name: _______________________________________ NPDES ID Number: ________________________________ Page 4 of 7 Section C – Condition and Effectiveness of Pollution Prevention (P2) Practices and Controls (CGP Part 2.3) (Insert additional rows if needed) Type and Location of P2 Practices and Controls Conditions Requiring Routine Maintenance?1 If “Yes,” How Many Times (Including This Occurrence) Has This Condition Been Identified? Conditions Requiring Corrective Action?2, 3 Date on Which Condition First Observed (If Applicable)? Description of Conditions Observed 1. ☐ Yes ☐ No ☐ Yes ☐ No 2. ☐ Yes ☐ No ☐ Yes ☐ No 3. ☐ Yes ☐ No ☐ Yes ☐ No 4. ☐ Yes ☐ No ☐ Yes ☐ No 5. ☐ Yes ☐ No ☐ Yes ☐ No If the same routine maintenance was found to be necessary three or more times for the same control at the same location (including this occurrence), follow the corrective action requirements and record the required information in your corrective action log, or describe here why you believe the specific condition should still be addressed as routine maintenance: 2022 Construction General Permit Site Inspection Report Project Name: _______________________________________ NPDES ID Number: ________________________________ Page 5 of 7 Section D – Stabilization of Exposed Soil (CGP Part 2.2.14) (Insert additional rows if needed) Specific Location That Has Been or Will Be Stabilized Stabilization Method and Applicable Deadline Stabilization Initiated? Final Stabilization Criteria Met? Final Stabilization Photos Taken? Notes 1. ☐ Yes ☐ No If “Yes,” date initiated: ☐ Yes ☐ No If “Yes,” date criteria met: ☐ Yes ☐ No 2. ☐ Yes ☐ No If “Yes,” date initiated: ☐ Yes ☐ No If “Yes,” date criteria met: ☐ Yes ☐ No 3. ☐ Yes ☐ No If “Yes,” date initiated: ☐ Yes ☐ No If “Yes,” date criteria met: ☐ Yes ☐ No 4. ☐ Yes ☐ No If “Yes,” date initiated: ☐ Yes ☐ No If “Yes,” date criteria met: ☐ Yes ☐ No 5. ☐ Yes ☐ No If “Yes,” date initiated: ☐ Yes ☐ No If “Yes,” date criteria met: ☐ Yes ☐ No 2022 Construction General Permit Site Inspection Report Project Name: _______________________________________ NPDES ID Number: ________________________________ Page 6 of 7 4 If a dewatering discharge was occurring, you must conduct a dewatering inspection pursuant to CGP Part 4.3.2 and complete a separate dewatering inspection report. Section E – Description of Discharges (CGP Part 4.6.2) (Insert additional rows if needed) Was a discharge (not including dewatering) occurring from any part of your site at the time of the inspection?4 ☐ Yes ☐ No If “Yes,” for each point of discharge, document the following: The visual quality of the discharge. The characteristics of the discharge, including color; odor; floating, settled, or suspended solids; foam; oil sheen; and other indicators of stormwater pollutants. Signs of the above pollutant characteristics that are visible from your site and attributable to your discharge in receiving waters or in other constructed or natural site drainage features. Discharge Location Observations 1. 2. 3. 4. 5. 2022 Construction General Permit Site Inspection Report Project Name: _______________________________________ NPDES ID Number: ________________________________ Page 7 of 7 Section F – Signature and Certification (CGP Part 4.7.2) “I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information contained therein. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information contained is, to the best of my knowledge and belief, true, accurate, and complete. I have no personal knowledge that the information submitted is other than true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations.” MANDATORY: Signature of Operator or “Duly Authorized Representative:” Signature: Date: Printed Name: Affiliation: OPTIONAL: Signature of Contractor or Subcontractor Signature: Date: Printed Name: Affiliation: General Tips for Using This Template This Site Inspection Report Template is provided to assist you in preparing site inspection reports for EPA’s 2022 Construction General Permit (CGP). If you are covered under the 2022 CGP, you can use this template to create a site inspection report form that is customized to the specific circumstances of your site and that complies with the minimum reporting requirements of Part 4.7 of the permit. Note that the use of this form is optional; you may use your own site inspection report form provided it includes the minimum information required in Part 4.7 of the CGP. This template does not address the CGP’s inspection reporting requirements related to dewatering activities. A separate inspection template has been developed specifically for dewatering activities and is available at https://www.epa.gov/npdes/construction-general-permit-resources-tools-and-templates. Keep in mind that this document is a template and not an “off-the-shelf” inspection report that is ready to use without some modification. You must first customize this form to include the specifics of your project in order for it to be useable for your inspection reports. Once you have entered all of your site- specific information into the blank fields, you may use this form to complete inspection reports. The following tips for using this template will help you ensure that the minimum permit requirements are met: Review the inspection requirements. Before you start developing your inspection report form, read the CGP’s Part 4 inspection requirements. This will ensure that you have a working understanding of the permit’s underlying inspection requirements. Complete all required blank fields. Fill out all blank fields. Only by filling out all fields will the template be compliant with the requirements of the permit. (Note: Where you do not need the number of rows provided in the template form for your inspection, you may delete these or cross them off as you see fit. Or, if you need more space to document your findings, you may insert additional rows in the electronic version of this form or use the bottom of the page in the field version of this form.) Use your site map to document inspection findings. In several places in the template, you are directed to specify the location of certain features of your site, including where stormwater controls are installed and where you will be stabilizing exposed soil. You are also asked to fill in location information for unsafe conditions and the locations of any discharges occurring during your inspections. Where you are asked for location information, EPA encourages you to reference the point on your SWPPP site map that corresponds to the requested location on the inspection form. Using the site map as a tool in this way will help you conduct efficient inspections, will assist you in evaluating problems found, and will ensure proper documentation. Complete the inspection report within 24 hours of completing a site inspection. You must complete an inspection report in accordance with Part 4.7.1 of the CGP. Include the inspection form with your SWPPP. Once your form is complete, make sure to include a copy of the inspection form in your SWPPP in accordance with Part 7.2.7.e of the CGP. Retain copies of all inspection reports with your records. You must also retain in your records copies of all inspection reports in accordance with the requirements in Part 4.7.3 of the CGP. These reports must be retained for at least 3 years from the date your permit coverage expires or is terminated in accordance with the requirements in Part 4.7.4 of the CGP. Instructions for Section A Inspector Name Enter the name of the person that conducted the inspection. Include the person’s contact information (title, affiliated company name, address, email, and phone number). Inspection Date and Time Enter the date you performed the inspection and the time you started and ended the inspection. Weather Conditions During Inspection Enter the weather conditions occurring during the inspection, e.g., sunny, overcast, light rain, heavy rain, snowing, icy, windy. Current Phase of Construction If this project is being completed in more than one phase, indicate which phase it is currently in. Inspection Location If your project has multiple locations where you conduct separate inspections, specify the location where this inspection is being conducted. If only one inspection is conducted for your entire project, enter “Entire Site.” If necessary, complete additional inspection report forms for each separate inspection location. Unsafe Conditions for Inspection (CGP Part 4.5.7) Inspections are not required where a portion of the site or the entire site is subject to unsafe conditions. These conditions should not regularly occur and should not be consistently present on a site. Generally, unsafe conditions are those that render the site (or a portion of it) inaccessible or that would pose a significant probability of injury to applicable personnel. Examples could include severe storm or flood conditions, high winds, and downed electrical wires. If your site, or a portion of it, is affected by unsafe conditions during the time of your inspection, provide a description of the conditions that prevented you from conducting the inspection and what parts of the site were affected. If the entire site was considered unsafe, specify the location as “Entire Site.” Inspection Frequency Check all the inspection frequencies that apply to your project. Note that you may be subject to different inspection frequencies in different areas of your site. Inspection Triggered by a Storm Event If you were required to conduct this inspection because of a storm event that produced 0.25 inches or more of rain within a 24-hour period, indicate whether you relied on an on-site rain gauge or a nearby weather station (and where the weather station is located). Also, specify the total amount of rainfall for this specific storm event. If you were required to conduct this inspection because of a snowmelt discharge from a storm event that produced 3.25 inches or more of snow within a 24- hour period, then indicate whether you relied on an on-site measurement or a nearby weather station (and where the weather station is located). Also, specify the total amount of snowfall for this specific storm event. Instructions for Section B Type and Location of Erosion and Sediment (E&S) Controls Provide a list of all erosion and sediment (E&S) controls that your SWPPP indicates will be installed and implemented at your site. This list must include at a minimum all E&S controls required by CGP Part 2.2. Include also any natural buffers established under CGP Part 2.2.1. Buffer requirements apply if your project’s earth-disturbing activities will occur within 50 feet of a discharge to receiving water. You may group your E&S controls on your form if you have several of the same type of controls (e.g., you may group “Inlet Protection Measures,” “Perimeter Controls,” and “Stockpile Controls” together on one line), but if there are any problems with a specific control, you must separately identify the location of the control, whether routine maintenance or corrective action is necessary, and in the notes section you must describe the specifics about the problem you observed. Conditions Requiring Routine Maintenance? Answer “Yes” if the E&S control requires routine maintenance as defined in footnote 1 of this template. Note that in many cases, “Yes” answers are expected and indicate a project with an active operation and maintenance program. You should also answer “Yes” if work to fix the problem is still ongoing from the previous inspection, though necessary work must be initiated immediately and completed by the end of the next business day or within seven calendar days if documented in accordance with CGP Part 2.1.4.b. If “Yes,” How Many Times (Including this Occurrence) Has this Condition Been Identified? Indicate how many times the routine maintenance has been required for the same control at the same location. Conditions Requiring Corrective Action? Answer “Yes” if you found any of the conditions listed in footnote 2 in this template to be present during your inspection (CGP Part 5.1). If you answer “Yes,” you must take corrective action and complete a corrective action log, found at https://www.epa.gov/npdes/construction-general-permit-resources-tools- and-templates. You should also answer “Yes” if work to fix the problem from a previous inspection is still ongoing, though the operator must comply with the corrective action deadlines in CGP Part 5.2. Date on Which Condition First Observed (If Applicable)? Provide the date on which the condition that triggered the need for routine maintenance or corrective action was first identified. If the condition was just discovered during this inspection, enter the inspection date. If the condition is a carryover from a previous inspection, enter the original date of the condition’s discovery. Description of Conditions Observed For each E&S control and the area immediately surrounding it, describe whether the control is properly installed and whether it appears to be working to minimize sediment discharge. Indicate also whether a new or modified control is necessary to comply with the permit. Describe any problem condition(s) you observed such as the following: 1. Failure to install or to properly install a required E&S control 2. Damage or destruction to an E&S control caused by vehicles, equipment, or personnel, a storm event, or other event 3. Mud or sediment deposits found downslope from E&S controls, including in receiving waters, or on nearby streets, curbs, or open conveyance channels 4. Sediment tracked out onto paved areas by vehicles leaving construction site 5. Noticeable erosion or sedimentation at discharge outlets or at adjacent streambanks or channels 6. Erosion of the site’s sloped areas (e.g., formation of rills or gullies) 7. E&S control is no longer working due to lack of maintenance 8. Other incidents of noncompliance Describe also why you think the problem condition(s) occurred as well as actions (e.g., routine maintenance or corrective action) you will take or have taken to fix the problem. For buffer areas, make note of whether they are marked off as required, whether there are signs of construction disturbance within the buffer, which is prohibited under the CGP, and whether there are visible signs of erosion resulting from discharges through the area. If routine maintenance or corrective action is required, briefly note the reason. If routine maintenance or corrective action has been completed, make a note of the date it was completed and what was done. If corrective action is required, note that you will need to complete a separate corrective action log describing the condition and your work to fix the problem. Routine Maintenance Need Has Been Found to be Necessary Three (3) or More Times for the Same Control at the Same Location (Including this Occurrence) If routine maintenance has been required three (3) or more times for the same control at the same location, the permit requires (CGP Part 2.1.4.c) you to fix the problem using the corrective action procedures in CGP Part 5 or to document why you believe the reoccurring problem can be addressed as a routine maintenance fix. If you believe the problem can continue to be fixed as routine maintenance, describe why you believe the specific condition should still be addressed as routine maintenance. Instructions for Section C Type and Location of Pollution Prevention (P2) Practices and Controls Provide a list of all pollution prevention (P2) practices and controls that are implemented at your site. This list must include all P2 practices and controls required by CGP Part 2.3 and those that are described in your SWPPP. Conditions Requiring Routine Maintenance? Answer “Yes” if the P2 practice or control requires routine maintenance as defined in footnote 1of this template. Note that in many cases, “Yes” answers are expected and indicate a project with an active operation and maintenance program. You should also answer “Yes” if work to fix the problem is still ongoing from the previous inspection, though necessary work must be initiated immediately and completed by the end of the next business day or within seven calendar days if documented in accordance with CGP Part 2.1.4.b. If “Yes,” How Many Times (Including this Occurrence) Has this Condition Been Identified? Indicate how many times the routine maintenance has been required for the same practice or control at the same location. Conditions Requiring Corrective Action? Answer “Yes” if you found any of the conditions listed in footnote 2 in this template to be present during your inspection (CGP Part 5.1). If you answer “Yes,” you must take corrective action and complete a corrective action log, found at https://www.epa.gov/npdes/construction-general-permit-resources-tools- and-templates. You