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20220927 NOI EversourceMidCapeProject_ROW 342NOTICE OF INTENT Mid Cape Reliability Project Massachusetts Wetlands Protection Act Barnstable Wetland Protection Bylaw (Chapter 237) Submitted to: Barnstable Conservation Commission 230 South Street Hyannis, MA 02601 Submitted by: NSTAR Electric Company d/b/a Eversource Energy 247 Station Drive Westwood, Massachusetts 02090 Prepared by: Epsilon Associates, Inc. 3 Mill & Main Place, Suite 250 Maynard, Massachusetts 01754 September 13, 2022 PRINCIPALS Theodore A Barten, PE Margaret B Briggs Dale T Raczynski, PE Cindy Schlessinger Lester B Smith, Jr Robert D O’Neal, CCM, INCE Michael D Howard, PWS, CWS Douglas J Kelleher AJ Jablonowski, PE David E Hewett, LEED AP Dwight R Dunk, LPD David C Klinch, PWS, PMP Maria B Hartnett Richard M Lampeter, INCE Geoff Starsiak, LEED AP BD+C Marc Bergeron, PWS, CWS Alyssa Jacobs, PWS ASSOCIATES Holly Carlson Johnston Brian Lever Dorothy K. Buckoski, PE John Zimmer 3 Mill & Main Place, Suite 250 Maynard, MA 01754 www.epsilonassociates.com 978 897 7100 FAX 978 897 0099 September 13, 2022 Barnstable Conservation Commission 230 South Street Hyannis, MA 02601 Subject: NOTICE OF INTENT – Eversource MidCape Reliability Project, Barnstable, MA. Dear Commissioners: On behalf of our client, NSTAR Electric Company d/b/a Eversource Energy (the “Applicant” or “Eversource”), Epsilon Associates, Inc. (“Epsilon”) is pleased to submit this Notice of Intent (“NOI”) to the Barnstable Conservation Commission. The NOI has been prepared in accordance with the Massachusetts Wetlands Protection Act (MGL c.131 s.40) and implementing Regulations (310 CMR 10.00) (the "Act") and the Town of Barnstable Wetlands Protection Bylaw (Chapter 237). In accordance with the Commission’s NOI submittal checklist, we have included two (2) original and seven (7) copies of the application, site plans, and applicable filing fees. In addition to these paper copies, we have also emailed an electronic PDF copy of the complete NOI filing to Kimberly.cavanaugh@town.barnstable.ma.us and Darcy.karle@town.barnstable.ma.us. As described in the Project’s Energy Facilities Siting Board (the “Siting Board”) (EFSB 19- 06) and Massachusetts Environmental Policy Act (“MEPA”) filing(s) (EEA File No. 16118), the Project involves the construction of a new approximately 12.5 mile overhead electric transmission line within an existing right-of-way between Eversource’s Bourne Switching Station and the West Barnstable Substation. The transmission line work will occur within the communities of Bourne, Sandwich, and Barnstable. The Project also proposes to expand the West Barnstable Substation located on Oak Street to accommodate a new switchyard bay (circuit breakers and bus work). No work is proposed within wetland resource areas. A portion of the proposed work in Barnstable will occur in the 100-foot Buffer Zone to Isolated and Bordering Vegetated Wetlands. Please refer to the enclosed permit application and accompanying Project narrative and site plans for a complete description of the project activities, potential impacts, mitigation measures, and information demonstrating compliance with applicable performance standards. September 13, 2022 2 Barnstable Conservation Commission This NOI is being submitted for the Commission’s review at the regularly scheduled September 27, 2022, public hearing. If you have any questions regarding this application, please do not hesitate to contact me at (978) 461-6227 or via email at mhoward@epsilonassociates.com. Thank you. Sincerely, EPSILON ASSOCIATES, INC. Michael D. Howard, PWS, CWS Managing Principal Encl. CC: MassDEP SERO MassDFW NHESP Matthew Devlin, Eversource Energy 8/30/22 DIRECTIONS TO CONSERVATION COMMISSION JURISDICTIONAL AREAS TRANSMISSION LINE AND DISTRIBUTION LINE ACTIVITIES • Eversource’s electric transmission line right of way (ROW) 342 can be accessed where the overhead transmission lines span Parker Road in Barnstable. The Google Earth coordinates are as follows: Latitude: 41°41'31.42"N; Longitude: 70°22'9.49"W. • There is an existing gravel road on the transmission line ROW that can be used to access jurisdictional areas associated with the commercial cranberry bogs located to the west and east and Sandy Hill Pond area located to the east. • A portion of the work pad associated with proposed transmission line structure 67 is located in the 100-foot Buffer Zone to an Isolated Vegetated Wetland. This remote section of ROW 342 is located in the Town of Barnstable “West Barnstable Conservation Area”. Access onto this section of the ROW can be obtained via the public parking area located adjacent to Service Road. The Google Earth coordinates are as follows: Latitude: 41°41'47.53"N ; Longitude: 70°23'13.71"W. WEST BARNSTABLE SUBSTATION SITE • The West Barnstable Substation is located at #661 Oak Street in West Barnstable. Access onto the substation can be obtained via the main access drive from Oak Street. NOTICE OF INTENT Massachusetts Wetlands Protection Act (M.G.L. c.131 §.40) Barnstable Wetland Protection Bylaw (Chapter 237) Mid Cape Reliability Project Barnstable, MA Applicant: NSTAR Electric Company d/b/a Eversource Energy 247 Station Drive Westw ood, MA 02090 Prepared By: Epsilon Associates, Inc. 3 Mill and Main Place, Suite 250 Maynard, MA 01754 September 13, 2022 3015/Mid Cape Reliability Project i Table of Contents Notice of Intent Epsilon Associates, Inc. TABLE OF CONTENTS WPA FORM 3 – NOTICE OF INTENT ATTACHMENT A – PROJECT NARRATIVE 1 1.0 Introduction 1 2.0 Project Purpose & Need 1 3.0 Existing Environment 2 3.1 Delineated Wetland Resource Areas in Barnstable 2 3.2 NHESP Estimated and Priority Habitat Areas 3 4.0 Description of Proposed Work 5 4.1 Transmission Line Construction 5 4.2 Distribution Line Relocation Work 9 4.3 West Barnstable Substation Expansion 11 5.0 Summary of Proposed Mitigation Measures 12 5.1 Sediment Controls and Erosion Prevention Measures 12 5.2 Buffer Zone Enhancement Plantings at West Barnstable Substation Site 12 5.3 Dewatering 13 6.0 Compliance with Wetlands Protection Act Regulations and Performance Standards 13 7.0 Compliance with the Barnstable Wetland Protection Bylaw Buffer Zone Regulations 13 7.1 Performance Standards for Projects Requiring a Notice of Intent (704-3) 14 7.2 Required Waiver of Performance Standards for Projects Proposed within the 50 ft. Buffer (704-4) 19 8.0 Conclusion 21 LIST OF ATTACHMENTS Attachment B Town of Barnstable Chapter 707 Notice of Intent Checklist Attachment C Figures Attachment D Transmission Line Permit Drawing Map Set Attachment E West Barnstable Substation Permit Drawings (Prepared by VHB) Attachment F Site Photographs Attachment G Wetland Determination Data Forms Attachment H Abutter Information Attachment I Filing Fee Information Attachment J Stormwater Management Report and Checklist (Prepared by VHB) Attachment K Eversource Best Management Practices Manual 3015/Mid Cape Reliability Project ii Table of Contents Notice of Intent Epsilon Associates, Inc. LIST OF TABLES Table 3-1 Description of Delineated Wetland Resource Areas in Barnstable 4 LIST OF FIGURES Figure 1 USGS Locus Map Figure 2 Aerial Locus Map Figure 3 MassDEP Mapped Wetlands Figure 4 FEMA FIRM Figure 5 Mapped Rare Species Habitats and Vernal Pools Figure 6 West Barnstable Substation Expansion Overview 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 Barnstable City/Town Important: When filling out forms on the computer, use only the tab key to move your cursor - do not use the return key. Note: Before completing this form consult your local Conservation Commission regarding any municipal bylaw or ordinance. A. General Information 1. Project Location (Note: electronic filers will click on button to locate project site): Eversource ROW 342 and Substation at #625 & #661 Oak Street Barnstable b. City/Town 02668 c. Zip Code Latitude and Longitude: 41 41'9.068N