should also answer “Yes” if work to fix the problem from a previous inspection is still ongoing, though the operator must comply with the corrective action deadlines in CGP Part 5.2. Date on Which Condition First Observed (If Applicable)? Provide the date on which the condition that triggered the need for maintenance or corrective action was first identified. If the condition was just discovered during this inspection, enter the inspection date. If the condition is a carryover from a previous inspection, enter the original date of the condition’s discovery. Description of Conditions Observed For each P2 control and the area immediately surrounding it, describe whether the control is properly installed, and whether it appears to be working to minimize or eliminate pollutant discharges. Indicate also whether a new or modified control is necessary to comply with the permit. Describe any problem condition(s) you observed such as the following: 1. Failure to install or to properly install a required P2 control 2. Damage or destruction to a P2 control caused by vehicles, equipment, or personnel, or a storm event 3. Evidence of a spill, leak, or other type of pollutant discharge, or failure to have properly cleaned up a previous spill, leak, or other type of pollutant discharge 4. Spill response supplies are absent, insufficient, or not where they are supposed to be located 5. Improper storage, handling, or disposal of chemicals, building materials or products, fuels, or wastes 6. P2 control is no longer working due to lack of maintenance 7. Other incidents of noncompliance Describe also why you think the problem condition(s) occurred as well as actions (e.g., routine maintenance or corrective action) you will take or have taken to fix the problem. If routine maintenance or corrective action is required, briefly note the reason. If routine maintenance or corrective action has been completed, make a note of the date it was completed and what was done. If corrective action is required, note that you will need to complete a separate corrective action log describing the condition and your work to fix the problem. Routine Maintenance Need Was Found to be Necessary Three (3) or More Times for the Same Control at the Same Location (Including this Occurrence) If routine maintenance has been required three (3) or more times for the same control at the same location, the permit requires (CGP Part 2.1.4.c) you to fix the problem using the corrective action procedures in CGP Part 5 or to document why you believe the reoccurring problem can be addressed as a routine maintenance fix. If you believe the problem can continue to be fixed as routine maintenance, describe why you believe the specific condition should still be addressed as routine maintenance. Instructions for Section D Specific Location That Has Been or Will Be Stabilized List all areas where soil stabilization is required to begin because construction work in that area has permanently stopped or temporarily stopped (i.e., work will stop for 14 or more days), and all areas where stabilization has been implemented (CGP Part 2.2.14). Stabilization Method and Applicable Deadline For each area, specify the method of stabilization (e.g., hydroseed, sod, planted vegetation, erosion control blanket, mulch, rock). Specify also which of the following stabilization deadlines apply to this location: 1. 5 acres or less of land disturbance occurring at any one time at site: Complete no later than 14 calendar days after stabilization initiated. 2. More than 5 acres of land disturbance occurring at any one time at site: Complete no later than 7 calendar days after stabilization initiated. 3. Arid, semi-arid, and drought-stricken areas: See CGP Part 2.2.14.b.i. 4. Unforeseen circumstances: See CGP Part 2.2.14.b.ii. 5. Discharges to a sediment- or nutrient-impaired water or to a water identified as Tier 2, 2.5, or 3 for antidegradation purposes: Complete no later than 7 days after stabilization initiated. Stabilization Initiated? For each area, indicate whether stabilization has been initiated. If “Yes,” then enter the date stabilization was initiated. Final Stabilization Criteria Met? For each area, indicate whether the final stabilization criteria in CGP Part 2.2.14.c have been met. If “Yes,” then enter the date final stabilization criteria were met. Final Stabilization Photos Taken? Answer “Yes” if you have taken photos before and after meeting the stabilization criteria as required in CGP Part 8.2.1.a. Notes For each area where stabilization has been initiated, describe the progress that has been made and what additional actions are necessary to complete stabilization. Note the effectiveness of stabilization in preventing erosion. If stabilization has been initiated but not completed, make a note of the date it is to be completed. If stabilization has been completed, make a note of the date it was completed. If stabilization has not yet been initiated, make a note of the date it is to be initiated and the date it is to be completed. Instructions for Section E You are only required to complete this section if a discharge is occurring at the time of the inspection (CGP Part 4.6.2). Was a discharge (not including dewatering) occurring from any part of your site at the time of the inspection? During your inspection, examine all points of discharge from your site, and determine whether a discharge is occurring. If a dewatering discharge was occurring, you must conduct a dewatering inspection pursuant to CGP Part 4.3.2. If there is a discharge, answer “Yes” and complete the questions below regarding the specific discharge. If there is not a discharge, answer “No” and skip to the next page. Discharge Location (Repeat as necessary if there are multiple points of discharge.) Specify the location on your site where the discharge is occurring. The location may be an outlet from a stormwater control or constructed stormwater channel, a discharge into a storm sewer inlet, or a specific point on the site. Be as specific as possible; it is recommended that you refer to a precise point on your site map. Observations Document the visual quality of the discharge and take note of the characteristics of the stormwater discharge, including color; odor; floating, settled, or suspended solids; foam; oily sheen; and other indicators of stormwater pollutants. Also, document signs of these same pollutant characteristics that are visible from your site and attributable to your discharge in receiving waters or in other constructed or natural site drainage features. Instructions for Section F Each inspection report must be signed and certified to be considered complete (CGP Part 4.7.2). Operator or “Duly Authorized Representative” – MANDATORY (CGP Appendix G Part G.11.2 and CGP Appendix H Section X) At a minimum, the site inspection report must be signed by either (1) the person who signed the NOI, or (2) a duly authorized representative of that person. The following requirements apply: If the signatory will be the person who signed the NOI for permit coverage, as a reminder, that person must be one of the following types of individuals: For a corporation: By a responsible corporate officer. For the purpose of this subsection, a responsible corporate officer means: (i) a president, secretary, treasurer, or vice-president of the corporation in charge of a principal business function, or any other person who performs similar policy- or decision- making functions for the corporation, or (ii) the manager of one or more manufacturing, production, or operating facilities, provided, the manager is authorized to make management decisions which govern the operation of the regulated facility including having the explicit or implicit duty of making major capital investment recommendations, and initiating and directing other comprehensive measures to assure long term environmental compliance with environmental laws and regulations; the manager can ensure that the necessary systems are established or actions taken to gather complete and accurate information for permit application requirements; and where authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures. For a partnership or sole proprietorship: By a general partner or the proprietor, respectively. For a municipality, State, Federal, or other public agency: By either a principal executive officer or ranking elected official. For purposes of this subsection, a principal executive officer of a Federal agency includes (i) the chief executive officer of the agency, or (ii) a senior executive officer having responsibility for the overall operations of a principal geographic unit of the agency (e.g., Regional Administrator of EPA). If the signatory will be a duly authorized representative, the following requirements must be met: The authorization is made in writing by the person who signed the NOI (see above); The authorization specifies either an individual or a position having responsibility for the overall operation of the regulated facility or activity such as the position of plant manager, operator of a well or a well field, superintendent, position of equivalent responsibility, or an individual or position having overall responsibility for environmental matters for the company. (A duly authorized representative may thus be either a named individual or any individual occupying a named position); and The signed and dated written authorization is included in the SWPPP. A copy must be submitted to EPA, if requested. Sign, date and print your name and affiliation. Contractor or Subcontractor - OPTIONAL Where you rely on a contractor or subcontractor to complete the site inspection report, you should consider requiring the individual(s) to sign and certify each report. Note that this does not relieve you, the permitted operator, of the requirement to sign and certify the site inspection report as well. If applicable, sign, date, and print your name and affiliation. Note While EPA has made every effort to ensure the accuracy of all instructions contained in this template, it is the permit, not this template, that determines the actual obligations of regulated construction stormwater discharges. In the event of a conflict between this template and any corresponding provision of the CGP, you must abide by the requirements in the permit. EPA welcomes comments on this Site Inspection Report Template at any time and will consider those comments in any future revision. You may contact EPA for CGP-related inquiries at cgp@epa.gov Yarmouth Riverwalk Park, Boardwalk, and Event Space Stormwater Pollution Prevention Plan Yarmouth, Massachusetts 36 APPENDIX E – Corrective Action Form 2022 CGP Corrective Action Log Project Name: ______________________________________________ NPDES ID Number: __________________________________________ Section A – Individual Completing this Log Name: Title: Company Name: Email: Address: Phone Number: Section B – Details of the Problem (CGP Part 5.4.1.a) Complete this section within 24 hours of discovering the condition that triggered corrective action. Date problem was first identified: Time problem was first identified: What site conditions triggered this corrective action? (Check the box that applies. See instructions for a description of each triggering condition (1 thru 6).) ☐ 1 ☐ 2 ☐ 3 ☐ 4 ☐ 5a ☐ 5b ☐ 6 Specific location where problem identified: Provide a description of the specific condition that triggered the need for corrective action and the cause (if identifiable): Section C – Corrective Action Completion (CGP Part 5.4.1.b) Complete this section within 24 hours after completing the corrective action. For site condition # 1, 2, 3, 4, or 6 (those not related to a dewatering discharge) confirm that you met the following deadlines (CGP Part 5.2.1): ☐ Immediately took all reasonable steps to address the condition, including cleaning up any contaminated surfaces so the material will not discharge in subsequent storm events. AND ☐ Completed corrective action by the close of the next business day, unless a new or replacement control, or significant repair, was required. OR ☐ Completed corrective action within seven (7) calendar days from the time of discovery because a new or replacement control, or significant repair, was necessary to complete the installation of the new or modified control or complete the repair. OR ☐ It was infeasible to complete the installation or repair within 7 calendar days from the time of discovery. Provide the following additional information: Explain why 7 calendar days was infeasible to complete the installation or repair: Provide your schedule for installing the stormwater control and making it operational as soon as feasible after the 7 calendar days: For site condition # 5a, 5b, or 6 (those related to a dewatering discharge), confirm that you met the following deadlines: ☐ Immediately took all reasonable steps to minimize or prevent the discharge of pollutants until a solution could be implemented, including shutting off the dewatering discharge as soon as possible depending on the severity of the condition taking safety considerations into account. ☐ Determined whether the dewatering controls were operating effectively and whether they were causing the conditions. ☐ Made any necessary adjustments, repairs, or replacements to the dewatering controls to lower the turbidity levels below the benchmark or remove the visible plume or sheen. Describe any modification(s) made as part of corrective action: (Insert additional rows below if applicable) Date of completion: SWPPP update necessary? If yes, date SWPPP was updated: 1. ☐ Yes ☐ No 2. ☐ Yes ☐ No Section D - Signature and Certification (CGP Part 5.4.2) “I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information contained therein. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information contained is, to the best of my knowledge and belief, true, accurate, and complete. I have no personal knowledge that the information submitted is other than true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations.” MANDATORY: Signature of Operator or “Duly Authorized Representative:” Signature: Date: Printed Name: Affiliation: OPTIONAL: Signature of Contractor or Subcontractor Signature: Date: Printed Name: Affiliation: General Instructions This Corrective Action Log Template is provided to assist you creating a corrective action log that complies with the minimum reporting requirements of Part 5.4 of the EPA’s Construction General Permit (CGP). For each triggering condition on your site, you will need to fill out a separate corrective action log. The entire form must be completed to be compliant with the requirements of the permit. (Note: In Section C, if you do not need the number of rows provided in the corrective action log, you may delete these or cross them off. Alternatively, if you need more space to describe any modifications, you may insert additional rows in the electronic version of this form or use the bottom of the page in the field version of this form.) If you are covered under a State CGP, this template may be helpful in developing a log that can be used for that permit; however, you will likely need to modify this form to meet the specific requirements of any State-issued permit. If your permitting authority requires you to use a specific corrective action log, you should not use this template. Instructions for Section A Individual completing this form Enter the name of the person completing this log. Include the person’s contact information (title, affiliated company name, address, email, and phone number). Instructions for Section B You must complete Section B within 24 hours of discovering the condition that triggered corrective action. (CGP Part 5.4) When was the problem first discovered? Specify the date and time when the triggering condition was first discovered. What site conditions triggered this corrective action? (CGP Parts 5.1 and 5.3) Check the box corresponding to the numbered triggering condition below that applies to your site. 1. A stormwater control needs a significant repair or a new or replacement control is needed, or, in accordance with Part Error! Reference source not found., you find it necessary to repeatedly (i.e., 3 or more times) conduct the same routine maintenance fix to the same control at the same location (unless you document in your inspection report under Part Error! Reference source not found. that the specific reoccurrence of this same problem should still be addressed as a routine maintenance fix under Part Error! Reference source not found.); 2. A stormwater control necessary to comply with the requirements of this permit was never installed, or was installed incorrectly; 3. Your discharges are not meeting applicable water quality standards; 4. A prohibited discharge has occurred (see Part 1.3); 5. During discharge from site dewatering activities: a. The weekly average of your turbidity monitoring results exceeds the 50 NTU benchmark (or alternate benchmark if approved by EPA pursuant to Part Error! Reference source not found.); or b. You observe or you are informed by EPA, State, or local authorities of the presence of any of the following at the point of discharge to a receiving water flowing through or immediately adjacent to your site and/or to constructed or natural site drainage features or storm drain inlets: sediment plume suspended solids unusual color presence of odor decreased clarity presence of foam visible sheen on the water surface or visible oily deposits on the bottom or shoreline of the receiving water 6. EPA requires corrective action as a result of permit violations found during an inspection carried out under Part 4.8. Provide a description of the problem (CGP Part 5.4.1.a) Provide a summary description of the condition you found that triggered corrective action, the cause of the problem (if identifiable), and the specific location where it was found. Be as specific as possible about the location; it is recommended that you refer to a precise point on your site map. Instructions for Section C You must complete Section C within 24 hours after completing the correction action. (CGP Part 5.4) Deadlines for completing corrective action for condition # 1, 2, 3, 4, or 6 (if not relating to a dewatering discharge) (CGP Part 5.2.1) Check the box to confirm that you met the deadlines that apply to each triggering condition. You are always required to check the first box (i.e., Immediately took all reasonable steps to address the condition, including cleaning up any contaminated surfaces so the material will not discharge in subsequent storm events.). Only one of the next three boxes should be checked depending on the situation that applies to this corrective action. Check the second box if the corrective action for this particular triggering condition does not require a new or replacement control, or a significant repair. These actions must be completed by the close of the next business day from the time of discovery of the condition. Check the third box if the corrective action for this particular triggering condition requires a new or replacement control, or a significant repair. These actions must be completed by no later than seven calendar days from the time of discover of the condition. Check the fourth box if the corrective action for this particular triggering condition requires a new or replacement control, or a significant repair, and if it is infeasible to complete the work within seven calendar days. Additionally, you will need to fill out the table below the checkbox that requires: 1. An explanation as to why it was infeasible to complete the installation or repair within seven calendar days of discovering the condition. 2. Provide the schedule you will adhere to for installing the stormwater control and making it operational as soon as feasible after the seventh day following discovery. Note: Per Part 5.2.1.c, where these actions result in changes to any of the stormwater controls or procedures documented in your SWPPP, you must modify your SWPPP accordingly within seven calendar days of completing this work. Deadlines for completing corrective action for condition # 5a, 5b, or 6 related to a dewatering discharge (CGP Part 5.2.2) These deadlines apply to conditions relating to construction dewatering activities. Check the box to confirm that you met the deadlines that apply to each triggering condition. You are required to check all of the boxes in this section to indicate your compliance with the corrective action deadlines. List of modification(s) to correct problem Provide a list of modifications you completed to correct the problem. Date of completion Enter the date you completed the modification. The work must be completed by the deadline you indicated above. SWPPP update necessary? Check “Yes” or “No” to indicate if a SWPPP update is necessary consistent with Part 7.4.1.a in order to reflect changes implemented at your site. If “Yes,” then enter the date you updated your SWPPP. The SWPPP updates must be made within seven calendar days of completing a corrective action. (CGP Part 5.2.1.c) Instructions for Section D Each corrective action log entry must be signed and certified following completion of Section D to be considered complete. (CGP Part 5.4.2) Operator or “Duly Authorized Representative” – MANDATORY (CGP Appendix G Part G.11.2 and CGP Appendix H Section X) At a minimum, the corrective action log must be signed by either (1) the person who signed the NOI, or (2) a duly authorized representative of that person. The following requirements apply: If the signatory will be the person who signed the NOI for permit coverage, as a reminder, that person must be one of the following types of individuals: For a corporation: By a responsible corporate officer. For the purpose of this subsection, a responsible corporate officer means: (i) a president, secretary, treasurer, or vice-president of the corporation in charge of a principal business function, or any other person who performs similar policy- or decision- making functions for the corporation, or (ii) the manager of one or more manufacturing, production, or operating facilities, provided, the manager is authorized to make management decisions which govern the operation of the regulated facility including having the explicit or implicit duty of making major capital investment recommendations, and initiating and directing other comprehensive measures to assure long term environmental compliance with environmental laws and regulations; the manager can ensure that the necessary systems are established or actions taken to gather complete and accurate information for permit application requirements; and where authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures. For a partnership or sole proprietorship: By a general partner or the proprietor, respectively. For a municipality, State, Federal, or other public agency: By either a principal executive officer or ranking elected official. For purposes of this subsection, a principal executive officer of a Federal agency includes (i) the chief executive officer of the agency, or (ii) a senior executive officer having responsibility for the overall operations of a principal geographic unit of the agency (e.g., Regional Administrator of EPA). If the signatory will be a duly authorized representative, the following requirements must be met: The authorization is made in writing by the person who signed the NOI (see above); The authorization specifies either an individual or a position having responsibility for the overall operation of the regulated facility or activity such as the position of plant manager, operator of a well or a well field, superintendent, position of equivalent responsibility, or an individual or position having overall responsibility for environmental matters for the company. (A duly authorized representative may thus be either a named individual or any individual occupying a named position); and The signed and dated written authorization is included in the SWPPP. A copy must be submitted to EPA, if requested. Sign, date and print your name and affiliation. Contractor or Subcontractor - OPTIONAL Where you rely on a contractor or subcontractor to complete this log and the associated corrective action, you should consider requiring the individual(s) to sign and certify each log entry. Note that this does not relieve you, the permitted operator, of the requirement to sign and certify the log as well. If applicable, sign, date, and print your name and affiliation. Recordkeeping Logs must be retained for at least 3 years from the date your permit coverage expires or is terminated. (CGP Part 5.4.4) Keep copies of your signed corrective action log entries at the site or at an easily accessible location so that it can be made immediately available at the time of an on-site inspection or upon request by EPA. (CGP Part 5.4.3) Include a copy of the corrective action log in your SWPPP. (CGP Part 7.2.7.e) Note While EPA has made every effort to ensure the accuracy of all instructions contained in this template, it is the permit, not this template, that determines the actual obligations of regulated construction stormwater discharges. In the event of a conflict between this template and any corresponding provision of the CGP, you must abide by the requirements in the permit. EPA welcomes comments on this Corrective Action Log Template at any time and will consider those comments in any future revision. You may contact EPA for CGP-related inquiries at cgp@epa.gov Yarmouth Riverwalk Park, Boardwalk, and Event Space Stormwater Pollution Prevention Plan Yarmouth, Massachusetts 37 APPENDIX F – SWPPP Amendment Log Appendix F – SWPPP Amendment Log No. Description of the Amendment Date of Amendment Amendment Prepared by [Name(s) and Title] Yarmouth Riverwalk Park, Boardwalk, and Event Space Stormwater Pollution Prevention Plan Yarmouth, Massachusetts 38 APPENDIX G – Subcontractor Certifications/Agreements Appendix G – Subcontractor Certifications/Agreements SUBCONTRACTOR CERTIFICATION STORMWATER POLLUTION PREVENTION PLAN Project Number: Project Title: Operator(s): As a subcontractor, you are required to comply with the Stormwater Pollution Prevention Plan (SWPPP) for any work that you perform on-site. Any person or group who violates any condition of the SWPPP may be subject to substantial penalties or loss of contract. You are encouraged to advise each of your employees working on this project of the requirements of the SWPPP. A copy of the SWPPP is available for your review at the office trailer. Each subcontractor engaged in activities at the construction site that could impact stormwater must be identified and sign the following certification statement: I certify under the penalty of law that I have read and understand the terms and conditions of the SWPPP for the above designated project and agree to follow the practices described in the SWPPP. This certification is hereby signed in reference to the above named project: Company: Address: Telephone Number: Type of construction service to be provided: Signature: Title: Date: Yarmouth Riverwalk Park, Boardwalk, and Event Space Stormwater Pollution Prevention Plan Yarmouth, Massachusetts 39 APPENDIX H – Grading and Stabilization Activities Log Appendix H – Grading and Stabilization Activities Log Date Grading Activity Initiated Description of Grading Activity Description of Stabilization Measure and Location Date Grading Activity Ceased (Indicate Temporary or Permanent) Date When Stabilization Measures Initiated ☐ Temporary ☐ Permanent ☐ Temporary ☐ Permanent ☐ Temporary ☐ Permanent ☐ Temporary ☐ Permanent ☐ Temporary ☐ Permanent ☐ Temporary ☐ Permanent ☐ Temporary ☐ Permanent Yarmouth Riverwalk Park, Boardwalk, and Event Space Stormwater Pollution Prevention Plan Yarmouth, Massachusetts 40 APPENDIX I – Training Log Appendix I – SWPPP Training Log Stormwater Pollution Prevention Training Log Project Name: Yarmouth Riverwalk Park, Boardwalk, and Event Space Project Location: 669 Route 28, Yarmouth, MA 02664 Instructor’s Name(s): Instructor’s Title(s): Course Location: Date: Course Length (hours): Stormwater Training Topic: (check as appropriate) ☐ Sediment and Erosion Controls ☐ Emergency Procedures ☐ Stabilization Controls ☐ Inspections/Corrective Actions ☐ Pollution Prevention Measures Specific Training Objective: Attendee Roster: (attach additional pages as necessary) No. Name of Attendee Company 1 2 3 4 5 6 7 8 Yarmouth Riverwalk Park, Boardwalk, and Event Space Stormwater Pollution Prevention Plan Yarmouth, Massachusetts 41 APPENDIX J – Delegation of Authority Appendix J – Delegation of Authority Form Delegation of Authority I, _______________________ (name), hereby designate the person or specifically described position below to be a duly authorized representative for the purpose of overseeing compliance with environmental requirements, including the Construction General Permit (CGP), at the ____________________________________ construction site. The designee is authorized to sign any reports, stormwater pollution prevention plans and all other documents required by the permit. ________________________________________ (name of person or position) ________________________________________ (company) ________________________________________ (address) ________________________________________ (city, state, zip) ________________________________________ (phone) By signing this authorization, I confirm that I meet the requirements to make such a designation as set forth in Appendix I of EPA’s CGP, and that the designee above meets the definition of a “duly authorized representative” as set forth in Appendix I. I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I have no personal knowledge that the information submitted is other than true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. Name: Company: Title: Signature: Date: Yarmouth Riverwalk Park, Boardwalk, and Event Space Stormwater Pollution Prevention Plan Yarmouth, Massachusetts 42 APPENDIX K – Endangered Species Documentation October 28, 2022 United States Department of the Interior FISH AND WILDLIFE SERVICE New England Ecological Services Field Office 70 Commercial Street, Suite 300 Concord, NH 03301-5094 Phone: (603) 223-2541 Fax: (603) 223-0104 In Reply Refer To: Project Code: 2023-0009991 Project Name: Yarmouth Riverwalk Park Subject:List of threatened and endangered species that may occur in your proposed project location or may be affected by your proposed project To Whom It May Concern: Please review this letter each time you request an Official Species List, we will continue to update it with additional information and links to websites may change. About Official Species Lists The purpose of the Act is to provide a means whereby threatened and endangered species and the ecosystems upon which they depend may be conserved. Federal and non-Federal project proponents have responsibilities under the Act to consider effects on listed species. The enclosed species list identifies threatened, endangered, proposed, and candidate species, as well as proposed and final designated critical habitat, that may occur within the boundary of your proposed project and/or may be affected by your proposed project. The species list fulfills the requirements of the U.S. Fish and Wildlife Service (Service) under section 7(c) of the Endangered Species Act (Act) of 1973, as amended (16 U.S.C. 1531 et seq.). New information based on updated surveys, changes in the abundance and distribution of species, changed habitat conditions, or other factors could change this list. Please note that under 50 CFR 402.12(e) of the regulations implementing section 7 of the Act, the accuracy of this species list should be verified after 90 days. The Service recommends that verification be completed by visiting the ECOS-IPaC website at regular intervals during project planning and implementation for updates to species lists and information. An updated list may be requested by returning to an existing project’s page in IPaC. Endangered Species Act Project Review Please visit the “New England Field Office Endangered Species Project Review and Consultation” website for step-by-step instructions on how to consider effects on listed 10/28/2022 2 species and prepare and submit a project review package if necessary: https://www.fws.gov/office/new-england-ecological-services/endangered-species-project-review *NOTE* Please do not use the Consultation Package Builder tool in IPaC except in specific situations following coordination with our office. Please follow the project review guidance on our website instead and reference your Project Code in all correspondence. Northern Long-eared Bat Update - Additionally, please note that on March 23, 2022, the Service published a proposal to reclassify the northern long-eared bat (NLEB) as endangered under the Endangered Species Act. The U.S. District Court for the District of Columbia has ordered the Service to complete a new final listing determination for the NLEB by November 2022 (Case 1:15-cv-00477, March 1, 2021). The bat, currently listed as threatened, faces extinction due to the range-wide impacts of white-nose syndrome (WNS), a deadly fungal disease affecting cave-dwelling bats across the continent. The proposed reclassification, if finalized, would remove the current 4(d) rule for the NLEB, as these rules may be applied only to threatened species. Depending on the type of effects a project has on NLEB, the change in the species’ status may trigger the need to re-initiate consultation for any actions that are not completed and for which the Federal action agency retains discretion once the new listing determination becomes effective (anticipated to occur by December 30, 2022). If your project may result in incidental take of NLEB after the new listing goes into effect this will first need to be addressed in an updated consultation that includes an Incidental Take Statement. If your project may require re-initiation of consultation, please contact our office for additional guidance. Additional Info About Section 7 of the Act Under section 7(a)(2) of the Act and its implementing regulations (50 CFR 402 et seq.), Federal agencies are required to determine whether projects may affect threatened and endangered species and/or designated critical habitat. If a Federal agency, or its non-Federal representative, determines that listed species and/or designated critical habitat may be affected by the proposed project, the agency is required to consult with the Service pursuant to 50 CFR 402. In addition, the Federal agency also may need to consider proposed species and proposed critical habitat in the consultation. 