d. Latitude 70 21'1.149 W e. Longitude Eversource ROW 342 & Maps 194/195 f. Assessors Map/Plat Number Eversource ROW 342 & Parcels 021/029 g. Parcel /Lot Number 2. Applicant: a. First Name b. Last Name NSTAR Electric Company d/b/a Eversource Energy c. Organization 247 Station Drive d. Street Address Westwood e. City/Town MA f. State 02090 g. Zip Code 781.441.8845 h. Phone Number i. Fax Number matthew.devlin@eversource.com j. Email Address 3. Property owner (required if different from applicant): Check if more than one owner N/A (Eversource ROW 342) a. First Name b. Last Name c. Organization d. Street Address e. City/Town f. State g. Zip Code h. Phone Number i. Fax Number j. Email address 4. Representative (if any): Michael a. First Name Howard b. Last Name Epsilon Associates, Inc. c. Company 3 Mill and Main Place, Suite 250 d. Street Address Maynard e. City/Town MA f. State 01754 g. Zip Code 978.461.6247 h. Phone Number 978.897.0099 i. Fax Number mhoward@epsilonassociates.com j. Email address 5. Total WPA Fee Paid (from NOI Wetland Fee Transmittal Form): $500 a. Total Fee Paid $237.50 b. State Fee Paid $262.50 (+$425 bylaw fee) c. City/Town Fee Paid wpaform3.doc • rev. 6/18/2020 Page 2 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number Barnstable City/Town A. General Information (continued) 6. General Project Description: New electric transmission line, relocated distribution line, and electric substation expansion work in the 100-foot Buffer Zone to local and state jurisdictional resource areas. 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) 310 CMR 10.53(3)(d) - construction of electric transmission line. 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) 9271/1079 c. Book 0280/0592 d. Page Number B. Buffer Zone & Resource Area Impacts (temporary & permanent) 1. Buffer Zone Only – Check if the project is located only in the Buffer Zone of a Bordering Vegetated Wetland, Inland Bank, or Coastal Resource Area. 2. Inland Resource Areas (see 310 CMR 10.54-10.58; if not applicable, go to Section B.3, Coastal Resource Areas). Check all that apply below. Attach narrative and any supporting documentation describing how the project will meet all performance standards for each of the resource areas altered, including standards requiring consideration of alternative project design or location. wpaform3.doc • rev. 6/18/2020 Page 3 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number Barnstable City/Town B. Buffer Zone & Resource Area Impacts (temporary & permanent) (cont’d) For all projects affecting other Resource Areas, please attach a narrative explaining how the resource area was delineated. Resource Area Size of Proposed Alteration Proposed Replacement (if any) a. Bank 1. linear feet 2. linear feet b. Bordering Vegetated Wetland 1. square feet 2. square feet c. Land Under Waterbodies and Waterways 1. square feet 2. square feet 3. cubic yards dredged Resource Area Size of Proposed Alteration Proposed Replacement (if any) d. Bordering Land Subject to Flooding 1. square feet 2. square feet 3. cubic feet of flood storage lost 4. cubic feet replaced e. Isolated Land Subject to Flooding 1. square feet 2. cubic feet of flood storage lost 3. cubic feet replaced f. Riverfront Area 1. Name of Waterway (if available) - specify coastal or inland 2. Width of Riverfront Area (check one): 25 ft. - Designated Densely Developed Areas only 100 ft. - New agricultural projects only 200 ft. - All other projects 3. Total area of Riverfront Area on the site of the proposed project: square feet 4. Proposed alteration of the Riverfront Area: a. total square feet b. square feet within 100 ft. c. square feet between 100 ft. and 200 ft. 5. Has an alternatives analysis been done and is it attached to this NOI? Yes No 6. Was the lot where the activity is proposed created prior to August 1, 1996? Yes No 3. Coastal Resource Areas: (See 310 CMR 10.25-10.35) Note: for coastal riverfront areas, please complete Section B.2.f. above. wpaform3.doc • rev. 6/18/2020 Page 4 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number Barnstable City/Town B. Buffer Zone & Resource Area Impacts (temporary & permanent) (cont’d) Check all that apply below. Attach narrative and supporting documentation describing how the project will meet all performance standards for each of the resource areas altered, including standards requiring consideration of alternative project design or location. Online Users: Include your document transaction number (provided on your receipt page) with all supplementary information you submit to the Department. Resource Area Size of Proposed Alteration Proposed Replacement (if any) a. Designated Port Areas Indicate size under Land Under the Ocean, below b. Land Under the Ocean 1. square feet 2. cubic yards dredged c. Barrier Beach Indicate size under Coastal Beaches and/or Coastal Dunes below d. Coastal Beaches 1. square feet 2. cubic yards beach nourishment e. Coastal Dunes 1. square feet 2. cubic yards dune nourishment Size of Proposed Alteration Proposed Replacement (if any) f. Coastal Banks 1. linear feet g. Rocky Intertidal Shores 1. square feet h. Salt Marshes 1. square feet 2. sq ft restoration, rehab., creation i. Land Under Salt Ponds 1. square feet 2. cubic yards dredged j. Land Containing Shellfish 1. square feet k. Fish Runs Indicate size under Coastal Banks, inland Bank, Land Under the Ocean, and/or inland Land Under Waterbodies and Waterways, above 1. cubic yards dredged l. Land Subject to Coastal Storm Flowage 1. square feet 4. Restoration/Enhancement If the project is for the purpose of restoring or enhancing a wetland resource area in addition to the square footage that has been entered in Section B.2.b or B.3.h above, please enter the additional amount here. a. square feet of BVW b. square feet of Salt Marsh 5. Project Involves Stream Crossings a. number of new stream crossings b. number of replacement stream crossings wpaform3.doc • rev. 6/18/2020 Page 5 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number Barnstable City/Town C. Other Applicable Standards and Requirements This is a proposal for an Ecological Restoration Limited Project. Skip Section C and complete Appendix A: Ecological Restoration Limited Project Checklists – Required Actions (310 CMR 10.11). Streamlined Massachusetts Endangered Species Act/Wetlands Protection Act Review 1. Is any portion of the proposed project located in Estimated Habitat of Rare Wildlife as indicated on the most recent Estimated Habitat Map of State-Listed Rare Wetland Wildlife published by the Natural Heritage and Endangered Species Program (NHESP)? To view habitat maps, see the Massachusetts Natural Heritage Atlas or go to http://maps.massgis.state.ma.us/PRI_EST_HAB/viewer.htm. a. Yes No If yes, include proof of mailing or hand delivery of NOI to: Natural Heritage and Endangered Species Program Division of Fisheries and Wildlife 1 Rabbit Hill Road Westborough, MA 01581 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 Barnstable City/Town C. Other Applicable Standards and Requirements (cont’d) (c) MESA filing fee (fee information available at https://www.mass.gov/how-to/how-to-file-for- a-mesa-project-review). Make check payable to “Commonwealth of Massachusetts - NHESP” and mail to NHESP at above address Projects altering 10 or more acres of land, also submit: (d) Vegetation cover type map of site (e) Project plans showing Priority & Estimated Habitat boundaries (f) OR Check One of the Following 1. Project is exempt from MESA review. Attach applicant letter indicating which MESA exemption applies. (See 321 CMR 10.14, https://www.mass.gov/service-details/exemptions-from-review-for-projectsactivities-in- priority-habitat; the NOI must still be sent to NHESP if the project is within estimated habitat pursuant to 310 CMR 10.37 and 10.59.) 2. Separate MESA review ongoing. 