50 CFR 402.14(c)(1) specifies the information required for consultation under the Act regardless of the format of the evaluation. More information on the regulations and procedures for section 7 consultation, including the role of permit or license applicants, can be found in the "Endangered Species Consultation Handbook" at: https://www.fws.gov/service/section-7-consultations In addition to consultation requirements under Section 7(a)(2) of the ESA, please note that under sections 7(a)(1) of the Act and its implementing regulations (50 CFR 402 et seq.), Federal agencies are required to utilize their authorities to carry out programs for the conservation of threatened and endangered species. Please contact NEFO if you would like more information. Candidate species that appear on the enclosed species list have no current protections under the 10/28/2022 3 ▪ ▪ ESA. The species’ occurrence on an official species list does not convey a requirement to consider impacts to this species as you would a proposed, threatened, or endangered species. The ESA does not provide for interagency consultations on candidate species under section 7, however, the Service recommends that all project proponents incorporate measures into projects to benefit candidate species and their habitats wherever possible. Migratory Birds In addition to responsibilities to protect threatened and endangered species under the Endangered Species Act (ESA), there are additional responsibilities under the Migratory Bird Treaty Act (MBTA) and the Bald and Golden Eagle Protection Act (BGEPA) to protect native birds from project-related impacts. Any activity, intentional or unintentional, resulting in take of migratory birds, including eagles, is prohibited unless otherwise permitted by the U.S. Fish and Wildlife Service (50 C.F.R. Sec. 10.12 and 16 U.S.C. Sec. 668(a)). For more information regarding these Acts see: https://www.fws.gov/program/migratory-bird-permit https://www.fws.gov/library/collections/bald-and-golden-eagle-management Please feel free to contact us at newengland@fws.gov with your Project Code in the subject line if you need more information or assistance regarding the potential impacts to federally proposed, listed, and candidate species and federally designated and proposed critical habitat. Attachment(s): Official Species List Attachment(s): Official Species List Coastal Barriers 10/28/2022 1 Official Species List This list is provided pursuant to Section 7 of the Endangered Species Act, and fulfills the requirement for Federal agencies to "request of the Secretary of the Interior information whether any species which is listed or proposed to be listed may be present in the area of a proposed action". This species list is provided by: New England Ecological Services Field Office 70 Commercial Street, Suite 300 Concord, NH 03301-5094 (603) 223-2541 10/28/2022 2 Project Summary Project Code:2023-0009991 Project Name:Yarmouth Riverwalk Park Project Type:Recreation - New Construction Project Description:The Town of Yarmouth is proposing to redevelop the town-owned property located at 669 Route 28 in the Town of Yarmouth, Massachusetts (Barnstable County) into a Riverwalk Park, Boardwalk, and Even Space for use by residents and visitors (the Project). The “Site” includes a 23- acre former drive-in property located at 669 Route 28, and 8 acres of the Lewis Pond Marsh Conservation Area to the south. The Project aims improve the existing property through providing event space, recreation opportunities, public amenities and a restored coastline. Project Location: Approximate location of the project can be viewed in Google Maps: https:// www.google.com/maps/@41.645897149999996,-70.22330474166597,14z Counties:Barnstable County, Massachusetts 10/28/2022 3 1. Endangered Species Act Species There is a total of 4 threatened, endangered, or candidate species on this species list. Species on this list should be considered in an effects analysis for your project and could include species that exist in another geographic area. For example, certain fish may appear on the species list because a project could affect downstream species. IPaC does not display listed species or critical habitats under the sole jurisdiction of NOAA Fisheries , as USFWS does not have the authority to speak on behalf of NOAA and the Department of Commerce. See the "Critical habitats" section below for those critical habitats that lie wholly or partially within your project area under this office's jurisdiction. Please contact the designated FWS office if you have questions. NOAA Fisheries, also known as the National Marine Fisheries Service (NMFS), is an office of the National Oceanic and Atmospheric Administration within the Department of Commerce. Mammals NAME STATUS Northern Long-eared Bat Myotis septentrionalis No critical habitat has been designated for this species. Species profile: https://ecos.fws.gov/ecp/species/9045 Threatened Birds NAME STATUS Roseate Tern Sterna dougallii dougallii Population: Northeast U.S. nesting population No critical habitat has been designated for this species. Species profile: https://ecos.fws.gov/ecp/species/2083 Endangered Insects NAME STATUS Monarch Butterfly Danaus plexippus No critical habitat has been designated for this species. Species profile: https://ecos.fws.gov/ecp/species/9743 Candidate 1 10/28/2022 4 Flowering Plants NAME STATUS Sandplain Gerardia Agalinis acuta No critical habitat has been designated for this species. Species profile: https://ecos.fws.gov/ecp/species/8128 Endangered Critical habitats THERE ARE NO CRITICAL HABITATS WITHIN YOUR PROJECT AREA UNDER THIS OFFICE'S JURISDICTION. 10/28/2022 1 Coastal Barriers Projects within the John H. Chafee Coastal Barrier Resources System (CBRS) may be subject to the restrictions on federal expenditures and financial assistance and the consultation requirements of the Coastal Barrier Resources Act (CBRA) (16 U.S.C. 3501 et seq.). For more information, please contact the local Ecological Services Field Office or visit the CBRA Consultations website. The CBRA website provides tools such as a flow chart to help determine whether consultation is required and a template to facilitate the consultation process. System Unit (SU) Most new federal expenditures and financial assistance, including federal flood insurance, are prohibited within System Units. Federally-funded projects within System Units require consultation with the Service. Consultation is not required for projects using private, state, or local funds. UNIT NAME TYPE SYSTEM UNIT ESTABLISHMENT DATE FLOOD INSURANCE PROHIBITION DATE C13 Lewis Bay SU 11/16/1990 11/16/1990 10/28/2022 2 IPaC User Contact Information Agency:Yarmouth town Name:Elyse Tripp Address:89 Shrewsbury St Address Line 2:Suite 300 City:Worcester State:MA Zip:01604 Email etripp@beta-inc.com Phone:8848002382 Yarmouth Riverwalk Park, Boardwalk, and Event Space Stormwater Pollution Prevention Plan Yarmouth, Massachusetts 43 APPENDIX L – Historic Preservation Documentation !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( YAR.687 YAR.280 YAR.276 YAR.277 YAR.272 YAR.281 YAR.410 YAR.688 YAR.695 YAR.278 YAR.696 YAR.409 YAR.678 YAR.282 YAR.279 Figure 6Historic Resources MapYarmouth Riverwalk ParkYarmouth, Massachusetts Legend !(National Register of Historic Places ^_Preservation Restriction ^_Massachusetts Historic Landmark #*Local Historic District #*NRHP and LHD !(Inventoried PropertyNational Register of Historic PlacesPreservation RestrictionMassachusetts Historic LandmarkLocal Historic DistrictNRHP and LHDInventoried Property ² 0 1,000500 Feet 1 inch = 500 feet Data Source: MassGIS Orthophoto (2013/2014); MassGIS Data: MHC Historic Inventory Approximate ProjectLocus Yarmouth Riverwalk Park – Boardwalk and Kayak Launch Notice of Intent Yarmouth, Massachusetts 4 APPENDIX A –Wetlands Delineation Information APPENDIX A –Wetlands Delineation Information APPENDIX B – List of Property Owners ABUTTER NOTIFICATION APPENDIX A –Wetlands Delineation Information APPENDIX C – Project Plans LOCATION MAP1" = 250' - 0"TOWN OF YARMOUTH, MASSACHUSETTSYARMOUTH RIVERWALK PARKNOTICE OF INTENT PLAN SET -BOARDWALK AND KAYAK LAUNCHDECEMBER 2022ProjectLocationROUTE 28PREPARED BY:ISSUE DATE: 12/1/2022PROJECT LOCATIONPARKERS RIVERPLAN INDEXDESCRIPTIONSHEET NO.G.1G.2G.3C.1.1C.1.2C.2.1 - C.2.2C.2.3C.3.1 - C.3.2C.3.3C.3.4S.1.1##### - #####S.2.1 - S.2.4S.2.5S.2.6S.2.7S.2.8COVERGENERAL NOTESLEGEND AND ABBREVIATIONSOVERALL PROJECT AERIALOVERALL PROJECT PLANSITE PREPARATION PLAN - 1-2SITE PREPARATION DETAILS - 1RIVERFRONT AREA IMPACT PLAN - 1-2SALT MARSH AREA IMPACT PLANLSCSF IMPACT PLANOVERALL BOARDWALK PLAN#######################-3BOARDWALK - DETAILS - 1-4BOARDWALK DETAILS - 5 - PEDESTRIAN BRIDGEBOARDWALK DETAILS - 6 - KAYAK LAUNCH EXISTING CONDITIONSBOARDWALK DETAILS - 7 - KAYAK LAUNCHBOARDWALK DETAILS - 8 - KAYAK LAUNCH ENLARGEMENTTOWN OF YARMOUTH1146 ROUTE 28SOUTH YARMOUTH, MA 02664TOWN ADMINISTRATORROBERT L. WHRITENOUR, JR.TOWN OF YARMOUTH LOCUS MAPSCALE: NOT TO SCALECRITICAL ELEVATIONS HIGH TIDE LINE (HTL) (MHHW) = ELEV. 2.91 MEAN HIGH WATER (MHW) = ELEV. 2.05 MEAN LOW WATER (MLW) = ELEV. -0.70MEAN LOW LOW WATER (MLLW) = ELEV. -0.98Station ID: 8447605Hyannis Port , Hyannis Harbor, VM 2063, PID AR7934*DATA SOURCED FROM NATIONAL OCEANIC AND ATMOSPHERICADMINISTRATION (NOAA)PROJECTLOCATIONS.1.2 - S.1.4BOARDWALK PROFILE - 1 - 3 GENERAL NOTES G.2 GENERAL NOTES: 1.ALL WORK SHALL CONFORM TO THE MASSACHUSETTS STATE BUILDING CODE AND ITS APPLICABLE REFERENCED STANDARDS. 2.IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS AS THEY RELATE TO NEW CONSTRUCTION. REPORT TO THE OWNER'S REPRESENTATIVE ALL OBSERVATIONS AND ANY DISCREPANCIES BEFORE PROCEEDING WITH WORK. 3.WORK WITHIN THE LOCAL RIGHT-OF-WAY SHALL CONFORM TO LOCAL MUNICIPAL STANDARDS. WORK WITHIN THE STATE RIGHT-OF-WAY SHALL CONFORM TO THE LATEST EDITION OF THE STATE HIGHWAY DEPARTMENTS STANDARD SPECIFICATIONS FOR HIGHWAYS AND BRIDGES. 4.CONTRACTOR SHALL NOTIFY "DIG-SAFE"(1-888-344-7233) AT LEAST 72 HOURS BEFORE EXCAVATING. THE CONTRACTOR SHALL RECORD THE LOCATION OF ANY/ALL DIG-SAFE UTILITY MARKINGS ON PROJECT RECORD DOCUMENTS. 5.THE LOCATION, SIZE, AND MATERIAL OF EXISTING UTILITIES ARE SHOWN AS APPROXIMATE REPRESENTATIONS ONLY. THE OWNER OR ITS REPRESENTATIVE HAVE NOT INDEPENDENTLY VERIFIED THIS INFORMATION. THE UTILITY INFORMATION SHOWN DOES NOT GUARANTEE THE ACTUAL EXISTENCE, SERVICEABILITY, OR OTHER DATA CONCERNING THE UTILITIES THAT MAY BE PRESENT. PRIOR TO ORDERING MATERIALS AND BEGINNING CONSTRUCTION, THE CONTRACTOR SHALL VERIFY AND DETERMINE THE EXACT LOCATIONS, SIZES, AND ELEVATIONS OF THE POINTS OF CONNECTIONS TO EXISTING UTILITIES AND SHALL CONFIRM THAT THERE ARE NO INTERFERENCES WITH EXISTING UTILITIES WITHIN PROJECT LIMITS AND THE PROPOSED UTILITY ROUTES, INCLUDING ROUTES WITHIN THE PUBLIC RIGHT-OF-WAY. 6.THE CONTRACTOR SHALL TAKE EVERY PRECAUTION TO PREVENT DAMAGE TO ALL UTILITIES (BOTH ABOVE AND BELOW GRADE) WITHIN THE PROJECT AREA. DAMAGE TO ANY UTILITIES AS A RESULT OF ACTIONS BY THE CONTRACTOR SHALL BE RESTORED BY THE CONTRACTOR, AT THE CONTRACTOR'S EXPENSE, TO CONDITIONS EQUAL TO CONDITIONS PRIOR TO THE DAMAGE. 7.UPON AWARD OF CONTRACT, CONTRACTOR SHALL MAKE NECESSARY CONSTRUCTION NOTIFICATIONS AND APPLY FOR AND OBTAIN NECESSARY PERMITS, PAY FEES, AND POST BONDS ASSOCIATED WITH THE WORK INDICATED ON DRAWINGS, IN THE SPECIFICATIONS, AND IN THE CONTRACT DOCUMENTS. DO NOT CLOSE OR OBSTRUCT ROADWAYS, SIDEWALKS, AND FIRE HYDRANTS, WITHOUT APPROPRIATE PERMITS. 8.AREAS OUTSIDE THE LIMITS OF PROPOSED WORK DISTURBED BY THE CONTRACTOR'S OPERATIONS SHALL BE RESTORED BY THE CONTRACTOR TO THEIR ORIGINAL CONDITION AT THE CONTRACTOR'S EXPENSE. 9.THE CONTRACTOR SHALL PREVENT DUST, SEDIMENT, AND DEBRIS FROM EXITING THE SITE AND SHALL BE RESPONSIBLE FOR CLEAN-UP, REPAIRS, AND CORRECTIVE ACTION IF SUCH OCCURS. 10.DAMAGE RESULTING FROM CONSTRUCTION LOADS SHALL BE REPAIRED BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER. 11.ANY DAMAGE TO EXISTING PAVEMENT, BRIDGES, SIDEWALKS, FENCES, ETC. CAUSED BY THE CONTRACTOR SHALL BE REPAIRED BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER. 12.TOPOGRAPHIC SURVEY IS BASED ON AN ON-THE-GROUND SURVEY PERFORMED BY ALPHA SURVEY GROUP, LLC BETWEEN MARCH 7 & APRIL 3, 2017 AND BETWEEN AUGUST 9 & AUGUST 12, 2021. 13.THE PROJECT IS HORIZONTALLY REFERENCED TO THE MASSACHUSETTS STATE PLANE COORDINATE SYSTEM REFERENCED TO THE NORTH AMERICAN DATUM OF 1983 (NAD83), CORS ADJUSTMENT (NA2011/GEOID 12a) AS DETERMINED BY REDUNDANT GPS OBSERVATIONS MADE ON MARCH 7, 2017. 14.THIS PROJECT IS VERTICALLY REFERENCED TO THE NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD88), BASED ON THE FOLLOWING BENCHMARKS: MASSDOT BM#8149 BRASS RIVET IN PARKER RIVER BRIDGE WITH A PUBLISHED ELEVATION OF 6.11 FT.; CB/TOWN OF YARMOUTH DISK STATION NO. 8, ELEV.= 5.20 FT; CHISELED SQUARE ON N.E. CORNER OF PARKER RIVER CONC. BRIDGE WALL ELEV.=6.18 FT. (LOUIS BERGER DRAINAGE & UTILITY PLAN 75% DESIGN SHEET 8 OF 20 YARMOUTH MAIN STREET (RTE. 28) PROJECT). 15.LAND OUTSIDE THE PROPOSED LIMIT OF WORK SHALL NOT BE DISTURBED BY THE CONTRACTOR. 16.ALL WORK AND MATERIALS SHALL COMPLY WITH ALL CITY OF PROVIDENCE REGULATIONS AND CODES AND O.S.H.A. STANDARDS. 17.THE CONTRACTOR SHALL BE RESPONSIBLE FOR ESTABLISHING AND MAINTAINING ALL CONTROL POINTS AND BENCH MARKS NECESSARY FOR THE WORK. 18.THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING AND PAYING FOR ANY PERMITS AND/OR CONNECTION FEES REQUIRED TO CARRY OUT THE WORK INCLUDING BUT NOT LIMITED TO DEMOLITION. 19.ALL DIMENSIONS AND RADII ARE TO THE FACE OF CURB UNLESS OTHERWISE NOTED. 20.CONTRACTOR SHALL BE RESPONSIBLE FOR ALL OF RELOCATIONS THAT CONFLICT WITH THE PROPOSED IMPROVEMENTS SHOWN ON THE DRAWINGS, INCLUDING BUT NOT LIMITED TO, ALL UTILITIES, STORM DRAINAGE, SIGNS, TRAFFIC SIGNALS & POLES, ETS. AS REQUIRED. ALL COSTS SHALL BE BORNE BY THE CONTRACTOR. CONSTRUCTION NOTES: 1.THE CONTRACTOR SHALL CALL "DIG-SAFE" AT 1-888-344-7233 AT LEAST 72 HOURS PRIOR TO EXCAVATION IN ACCORDANCE WITH STATE OF MASSACHUSETTS, GENERAL LAWS. 2.THE CONTRACTOR SHALL NOTIFY ALL APPROPRIATE AGENCIES AND UTILITY COMPANIES IN WRITING 48 HOURS PRIOR TO ANY CONSTRUCTION WITHIN 15 FEET OF A UTILITY LINE. 3.THE CONTRACTOR SHALL COMPLY WITH ALL APPLICABLE FEDERAL, STATE AND LOCAL SAFETY CODES, REGULATIONS, LEGAL REQUIREMENTS, PERMIT CONDITIONS, ETS. 4.THE CONTRACTOR SHALL TAKE ADEQUATE PRECAUTIONS TO PROTECT ALL WALKS, STREETS, PAVEMENTS, HIGHWAY GUARDS, CURBING, EDGING, TREES AND PLANTINGS ON OR OF THE PREMISES, AND SHALL REPAIR AND REPLACE OR OTHERWISE MAKE GOOD AT HIS/HER OWN EXPENSE AS DIRECTED BY THE ENGINEER ANY ITEMS DAMAGED AS A RESULT OF THE CONTRACTOR'S WORK. 5.THE CONTRACTOR SHALL PROVIDE ADEQUATE BRACING AND SHORING OF ALL EXCAVATIONS IN ACCORDANCE WITH THE REQUIREMENTS OF GOVERNING CODES AND REGULATIONS. 6.ALL SURFACES OUTSIDE THE LIMIT OF WORK THAT ARE DISTURBED SHALL BE RESTORED TO THEIR ORIGINAL CONDITION, AS DETAILED, OR AS SPECIFIED BY THE ENGINEER. 7.ALL EXISTING PIPING AND STRUCTURES EXPOSED DURING EXCAVATION SHALL BE ADEQUATELY SUPPORTED, BRACED, OR OTHERWISE PROTECTED DURING CONSTRUCTION ACTIVITIES. 8.WHERE NEW PAVEMENT MEETS EXISTING PAVEMENT (INCLUDING DRIVEWAYS), SAW CUT EXISTING PAVEMENT SMOOTH AND STRAIGHT. WHERE NEW BITUMINOUS CONCRETE MEETS EXISTING BITUMINOUS CONCRETE SURFACES, SAW CUT EDGES ARE TO BE SEALED WITH BITUMEN AND BACK SANDED. 9.WORK WITHIN PUBLIC WAYS SHALL COMPLY WITH APPLICABLE MUNICIPAL AND STATE REQUIREMENTS. 10.IF ANY EXISTING STRUCTURES TO REMAIN ARE DAMAGED DURING CONSTRUCTION IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO REPAIR AND/OR REPLACE THE EXISTING STRUCTURE AS NECESSARY TO RETURN IT TO EXISTING CONDITIONS OR BETTER. 11.THE CONTRACTOR SHALL RE-USE EXISTING GRANITE CURB IN GOOD CONDITION THAT IS RECOVERED FROM DEMOLITION ACTIVITIES. SITE PREPARATION & DEMOLITION NOTES: 1.ALL ITEMS DESIGNATED TO BE REMOVED AND DISPOSED (R&D) SHALL BE TAKEN FROM THE SITE AND LEGALLY DISPOSED. 2.ALL ITEMS DESIGNATED TO BE REMOVED AND STOCKPILED (R&S) SHALL BE DISASSEMBLED AND STOCKPILED AT A LOCATION DETERMINED BY THE OWNER'S REPRESENTATIVE. 3.DEBRIS OF ANY NATURE SHALL NOT BE ALLOWED TO ACCUMULATE IN THE STREETS, PARKING LOT, SIDEWALK AREAS OR GROUNDS SURROUNDING THE PROJECT AREA. 4.FOR ALL HOLES, PITS OR OTHER HAZARDOUS DEPRESSIONS ADJACENT TO OR WITHIN EIGHT (8) FEET OF ANY SIDEWALK AREA AND ARE UNPROTECTED, A TEMPORARY GUARD FENCE SHALL BE IMMEDIATELY ERECTED FOR THE PROTECTION OF PEDESTRIANS. THE FENCING MATERIAL SHALL BE FREE FROM NAILS, FASTENINGS OR SPLINTERS AND SHALL PRESENT A REASONABLY SMOOTH SURFACE ON THE SIDES OF POSSIBLE CONTACT. SUCH TEMPORARY FENCES SHALL BE LEFT IN PLACE AND SHALL BE PROPERLY MAINTAINED UNTIL THE HOLES, PITS OR DEPRESSIONS HAVE BEEN PROPERLY FILLED. 5.ALL STUMPS AND ROOTS OF TREE AND SHRUBS INDICATED TO BE REMOVED AND DISPOSED SHALL BE LEGALLY DISPOSED OF OFF SITE. IN SPECIFIC LOCATIONS, STUMPS MAY BE GROUND IN PLACE, AS SHOWN. 6.ALL EXISTING VEGETATION (TREES, SHRUBS, GRASSES, ETC.) TO REMAIN SHALL BE PROTECTED FROM INJURY. INDIVIDUAL TREES AND SHRUBS TO BE SAVED WITHIN THE DESIGNATED WORK AREA SHALL BE PROTECTED AS SPECIFIED HEREIN. THE CONTRACTOR SHALL REMOVE ALL PROTECTIVE BARRIERS ONLY AS DIRECTED BY THE OWNER'S REPRESENTATIVE. 7.THE CONTRACTOR SHALL STRIP AND STOCKPILE EXISTING LOAM FROM THOSE AREAS WHICH ARE TO BE EXCAVATED OR FILLED. STOCKPILED LOAM SHALL NOT BE MIXED WITH ANY SUBSOIL OR OTHER UNSUITABLE MATERIAL UNLESS DIRECTED BY THE OWNER'S REPRESENTATIVE. ALL STOCKPILED LOAM REMAINS THE PROPERTY OF THE OWNER. 8.ALL STOCKPILED LOAM OR OTHER SOIL MATERIAL SHALL BE SURROUNDED BY EROSION CONTROL DEVICES. 9.THE CONTRACTOR IS RESPONSIBLE FOR KEEPING THE SITE CLEAN OF MISCELLANEOUS DEBRIS THROUGHOUT THE CONSTRUCTION PERIOD. ALL WASTE MATERIALS SHALL BE DISPOSED OF IMMEDIATELY TO A LEGAL, OFF-SITE LOCATION UNLESS OTHERWISE INDICATED ON THE PLAN. 10.DURING THE DEMOLITION PROCESS THE CONTRACTOR SHALL USE SUFFICIENT WATER OR NON-SALVABLE MATERIALS TO PREVENT EXCESSIVE SPREADING OF DUST DURING OPERATIONS. 11.THE REMOVAL AND DISPOSAL OF ALL MATERIALS SHALL BE DONE IN ACCORDANCE WITH THE APPROPRIATE STATE AND TOWN ORDINANCES, RULES AND REGULATIONS. 12.UNVEGETATED SLOPES SHALL NOT BE UNATTENDED OR EXPOSED FOR PERIODS IN EXCESS OF TWO (2) WEEKS OR THROUGH THE INACTIVE WINTER SEASON. 13.ALL SIDEWALK AND DRIVEWAYS DESIGNATED FOR REPLACEMENT SHALL BE CUT AND MATCHED AT LOCATIONS SHOWN ON THE PLANS OR AS DIRECTED BY THE OWNER'S REPRESENTATIVE. 14.PRUNING STANDARDS: 14.A.PRUNE TREE ACCORDING TO ANSI A300. 14.B.EXPERIENCED WORKMEN UNDER THE IMMEDIATE SUPERVISION OF A LICENSED ARBORIST SHALL PERFORM ALL TREE TRIMMING. 14.C.CLIMBING IRONS OR OTHER EQUIPMENT INJURIOUS TO TREES SHALL NOT BE PERMITTED. 14.D.CUT BRANCHES WITH SHARP PRUNING INSTRUMENTS; DO NOT BREAK OR CHOP. 14.E.PRUNE TREES TO REMAIN THAT ARE AFFECTED BY TEMPORARY AND PERMANENT CONSTRUCTION. 14.F.ALL DOWNED AND CUT PLANT MATERIAL TOGETHER WITH MISCELLANEOUS DEBRIS FROM THIS WORK SHALL BE REMOVED BY THE CONTRACTOR FROM THE PROJECT ON A DAILY BASIS. MATERIALS FROM THE WORK WILL NOT BE PERMITTED TO REMAIN ON SITE RESULTING IN DELAYING OR IMPEDING OTHER WORK ON PROJECT SITE. 14.G.NO MATERIAL OR DEBRIS SHALL BE DUMPED WITHIN THE LIMITS OF THE SITE OR ABUTTING PROPERTY. SOIL EROSION AND SEDIMENTATION CONTROL NOTES: 1.ALL REFERENCED SOIL EROSION AND SEDIMENTATION CONTROLS INCLUDING MATERIALS USE, APPLICATION RATES, AND THE INSTALLATION PROCEDURES SHALL BE PERFORMED IN ACCORDANCE WITH THE MASSACHUSETTS DEP SPECIFICATIONS. 2.IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO MAINTAIN ALL SOIL EROSION AND SEDIMENT CONTROLS ON THE PROJECT FOR THE ENTIRE DURATION OF THE CONSTRUCTION PERIOD. THE CONTRACTOR SHALL FOLLOW THE DIRECTION OF THE OWNER'S REPRESENTATIVE WITH REGARD TO INSTALLATION, MAINTENANCE, AND REPAIR OF ALL SOIL EROSION AND SEDIMENTATION CONTROLS ON THE PROJECT SITE. TEMPORARY SOIL EROSION AND SEDIMENTATION CONTROLS (HAY BALES, SILT FENCE, ETC.) SHALL BE MAINTAINED UNTIL ALL EXPOSED SOILS ARE SATISFACTORILY STABILIZED. 3.THE HAY BALE / SILT FENCE LINE ILLUSTRATED ON THESE PLANS, IS TO BE STAKED IN THE FIELD PRIOR TO CONSTRUCTION AND SHALL SERVE AS THE STRICT LIMIT OF DISTURBANCE FOR THE PROJECT. NO ALTERATIONS, INCLUDING VEGETATIVE CLEARING OR SURFACE DISTURBANCE, SHALL OCCUR BEYOND THE HAY BALE / SILT FENCE LINE. 4.SOIL EROSION AND SEDIMENTATION CONTROL MEASURES SHALL BE INSPECTED AT LEAST ONCE EVERY SEVEN (7) CALENDAR DAYS AND WITHIN TWENTY-FOUR (24) HOURS AFTER AN EVENT WHICH GENERATES .25 INCHES OF RAIN IN A TWENTY-FOUR (24) HOUR PERIOD. MAINTENANCE SHALL INCLUDE CLEAN OUT OF ACCUMULATED SEDIMENT BEHIND THE BALES IF 12 THE ORIGINAL HEIGHT OF THE BALES / FENCE BARRIER BECOMES FILLED WITH SEDIMENT. ANY SEDIMENT DEPOSITS REMAINING IN PLACE AFTER THE SILT FENCE HAS BEEN REMOVED SHOULD BE ADDRESSED TO CONFORM TO THE EXISTING GRADE, PREPARED, AND SEEDED. 5.THE TOE OF ANY FILL SLOPE IS TO REMAIN AT LEAST ONE (1) FOOT INSIDE OF ALL EROSION CONTROLS. UNDER NO CIRCUMSTANCE SHALL THE CONTRACTOR COVER ANY PORTION OF THE EROSION CONTROLS WITH FILL MATERIAL. ANY FILL MATERIAL WHICH IS PLACED ON ANY EROSION CONTROLS BY THE CONTRACTOR, SHALL BE IMMEDIATELY REMOVED BY THE CONTRACTOR, AND ANY NECESSARY REPAIRS TO THE EROSION CONTROLS ACCOMPLISHED, AT NO COST TO THE OWNER. 6.THE CONTRACTOR SHALL INSTALL ALL EROSION CONTROL DEVICES FOR OUTLET PROTECTION PRIOR TO CLEANING AND FLUSHING STORM WATER DRAINAGE. EROSION CONTROL DEVICES SHALL REMAIN IN PLACE UNTIL ALL FLUSHED SEDIMENTS ARE REMOVED. AT ALL OUTFALL LOCATIONS WHERE PIPES ARE TO BE CLEANED AND FLUSHED, OUTLET PROTECTION SHALL BE INSTALLED TO TRAP SEDIMENTS. THESE SEDIMENTS SHALL THEN BE REMOVED AND DISPOSED OF LEGALLY BEFORE THE OUTLET PROTECTION DEVICES ARE REMOVED. IF OUTLET PROTECTION AT THE OUTFALL IS NOT FEASIBLE, THEN THE OUTLET PIPE OF THE LAST DRAINAGE STRUCTURE TO BE CLEANED SHALL BE PLUGGED TO CAPTURE ALL MATERIALS FLUSHED FROM PIPES. AFTER THE MATERIALS ARE REMOVED FROM THE DRAINAGE STRUCTURES, THE OUTLET SHALL BE UNPLUGGED TO RESUME NORMAL FUNCTIONING.UNLESS OTHERWISE NOTED OR CHANGED BY REPRODUCTION SHEET NO. SCALE 12/1/22 DATE DESIGNED BY: 10056 CHECKED BY: BETA JOB NO.: ISSUE DATE: DRAWN BY: REVISIONSNO. TITLE PROJECT PREPARED BY West Yarmouth, MA YARMOUTH RIVERWALK PARK AKP/ALG For Review Only AWG AWG REGISTERED PROFESSIONAL NOTICE OF INTENT PLAN SET - BOARDWALK & KAYAK LAUNCH REGISTERED PROFESSIONAL NONE CRITICAL ELEVATIONS HIGH TIDE LINE (HTL) (MHHW) = ELEV. 2.91 MEAN HIGH WATER (MHW) = ELEV. 2.05 MEAN LOW WATER (MLW) = ELEV. -0.70 MEAN LOW LOW WATER (MLLW) = ELEV. -0.98 Station ID: 8447605 Hyannis Port , Hyannis Harbor, VM 2063, PID AR7934 *DATA SOURCED FROM NATIONAL OCEANIC AND ATMOSPHERIC ADMINISTRATION (NOAA) TP-1 B-1 SCHOOL ZONE - WHITE HANDICAP SYMBOL - WHITE BND CB TMH WMH EMH PROPOSED GG WG CS EXISTING GENERAL SYMBOLS v v v v 2+00 v v v v CURB OR BERM (TYPE AS NOTED) EDGE OF PAVEMENT CATCH BASIN (OR GUTTER INLET, LEACHING BASIN, DROP INLET, CATCH BASIN CURB INLET) ELECTRIC HANDHOLE (NUMBER AS NOTED) ELECTRIC MANHOLE TELEPHONE MANHOLE WATER MANHOLE SEWER MANHOLE DRAINAGE MANHOLE GAS GATE WATER GATE CURB STOP HYDRANT FIRE ALARM BOX PARKING METER STREET LIGHT POLE UTILITY POLE UTILITY POLE w/ LIGHT SIGN GUY POLE DRAIN PIPE (SIZE AS NOTED) SEWER MAIN (SIZE AS NOTED) ELECTRIC DUCT GAS MAIN (SIZE AS NOTED) WATER MAIN (SIZE AS NOTED) TELEPHONE DUCT (SIZE AS NOTED) OVERHEAD WIRE MAIL BOX WOOD GUARD RAIL STEEL BEAM GUARD, WOOD OR STEEL POSTS (TYPE AS NOTED) STEEL GUARD RAIL, STEEL POSTS (TYPE NOTED) STONE WALL RETAINING WALL (TYPE NOTED) HIGHWAY/PROPERTY BOUND (TYPE AS NOTED) STATE HIGHWAY LAYOUT LINE (SHLO) CITY, TOWN OR COUNTY LAYOUT LINE (R.O.W.) CITY, TOWN, COUNTY OR STATE BOUNDARY LINE PROPERTY LINE EASEMENT LINE (TYPE NOTED) CONSTRUCTION BASELINE SURVEY LINE RAILROAD OR STREET RAILWAY TRACKS WITH SIDELINES WHEELCHAIR RAMP TREE (SIZE AND TYPE AS NOTED) HEDGE/SHRUBS FENCE (SIZE AND TYPE AS NOTED) EDGE OF WETLAND W/ FLAGGED NUMBER EDGE OF RIVER/STREAM LINE 100-FT. WETLAND BUFFER LIMIT 100-FT. RIVER FRONT LIMIT 200-FT. RIVER FRONT LIMIT WOODED AREA / LIMIT OF CLEARING SPOT GRADE SAW CUT LINE TEST PIT BORING PROPOSED SIGNING SYMBOLS PAVEMENT MARKINGS AND PAVEMENT ARROW - WHITE LEGEND "ONLY" - WHITE DWLEx SYEL BYCL BWLL SWEL SL CW ABBREVIATIONS TRAFFIC SIGNAL SYMBOLS PROPOSED LEGEND ONLY CONTROL CABINET GROUND MOUNTED WITH FOUNDATION CONTROL CABINET POLE MOUNTED CONTROLLER PHASE MAST ARM, SHAFT & BASE (ARM LENGTH AS NOTED) VEHICULAR SIGNAL HEAD (ALPHA-NUMERIC DESIGNATION AS NOTED) VEHICULAR SIGNAL HEAD, OPTICALLY PROGRAMMED VEHICULAR SIGNAL HEAD (REMOVED & RESET) FLASHING BEACON PEDESTRIAN SIGNAL HEAD PEDESTRIAN SIGNAL HEAD, OPTICALLY PROGRAMMED PULL BOX 12"x12" OR HANDHOLE LOOP DETECTOR PEDESTRIAN PUSH BUTTON, SIGN (DIRECTIONAL ARROW AS SHOWN) AND SADDLE PRE-EMPTION DETECTOR PRE-EMPTION CONFIRMATION STROBE SIGNAL CONDUIT (SINGLE RUN) SIGNAL CONDUIT (DOUBLE RUN) SIGNAL POST & BASE MAGNETIC DETECTOR SCHOOL ZONE SPEED LIMIT SIGN MICROWAVE OR ULTRASONIC DETECTOR VIDEO DETECTION CAMERA VIDEO DETECTION ZONE MA-1 CROSSWALK, 2 - 12" WHITE LINES (8" WIDTH) STOP LINE - 12" WHITE LINE 4' BEHIND CW (TYP.) SOLID WHITE EDGE LINE - 4" SOLID WHITE CHANNELIZING LINES - 12" (SPACING NOTED) SOLID WHITE GORE LINE 12" @ 33°, (SPACING NOTED) SOLID WHITE LANE LINE - 4" SOLID WHITE PARKING LINE - 4" BROKEN WHITE LANE LINE - 4" DOTTED WHITE LANE EXTENSION LINE - 4" (2' LINE & 6' GAP) DOTTED YELLOW LANE EXTENSION LINE - 4" (2' LINE & 6' GAP) BROKEN YELLOW CENTERLINE - 4" DOUBLE YELLOW CENTERLINE - 2 - 4" LINES SOLID YELLOW EDGE LINE - 4" SOLID YELLOW GORE LINE 12" @ 33°, (SPACING NOTED) SOLID YELLOW LANE LINE - 4" SOLID YELLOW CYCLE TRACK EDGE LINE - 4" DOTTED YELLOW CYCLE TRACK CENTERLINE - 4" (3' LINE & 9' GAP) SWLL SWCHL SWGL SWPL DYCL SYGL SYLL EXISTING FAB PM GUY EHH x 00.00 TRAFFIC SIGNAL SYSTEMS STEADY CIRCULAR RED STEADY CIRCULAR AMBER STEADY CIRCULAR GREEN FLASHING CIRCULAR RED FLASHING CIRCULAR AMBER FLASHING YELLOW LEFT ARROW STEADY RED RIGHT ARROW STEADY AMBER RIGHT ARROW STEADY GREEN RIGHT ARROW STEADY RED LEFT ARROW STEADY AMBER LEFT ARROW STEADY GREEN LEFT ARROW STEADY WALK (PERSON WALKING) - LUNAR WHITE STEADY DON'T WALK (HAND) - PORTLAND ORANGE FLASHING DON'T WALK (FLASHING HAND) - PORTLAND ORANGE 10'-12" RCP 10'-8" PVC 10'-4" HP 10'-8" DI R Y G FR FY ¬FY R→ Y→ G→ ¬R ¬Y ¬G W DW FDW UTILITIES ACCMP ASPHALT COATED CORRUGATED METAL PIPE CAP CORRUGATED ALUMINUM PIPE CB CATCH BASIN CBCI CATCH BASIN WITH CURB INLET CI CURB INLET CIP CAST IRON PIPE CIT CHANGE IN TYPE CMP CORRUGATED METAL PIPE C CONDUIT CPP CORRUGATED PLASTIC PIPE CSP CORRUGATED STEEL PIPE DI DROP INLET DIP DUCTILE IRON PIPE F&C FRAME AND COVER F&G FRAME AND GRATE FM FORCE MAIN GI GUTTER INLET GIP GALVANIZED IRON PIPE GG GAS GATE HDW HEADWALL HYD. HYDRANT INV.INVERT ELEVATION LP LIGHT POLE MH MANHOLE PVC POLY-VINYL-CHLORIDE PIPE PWW PAVED WATER WAY RCP REINFORCED CONCRETE PIPE (CLASS III UNLESS NOTED) SD SUBDRAIN SMH SEWER MANHOLE TS TRAFFIC SIGNAL TSV&B TAPPING SLEEVE, VALVE AND BOX UP UTILITY POLE UPL UTILITY POLE w/ LIGHT UPT UTILITY POLE w/ TRANSFORMER VCP VITRIFIED CLAY PIPE WIP WROUGHT IRON PIPE WG WATER GATE WM WATER METER/WATER MAIN ABAN. ABANDON ADJ. ADJUST ALT. ALTERATION APPROX. APPROXIMATE B BASELINE B.B. BITUMINOUS BERM B.C. BITUMINOUS CURB BD OR BND BOUND BLDG. BUILDING B.O. BY OTHERS BOS BOTTOM OF SLOPE BOW BOTTOM OF WALL BSW BACK OF SIDEWALK C.C. CONCRETE CURB CEM. CEMENT CLF CHAIN LINK FENCE CONC. CONCRETE CONST. CONSTRUCTION CONT. CONTINUOUS DWY DRIVEWAY E.P., EOP EDGE OF PAVEMENT EL. ELEVATION ESMT. EASEMENT EXIST. EXISTING FDN. FOUNDATION GC GRANITE CURB HOR. HORIZONTAL IP IRON PIPE JCT JUNCTION LP LOW POINT MB MAIL BOX MHB MASSACHUSETTS HIGHWAY BOUND O.C. ON CENTER PERM. PERMANENT PGL PROFILE GRADE LINE PROP. PROPOSED PVC POINT OF VERTICAL CURVATURE PVMT. PAVEMENT R RADIUS OF CURVATURE R&D REMOVE AND DISCARD R&R REMOVE AND RESET R&S REMOVE AND STACK REM. REMOVE REMOD. REMODEL RET. RETAIN RR RAILROAD RT. RIGHT SB SOUTH BOUND OR STONE BOUND SDWK. SIDEWALK SHT. SHEET SHLD. SHOULDER STA. STATION TEMP. TEMPORARY TOS TOP OF SLOPE TOW TOP OF WALL TYP. TYPICAL VAR. VARIABLE VERT. VERTICAL VGC VERTICAL GRANITE CURB WCR WHEELCHAIR RAMP GENERAL Ø2 HH MM UP HYD DYLEx UPL MB EROSION CONTROL BARRIER/COMPOST FILTER TUBES GRAN. GRANITE L SYCTEL DYCTCL PCC POINT OF COMPOUND CURVATURE PC POINT OF CURVATURE PRC POINT OF REVERSE CURVATURE PI POINT OF INTERSECTION PT POINT OF TANGENCY PVC POINT OF VERTICAL CURVATURE PVI POINT OF VERTICAL INTERSECTION PVT POINT OF VERTICAL TANGENCY OHW SMH DMH 10'-8" PVC 10'-8" PVC LEGEND AND ABBREVIATIONS G.3 UNLESS OTHERWISE NOTED OR CHANGED BY REPRODUCTION SHEET NO. SCALE 12/1/22 DATE DESIGNED BY: 10056 CHECKED BY: BETA JOB NO.: ISSUE DATE: DRAWN BY: REVISIONSNO. TITLE PROJECT PREPARED BY West Yarmouth, MA YARMOUTH RIVERWALK PARK AKP/ALG For Review Only AWG AWG REGISTERED PROFESSIONAL NOTICE OF INTENT PLAN SET - BOARDWALK & KAYAK LAUNCH REGISTERED PROFESSIONAL NONE MARSH MARSH MARSH MARSH UNLESS OTHERWISE NOTED OR CHANGED BY REPRODUCTION SHEET NO. SCALE 12/1/22 DATE DESIGNED BY: 10056 CHECKED BY: BETA JOB NO.: ISSUE DATE: DRAWN BY: REVISIONSNO. TITLE PROJECT PREPARED BY West Yarmouth, MA YARMOUTH RIVERWALK PARK AKP/ALG For Review Only AWG AWG REGISTERED PROFESSIONAL 160 SCALE IN FEET: 1"=80' 80080 NOTICE OF INTENT PLAN SET - BOARDWALK & KAYAK LAUNCH REGISTERED PROFESSIONAL OVERALL PROJECT AERIAL C.1.1MA - ROUTE 28EXIST. PROPERTY LINE (TYP.) REFER TO SEPERATE SITE WORK NOI FOR WORK IN THIS AREA PARKER'S RIVER AERIAL IMAGERY SOURCE: NEARMAP DATE FLOWN - SEPTEMBER 2021 SITE NMARSH MARSH MARSH MARSH 200 '200'138'719'151'504'UNLESS OTHERWISE NOTED OR CHANGED BY REPRODUCTION SHEET NO. SCALE 12/1/22 DATE DESIGNED BY: 10056 CHECKED BY: BETA JOB NO.: ISSUE DATE: DRAWN BY: REVISIONSNO. TITLE PROJECT PREPARED BY West Yarmouth, MA YARMOUTH RIVERWALK PARK AKP/ALG For Review Only AWG AWG REGISTERED PROFESSIONAL 160 SCALE IN FEET: 1"=80' 80080 NOTICE OF INTENT PLAN SET - BOARDWALK & KAYAK LAUNCH REGISTERED PROFESSIONAL OVERALL PROJECT PLAN C1.10MA - ROUTE 28PARKER'S RIVER N/F TOWN OF YARMOUTH 669 ROUTE 28 ASSESS. MAP 32 PARCEL ID: 32/122 DEED BK 4985 PAGE 181 23.32 ACRES N/F TOWN OF YARMOUTH 1146 ROUTE 28 ASSESS. MAP 18 PARCEL ID: 24/92 DEED BK 8979 PAGE 44 122.28 ACRES MARSH EXIST. PROPERTY LINE (TYP.) PROP. RESTROOM FACILITY PROP. KAYAK LAUNCH WA1 WA2 WA3 WA4WA5WA6WA7WA8WA9WA10WA11WA12WA13 NA2 EA1 EA3 EA4 NA3 NA4 NA1 EA2 EXIST. PROPERTY LINE (TYP.) PROP. BOARDWALK SEE SEPARATE SITE WORK NOI FOR WORK IN THIS AREA WORK IN THIS AREA ASSOCIATED WITH BOARDWALK & KAYAK LAUNCH NOI ABUTTERS LEGEND CRITICAL ELEVATIONS HIGH TIDE LINE (HTL) (MHHW) = ELEV. 2.91 MEAN HIGH WATER (MHW) = ELEV. 2.05 MEAN LOW WATER (MLW) = ELEV. -0.70 MEAN LOW LOW WATER (MLLW) = ELEV. -0.98 Station ID: 8447605 Hyannis Port , Hyannis Harbor, VM 2063, PID AR7934 *DATA SOURCED FROM NATIONAL OCEANIC AND ATMOSPHERIC ADMINISTRATION (NOAA) C.2.1C.2.1 PROP. STAGING AREA FOR KAYAK LAUNCH PROP. SEDIMENT CONTROL DEVICE, SEE DETAIL (TYP.) PARKER'S RIVER PROP. TRACKING PADS TO REDUCE IMPACT OF CONSTRUCTION IN THIS AREA PROP. FLOATING SILT FENCE SITE PREPARATION PLAN - 1 UNLESS OTHERWISE NOTED OR CHANGED BY REPRODUCTION SHEET NO. SCALE 12/1/22 DATE DESIGNED BY: 10056 CHECKED BY: BETA JOB NO.: ISSUE DATE: DRAWN BY: REVISIONSNO. TITLE PROJECT PREPARED BY West Yarmouth, MA YARMOUTH RIVERWALK PARK AKP/ALG For Review Only 10 0 10 SCALE IN FEET: 1"=10' 20 AWG AWG REGISTERED PROFESSIONAL NOTICE OF INTENT PLAN SET - BOARDWALK & KAYAK LAUNCH REGISTERED PROFESSIONAL LIMIT OF SALT MARSH (TYP.) SALT MARSH FLAG (TYP.) WOODED AREA PROP. SEDIMENT CONTROL DEVICE (TYP.) MEAN LOW WATER (M.L.W.) - ELEV. -0.7 MEAN HIGH WATER (M.H.W.) - ELEV. 2.05 MEAN HIGH WATER (M.H.W.) - ELEV. 2.05 MEAN LOW WATER (M.L.W.) - ELEV. -0.7 LIMIT OF COASTAL BARRIER RESOURCE SYSTEM AREA WOODED AREA EXIST. BOULDERS MARSH PROP. KAYAK LAUNCH CENTERLINE, SEE PLANS PROP. KAYAK FLOAT PERIMETER, SEE PLANS REFER TO SEPARATE SITE WORK NOI FOR SITE PREP WORK IN THIS AREA C.2.2 SITE PREPARATION PLAN - 2MATCHLINEPROP. SEDIMENT CONTROL DEVICE; SEE DETAIL (TYP.) PROP. LIMIT OF CLEARING (TYP.) PROP. SEDIMENT CONTROL DEVICE; SEE DETAIL (TYP.) PROP. LIMIT OF CLEARING (TYP.) PROP. LIMIT OF CLEARING (TYP.) PROP. PROTECTIVE FENCING FOR EXIST. VEGETATION (TYP.) N/F TOWN OF YARMOUTH 1146 ROUTE 28 ASSESS. MAP 18 PARCEL ID: 24/92 DEED BK 8979 PAGE 44 122.28 ACRES PARKER'S RIVER UNLESS OTHERWISE NOTED OR CHANGED BY REPRODUCTION SHEET NO. SCALE 12/1/22 DATE DESIGNED BY: 10056 CHECKED BY: BETA JOB NO.: ISSUE DATE: DRAWN BY: REVISIONSNO. TITLE PROJECT PREPARED BY West Yarmouth, MA YARMOUTH RIVERWALK PARK AKP/ALG For Review Only AWG AWG REGISTERED PROFESSIONAL 100 SCALE IN FEET: 1"=50' 50050 NOTICE OF INTENT PLAN SET - BOARDWALK & KAYAK LAUNCH REGISTERED PROFESSIONAL LIMIT OF SALT MARSH (TYP.) LIMIT OF COASTAL BARRIER RESOURCE SYSTEM AREA MARSH WOODED AREA WOODED AREA WOODED AREA WOODED AREA PROP. BOARDWALK ALIGNMENT - CONSTRUCTION SHALL UTILIZE PROTECTIVE MATTING. REFER TO SALT MARSH IMPACT PLANS REFER TO SEPARATE SITE WORK NOI FOR SITE PREP WORK IN THIS AREA MARSH MEAN HIGH WATER (M.H.W.) - ELEV. 2.05 MEAN LOW WATER (M.L.W.) - ELEV. -0.7 PLAN VIEW CURVE ENDS UPHILL PROTECTED ZONE FLOW EXIST. TREE NOTES: 1.PLACE TUBE ALONG CONTOURS AND PERPENDICULAR TO FLOW. 2.ADJUST LOCATION AS REQUIRED FOR OPTIMUM EFFECTIVENESS. DO NOT INSTALL IN WATERWAYS. 