11-29140 a. NHESP Tracking # 8-26-22 b. Date submitted to NHESP 3. Separate MESA review completed. Include copy of NHESP “no Take” determination or valid Conservation & Management Permit with approved plan. 3. For coastal projects only, is any portion of the proposed project located below the mean high water line or in a fish run? a. Not applicable – project is in inland resource area only b. Yes No If yes, include proof of mailing, hand delivery, or electronic delivery of NOI to either: South Shore - Cohasset to Rhode Island border, and the Cape & Islands: Division of Marine Fisheries - Southeast Marine Fisheries Station Attn: Environmental Reviewer 836 South Rodney French Blvd. New Bedford, MA 02744 Email: dmf.envreview-south@mass.gov North Shore - Hull to New Hampshire border: Division of Marine Fisheries - North Shore Office Attn: Environmental Reviewer 30 Emerson Avenue Gloucester, MA 01930 Email: dmf.envreview-north@mass.gov Also if yes, the project may require a Chapter 91 license. For coastal towns in the Northeast Region, please contact MassDEP’s Boston Office. For coastal towns in the Southeast Region, please contact MassDEP’s Southeast Regional Office. c. Is this an aquaculture project? d. Yes No If yes, include a copy of the Division of Marine Fisheries Certification Letter (M.G.L. c. 130, § 57). wpaform3.doc • rev. 6/18/2020 Page 7 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number Barnstable City/Town C. Other Applicable Standards and Requirements (cont’d) Online Users: Include your document transaction number (provided on your receipt page) with all supplementary information you submit to the Department. 4. Is any portion of the proposed project within an Area of Critical Environmental Concern (ACEC)? a. Yes No If yes, provide name of ACEC (see instructions to WPA Form 3 or MassDEP Website for ACEC locations). Note: electronic filers click on Website. b. ACEC 5. Is any portion of the proposed project within an area designated as an Outstanding Resource Water (ORW) as designated in the Massachusetts Surface Water Quality Standards, 314 CMR 4.00? a. Yes No 6. Is any portion of the site subject to a Wetlands Restriction Order under the Inland Wetlands Restriction Act (M.G.L. c. 131, § 40A) or the Coastal Wetlands Restriction Act (M.G.L. c. 130, § 105)? a. Yes No 7. Is this project subject to provisions of the MassDEP Stormwater Management Standards? a. Yes. Attach a copy of the Stormwater Report as required by the Stormwater Management Standards per 310 CMR 10.05(6)(k)-(q) and check if: 1. Applying for Low Impact Development (LID) site design credits (as described in Stormwater Management Handbook Vol. 2, Chapter 3) 2. A portion of the site constitutes redevelopment 3. Proprietary BMPs are included in the Stormwater Management System. b. No. Check why the project is exempt: 1. Single-family house 2. Emergency road repair 3. Small Residential Subdivision (less than or equal to 4 single-family houses or less than or equal to 4 units in multi-family housing project) with no discharge to Critical Areas. D. Additional Information This is a proposal for an Ecological Restoration Limited Project. Skip Section D and complete Appendix A: Ecological Restoration Notice of Intent – Minimum Required Documents (310 CMR 10.12). Applicants must include the following with this Notice of Intent (NOI). See instructions for details. Online Users: Attach the document transaction number (provided on your receipt page) for any of the following information you submit to the Department. 1. USGS or other map of the area (along with a narrative description, if necessary) containing sufficient information for the Conservation Commission and the Department to locate the site. (Electronic filers may omit this item.) 2. Plans identifying the location of proposed activities (including activities proposed to serve as a Bordering Vegetated Wetland [BVW] replication area or other mitigating measure) relative to the boundaries of each affected resource area. wpaform3.doc • rev. 6/18/2020 Page 8 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number Barnstable City/Town D. Additional Information (cont’d) 3. Identify the method for BVW and other resource area boundary delineations (MassDEP BVW Field Data Form(s), Determination of Applicability, Order of Resource Area Delineation, etc.), and attach documentation of the methodology. 4. List the titles and dates for all plans and other materials submitted with this NOI. Station #921 Site Plans a. Plan Title VHB b. Prepared By David Fenstermacher c. Signed and Stamped by 11/15/21 d. Final Revision Date Varies e. Scale Transmission Line Permitting Map Set f. Additional Plan or Document Title 9-6-22 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: 44539 2. Municipal Check Number 11/8/21 3. Check date 44540 4. State Check Number 11/8/21 5. Check date Epsilon Associates, Inc. 6. Payor name on check: First Name 7. Payor name on check: Last Name 8/30/22 Attachment A Project Narrative 3015/Mid Cape Reliability Project 1 Attachment A - Narrative Notice of Intent Epsilon Associates, Inc. ATTACHMENT A – PROJECT NARRATIVE 1.0 Introduction On behalf of NSTAR Electric Company d/b/a Eversource Energy, (the “Applicant” or “Eversource”), Epsilon Associates, Inc. (“Epsilon”) is pleased to submit this Notice of Intent (“NOI”) application to the Barnstable Conservation Commission (“BCC” or “Commission”). This NOI has been prepared in accordance with the Massachusetts Wetland Protection Act (MGL c.131 s.40) and implementing Regulations (310 CMR 10.00) (the "Act”) and the Barnstable Wetlands Protection Bylaw (Chapter 237) (“the Bylaw”). As explained in further detail below, the Applicant proposes constructing a new 12.5-mile overhead electric transmission line on existing Eversource right-of-way (“ROW”) 342 between the Bourne Switching Station located on Joint Base Cape Cod (“JBCC”) in Bourne and the West Barnstable Substation located on Oak Street in Barnstable. The new transmission line will be installed in the communities of Bourne, Sandwich, and Barnstable. To create space within ROW 342 for the new transmission line, an existing overhead distribution line will be relocated towards the center of ROW 342. At the West Barnstable Substation, Eversource proposes to expand the western fence line of the existing substation facility by approximately 62 feet to accommodate a new switchyard bay (circuit breakers and bus work). The proposed Project does not propose any alterations to wetland resource areas. A portion of the Project in the Town of Barnstable will involve work in the 100-foot Buffer Zone to certain Isolated and Bordering Vegetated Wetlands located on or adjacent to ROW 342 and the existing West Barnstable Substation facility on Oak Street. Figure 1, USGS Locus Map and Figure 2, Aerial Locus Map in Attachment C depict the limits of the entire Project, including the segment in Barnstable. 2.0 Project Purpose & Need Under the rules of the North American Electric Reliability Corporation (“NERC”), the Northeast Power Coordinating Council (“NPCC”), as delegated by NERC, and the Independent System Operator of New England (“ISO-NE”), Eversource’s transmission system must be planned and built to withstand certain operating contingencies while, at the same time, meet customer demand on the system. The Project is one of approximately 25 individual projects to emerge from a transmission system study process conducted by ISO-NE and the Southeastern Massachusetts and Rhode Island (“SEMA-RI”) Working Group (the “Working Group”) to identify and address the reliability needs of the regional transmission system that serves southeastern Massachusetts and Rhode Island. 