3.PLACE STAKES AS NEEDED TO SECURE TUBES IN PLACE. COMPOST FILTER TUBE REDUCE FLOW ONTO WORK ZONE FLOW BIODEGRADABLE FABRIC FOR SLOPES 3:1 OR AS NECESSARY, STAKE OR OTHERWISE SUPPORT TUBES (I.E., TREES, CINDER BLOCKS) ENSURE FIRM CONTACT WITH GROUND TO PREVENT FLOW UNDERNEATH TUBES RESOURCE AREA *9 INCH MAY BE USED FOR FLATTER SURFACES WITH APPROVAL FROM ENGINEER. PREVENT FLOW OFF SITE: PLACE AS CLOSE TO AREA OF DISTURBANCE AS POSSIBLE SEDIMENT CONTROL DEVICE - COMPOST FILTER TUBE12" DIA.INSTALLEDAREA OF SOIL DISTURBANCE MINIMUM 3'OVERLAPFORCONTINUOUSBARRIERHARDWOOD STAKES PLACED OUTSIDE OF TUBES OR PER MANUFACTURERS INSTRUCTIONS SNOW FENCE 6' STANDARD STEEL POST, 6' O.C. (TYP.) 12" CLEARANCE AROUND DECIDUOUS TREES EX. GRADE DECIDUOUS TREE EVERGREEN TREE SNOW FENCE 6' STANDARD STEEL POST, 6' O.C. (TYP.) 12" CLEARANCE AROUND EVERGREEN TREES EX. GRADE PROTECTIVE FENCING FOR EXISTING VEGETATION EXISTING TREE TREE PROTECTION FENCE AND/OR PROTECTIVE BARRIER, TYP. TOPSOIL 'A' HORIZON SOIL 'B' HORIZON SUBGRADE 'C' HORIZON TREE ROOT FLARE TREE TRUNK TREE DRIP LINE CRITICAL ROOT ZONE (CRZ) TREE PROTECTION FENCE AND/OR PROTECTIVE BARRIER CRITICAL ROOT ZONE (CRZ)CRITICAL ROOT ZONE (CRZ)TREE DRIPLINETREE DRIPLINE5'MIN.SOIL/ ROOT ZONEDEPTH T.B.D.VAR T.B.D 10' (TYP.) 5" MIN. EXISTING TREE PRESERVATION WITH AIRSPADE EX. GRADE SNOW FENCE 6' STANDARD STEEL POST, 6' O.C. 12" CLEARANCE AROUND SHRUBS SHRUB TO BE PROTECTED SHRUB PROTECTION DEVICE SILT FENCE FILTER FABRIC 2"x2" WOOD POST @ 7'-6"± O.C. FILTER FABRIC BURIED 6" INTO GRADE DRIVE STAKES PERPENDICULAR TO GRADE WRAP FABRIC UNDER COMPOST FILTER TUBE WETLAND COMPOST FILTER TUBE 1"x1"x3' OAK STAKES SPACED 4' APART SEDIMENTATION FENCE/FILTER FABRIC PLACE COMPOST FILTER TUBE IN 3" TO 5" TRENCH, WATER MUST NOT BE ALLOWED UNDER OR AROUND ROLL SILT FENCE/FILTER FABRIC 2"x2" WOOD POST @ 7'-6"± O.C. EROSION CONTROL BARRIER EMBEDDING DETAIL ANCHORING DETAIL FL O W FLOW PUB LI C R O A D GEOGRID CRUSHED STONE CONSTRUCTION ENTRANCE DEPTHVARIESMATCH ASREQUIRED(AS REQUIRED) D D FLOW (VARIES) RIVER BOTTOM RIVER BOTTOM 1/4" CHAIN BALLAST (MIN.) SEWN FABRIC SILT CONTAINMENT BARRIER HIGH FLOW PERMEABLE POLYPROPYLENE OR EQUAL GROMMETS VINYL COATED NYLON OR POLYESTER FLOAT CONTAINER TIE STRAP TIE STRAP FLOAT H.W.H.W. 8" DIA. ROUND FLOAT 0.2 LB/FT CHAIN BALLAST BOTTOM TO MATCH RIVER BOTTOM DEPTH OR GREATER SILT CONTAINMENT BARRIER RIVER DEPTH VARIES TENSION LINE TIE STRAP CLASS C CONCRETE 6" MIN.4'MIN.FLOAT WIDTH AS REQUIRED GALVANIZED STEEL TURNBUCKLE GALVANIZED STEEL POST ANCHOR 12"FLOATING SILT FENCE SITE PREPARATION DETAILS - 1 C.2.3 UNLESS OTHERWISE NOTED OR CHANGED BY REPRODUCTION SHEET NO. SCALE 12/1/22 DATE DESIGNED BY: 10056 CHECKED BY: BETA JOB NO.: ISSUE DATE: DRAWN BY: REVISIONSNO. TITLE PROJECT PREPARED BY West Yarmouth, MA YARMOUTH RIVERWALK PARK AKP/ALG For Review Only AS SHOWN AWG AWG REGISTERED PROFESSIONAL NOTICE OF INTENT PLAN SET - BOARDWALK & KAYAK LAUNCH REGISTERED PROFESSIONAL 152°152°152°MEAN HIGHWATER (MHW)EL: 2.05'MEAN LOWWATER (MLW)EL: -0.7'LIMIT OF DEGRADEDRIVERFRONT AREA (TYP.)MARSHMARSHMARSHMARSH200' RIVERFRONT AREA200' RIVERFRONTAREAMEAN HIGHWATER (MHW)EL: 2.05'LIMIT OF SALT MARSHAPPROXIMATELIMIT OF DEGRADEDAREA (TYP.)100' RIVERFRONTAREARESTORATION AREA (TYP.)PERMANENT IMPACT - PILES8 SFMARSHWOODED AREAWOODED AREAWOODED AREARESOURCE SYSTEM AREALIMIT OF COASTAL BARRIERRESOURCE SYSTEM AREAN0+001+002+003+004+005+006+007+008+009+0010+0011+0012+0013+0014+00150°155°160°132°152°152°152°160°126°200' RIVERFRONTAREA100' RIVERFRONTAREAMEAN HIGHWATER (MHW)EL: 2.05'MEAN LOWWATER (MLW)EL: -0.7'LIMIT OF DEGRADEDRIVERFRONT AREA (TYP.)MARSHMARSHMARSHMARSHTEMPORARY IMPACTS0-100' RIVERFRONT AREA7702 SFTEMPORARY IMPACTS100-200' RIVERFRONT AREA1446 SFLIMIT OF COASTAL BARRIERRESOURCE SYSTEM AREAUNLESS OTHERWISE NOTED OR CHANGED BY REPRODUCTIONSHEET NO.SCALE12/1/22DATEDESIGNED BY:10056CHECKED BY:BETA JOB NO.:ISSUE DATE:DRAWN BY:REVISIONSNO.TITLEPROJECTPREPARED BYWest Yarmouth, MAYARMOUTHRIVERWALKPARKAKP/ALGFor Review OnlyAWGAWGREGISTERED PROFESSIONAL100SCALE IN FEET: 1"=50'50050NOTICE OF INTENT PLAN SET -BOARDWALK & KAYAK LAUNCHREGISTERED PROFESSIONALRIVERFRONT AREAIMPACT PLAN - 1C.3.1LOCUS PLANSCALE: 1"=500'AERIAL IMAGERY SOURCE: NEARMAPDATE FLOWN - SEPTEMBER 2021PARKER'S RIVERN/FTOWN OF YARMOUTH669 ROUTE 28ASSESS. MAP 32PARCEL ID: 32/122DEED BK 4985PAGE 18123.32 ACRESN/FTOWN OF YARMOUTH1146 ROUTE 28ASSESS. MAP 18PARCEL ID: 24/92DEED BK 8979PAGE 44122.28 ACRESEXIST. PROPERTY LINE (TYP.)LIMIT OF SALT MARSH (TYP.)MEAN LOW WATER (MLW)ELEV.: -0.7'MEAN HIGH WATER (MHW)ELEV.: 2.05'LIMIT OF MODERATE WAVE ACTION /FEMA AE ZONE ELEV. 12SEE SEPARATE SITE WORK NOIFOR IMPACTS IN THIS AREASEE SEPARATE SITEWORK NOI FOR IMPACTSIN THIS AREAIMPACTS THIS AREAASSOCIATED WITHBOARDWALK & KAYAKLAUNCH NOIIMPACTS IN THIS AREA ASSOCIATED WITHBOARDWALK & KAYAK LAUNCH NOI 45' - SLOPED BOARDWALK16' - BOARDWALK30' FIXED GANGWAY6' WIDE36'± GANGWAY5' WIDE18' X 18' FLOATMHW. 2.05MLW. -0.7SALT MARSHMHW. 2.050-5 510MLW. -0.7510-5150 5 10-5 1500-55 10 1515HTL 2.91LTL. -0.9 0+001+002+003+004+005+006+007+008+009+0010+0011+0012+0013+0014+00200' RIVERFRONTAREA100' RIVERFRONTAREAMEAN HIGHWATER (MHW)EL: 2.05'MEAN LOWWATER (MLW)EL: -0.7'LIMIT OF DEGRADEDRIVERFRONT AREA (TYP.)MARSHMARSHMARSHMARSHLIMIT OF COASTAL BARRIERRESOURCE SYSTEM AREA14+00200' RIVERFRONTAREA100' RIVERFRONTAREAMARSHMARSH200' RIVERFRONTAREAMEAN HIGHWATER (MHW)EL: 2.05'MEAN HIGH WATER (MHW)ELEV: 2.05LIMIT OF SALT MARSH100' RIVERFRONTAREA100' RIVERFRONTAREAMEAN HIGHWATER (MHW)EL: 2.05'TEMPORARY IMPACTS0-100' RIVERFRONT AREA7702 SFTEMPORARY IMPACTS100-200' RIVERFRONT AREA1446 SFWOODEDAREAWOODEDAREAWOODED AREAWOODED AREAWOODED AREALIMIT OF COASTAL BARRIERRESOURCE SYSTEM AREAPARCEL 92 LIMITSPARCEL 93 LIMITSUNLESS OTHERWISE NOTED OR CHANGED BY REPRODUCTIONSHEET NO.SCALE12/1/22DATEDESIGNED BY:10056CHECKED BY:BETA JOB NO.:ISSUE DATE:DRAWN BY:REVISIONSNO.TITLEPROJECTPREPARED BYWest Yarmouth, MAYARMOUTHRIVERWALKPARKAKP/ALGFor Review OnlyAWGAWGREGISTERED PROFESSIONAL100SCALE IN FEET: 1"=50'50050NOTICE OF INTENT PLAN SET -BOARDWALK & KAYAK LAUNCHREGISTERED PROFESSIONALOVERALL PLANSCALE: 1"=600'-0"EXISTING TREE LINEAERIAL IMAGERY SOURCE: NEARMAPDATE: SEPTEMBER 2021ENLARGEMENT AREALIMIT OF MODERATE WAVE ACTIONN/FTOWN OF YARMOUTH669 ROUTE 28ASSESS. MAP 32PARCEL ID: 32/122DEED BK 4985PAGE 18123.32 ACRESN/FTOWN OF YARMOUTH1146 ROUTE 28ASSESS. MAP 18PARCEL ID: 24/92DEED BK 8979PAGE 44122.28 ACRESC.3.2PERMANENT IMPACT - HELICAL PILES0-100' RIVERFRONT AREA - 15 SF100-200' RIVERFRONT AREA - 4 SFRIVERFRONT AREAIMPACT PLAN - 2SEE SEPARATE SITE WORKNOI FOR WORK IN THIS AREAC.3.2 NSALT MARSH -PERMANENT IMPACTHELICAL PILES17 SFSALT MARSHTEMPORARY IMPACTS9148 SFMARSHMARSHMARSHMARSHBORDERING VEG. WETLANDPERMANENT IMPACTHELICAL PILES - 2 SFLIMIT OF COASTAL BARRIERRESOURCE SYSTEM AREASALT MARSH -SHADING IMPACTS1059 SFLAND UNDER THE OCEANPERMANENT IMPACTMOORING SYSTEM6 SFCOASTAL BEACHSHADING IMPACT - 173 SFSALT MARSH IMPACTSHADING IMPACT - 70 SFCOASTAL BEACHPERMANENT IMPACT8 SFBORDERING VEG. WETLANDTEMPORARY IMPACTS - 452 SFSALT MARSH -SHADING IMPACTS5,080 SFBORDERING VEG. WETLANDSHADING IMPACTS603 SFWOODEDAREAWOODEDAREAWOODED AREAWOODED AREAWOODED AREALIMIT OF COASTAL BARRIERRESOURCE SYSTEM AREAPROPOSED IMPACT - SALT MARSHPROPOSED IMPACT - BORDERING VEGETATEDWETLANDSPROPOSED IMPACT - COASTAL BEACHPROPOSED IMPACT - LAND UNDER THE OCEANPROPOSED TEMPORARY IMPACTSALT MARSH AREA IMPACT LEGENDUNLESS OTHERWISE NOTED OR CHANGED BY REPRODUCTIONSHEET NO.SCALE12/1/22DATEDESIGNED BY:10056CHECKED BY:BETA JOB NO.:ISSUE DATE:DRAWN BY:REVISIONSNO.TITLEPROJECTPREPARED BYWest Yarmouth, MAYARMOUTHRIVERWALKPARKAKP/ALGFor Review OnlyAWGAWGREGISTERED PROFESSIONAL160SCALE IN FEET: 1"=80'80080NOTICE OF INTENT PLAN SET -BOARDWALK & KAYAK LAUNCHREGISTERED PROFESSIONALSALT MARSH AREAIMPACT PLANC.3.2PARKER'S RIVERN/FTOWN OF YARMOUTH669 ROUTE 28ASSESS. MAP 32PARCEL ID: 32/122DEED BK 4985PAGE 18123.32 ACRESN/FTOWN OF YARMOUTH1146 ROUTE 28ASSESS. MAP 18PARCEL ID: 24/92DEED BK 8979PAGE 44122.28 ACRESEXIST. PROPERTY LINE (TYP.)LIMIT OF SALT MARSH (TYP.)LIMIT OF SALT MARSH (TYP.)MEAN LOW WATER (MLW)ELEV.: -0.7'MEAN LOW WATER (MLW)ELEV.: -0.7'MEAN HIGH WATER (MHW)ELEV.: 2.05'MEAN HIGH WATER (MHW)ELEV.: 2.05'MA - R O U T E 2 8 SEE SEPARATE SITE WORK NOIFOR IMPACTS IN THIS AREASALT MARSH FLAGS (TYP.)686968696 SF68696C.3.3 126°MARSHMARSHMARSHMARSHLSCSFTEMPORARY IMPACTS9240 SFLSCSF - PERMANENT IMPACTPILES - 6 SFLSCSF - RESTORATION AREAWOODEDAREAWOODEDAREAWOODED AREAWOODED AREAWOODED AREALIMIT OF COASTAL BARRIERRESOURCE SYSTEM AREALIMIT OF COASTAL BARRIERRESOURCE SYSTEM AREAPROPOSED DEVELOPED AREAS - HARDSCAPEPROPOSED DEVELOPED AREAS - LANDSCAPEPROPOSED TEMPORARY IMPACTSPROPOSED RESTORED LSCSF AREAPROPOSED LSCSF SHADING IMPACTSLSCSF AREA IMPACT LEGENDUNLESS OTHERWISE NOTED OR CHANGED BY REPRODUCTIONSHEET NO.SCALE12/1/22DATEDESIGNED BY:10056CHECKED BY:BETA JOB NO.:ISSUE DATE:DRAWN BY:REVISIONSNO.TITLEPROJECTPREPARED BYWest Yarmouth, MAYARMOUTHRIVERWALKPARKAKP/ALGFor Review OnlyAWGAWGREGISTERED PROFESSIONAL160SCALE IN FEET: 1"=80'80080NOTICE OF INTENT PLAN SET -BOARDWALK & KAYAK LAUNCHREGISTERED PROFESSIONALLAND SUBJECT TOCOASTAL STORMFLOWAGE (LSCSF) IMPACT PLANC.3.4PARKER'S RIVERMA - R O U T E 2 8 APPROXIMATE LIMIT OFDEGRADED AREA (TYP.)N/FTOWN OF YARMOUTH669 ROUTE 28ASSESS. MAP 32PARCEL ID: 32/122DEED BK 4985PAGE 18123.32 ACRESN/FTOWN OF YARMOUTH1146 ROUTE 28ASSESS. MAP 18PARCEL ID: 24/92DEED BK 8979PAGE 44122.28 ACRESFEMA AE ZONE(ELEV. 12 FLOODELEVATION)EXIST. PROPERTY LINE (TYP.)LIMIT OF SALT MARSH (TYP.)LIMIT OF SALT MARSH (TYP.)MEAN LOW WATER (MLW)ELEV.: -0.7'MEAN LOW WATER (MLW)ELEV.: -0.7'MEAN HIGH WATER (MHW)ELEV.: 2.05'MEAN HIGH WATER(MHW) ELEV.: 2.05'FEMA AE ZONE(ELEV. 13 FLOODELEVATION)FEMA AE ZONE(ELEV. 11 FLOODELEVATION)FEMA AE ZONE(ELEV. 12 FLOODELEVATION)FEMA AE ZONE(ELEV. 11 FLOODELEVATION)FEMA AE ZONE(ELEV. 11 FLOODELEVATION)FEMA X ZONELIMIT OFMODERATE WAVEACTION (TYP.)FEMA X ZONELIMIT OF COASTAL BARRIERRESOURCE SYSTEMSFEMA AE ZONE(ELEV. 12 FLOODELEVATION)LIMIT OF MODERATE WAVEACTION (TYP.)MEAN HIGH WATER(MHW) ELEV.: 2.05'LSCSF PERMANENT IMPACTHELICAL PILES - 19 SFSEE SEPARATE SITE WORK NOIFOR IMPACTS IN THIS AREA0Piles34827 MARSH PI 12+15.8 PI 11+18.3 PI 8+59.1 PI 6+73.7 PI 5+09.9 PI 4+28.7 PI 3+30.0 PI 2+80.1 PI 1+50.2 PI 13+02.5 PI 0+86.0 1 3 + 7 5 0+000+50 1+0 0 1+5 0 2+ 0 0 2+ 5 0 3+00 3 + 5 0 4 + 0 04+505+005+506+006+507+00 7+5 0 8+00 8+5 0 9+00 9+50 10+00 10+50 11+00 1 1 + 5 0 1 2 + 0 0 12+50 13+00 1 3 + 5 0 1+44 1+084+293 + 3 0 2+80 1+5 0 1+0 2 1+16 1 3 + 2 4 150°155 ° 160 °132°152 ° 152 ° 152 ° 1 6 0 °126°126°UNLESS OTHERWISE NOTED OR CHANGED BY REPRODUCTION SHEET NO. SCALE 12/1/22 DATE DESIGNED BY: 10056 CHECKED BY: BETA JOB NO.: ISSUE DATE: DRAWN BY: REVISIONSNO. TITLE PROJECT PREPARED BY West Yarmouth, MA YARMOUTH RIVERWALK PARK AKP/ALG For Review Only AWG AWG REGISTERED PROFESSIONAL NOTICE OF INTENT PLAN SET - BOARDWALK & KAYAK LAUNCH REGISTERED PROFESSIONAL OVERALL BOARDWALK PLAN S.1.1 STABILIZED AGGREGATE - TRAIL SA PROP. BOARDWALK - EASTERN SEGMENT PROP. PEDESTRIAN BRIDGE PROP. OVERLOOK 1 PROP. BOARDWALK - CENTRAL SEGMENT PROP. OVERLOOK 2 PROP. OVERLOOK 3 PROP. BOARDWALK - WESTERN SEGMENT PROP. BOARDWALK APPROACH PAST - WEST PROP. BOARDWALK APPROACH PATH - EAST STABILIZED AGGREGATE - TRAIL SA SCALE IN FEET: 1"=30' PARKER'S RIVER WOODED AREA WOODED AREA MEAN HIGH WATER (M.H.W.) - ELEV. 2.05 LIMIT OF COASTAL BARRIER RESOURCE SYSTEM AREA WOODED AREA WOODED AREA WOODED AREA WOODED AREA REFER TO SEPARATE SITE WORK NOI FOR SITE IMPROVEMENTS REFER TO SEPARATE SITE WORK NOI FOR SITE IMPROVEMENTS LIMIT OF SALT MARSH (TYP.) SALT MARSH FLAG (TYP.) PI 2+80.1 PI 1+50.2 PI 0+86.0 0+000+50 1+0 0 1+5 0 2+ 0 0 2+ 5 0 3+00 3 + 5 0 1+44 1+08 3 + 3 0 2+80 1+5 0 1+0 2 1+16 15 5 ° 160 ° NAVD 88 BASE ELEV -5.000 10 20 30SALT MARSH LINESTA 1+160+00 [∆][∆]0+256.57[∆1.75]0+508.53[∆4.39]0+751+0010.04[∆6.41]10.17[∆10.06]1+2510.17[∆7.83]1+5010.17[∆7.30]1+752+0010.17[∆7.69]10.17[∆8.03]2+2510.17[∆7.79]2+5010.17[∆7.77]2+753+0010.17[∆7.97]10.17[∆8.10]3+2510.17[∆7.54]3+5010.17[∆7.37]3+754+0010.17[∆7.67]10.17[∆7.64]4+2510.17[∆7.43]4+50 6.376.586.616.316.487.046.916.716.736.976.636.246.778.414.313.252.346.89UNLESS OTHERWISE NOTED OR CHANGED BY REPRODUCTION SHEET NO. SCALE 12/1/22 DATE DESIGNED BY: 10056 CHECKED BY: BETA JOB NO.: ISSUE DATE: DRAWN BY: REVISIONSNO. TITLE PROJECT PREPARED BY West Yarmouth, MA YARMOUTH RIVERWALK PARK AKP/ALG For Review Only 20 0 20 SCALE IN FEET: 1"=20' 40 AWG AWG REGISTERED PROFESSIONAL NOTICE OF INTENT PLAN SET - BOARDWALK & KAYAK LAUNCH REGISTERED PROFESSIONAL BOARDWALK - PROFILE - 1 S.1.2 0+75 10.17[Δ6.55]STATION LEGEND PROPOSED TOP OF BOARDWALK ELEV. EXISTING ELEV. CLEARANCE BETWEEN PROPOSED AND EXISTING ELEVATIONS MAJOR/ MINOR STATION EXIST. ELEV. 5.15± PROP. BOARDWALK - EASTERN SEGMENT PROP. PEDESTRIAN BRIDGE MINIMUM 1:1 CLEARANCE PROP. BOARDWALK APPROACH PATH PROP. BOARDWALK APPROACH RAMP (TYP.) PROP. PEDESTRIAN BRIDGE EXISTING MARSH SURFACE (TYP.) PROP. BOARDWALK - EASTERN SEGMENT EASTERN SEGMENT OF BOARDWALK LOOP -- PLAN EASTERN SEGMENT OF BOARDWALK LOOP - PROFILE/ELEVATION A PROP. BOARDWALK APPROACH RAMP PROP. BOARDWALK APPROACH PATH - EAST PARKER'S RIVER PROP. MATCH LINE A STA 3+10 MATCH LINE A - STA 3+10 MEAN HIGH WATER (M.H.W.) - ELEV. 2.05 MARSH WOODED AREA WOODED AREA WOODED AREA HIGH TIDE LINE (HTL) = ELEV. 2.91 REFER TO SEPARATE SITE WORK NOI FOR SITE IMPROVEMENTS REFER TO SEPARATE SITE WORK NOI FOR SITE IMPROVEMENTS PI 6+73.7 PI 5+09.9 PI 4+28.7 PI 3+30.0 PI 2+80.1 2+002+503+003+5 0 4+0 0 4+50 5+00 5+50 6+00 6+507+007+508+004+29 3+3 0 2+80150°155°160°160° 1 2 6 °126°10.17[∆7.79]2+5010.17[∆7.77]2+753+0010.17[∆7.97]10.17[∆8.10]3+2510.17[∆7.54]3+5010.17[∆7.37]3+754+0010.17[∆7.67]10.17[∆7.64]4+2510.17[∆7.43]4+5010.98[∆8.19]4+755+0011.85[∆9.20]11.85[∆9.41]5+2511.85[∆9.52]5+5011.85[∆9.43]5+756+0011.85[∆9.29]11.85[∆9.28]6+2511.85[∆9.13]6+5011.85[∆9.57]6+757+0011.85[∆9.62]11.85[∆9.44]7+2511.85[∆9.24]7+5011.85[∆9.10]7+758+0011.85[∆8.83]11.85[∆8.81]8+25 7.757.778.048.188.388.568.518.078.228.238.378.468.358.147.136.376.586.616.316.487.046.916.716.73CENTRAL SEGMENT OF BOARDWALK LOOP - PROFILE/ELEVATION B UNLESS OTHERWISE NOTED OR CHANGED BY REPRODUCTION SHEET NO. SCALE 12/1/22 DATE DESIGNED BY: 10056 CHECKED BY: BETA JOB NO.: ISSUE DATE: DRAWN BY: REVISIONSNO. TITLE PROJECT PREPARED BY West Yarmouth, MA YARMOUTH RIVERWALK PARK AKP/ALG For Review Only AWG AWG REGISTERED PROFESSIONAL NOTICE OF INTENT PLAN SET - BOARDWALK & KAYAK LAUNCH REGISTERED PROFESSIONAL BOARDWALK - PROFILE - 2 S.1.3 0+75 10.17[Δ6.55]STATION LEGEND PROPOSED TOP OF BOARDWALK ELEV. EXISTING ELEV. CLEARANCE BETWEEN PROPOSED AND EXISTING ELEVATIONS MAJOR/ MINOR STATION MARSH PROP. BOARDWALK - CENTRAL SEGMENT MINIMUM 1:1 CLEARANCE PROP. BOARDWALK - TRANSITION AREA - EASTPROP. OVERLOOK 1EXISTING MARSH SURFACE (TYP.)PROP. BOARDWALK - CENTRAL SEGMENT PROP. OVERLOOK 1 CENTRAL SEGMENT OF BOARDWALK LOOP -- PLAN PROP. SLOPED BOARDWALK PROP. OVERLOOK 2 PROP. OVERLOOK 2 H.T.L. ELEV. = 2.91 H.T.L. ELEV. = 2.91 (TYP.) H.T.L. ELEV. = 2.91 (TYP.) MATCH LINE A - STA 3+10 MATCH LINE B - STA 8+00 MATCH LINE B - STA 8+00 MATCH LINE A - STA 3+10 MARSH WOODED AREA WOODED AREA MARSH PROP. BENCH NO. 1 PROP. BENCH NO. 2 PROP. BENCH NO. 3 PROP. BENCH NO. 4 PI 12+15.8 PI 11+18.3 PI 8+59.1 PI 13+02.5 13 + 7 5 7+508+008+509+00 9+50 10+00 10+50 11+00 11 + 5 0 12 + 0 0 12+50 13+00 13 + 5 0 13 + 2 4 132°152°152°152°-5 0 10 20 30 8+0011.85[∆8.83]11.85[∆8.81]8+2511.85[∆8.95]8+5011.75[∆9.02]8+759+0010.81[∆8.02]10.17[∆7.25]9+2510.17[∆7.40]9+5010.17[∆7.62]9+7510+0010.17[∆7.39]10.17[∆7.16]10+2510.17[∆7.40]10+5010.17[∆7.61]10+7511+0010.17[∆7.78]10.17[∆7.61]11+2510.17[∆7.56]11+5010.17[∆7.97]11+7512+0010.17[∆8.05]10.17[∆8.18]12+2510.17[∆7.27]12+509.92[∆6.11]12+7513+008.20[∆3.55][∆]13+25[∆]13+5013+75 [∆]SALT MARSH LINE2.494.716.217.116.996.916.506.556.726.556.346.106.336.566.346.196.947.967.897.757.776.89UNLESS OTHERWISE NOTED OR CHANGED BY REPRODUCTION SHEET NO. SCALE 12/1/22 DATE DESIGNED BY: 10056 CHECKED BY: BETA JOB NO.: ISSUE DATE: DRAWN BY: REVISIONSNO. TITLE PROJECT PREPARED BY West Yarmouth, MA YARMOUTH RIVERWALK PARK AKP/ALG For Review Only AWG AWG REGISTERED PROFESSIONAL NOTICE OF INTENT PLAN SET - BOARDWALK & KAYAK LAUNCH REGISTERED PROFESSIONAL BOARDWALK - PROFILE - 3 S.1.4 0+75 10.17[Δ6.55]STATION LEGEND PROPOSED TOP OF BOARDWALK ELEV. EXISTING ELEV. CLEARANCE BETWEEN PROPOSED AND EXISTING ELEVATIONS MAJOR/ MINOR STATION EXIST. ELEV. 4.85± MARSH PARKERS RIVER SA PROP. BOARDWALK - WESTERN SEGMENT MINIMUM 1:1 CLEARANCE PROP. BOARDWALK APPROACH PATH - WEST PROP. BOARDWALK APPROACH RAMP - WEST (TYP.) EXISTING MARSH SURFACE (TYP.)PROP. BOARDWALK - WESTERN SEGMENT WESTERN SEGMENT OF BOARDWALK LOOP -- PLAN WESTERN SEGMENT OF BOARDWALK LOOP - PROFILE/ELEVATION C PROP. BOARDWALK APPROACH RAMP PROP. BOARDWALK APPROACH PATH - WEST PROP. OVERLOOK 3 PROP. BOARDWALK TRANSITION - WEST MATCH LINE B - STA 8+00 MATCH LINE B - STA 8+00 PROP. BENCH NO. 4 PROP. BOARDWALK TRANSITION - WEST PROP. OVERLOOK NO. 3 PROP. BOARDWALK ABUTMENT 15' (TYPICAL SPAN)5' O.C. (TYP.)6x12 BENT BEAMGALV. PILE CAPGALV. HELICAL ANCHOR2x12 TIMBER JOISTS4x6 TIMBERPOST2x4 TIMBERRAIL2x8 TIMBERTOP RAILINGBOTTOM OF BOARDWALKFRAMING TO MARSH SURFACE6'-0" TYP. (1:1 RATIO)EXIST. MARSH,GRADE VARIES2x6 TIMBER DECKING2x2 TIMBERPICKET4" MAX.CLEARANCECL15' (TYPICAL SPAN)5' O.C. (TYP.)1'-4"O.C.1'-53 4" O.C.8'-4"(2) 2x12 TIMBERJOISTS2x6 TIMBER DECKING4x6 TIMBER POSTS6x12 BENT BEAM 2x12 TIMBERJOISTS1"1"OVERLAP ONE QUARTERTHE DISTANCE OFTYPICAL SPANBOARDWALK ELEVATION (TYP.)SCALE: 34" = 1' - 0"BOARDWALK -DETAILS - 1S.2.1BOARDWALK FRAMING PLAN (TYP.)SCALE: 34" = 1' - 0"UNLESS OTHERWISE NOTED OR CHANGED BY REPRODUCTIONSHEET NO.SCALE12/1/22DATEDESIGNED BY:10056CHECKED BY:BETA JOB NO.:ISSUE DATE:DRAWN BY:REVISIONSNO.TITLEPROJECTPREPARED BYWest Yarmouth, MAYARMOUTHRIVERWALKPARKAKP/ALGFor Review OnlyAS SHOWNAWGAWGREGISTERED PROFESSIONALNOTICE OF INTENT PLAN SET -BOARDWALK & KAYAK LAUNCHREGISTERED PROFESSIONALMATERIAL NOTES:FRAMING TIMBER1.ALL TIMBER SHALL BE SAWN LUMBER, SURFACED FOUR SIDES (S4S) UNLESS OTHERWISE NOTED, ANDSHALL COMPLY WITH THE REQUIREMENTS OF ASSHTO M168.2.SAWN LUMBER SHALL BE PRESSURE TREATED WITH ACQ CONFORMING TO AWPA STANDARD U1. ALLMEMBERS SHALL BE FABRICATED BEFORE TREATMENT AND DRIED TO A MOISTURE CONTENT OF 19PERCENT OR LESS AFTER TREATMENT.3.ALL TIMBER SHALL BE PREDRILLED PRIOR TO TREATMENT.4.BENT CAPS, JOISTS, BLOCKING, AND SPACERS SHALL BE SOUTHERN PINE, GRADE NO. 1 OR GREATER.5.ALL TIMBER SHALL BE PRECISION END TRIMMED TO LENGTH WITH 14" UNDER LENGTH AND NO OVERLENGTH TOLERANCE PERMITTED.6.ALL TREATED TIMBER THAT IS FIELD CUT, BORED THRU, DRILLED INTO OR DAMAGED SHALL BE TREATEDAS OUTLINED IN AWPA STANDARD M4 WHICH REQUIRES THAT ALL CUTS, HOLES, OR INJURIES TO TREATEDWOOD BE PROTECTED BY BRUSHING, SPRAYING, DIPPING, OR SOAKING IN APPROVED PRESERVATIVE.7.ALL BOLTS AND LAG SCREWS SHALL BE STAINLESS STEEL ASTM F593 GRADE 316, UNLESS OTHERWISENOTED.8.ALL HARDWARE SHALL BE STAINLESS STEEL GRADE 316.9.CONSTRUCTION REQUIREMENTS SHALL CONFORM TO STATE SPECIFICATIONS. ALL TIMBER SHALL BE CUTTO LENGTH AD DRESSED TO SIZE REQUIRED PRIOR TO TREATMENT.10.TIMBER WHICH AT THE DISCRETION OF THE ENGINEER IS SEVERELY WARPED, BOWED, SPLIT, ORSPLINTERED SHALL NOT BE INCORPORATED IN THE WORK.11.TIMBER RAIL POSTS SHALL BE SET VERTICAL IN THE FIELD.12.HORIZONTAL TIMBER RAILS SHALL BE ATTACHED PARALLEL TO THE ACTUAL SLOPE OF DECK.13.RAILS SHALL BE CONTINUOUS OVER TWO POSTS SPACING (MINIMUM).DECKING TIMBER14.DECKING AND TOP RAIL TIMBER SHALL BE IPE. 6' DECKING5°1"1'-5"3'-6"2x8 TIMBERTOP RAILING2x4 TIMBER RAIL2x6 TIMBER RAIL4x6 TIMBER POSTGALV. BOLTS WITHNUT AND WASHER2x6 TIMBERDECKING2x12 TIMBER JOISTS6x12 BENT BEAMGALV. PILE CAPGALV. HELICAL ANCHORBOTTOM OF BOARDWALKFRAMING TO MARSH SURFACE6'-0" TYP. (1:1 RATIO)EXIST. MARSHGRADE VARIES2x2 TIMBER PICKET7'1'-7"2'1'-4"1'-11 " 3'-6"2x6 TIMBERBENCH SLATS4x4 TIMBER POSTSGALV. THRU BOLTSWITH NUT AND WASHER2x12 TIMBER JOISTS6x12 BENT BEAMGALV. PILE CAPGALV. HELICAL ANCHORGALV. METAL BRACKETEXIST. MARSHGRADE VARIESBOTTOM OF BOARDWALK FRAMINGTO MARSH SURFACE7'-0" TYP. (1:1 RATIO)6' DECKING5°1"1'-5"3'-6"2x8 TIMBERTOP RAILING2x4 TIMBER RAIL2x6 TIMBER RAIL4x6 TIMBER POSTGALV. BOLTS WITHNUT AND WASHER2x6 TIMBERDECKING2x12 TIMBER JOISTS6x12 BENT BEAM2x2 TIMBER PICKETHANDRAIL(TYP.)18"-20" HT. 34"-36" HT.BLOCKING ASREQUIRED112" MIN.312" MAX.BOARDWALK SECTION AT RAMP (TYP.)SCALE: 34" = 1' - 0"BOARDWALK -DETAILS - 2S.2.2BOARDWALK BENCH - SECTION (TYP.)SCALE: 34" = 1' - 0"UNLESS OTHERWISE NOTED OR CHANGED BY REPRODUCTIONSHEET NO.SCALE12/1/22DATEDESIGNED BY:10056CHECKED BY:BETA JOB NO.:ISSUE DATE:DRAWN BY:REVISIONSNO.TITLEPROJECTPREPARED BYWest Yarmouth, MAYARMOUTHRIVERWALKPARKAKP/ALGFor Review OnlyAS SHOWNAWGAWGREGISTERED PROFESSIONALNOTICE OF INTENT PLAN SET -BOARDWALK & KAYAK LAUNCHREGISTERED PROFESSIONALTYPICAL BOARDWALK SECTIONSCALE: 34" = 1' - 0" 6'3'-6"2'1'-2"O.C.1'-314"EXIST. MARSHGRADE VARIESBOTTOM OF BOARDWALKFRAMING TO MARSH SURFACE8-0"" TYP. (1:1 RATIO)1'-314"CL1'-2" O.C.1"1" 1'-11 4"1'-11 4"5'-234"7'-53 4"1'-3"1'-3"11'-834"1'-512"CL6x12 BENT BEAM(2) 2x12TIMBERJOISTS2x6 TIMBER DECKING4x6 TIMBER POSTS(2) 2x12TIMBERJOISTS 2x12TIMBERJOISTSSIGN FACE3'RAILING POSTRAILING POSTBOARDWALKBOARDWALK1-1/2" SQUARE STEELTUBE FRAME WITHSUPPORT BRACKETSSEEENLARGEMENTDETAIL3'-6"GRAPHIC PANEL ON BOARDWALK30°4"GRAPHIC PANEL MOUNTING DETAILGRAPHIC PANEL MOUNTEDTO METAL SUPPORT112"x112" METALSUPPORT FRAMETAMPER PROOF FASTENERSTO SECURE FRAME1'- 4 "POSTRAILING CAP5°42"214"3" O.C.(TYP.)214"PEDESTRIAN RAILING SYSTEM - SECTIONSCALE: 112" = 1' - 0"WATER SIDELAND SIDE134"2x8 TIMBER TOP RAILING4x6 TIMBER POSTSBOLTS WITH NUTAND WASHER2x6 WOODDECKING14" CABLE 3" O.C. (TYP.)716" DIA. HOLE IN WEB FOR38" THREADED ROD (TYP.)ADJUSTABLE-A-BODYTHREADED BOLTBOARDWALK OVERLOOK SECTION (TYP.)SCALE: 12" = 1' - 0"BOARDWALK OVERLOOK FRAMING PLANSCALE: 1" = 1' - 0"BOARDWALK -DETAILS - 3S.2.3UNLESS OTHERWISE NOTED OR CHANGED BY REPRODUCTIONSHEET NO.SCALE12/1/22DATEDESIGNED BY:10056CHECKED BY:BETA JOB NO.:ISSUE DATE:DRAWN BY:REVISIONSNO.TITLEPROJECTPREPARED BYWest Yarmouth, MAYARMOUTHRIVERWALKPARKAKP/ALGFor Review OnlyAS SHOWNAWGAWGREGISTERED PROFESSIONALNOTICE OF INTENT PLAN SET -BOARDWALK & KAYAK LAUNCHREGISTERED PROFESSIONAL 6' MIN. CLEARSALT MARSHLINE 15' RUN 1:12 BOARDWALK APPROACH RAMPLANDINGVARIES30' RUN 1:12 BOARDWALK APPROACH RAMP1:20 BOARDWALK APPROACH PATHBOARDWALKMEETEXIST.GRADE1.5%EXIST. GRADEBOULDERS TORETAIN GRADECONC.ABUTMENTCONC. ABUTMENTSTABILIZED EARTHPATH 1:20 MAXBOARDWALKEXIST. GRADE1'1'5'-3"1 12" CRUSHED STONE6"1'-9"GEOTEXTILESEPARATION FABRICSET BOULDERS TO RETAINPATHWAY AT BOARDWALKAPPROACH. SET LARGE BOULDERS,INFILL, AND CHINK TO RETAIN FILL3'1'1'#5 @ 12" E.W.#4 @ 12" E.W.#4 @ 18" E.W., T&B4'-3"6' MIN. PATH CLEARANCE12" MIN.STABILIZEDAGGREGATE PATHLANDSCAPE BOULDERWALL - TYPE 234" CRUSHED STONEBEDDING (TYP.)LOAM POCKET FORPLANTING (TYP.)EXIST. GRADEGEOTEXTILESEPARATION FABRICSANDY LOAM FILL6' 9'-3"30' RUN 1:12 BOARDWALK APPROACH RAMPLANDINGVARIES15' RUN 1:12 BOARDWALK APPROACH RAMP1:20 BOARDWALK APPROACH PATHHANDRAIL (TYP.)BOARDWALK APPROACH - SECTION / ELEVATIONSCALE: 1" = 4' - 0"BOARDWALK ABUTMENT (TYP.)SCALE: 1" = 1' - 0"SECTION AT BOARDWALK APPROACH PATHSCALE: 1" = 1' - 0"BOARDWALK -DETAILS - 4S.2.4BOARDWALK APPROACH - PLANSCALE: 1" = 4' - 0"UNLESS OTHERWISE NOTED OR CHANGED BY REPRODUCTIONSHEET NO.SCALE12/1/22DATEDESIGNED BY:10056CHECKED BY:BETA JOB NO.:ISSUE DATE:DRAWN BY:REVISIONSNO.TITLEPROJECTPREPARED BYWest Yarmouth, MAYARMOUTHRIVERWALKPARKAKP/ALGFor Review OnlyAS SHOWNAWGAWGREGISTERED PROFESSIONALNOTICE OF INTENT PLAN SET -BOARDWALK & KAYAK LAUNCHREGISTERED PROFESSIONALREFER TO SEPARATE SITE WORK NOI FOR SITEIMPROVEMENTS THIS AREAREFER TO SEPARATE SITE WORK NOI FOR SITEIMPROVEMENTS THIS AREA 36'-712"36'5'-2"5'-2"5'-2"5'5'-2"5'-2"5'-2"6-3/4"x17-7/8"GLULAM BEAMS6x12 BENT BEAMBLOCKING ASREQUIRED6'+ LIMIT OF SALT MARSH 6'5°3'-6"2x8 TIMBER RAILING2x4 TIMBER RAILS2x6 TIMBERBOTTOM RAIL4x6 TIMBER POSTSGALV. BOLTS WITHNUT AND WASHER2x6 TIMBERDECKING6-3/4"x17-7/8"GLULAM BEAMSBOTTOM OF BOARDWALKFRAMING TO MARSH SURFACE6'-0" TYP. (1:1 RATIO)6x12 BENT BEAMGALV. PILE CAPGALV. HELICALANCHOR1" (TYP.)EXIST. MARSHGRADE VARIES2x2 TIMBER PICKET36'-712"36'5'-2"5'-2"5'-2"5'5'-2"5'-2"5'-2"6'-634"1'-334" O.C.(TYP.)6'6-3/4"x17-7/8"GLULAM BEAMS6x12 BENT BEAM4x4 TIMBERPOSTS (TYP.)PEDESTRIAN BRIDGE - SECTION / ELEVATIONSCALE: 12" = 1' - 0"BOARDWALKDETAILS - 5 -PEDESTRIANBRIDGES.2.5PEDESTRIAN BRIDGE - PLANSCALE: 12" = 1' - 0"PEDESTRIAN BRIDGE - SECTIONSCALE: 12" = 1' - 0"UNLESS OTHERWISE NOTED OR CHANGED BY REPRODUCTIONSHEET NO.SCALE12/1/22DATEDESIGNED BY:10056CHECKED BY:BETA JOB NO.:ISSUE DATE:DRAWN BY:REVISIONSNO.TITLEPROJECTPREPARED BYWest Yarmouth, MAYARMOUTHRIVERWALKPARKAKP/ALGFor Review OnlyAS SHOWNAWGAWGREGISTERED PROFESSIONALNOTICE OF INTENT PLAN SET -BOARDWALK & KAYAK LAUNCHREGISTERED PROFESSIONAL -7-6-5-4-3-2-6-5-4-3-2-7-8-9-6.96-7.244.74-6.15-7.13-6.39-6.98-4.96-5.39-8.070MHW. 2.050-5510MLW. -0.7EXISTING GRADE (TYP.)510-515LIMIT OF SALT MARSHMHW - ELEV. = 2.05MLW - ELEV.= -0.7015EXISTING SNOW FENCEPARKERS RIVERSYSTEM TO SECURE KAYAK FLOATBOARDWALKDETAILS - 6 -KAYAK LAUNCHEXISTINGCONDITIONSS.2.6KAYAK LAUNCH - SECTION/ELEVATIONEXISTING CONDITIONS KL-A EXISTINGSCALE: 1" = 10' - 0"MEAN HIGH WATER -- ELEV. = 2.05MEAN LOW WATER -- ELEV. = -0.7SALT MARSH LINEMEAN HIGH WATERELEV. = 2.05MEAN LOW WATERELEV. = -0.7SALT MARSH LINEKAYAK LAUNCH EXISTING CONDITIONS - ENLARGEMENT PLANSCALE: 1" = 10' - 0"MARSHWOODED AREADEGRADED OPEN AREA(FORMER DRIVE-IN SITE)WOODED AREAUNLESS OTHERWISE NOTED OR CHANGED BY REPRODUCTIONSHEET NO.SCALE12/1/22DATEDESIGNED BY:10056CHECKED BY:BETA JOB NO.:ISSUE DATE:DRAWN BY:REVISIONSNO.TITLEPROJECTPREPARED BYWest Yarmouth, MAYARMOUTHRIVERWALKPARKAKP/ALGFor Review OnlyAS SHOWNAWGAWGREGISTERED PROFESSIONALNOTICE OF INTENT PLAN SET -BOARDWALK & KAYAK LAUNCHREGISTERED PROFESSIONAL34-2.51436-1.92231-3.30448-9.910E10SOUNDINGS NOTE:1.SOUNDINGS COLLECTED BY BETA GROUP ON MARCH 25, 2022 BETWEEN THE HOURS OF 11AM AND 1 PM.2.PER WWW.USHARBORS.COM: SOUTH YARMOUTH, MA TIDES WERE AS FOLLOWS, AM HIGH:9:11 AM +2.8', PM LOW: 3:33 PM -0.1. PER THE NATIONAL WEATHER SERVICE, WEATHER ONMARCH 25, 2022 WAS OVERCAST, HIGH TEMP: 43° LOW TEMP: 28°SOUNDINGS (TYP.) SALT MARSHMLW - ELEV. = -0.7510-51500-55101530' FIXED GANGWAY36'± GANGWAY18 18 KAYAKLAUNCH ZEROENTRY FLOATPARKER'S RIVERPROP. BOARDWALKAPPROACHPROP. HELICAL ANCHOR ANDELASTOMERIC MOORING STAYSYSTEM TO SECURE KAYAK FLOATLANDINGELEV. 8.06PROP. GANGWAYPILE (TYP.)EXIST. MUDLINEHTL 2.91100 YEAR FEMA B.F.E.ELEV. 13.00ELEV. 7.0LANDINGELEV. 10.5619'-7"±LANDINGELEV. 9.1830'EXIST. GRADE (TYP.)LIMIT OF SALT MARSHMHW - ELEV.= 2.05LIMIT OF COASTAL BARRIERRESOURCE SYSTEM AREAMHW. 2.05MLW. -0.7MLLW. -0.918' X 18' KAYAKLAUNCH ZEROENTRY FLOAT - SEESHEET S.2.8-6.96-7.244.74-6.15-7.13-6.39-6.98-4.96-5.39-8.07KAYAK LAUNCH - SECTION / ELEVATION KL-A PROPOSEDSCALE: 1" = 10' - 0"BOARDWALKDETAILS - 7 -KAYAK LAUNCHKAYAK LAUNCH - ENLARGEMENT PLANSCALE: 1" = 10' - 0"MEAN HIGH WATER -- ELEV. = 2.05SALT MARSH LINEMEAN HIGH WATER (MHW)ELEV. = 2.05MEAN LOW WATER (MLW)ELEV. = -0.70LIMIT OF SALT MARSH (TYP.)KL-APARKERS RIVERPROP.BOARDWALKAPPROACHPROP. KAYAK / PADDLEBOARDSTORAGE RACKS (TYP.)PROP. DROP-OFFAND WALKWAYS TOACCESS LAUNCHUNLESS OTHERWISE NOTED OR CHANGED BY REPRODUCTIONSHEET NO.SCALE12/1/22DATEDESIGNED BY:10056CHECKED BY:BETA JOB NO.:ISSUE DATE:DRAWN BY:REVISIONSNO.TITLEPROJECTPREPARED BYWest Yarmouth, MAYARMOUTHRIVERWALKPARKAKP/ALGFor Review OnlyAS SHOWNAWGAWGREGISTERED PROFESSIONALNOTICE OF INTENT PLAN SET -BOARDWALK & KAYAK LAUNCHREGISTERED PROFESSIONALS.2.7SALT MARSH FLAG (TYP.)WOODED AREAWOODED AREA100' RIVERFRONT AREA35' BUFFER50' BUFFERSOUNDINGS NOTE:1.SOUNDINGS COLLECTED BY BETA GROUP ON MARCH 25, 2022 BETWEEN THE HOURS OF 11AM AND 1 PM.2.PER WWW.USHARBORS.COM: SOUTH YARMOUTH, MA TIDES WERE AS FOLLOWS, AM HIGH:9:11 AM +2.8', PM LOW: 3:33 PM -0.1. PER THE NATIONAL WEATHER SERVICE, WEATHER ONMARCH 25, 2022 WAS OVERCAST, HIGH TEMP: 43° LOW TEMP: 28°SOUNDINGS (TYP.) 15-6.82330-5.388-5.39ZERO ENTRY LAUNCHKAYAK LAUNCH - SECTION / ELEVATION PROPOSED - ASCALE: 12" = 1' - 0"BOARDWALKDETAILS - 8 -KAYAK LAUNCHENLARGEMENTKAYAK LAUNCH - ENLARGEMENT PLANSCALE: 12" = 1' - 0"B1ABKAYAK LAUNCH - ELEVATION PROPOSED - BSCALE: 12" = 1' - 0"KAYAK LAUNCH - ZERO LAUNCH AXONSCALE: NTS17'B1B1B1B1B1B1B1B1B1B1B1B1B1B1B1B2B2B2B2B2B2B2B2B2B2B2B2MODULE A (TYP.)5'x5' LEVEL LANDING17'5'x5' LEVEL LANDING17'MODULE A (TYP.)B1B1B1B1B1B1B1B1B1B1B1B1B1B1B1B1B2B2B2B2B2B2B2B2B2B2B2B2ZERO ENTRY LAUNCH CHANNELADA ACCESSIBLE DOCKWATER LINEZEROENTRYLAUNCHCHANNEL17'ADA ACCESSIBLE DOCKADA ACCESSIBLE DOCKMHW. 2.05MLW. -0.7HTL 2.91MLLW. -0.9UNLESS OTHERWISE NOTED OR CHANGED BY REPRODUCTIONSHEET NO.SCALE12/1/22DATEDESIGNED BY:10056CHECKED BY:BETA JOB NO.:ISSUE DATE:DRAWN BY:REVISIONSNO.TITLEPROJECTPREPARED BYWest Yarmouth, MAYARMOUTHRIVERWALKPARKAKP/ALGFor Review OnlyAS SHOWNAWGAWGREGISTERED PROFESSIONALNOTICE OF INTENT PLAN SET -BOARDWALK & KAYAK LAUNCHREGISTERED PROFESSIONAL5'=3"MHW. 2.05MLW. -0.7HTL 2.91MLLW. -0.9LIMIT OF COASTAL BARRIERRESOURCE SYSTEM AREAS.2.8 Yarmouth Riverwalk Park – Boardwalk and Kayak Launch Notice of Intent Yarmouth, Massachusetts APPENDIX A –Wetlands Delineation Information APPENDIX A –Wetlands Delineation Information APPENDIX B – List of Property Owners ABUTTER NOTIFICATION APPENDIX A –Wetlands Delineation Information APPENDIX D – Alternatives Analysis Evaluation of Alternatives Yarmouth Riverwalk Boardwalk and Kayak Launch Yarmouth, Massachusetts As required by the General Performance Standards for Riverfront Area (RA) at 310 CMR 10.58(4)(c)(1-3), 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 § 40.1 An alternative is practicable and substantially equivalent economically if it is available and capable of being done after taking into consideration costs, existing technology, proposed use, and logistics in light of overall project purposes. Available and capable of being done means the alternative is obtainable and feasible.2 In addition, this analysis investigates impacts to Salt Marsh (310 CMR 10.32(4)), Bordering Vegetated Wetland (BVW – 310 CMR 10.55(4)), Land Under Ocean (LUO – 310 CMR 10.25(4)), Land Containing Shellfish (LCSF – 310 CMR 10.34(4)) and Land Under an Anadromous Fish Run (“Fish Run” – 310 CMR 10.35(4)). Based on the Evaluation of Alternatives presented herein, it has been determined that no practicable and substantially equivalent economic alternative to the current design of the Yarmouth Riverwalk Boardwalk and Kayak Launch exists that meets the Project Purpose with less adverse effects on the interests identified in M.G.L. c. 131 § 40. Overall Project Purpose The purpose of the Project is to enhance and improve existing Town-owned properties to serve the public. The goals of the Project include the following: 1. Improve access to the Parkers River for canoes, kayaks, and paddleboards 2. Provide the public with views of the Parkers River, 3. Provide ADA-Compliant looped, walking paths along the Parkers River, and Project Description The Town of Yarmouth (the Proponent) is proposing to redevelop the town-owned properties located at 669 Route 28 and a portion of the un-numbered lot to the south in the Town of Yarmouth, Massachusetts (Barnstable County) into a Riverwalk Boardwalk and Kayak Launch for use by residents and visitors (the Project). The Project aims to improve the existing property through providing event space, recreation opportunities, public amenities, and a restored coastline. The park and event space portions will be permitted separately. The “Site” includes a 23-acre former Drive-In property located at 669 Route 28, and 8 acres of the Lewis Pond Marsh Conservation Area to the south. Work involves the construction of a pile-supported boardwalk leading to a float for launching canoes, kayaks and paddleboards on the Parkers River, as well as an elevated boardwalk loop, including a pedestrian bridge, constructed over Salt Marsh. 1 The eight interests of M.G.L. c. 131 § 40 include the pro tection of private and public water supply; protection of ground water; flood control; prevention of storm damage; prevention of pollution; protection of land containing shellfish; protection of wildlife habitat; and the protection of fisheries. 