3015/Mid Cape Reliability Project 2 Attachment A - Narrative Notice of Intent Epsilon Associates, Inc. The Working Group identified overloads, voltage violations, and the potential for voltage collapse that could result in loss of over 500 MW of load, the loss of electric service to approximately 200,000 customers in 22 towns on Cape Cod and the islands. The Project will resolve the potential for these thermal overloads and low voltage situations on the transmission system. The existing transmission system also currently does not have sufficient capacity to reliably serve the Cape Cod area at peak load conditions and thus there is an immediate need for additional capacity in this area to reliably serve electric customers. Addressing this issue is not discretionary; it is a requirement imposed by ISO-NE and NERC. 3.0 Existing Environment The Project will be located entirely on existing Eversource ROW 342. As noted above, ROW 342 runs in an easterly direction from the Bourne Switching Station through the communities of Bourne, Sandwich and Barnstable, reaching the West Barnstable Substation at the juncture of ROWs 342 and 381. There is an existing 115-kV transmission line located on the north side of ROW 342 and an existing 345-kV line located roughly in the center of the ROW. ROW 342 varies in width from approximately 230 feet to 265 feet from its beginning at Bourne Switching Station through the JBCC property up to Route 130 (Forestdale Road). East of Route 130 to the West Barnstable Substation on Oak Street, ROW 342 is 185 feet to 190 feet wide. Topography along the ROW ranges from flat to steeply rolling and portions of the landscape are strewn with boulders. The ROW is regularly maintained in accordance with Eversource’s Vegetation Management Plans (“VMP”) and the upland areas within ROW 342 are typical of a maintained ROW, consisting of a mix of grasslands and scrub-shrub areas. A gravel access road is located within the ROW for the length of the Project and will provide the primary access for construction work within the ROW. 3.1 Delineated Wetland Resource Areas in Barnstable Wetland resource areas near the proposed work were field delineated in accordance with local, state, and federal regulations including the Barnstable Wetlands Protection Bylaw and Regulations, the Massachusetts Wetlands Protection Act and implementing Regulations (310 CMR 10.00), the Massachusetts Department of Environmental Protection’s handbook, Delineating Bordering Vegetated Wetlands Under the Massachusetts Wetlands Protection Act (MassDEP, 1995), and the U.S. Army Corps of Engineers Wetland Delineation Manual (USACE, 1987) and Regional Supplement. The local, state, and federal delineation methodologies generally prescribe a multi-parameter approach, where hydrophytic vegetation, hydrology and hydric soils are reviewed in conjunction with one another to demarcate the wetland – upland boundary. The delineated wetlands include discrete pockets of small Isolated Vegetated Wetlands and areas of Bordering Vegetated Wetlands and Bank associated with Sandy Hill Pond and active commercial cranberry bogs near Pine Street and Parker Road in Barnstable. There are no areas of Riverfront Area, Bordering or Isolated Land Subject to Flooding, or Vernal Pools near the proposed limits of work. 3015/Mid Cape Reliability Project 3 Attachment A - Narrative Notice of Intent Epsilon Associates, Inc. Table 3-1 on the following page includes a general description of the delineated resource areas. Please refer to the map set provided in Attachment D for their locations. Representative photographs of the delineated wetlands are provided in Attachment F. Wetland determination data forms are provided in Attachment G. 3.2 NHESP Estimated and Priority Habitat Areas A segment of the proposed transmission line installation and distribution line relocation work between the Sandwich/Barnstable town line and Route 6 in Barnstable is in mapped Estimated Habitats of Rare Wildlife (2021, NHESP). These same areas are also mapped as Priority Habitat, including a short segment of ROW 342 east of Route 6. The mapped habitat is primarily associated with an upland turtle, invertebrate species (primarily moths and butterflies), and plant species. The balance of the Project corridor, including work at West Barnstable Substation, is not located in mapped Estimated or Priority Habitat. A copy of the NOI has been forwarded to the Natural Heritage and Endangered Species Program (“NHESP”) for review and comment as prescribed under 310 CMR 10.59. A filing under the Massachusetts Endangered Species Act (“MESA”) for work proposed in Priority Habitat has also been submitted under separate cover to the NHESP and remains under review. Eversource has been working closely with the NHESP since the inception of the Project in 2018 and through the MEPA and EFSB review processes to conduct plant surveys and turtle surveys on the ROW. The information gained from these surveys have been incorporated into the separate MESA filing to ensure that potential impacts to state-listed species are avoided and minimized to the maximum extent practicable. Specifically, the purpose of the botanical surveys was to identify and document state-listed plants in or near the work zone(s) such that impacts to the plant(s) can be avoided and minimized to the maximum extent practicable during construction. As a result of these surveys, Eversource identified “Exclusion Areas” that will be demarcated in the field with orange snow fencing and signage during construction. No construction equipment or work will be allowed inside these fenced-off areas to avoid impacts to state-listed plants. For confidentiality purposes, these exclusion areas are generally depicted on the enclosed permit drawing map set (Attachment D). Regarding the upland turtle, with appropriate protection measures, such as monitoring turtles during construction via radio telemetry, contractor training, conducting sweeps of the work zone(s) for turtles prior to the start of work in sensitive area(s), and/or other protective measures that may be prescribed by the NHESP during its review of the separate MESA application, work within mapped habitat areas is not anticipated to negatively or adversely impact state-listed species. 3015/Mid Cape Reliability Project 4 Attachment A - Narrative Notice of Intent Epsilon Associates, Inc. Table 3-1 Description of Delineated Wetland Resource Areas in Barnstable Wetland Flag Series ID Transmission Line Map Set Sheet References Flags General Description of Wetland Resource Areas Wetland Resource Areas Represented by Delineated Flag Series Bordering Vegetated Wetland Isolated Vegetated Wetland Vernal Pool Bank Land Under Water Bordering Land Subject to Flooding Riverfront Area 3 Sheets 3, 4 3-1 through 3-14 Kettle hole depression vegetated with dense sweet pepperbush (Clethra alnifolia) along the edge, with highbush blueberry (Vaccinium corymbosum) in the lower, wetter areas. X Commercial Cranberry Bogs Sheet 9 N/A Active commercial cranberry (Vaccinium macrocarpon) bogs. X X X 4 Sheets 9, 10 4-B1 through 4-B28; 4-1 through 4-10 Fringe of BVW along Sandy Hill Pond vegetated with red maple in the canopy and dense sweet pepperbush in the understory and herbaceous layers. X (Sandy Hill Pond) X (Sandy Hill Pond) X (Sandy Hill Pond) 5 Sheet 10 5-1 through 5-19 BVW along Spruce Pond vegetated with red maple in the canopy and dense sweet pepperbush in the understory and herbaceous layers. X (Spruce Pond) X (Spruce Pond) X (Spruce Pond) 1 Sheet 12 1-1 through 1-9 This wetland consists of a small (approximately 2,700 s.f.), isolated topographical depression vegetated with common reed (Phragmites australis), eastern false willow (Baccharis halimfolia), poison ivy (Toxicodendron radicans), southern blackberry (Rubus argutus), and long-beaked willow (Salix bebbiana). Along the edge, bayberry (Morella caroliniensis), Japanese honeysuckle (Lonicera japonica), and Asiatic bittersweet (Celastrus orbiculatus) persist. X (West Barnstable Substation) 3015/Mid Cape Reliability Project 5 Attachment A - Narrative Notice of Intent Epsilon Associates, Inc. 4.0 Description of Proposed Work 4.1 Transmission Line Construction The following summarizes the typical sequence