2 310 CMR 10.58(4)(c)(1) Definition of Practicable Yarmouth Riverwalk Boardwalk and Kayak Launch Alternatives Analysis 2 Impacts to RA resulting from construction of restoration areas were excluded from the Riverfront Area impact calculations in accordance with 310 CMR 10.58(4)(d)(1)(d), however, impacts associated with drainage facilities were included in the calculations. Scope of Alternatives According to 310 CMR 10.58(4)(c)(2), the scope of alternatives to consider shall be commensurate with the type and scope of the project. The issuing authority shall presume that alternatives beyond the scope are not practicable and therefore need not be considered. For this Project, the area under consideration for practicable alternatives extends to the original parcels, any adjacent parcels, and any other land which can reasonably be obtained within the municipality. For adjacent lots if practicable, “reasonably be obtained” means to purchase at market prices. For other land, “reasonably be obtained” means adequate in size to accommodate the project purpose and listed for sale at the time of filing the Notice of Intent. Evaluation of Alternatives The Applicant is required to submit information to describe sites and the work both for a proposed location and alternative site locations and configurations sufficient for a No Significant Adverse Impact determination by the issuing authority. The level of detail of information shall be commensurate with the scope of the project and the practicability of alternatives. If siting of a project entirely outside the riverfront area is not practicable, the alternatives shall be evaluated to locate the project as far as possible from the river.3 Proposed Project Location Riverfront Area (RA) associated with the Parkers River exists within the Site. A total of approximately 9,172 square feet (sf) of RA will be impacted as a result of this public Project. The Design has generally limited construction to existing degraded areas on the Site, however as water- dependent facilities, the possible locations for the kayak launch and boardwalk are limited. The majority of existing vegetated areas onsite will be maintained, with some areas of replacement plantings proposed. Project Alternatives within Riverfront Area The Town has spent over a decade evaluating public uses for the 22-acre town-owned former Drive-In property at 669 Route 28, which was originally purchased in 1986 for recreational purposes. Although initial plans for the Site had originally included a public/private marina, concerns about financial viability led the Board of Selectmen to form the Drive-In Site Utilization Committee (DISUC) in 2015 to investigate other uses for the property. The Town of Yarmouth and their consultants continued to analyze Project alternatives through the Riverwalk Park and Boardwalk Feasibility/Concept Design Study Report, prepared by BETA Group, Inc., dated August 20184 (the 2018 Study). The 2018 Study identified alternatives to improve the Town - owned former Drive-In property at 669 Route 28 to evaluate recommendations made by the Drive-In Site Utilization Committee (DISUC) to create a Riverwalk Park along the Parkers River, a Boardwalk extending over the marsh to Seagull Beach, and use of the Site for interim uses such as concerts and festivals. 3 310 CMR 10.58(4)(c)(3) Evaluation of Alternatives 4 https://www.yarmouth.ma.us/DocumentCenter/View/12980/Yarmouth-MA-Riverwalk-Park-and-Boardwalk- Feasibility--Concept-Design-Study-Report-w-Appendices Yarmouth Riverwalk Boardwalk and Kayak Launch Alternatives Analysis 3 Discussion of alternatives associated with the Park and Event Space are provided in a separate NOI. DESIGN ALTERNATIVES AND SELECTION During the Design-Phase of the Project, additional alternatives were considered for the proposed Yarmouth Riverwalk Boardwalk and Kayak Launch. The Town of Yarmouth and the Design Team analyzed a number of Project alternatives that have been presented to the Town and key stakeholders at various times. The alternatives for this Project were analyzed based on the following evaluation criteria: 1. Impacts to coastal and inland Resource Areas; 2. Impacts to rare species and unique wildlife habitat; 3. Ability to meet the Project goals; 4. Impacts to neighboring properties – including noise, traffic, and views; 5. Construction, maintenance, and cost; and, 6. Resiliency. The following design alternatives were evaluated for various Project elements: 1. No-Build Alternative, 2. Dimensions, supports and alignment alternatives for the proposed boardwalk, and 3. Location alternatives for the proposed Kayak Launch. NO-BUILD ALTERNATIVE If the No Build Alternative was selected, the Site would remain under-utilized and continue to degrade over time. Additionally, the public health benefits that would result from the Project would not occur, as the walking paths and water access would not be provided. This alternative was not selected as it does not meet the purpose and need of the Project. The No Build Alternative is also in conflict with the Municipal Goal of providing a needed public amenity at a site that has been under evaluation for over a decade and for which extensive resources have been expended to determine the most beneficial use of the property for the community. BOARDWALK CONCEPT SELECTION The 2018 Study also presented alternative alignments for the proposed boardwalk, which were also presented to the public at the public outreach meetings. The concepts included: 1. Option 1 – A boardwalk loop and short spur from the southern end of the Drive-In property that would not extend to Seagull Beach, 2. Option 2 – A boardwalk loop and spur that extended to Seagull Beach, and, 3. Option 3- A boardwalk that did not include a loop but extended from the southern limit of the Drive-In Site to Seagull Beach. The public meetings resulted in a number of concerns being raised related to the visual impacts of the boardwalk on the nearby Gateway Isles neighborhood located across Parkers River. To better understand the potential visual impacts, a photo representation was prepared showing what the three Boardwalk Options would look like from the end of Cape Isle Drive. The results of this exercise initiated evaluation of another alternative (Option 1C), which eliminated the spur that extended to the south from the loop under Option 1. The Preferred Concept (Option 1C) was selected, as it had the least impact on neighbors’ views. BOARDWALK ALIGNMENT Possible boardwalk locations have been researched extensively over the course of the feasibility study and design phases to minimize impacts while providing the best viewing opportunities for park visitors. Yarmouth Riverwalk Boardwalk and Kayak Launch Alternatives Analysis 4 While several alignment alternatives were dismissed during the Concept phase (as described above), additional alternatives were evaluated during the Design phase. Concept 1C provided the basis for the initial design of the boardwalk, which was generally evenly looped to provide the best views of the surrounding Salt Marsh, however, this alignment required clearing of several trees growing within a wetland hummock present in the Salt Marsh. The Design Team determined that Concept 1C (loop) would result in extensive impacts on existing unique wildlife habitat and the proposed layout was shifted to the south to avoid clearing trees (Alternative BA1). The alignment for Alternative BA1 was also weaved around stands of trees to provide screening between the boardwalk and neighbors. While Alternative BA1 has an irregular shape, it was selected as the preferred alternative, because it avoids removal of these stands of trees, while providing scenic views to several areas of the Salt Marsh and screening from neighbors. Alternative BA1 was further refined as the preferred alternative by adding plantings along the western side of the western portion of the boardwalk based on feedback during public meetings. BOARDWALK SUPPORTS In addition to the proposed alignment, alternative boardwalk supports were evaluated. While a number of sizes and materials have been reviewed (Attachment N – Boardwalk Support Evaluation), two boardwalk support systems were determined to be viable structural options. Alternative BS1 consisted of the use of a combination of 12-inch-diameter dual and 14-inch-diameter mono composite piles, where the dual piles would be required where the boardwalk height to width ratio is 1.25:1 and mono piles would be installed where the height to width ratio is 1:1. This Alterative would have resulted in a total Salt Marsh permanent alteration of approximately 125 square feet. Alternative BS2 includes the use of helical piles, where three 3.5-inch-diameter helical piles are proposed at each bent location, resulting in approximately 25 square feet of permanent Salt Marsh impact. Alternative BS2 was selected as the preferred alternative because it resulted in the smallest area of impact to Salt Marsh. Impacts associated with the preferred supports were further refined during final design. BOARDWALK DIMENSIONS A 1:1 height to width ratio (Alternative BD1) and a 1.25:1 height to width ratio (Alternative BD2) for the boardwalk were evaluated. Alternative BD1 would result in increased shading impacts to the Salt Marsh compared to BD2. The preferred design (Alternative BD3) provides a combined approach, with a minimum of 1:1 height to width ratio for the proposed kayak launch boardwalk and for the boardwalk over the salt marsh when in a north-south orientation, and a 1.25:1 height to width ratio for the proposed boardwalk where it follows an east-west orientation. The higher boardwalk in this area also allows for the 1:1 ratio to be maintained at the locations where benches and overlooks are located. As the boardwalk is higher, increased width in these areas is accommodated and the 1:1 clearance ratio is maintained. Due to solar orientation and the sun’s path of travel, increasing the height to width ratio in the east-west direction minimizes shading impacts below on the Salt Marsh and Wetlands, while also decreasing Project costs and construction duration. KAYAK LAUNCH LOCATION The location of the kayak launch was selected to minimize impacts to Salt Marsh, while avoiding interference with the navigable channel of the Parkers River. The proposed location was selected because it is aligned to follow an existing clearing in the vegetation, providing access to the water and provides sufficient space to construct the kayak launch outside of the navigable channel of the Parkers River. Due to the slope, existing structures and resource areas along the Parkers River, this is the only feasible location to construct the kayak launch that would avoid clearing trees and would place the Yarmouth Riverwalk Boardwalk and Kayak Launch Alternatives Analysis 5 launch outside the navigable channel. The location of the float was also selected to provide a minimum of four feet of clearance between the bottom of the float and the river bottom substrate at low tide. The preferred location of the kayak launch also allows for the construction of the boardwalk to span the Salt Marsh in this location, with support piles proposed above and below the limits of Salt Marsh. Impact Mitigation – Proposed Project Location The Project proposes impacts to Salt Marsh, BVW, Land Under Ocean, Land Containing Shellfish and Land Under an Anadromous Fish Run in addition to Riverfront Area for the Parkers River. Impacts to wildlife habitat will be mitigated through adherence to Time of Year restrictions to protect anadromous fish and migratory bird species, installation of turbidity and sediment control measures during construction within the water and in the Salt Marsh. These impacts are also mitigated through providing a minimum of 1:1 height to width ratio for the proposed boardwalk and kayak launch over the salt marsh when in a north-south orientation, and a 1.25:1 height to width ratio for the proposed boardwalk where it follows an east-west orientation to minimize shading impacts on the Salt Marsh and Wetlands. The boardwalk’s height above the marsh surface also allows for movement of large wildlife species such as deer to pass underneath. The boardwalk alignment has also been selected to follow an existing, rough footpath within the Salt Marsh. By following an existing footpath, the boardwalk will direct visitors to walk on the durable boardwalk surface, decreasing foot traffic on the marsh. Accordingly, construction of the boardwalk will provide additional protection for the Salt Marsh. Impacts to fisheries have also been minimized through requiring a minimum water depth between the proposed kayak launch float and the substrate at Mean Low Water. Supplemental Plantings are proposed along the western extent of the Boardwalk that serve to replace some of the cleared vegetation as well as provide a privacy screen for the nearby properties. The proposed plantings include 8 eastern red cedars (Juniperus virginiana) that will be installed following construction of the Boardwalk. Findings In summary, the Project has been designed to avoid and minimize impacts to Riverfront Area, Salt Marsh, BVW, LUO, LCSF and Fish Runs and alternatives have been carefully evaluated to ensure the proposed design has protected Resource Areas to the extent practicable while achieving the Project goals. In addition, the planned improvements are aimed to direct visitors away from areas of existing disturbance through directing the public to more durable surfaces, which will ensure long-term protection of the adjacent resource areas. Given the Project’s overall project purpose, it has been determined that alternatives that would have less adverse effects on the interests identified in M.G.L. c. 131 § 40 are not available or capable of being completed after taking into consideration costs, existing technology, proposed use and logistics in light of the overall project purpose. The Project proposes to reduce impacts through careful through the design and planning of Project elements, as well as installing additional plantings on the Site. Accordingly, upon construction completion, existing conditions will not have a significant adverse impact on the interests provided by the resource areas within the Project limits. Yarmouth Riverwalk Park – Boardwalk and Kayak Launch Notice of Intent Yarmouth, Massachusetts 6 APPENDIX A –Wetlands Delineation Information APPENDIX A –Wetlands Delineation Information APPENDIX B – List of Property Owners ABUTTER NOTIFICATION APPENDIX A –Wetlands Delineation Information APPENDIX E – Boardwalk Support Alternatives Analysis 1. Boardwalk Design -Boardwalk Support System Viable Alternates Alternate 1 14”HD FRP piles (Single configuration) Utilize for N-S boardwalk at 1:1 h above salt marsh 12”HD FRP piles (Dual configuration) Utilize for E-W (middle) boardwalk at 1:1.25 h over salt marsh •N-S East side +/-400 lf. •N-S West side +/-300 lf. •E-W Middle +/-400 lf. Alternate 2 3.5” Diameter Hot Dipped Galvanized Steel Helical Anchors Dual configuration w/ diagonal brace Example Image of Alternate 1 –for single pile portions Example image of Alternate 2 HDG Helical Anchors **SAY 1.Boardwalk Design –Summary Alternatives Analysis R.130% Design: Structural system design and opinion of probable cost 1. Boardwalk Design -Boardwalk Support System Viable Alternates Alternate 1 Composite Piles 14”HD FRP piles (Single configuration) Utilize for N -S boardwalk at 1:1 12”HD FRP piles (Dual configuration) Utilize for E-W (middle) boardwalk at 1:1.25 h Considerations ▪Larger equipment, slightly more temporary impacts during pile installation, greater SF of permanent impacts. ▪May be possible to offset permanent impacts w/ marsh replication near up-weller along river. ▪The composite solutions that work in this application are more costly than Helical Anchors. ▪System is visually similar to most boardwalks,but limited examples w/boardwalks in Northeast. ▪Forecast to have longer life, fewer environmental impacts, and less repeat on-marsh activity over the life of the system. Alternate 2 Steel Helical Anchors 3.5” Diameter Hot Dipped Galvanized Steel Helical Anchors Dual configuration w/ diagonal brace Considerations: ▪Smaller Equipment: The equipment will be required to work on the marsh to perform installation. ▪The system will have temporary impacts; overall lower SF of permanent impacts. ▪Examples of Helical Support systems for Boardwalks at lower heights in the Northeast. ▪System is Hot Dipped Galvanized Metal –steel presents both advantages and disadvantages in the marine setting. **SAY 1.Boardwalk Design –Composite Pile Alternates Analysis 30%Design: Structural system design and opinion of probable cost R.1 Boardwalk Support Example of FRP composite piling configured as a mono-pile system **SAY 1. Boardwalk Design Example of FRP composite pile (Fiber-Reinforced Plastic) Boardwalk Material is inert. Configured as a mono-pile system-Side Elevation **SAY 1. Boardwalk Design **SAY 1.Boardwalk Design –Pile Alternate Analysis 30%Design:Structural system design and opinion of probable cost R.1 Boardwalk Support Example: Boardwalk on Helical Anchors **SAY 1. Boardwalk Design Helical Anchors w/Batter and Bracing **SAY 1. Boardwalk Design