of the Project’s overhead transmission line construction activities: ♦ Survey and stake the ROW boundaries (where necessary), limits of work, and new structure locations. ♦ Mark the boundaries of previously delineated wetland resource areas. ♦ Establish construction field offices and laydown yards and prepare storage and staging areas to support the construction effort. ♦ Install erosion and sediment controls. ♦ Perform vegetation removal (primarily mowing) in work zones, as necessary. ♦ Improve existing access roads (typically addition of gravel) and/or construct new temporary (construction matting) and permanent spur roads as necessary to the structure locations. ♦ Construct work pads (timber mats and/or gravel) and pull pads (timber mats). ♦ Remove the existing distribution poles and wires and install the new distribution poles and wires towards the center of the ROW (see discussion below). ♦ Construct transmission line structure foundations. ♦ Install structure grounding systems, including counterpoise (where needed). ♦ Erect/assemble new transmission line structures. ♦ Install conductor and shield wire. ♦ Remove temporary roads and construction debris and restore disturbed sites; and ♦ Maintain temporary erosion and sediment controls until vegetation is re-established or disturbed areas are otherwise stabilized. Upon completion of sufficient revegetation and site stabilization, temporary erosion and sediment controls will be removed. 3015/Mid Cape Reliability Project 6 Attachment A - Narrative Notice of Intent Epsilon Associates, Inc. The following sections provide more detail about each phase listed above. Mobilization and Laydown Prior to the start of construction, Eversource’s contractor will identify a marshaling/storage yard near the Project. This area is typically an existing contractor’s yard or unused space at a commercial or industrial facility. The staging area(s) will have temporary offices, sanitation facilities, dumpsters, and containers specifically for collection and recycling of shipping and crating material and scrap metals. The identified yard will be reviewed and designed to minimize the impact to vegetation and the environment and will be located outside of wetland resource areas and the 100-foot Buffer Zone. Erosion and Sediment Controls Following mobilization, erosion and sediment (“E&S”) controls will be installed in accordance with Eversource’s current BMP Manual (Eversource, 2022) (see Attachment K). Depending on site specific factors, E&S controls could include straw bales, silt fence, compost filter tubes and/or straw wattles or other measures prescribed in accordance with applicable environmental permit requirements. The E&S controls will be installed between the work areas and wetland resource areas. In accordance with Eversource’s BMP Manual, in order to protect wildlife, no welded plastic, or mesh E&S controls will be utilized, and all wattles and blankets shall be constructed of biodegradable (coir or cotton) materials. Photodegradable materials are also prohibited. The locations of the E&S controls are depicted on the enclosed map set (Attachment D). ROW Preparation and Vegetation Removal The transmission line work does not require significant tree removal because ROW 342 is routinely maintained by Eversource and primarily cleared of mature trees from edge-to-edge. Depending on the extent of vegetation growth at the time of construction, it will likely be necessary to mow lower growing woody vegetation and brush from the uplands to facilitate construction access, installation of work pads and pull pads, installation of the foundations, and stringing of the wires. Regardless, the existing understory within the ROW will remain substantially intact, thus contributing to the natural regeneration of more compatible low- growing, early successional woody vegetation that will not affect the safe and reliable operation of the transmission line. Relocate Existing Distribution Line The existing distribution line and conductors must be relocated before foundations for the new transmission line are installed and prior to structure installation and wire stringing to provide clearance for the construction equipment, structures, and wires. See Section 4.2 below for additional information on this project activity. 3015/Mid Cape Reliability Project 7 Attachment A - Narrative Notice of Intent Epsilon Associates, Inc. Gravel Access Roads Most of the existing gravel access roads that run the length of the ROW are well maintained and in good condition (this is particularly true in Barnstable). Some widening, grading, straightening, and top-dressing (placement of additional gravel, smoothing of ruts, back-blading, etc.) of existing access roads will be required to support the heavy equipment that is necessary to install the new overhead transmission line. In addition, as identified on the enclosed map set (Attachment D), access road modifications involving “bump outs” will be required in select locations in order to reconfigure a segment of the existing access road around a new transmission line structure or relocated distribution pole to allow for the passage of vehicles. Where gravel access roads are proposed to be constructed, “bumped out”, or otherwise improved, the travel width will not exceed 16 feet. Ancillary soil disturbance resulting from road or BMP construction will be stabilized appropriately. Work Pads and Pull Pads At each proposed structure location, a safe and level work area is required for construction equipment to install transmission line foundations and assemble the structures. Work pads of approximately 100 by 100 feet are required and will be created by mowing low growing woody vegetation and brush followed by grading, if necessary, to create the level workspace. The gravel work pads may be smaller or larger depending on terrain, equipment, and overall site conditions at each structure location. The selected site contractor may also opt to install temporary wooden construction mats in lieu of grading (preferred approach) or in combination with grading at each work pad site, depending on site specific factors. The locations of the proposed transmission line work pads are depicted on the map set provided in Attachment D. Pull pads will generally be required at locations along the ROW where there are angles in the ROW or highway crossings. If neither situation exists, the pull pads are typically required for straight wire pull lengths between 3 and 4 miles. The transmission line pull pads are approximately 150 by 100 feet and will be comprised of timber construction mats, as requested by the NHESP to minimize impacts to rare species habitats. The locations of the proposed transmission line pull pads are depicted on the map set provided in Attachment D. Following construction, these areas will be substantially restored to their preexisting condition. Stockpiled soil will be used to restore the contours of graded areas within work pads and the areas will be stabilized with native little bluestem (Schizachyrium scoparium) or an appropriate seed mix containing native herbaceous species (e.g., New England Erosion Control/Restoration Mix for Dry 3015/Mid Cape Reliability Project 8 Attachment A - Narrative Notice of Intent Epsilon Associates, Inc. Sites1 or equivalent as approved by the NHESP or the Commission). Biodegradable erosion control netting, and biodegradable sedimentation barriers will be installed at intervals parallel to the contours of the slope and secured with wooden stakes, as necessary. Installation of Transmission Line Structure Foundations The Project will require construction of 91 foundations to support the proposed transmission line structures. However, only 29 of these foundations / structures are in Barnstable and all but six (6) are located outside the 100-foot Buffer Zone. None of the structures and foundations will be constructed in wetland resource areas. The six (6) transmission structure foundations located in the Buffer Zone include #69 (work pad), #83 (work pad), #84 (work pad and foundation), #85 (work pad and foundation), #86 (work pad and foundation), and #91 (work pad). Please refer to the permit drawing map set provided in Attachment D for the location of this work. The installation of concrete foundations for new overhead transmission structures will consist of drilled piers (also known as drilled caissons), roughly 5-feet in diameter and 15 to 30-feet in depth, depending on the height and load conditions for the structure. Dead-end or angle structures may require somewhat larger foundations, typically 8 to 10-feet in diameter. The foundation installation work moves relatively quickly and on average, takes about 3 to 4 days to complete each foundation. Dewatering of groundwater may be required during the foundation installation in upland areas. Where groundwater is encountered in excavations, the water will be pumped into a sediment filter bag within a straw bale/silt fence corral (basin) located within an upland area. The basin and all accumulated sediment would be removed following dewatering operations, and the area would be restored as needed. Refer to Section 5.3 for additional information. Excess soil from structure excavations will be placed and stabilized in an appropriate location along the edges of work pads and other upland locations along the ROW, outside of jurisdictional resource areas. Installation of Transmission Line Structures After the foundations are built, the new transmission line structures will be delivered to installation locations by flatbed trucks, then assembled using a crane. Davit arms, or insulated supports, would be individually hoisted and framed to the monopole. Insulators, clamps, travelers (stringing blocks, consisting of urethane-lined sheaves or pulley wheels) and other hardware would be installed. 1 See https://newp.com/catalog/seed-mixes/#erosionDry. 3015/Mid Cape Reliability Project 9 Attachment A - Narrative Notice of Intent Epsilon Associates, Inc. Counterpoise Installation To maintain system reliability during lightning storms, all transmission line structures will be grounded by installing an equipotential loop around each structure base and a series of short (approximately 50-feet) grounding leads connected to ground rods. The site contractor typically installs the counterpoise within the work pad footprint. The counterpoise wire is buried as required using a small excavator or standard trenching equipment (e.g., Ditch Witch™). Counterpoise and ground leads are galvanized steel wire buried between 12-inches and 18-inches below grade. Following installation, the trench will be backfilled and stabilized with a native seed mix or little bluestem. Installation of Conductor, Optical Ground Wire (OPGW), and Shield Wire Following the erection of the transmission structures, conductors, optical ground wire (“OPGW”) and shield wire would be installed in sections that may range from one to three miles using either helicopters or ground-based pulling and tensioning trucks and equipment. The conductors would be pulled under tension and, to maintain clearance at road and other crossings during the conductor and shield wire installation, temporary guard structures or boom trucks will be positioned beneath the lines, adjacent to the crossings. Eversource will coordinate with state and municipal highway authorities, as appropriate, regarding traffic control during pulling operations across roads. The insulators, hardware and wires would then be installed and sagged in accordance with industry standards and design specifications. Restoration and Demobilization At the completion of the Project, the temporary construction access areas will be restored, and all construction equipment and debris will be removed from the ROW as well as signs, flagging and fencing. Soils disturbed during construction will be stabilized, as necessary, with an appropriate native seed mixture (as described previously), stone, biodegradable erosion control blankets and/or mulch, in accordance with applicable regulations and permit conditions. Temporary erosion and sediment control measures will be removed when site stabilization is achieved. 4.2 Distribution Line Relocation Work As depicted on the permit drawing map set provided in Attachment D, within the Town of Barnstable, 62 wooden distribution poles and associated conductor will be removed from the southern edge of the ROW and replaced with 1152 new distribution poles and conductors installed towards the center of the ROW to create space for the installation and operation of the new 2 The increase in poles is due, in part, to the 23-kV lines being switched from open wire construction (on cross arms) to double-spacer construction to comply with current reliability standards. 3015/Mid Cape Reliability Project 10 Attachment A - Narrative Notice of Intent Epsilon Associates, Inc. transmission line. Most of the distribution relocation work will occur outside the 100-foot Buffer Zone to wetlands except for eleven (11) distribution poles (D258 through D263, and D266 through D269). These new poles are located near the active commercial cranberry bogs and Sandy Hill Pond, east of Parker Road. There are also five (5) existing distribution poles (identified as grey circles on the referenced map set) within the Buffer Zone to these same wetland resource areas that will be removed and stabilized with a native seed mix or little bluestem, as necessary. Alternatively, the poles may be cut at the base and flush with the ground surface. The final approach will be determined by Eversource and the site contractor based on site specific factors. Distribution lines are smaller than transmission lines, so the equipment used is generally smaller and has fewer soil impacts. More specifically, limited foundation work is required for the distribution structures and the poles are shorter, so large drilling equipment and cranes are not typically required. The soil impacts are significantly less because the distribution poles are generally directly embedded into the ground rather than using steel caissons (piers) filled with concrete. In this instance, steel caissons are proposed for generally every 5th structure. The work pads and pull pads required for distribution work are also typically smaller than for transmission work. Work pads of approximately 30 feet by 30 feet are required and will be created by mowing low growing woody vegetation and brush followed by grading, if necessary, to create the level workspace. The gravel work pads may be smaller or larger depending on terrain, equipment, and overall site conditions at each structure location. The distribution line pull pads are approximately 100 by 100 feet and will be comprised of timber construction mats, as requested by the NHESP. Potential construction equipment access routes to each of the relocated distribution pole are also depicted on the permit drawing map set provided in Attachment D. Many of these access points purposefully take advantage of existing gravel access roads. Short spur roads from these primary gravel access roads may be necessary in select locations to safely access the work site. In these instances, some minor grading, mowing of brush and placement of gravel may be necessary to create the access road. Where gravel access roads are proposed to be constructed or improved, the travel width will not exceed 16 feet. Ancillary soil disturbance resulting from road or BMP construction will be stabilized appropriately. The locations of the proposed distribution line work pads and pull pads are depicted on the map set provided in Attachment D. These areas will be restored and stabilized as was previously described for the transmission line work. Proposed access routes to each of the relocated distribution structure are depicted on the map set provided in Attachment D. Many of these access points purposefully take advantage of existing gravel access roads. Short spur roads from these primary gravel access roads may be necessary in select locations to safely access the work site. In these instances, some minor grading, mowing of 3015/Mid Cape Reliability Project 11 Attachment A - Narrative Notice of Intent Epsilon Associates, Inc. brush and placement of gravel may be necessary to create the access road. Where gravel access roads are proposed to be constructed or improved, the travel width will not exceed 16 feet. Ancillary soil disturbance resulting from road or BMP construction will be stabilized appropriately. In addition to the overhead distribution line work described above, Eversource also proposes several underground distribution line connections to maintain power to existing customers. The locations of these trenching areas are depicted on the permit drawing map set provided in Attachment D. Only one of these trenching areas is located in the 100-foot Buffer Zone associated with an active commercial cranberry bog between distribution poles D267 and D267A. The approximately 3-foot-wide by 120-foot-long trench will be backfilled and stabilized with a native seed mix or little bluestem following construction. 4.3 West Barnstable Substation Expansion The West Barnstable Substation was constructed in 2012 as part of NSTAR’s Lower SEMA Reliability Project (see Attachment C, Figure 6). A portion of the work occurred in the 100-foot Buffer Zone to a locally jurisdictional IVW. The Barnstable Conservation Commission issued an Order of Conditions authorizing construction of the substation on April 11, 2011 (BCC-0192). Following its construction, on November 1, 2016, the Commission issued a Certificate of Compliance documenting that the work regulated by the Order was satisfactorily completed. To connect the new transmission line, the existing western fence line of the West Barnstable Substation on Oak Street will be expanded by approximately 62 feet to provide space for the new equipment. Most of the expansion work will take place on previously developed and disturbed graveled areas including the existing access road and substation yard. An additional approximately 0.8 acres of wooded uplands will be cleared and graded to accommodate the substation expansion work, most of which is located outside the 100-Buffer Zone to the IVW. A retaining wall was incorporated into the design of the substation expansion to minimize additional alterations to the adjacent wooded upland areas and preserve as much natural buffer as practicable between the substation site and the residences to the west. Work in these areas includes grading, reconfiguring the existing stormwater swale, reconfiguring the existing gravel access road, and relocating the existing distribution line poles. The new substation equipment will consist of two new circuit breakers and terminal equipment specific to either an overhead or underground connection. No new transformers are proposed. New control equipment will be added within the existing control house located along the eastern edge of the substation. No tree removal is proposed within 50-feet of the IVW; however, there will be some limited tree removal (~3,000 s.f.) within the 100-foot Buffer Zone associated with the access road improvements. Relocating the existing gravel access road further away from the IVW will result in a net reduction of impervious surface (-1,092 s.f.) within the 50-foot Buffer Zone and an opportunity to restore these areas and other areas on the parcel with native plantings. See mitigation discussion in Section 5.2 below for additional detail. 3015/Mid Cape Reliability Project 12 Attachment A - Narrative Notice of Intent Epsilon Associates, Inc. The proposed stormwater management system upgrades include expanding the existing infiltration basin at the south end of the site, reconfiguring the infiltration trench to follow the relocated gravel access road, and installing new stone check dams. Like the original stormwater design for the substation, the proposed improvements comply with MassDEP’s stormwater management standards, consistent with 310 CMR 10.05(6)(k). For additional detail, please refer to the Stormwater Report prepared by Project Engineers from VHB in Attachment J. The report includes MassDEP’s Stormwater Checklist, project narrative describing compliance with the stormwater standards, supporting drainage calculations and an operations and maintenance plan. 5.0 Summary of Proposed Mitigation Measures 5.1 Sediment Controls and Erosion Prevention Measures Wetland resource areas in the vicinity of proposed transmission line work will be protected during construction with sediment controls (silt fence, straw wattles, compost filter tubes). The sediment controls will be inspected regularly and promptly repaired or replaced, as needed. The approximate locations of these BMPs are depicted in the map set provided in Attachment D. Additional controls will be added, as necessary and based on site-specific field conditions, around distribution pole removal and installation work and trenching work. In accordance with Eversource’s BMP Manual, in order to protect wildlife, no welded plastic, or mesh E&S controls will be utilized, and all wattles and blankets shall be constructed of biodegradable (coir or cotton) materials. Photodegradable materials are also prohibited. In addition to these sediment control measures, erosion prevention measures will include stabilizing soils with an appropriate seed mixture, stone, biodegradable erosion control blankets and/or mulch, as necessary and in accordance with applicable regulations and permit conditions. The temporary sediment control measures will be removed when site stabilization is achieved. Regarding the West Barnstable Substation expansion work, the proposed sediment controls include a combination of silt socks/silt fence, gravel, application of a native seed mix, and erosion control blankets on steeper slopes. Please refer to the permit drawings provided in Attachment E for additional detail. 5.2 Buffer Zone Enhancement Plantings at West Barnstable Substation Site Eversource proposes to install a total of 91 native plantings to mitigate work proposed in the Buffer Zone to the IVW at the West Barnstable Substation site. More specifically, 19 native plantings will be installed in the 50-foot buffer zone, including northern bayberry and staghorn sumac. At the south end of the site, Eversource proposes to install 41 native plantings, including a combination Virginia rose, pitch pine, white oak, American holly, staghorn sumac, and northern bayberry. At the infiltration basin, Eversource proposes to install 31 native plantings using a combination of the same native species identified above. In addition, Eversource proposes to 3015/Mid Cape Reliability Project 13 Attachment A - Narrative Notice of Intent Epsilon Associates, Inc. stabilize graded areas with a native seed mix3, further enhancing the condition of the Buffer Zone and site in general following construction. Please refer to the permit drawings provided in Attachment E for additional detail. 5.3 Dewatering High groundwater and the need for excessive dewatering during foundation installation are not anticipated along most of the work zone through Barnstable. This assumption is based on the few surface waterbodies and wetlands adjacent to or crossed by the Project, as well as flat topography and soils with high permeability. In discrete locations where surface waterbodies and wetlands do occur near work limits, such as adjacent to proposed transmission line structures 80 to 83 near the active commercial cranberry bogs and Sandy Hill Pond, dewatering would likely be necessary. There is ample space within the upland portions of the Project ROW to manage and recharge groundwater back into the adjacent subsurface. More specifically, where groundwater is encountered in excavations associated with the overhead transmission line foundations, the water will be pumped into a sediment filter bag within a straw bale/silt fence corral (basin) located within the upland area appropriately set back from the wetlands and pond. Alternatively, in areas that are sufficiently setback from wetland resource areas and Buffer Zones with adjacent natural vegetation, water is often pumped to a vegetated portion of the ROW and allowed to percolate into the soil. 6.0 Compliance with Wetlands Protection Act Regulations and Performance Standards The proposed work does not involve any work in wetland resource areas and therefore complies with the applicable General Performance Standards for the delineated Bordering Vegetated Wetlands, Inland Bank and Land Under Water, 310 CMR 10.54 through 10.56, respectively. More specifically, work in the Buffer Zone to these resource areas will avoid impacts by establishing a defined limit of work, installing sediment controls, and implementing erosion prevention and site stabilization measures following completion of construction. 7.0 Compliance with the Barnstable Wetland Protection Bylaw Buffer Zone Regulations As described above, certain Project activities will occur in the 100-foot Buffer Zone. No work is proposed in wetland resource areas. These activities include ♦ transmission line construction, ♦ distribution line relocation and installation work, and 3 See https://newp.com/wp-content/uploads/2018/08/dry-site-mix-8132018-no-percents.pdf SPECIES: Red Fescue (Festuca rubra), Canada Wild Rye (Elymus canadensis), Annual Ryegrass (Lolium multiflorum), Perennial Ryegrass (Lolium perenne), Little Bluestem (Schizachyrium scoparium), Indian Grass (Sorghastrum nutans), Switch Grass (Panicum virgatum), Upland Bentgrass (Agrostis perennans). 3015/Mid Cape Reliability Project 14 Attachment A - Narrative Notice of Intent Epsilon Associates, Inc. ♦ expansion work at the West Barnstable Substation. These Buffer Zone activities are depicted on the permit drawing map set provided in Attachment D and the West Barnstable Substation Permit Drawings provided in Attachment E. Information describing the Project’s compliance with the Bylaw Buffer Zone Regulations is provided below. 7.1 Performance Standards for Projects Requiring a Notice of Intent (704-3) A. A 50 ft undisturbed buffer zone shall be retained between the landward-most wetland resource areas and the limit of proposed site disturbance. According to Section 704-2 of the Bylaw, a 50-foot undisturbed buffer zone means, The Area of land extending 50 ft horizontally outward from the boundary of resource areas. A 50 ft undisturbed buffer zone consists entirely of unmanaged/unmaintained vegetation [emphasis added] or long-established meadow. All the following are absent from a 50 ft undisturbed buffer zone: hardscape (except for permitted access paths and/or bank access stairs), lawns, ornamental plants and shrubs, gardens of any kind. This zone may be referred to herein as the “50-foot undisturbed buffer.” Transmission and Distribution Line Work This standard does not apply to the line work. There is no undisturbed 50-foot Buffer Zone on ROW 342 within the Project limits. The ROW vegetation is regularly managed and maintained in accordance with Eversource’s Vegetation Management Plans (“VMP”). In addition, portions of the 50-foot Buffer Zone are occupied by gravel access roads, paved crossroads like Parker Road, or gravel roads and maintained grassed areas associated with the operation of commercial cranberry bogs. West Barnstable Substation Expansion Work This standard does not apply to the substation expansion work because a 50-foot undisturbed Buffer Zone does not currently exist between the area of the proposed work and the existing IVW. A portion of the area surrounding the IVW has been altered by the presence of the existing gravel access drive. B. WHERE A 50 FT UNDISTURBED BUFFER ZONE, as measured in accordance with 704-2A, EXISTS prior to the proposed work and is proposed to remain intact, proposed work within the 50 to 100 ft. buffer zone shall not require further buffer zone enhancement. Transmission and Distribution Line Work This standard does not apply. As noted above, there is no undisturbed 50-foot Buffer Zone on ROW 342 within the Project area. The ROW vegetation is regularly managed and maintained in accordance with Eversource’s VMP. 3015/Mid Cape Reliability Project 15 Attachment A - Narrative Notice of Intent Epsilon Associates, Inc. West Barnstable Substation Expansion Work This standard does not apply. As noted above, a portion of the 50-foot Buffer Zone surrounding the IVW is currently altered by the existing gravel access drive on its northern and western sides. The IVW and Buffer Zone is also located in an actively maintained transmission line ROW. C. WHERE A 50 FT UNDISTURBED BUFFER ZONE, as measured in accordance with 704-2A, DOES NOT EXIST prior to the proposed work, any work proposed within the 100 ft. buffer zone shall be subject to mitigation planting requirements intended to restore, in so far as possible, both the dimensions of a 50 ft undisturbed buffer and its vegetation. For such work proposed within the 50-100 ft zone, the calculation of mitigation is set forth in 704-3D. Transmission and Distribution Line Work A portion of the work pad at transmission line structure 85 (adjacent to the active commercial cranberry bog) and structure 86 (adjacent to Sandy Hill Pond) are in the 50-foot Buffer Zone. These work pad areas total approximately 2,900 s.f. The transmission line structures are located outside the 50-foot Buffer Zone. In these locations, the 50-foot Buffer Zone is presently comprised of low growing vegetation, consistent with Eversource’s ROW maintenance practices. Eversource will remove the work pads and restore the 50-foot Buffer Zone to its preexisting condition following completion of the work. The areas will be stabilized with loam and a native upland seed mix (e.g., New England Conservation / Wildlife Mix, little bluestem, or equivalent).4 Three new distribution poles (D262, D266, and D267) will be installed within the 50-foot Buffer Zone to the active commercial cranberry bog and the northern bank of Sandy Hill Pond, east of Parker Street. However, in this same general area, three existing distribution poles that are currently located within the 50-foot Buffer Zone will be removed (see grey circles identifying the existing poles on the permit drawing map set provided in Attachment D). One of these is located on the western shoulder of Parker Road, one is located adjacent to gravel access roads next to the cranberry bogs, and one is located near the northern bank of Sandy Hill Pond. After the poles are removed the areas will be restored with loam and a native upland seed mix. Similarly, after the three new distribution poles are installed, the work pads will be removed, and the areas 4 For example, see https://newp.com/catalog/seed-mixes/#wildlife SPECIES: Virginia Wild Rye (Elymus virginicus), Little Bluestem (Schizachyrium scoparium), Big Bluestem (Andropogon gerardii), Red Fescue (Festuca rubra), Switch Grass (Panicum virgatum), Partridge Pea (Chamaecrista fasciculata), Panicledleaf Tick Trefoil (Desmodium paniculatum), Indian Grass (Sorghastrum nutans), Blue Vervain (Verbena hastata), Butterfly Milkweed (Asclepias tuberosa), Black Eyed Susan (Rudbeckia hirta), Common Sneezeweed (Helenium autunale), Heath Aster (Asterpilosus/Symphyotrichum pilosum), Early Goldenrod (Solidago juncea), Upland Bentgrass (Agrostis perennans). 3015/Mid Cape Reliability Project 16 Attachment A - Narrative Notice of Intent Epsilon Associates, Inc. restored to their preexisting condition with loam and a native upland seed mix. The same in situ restoration approach will apply to the underground distribution line trenching between distribution poles D267 and D267A, with the area being backfilled and stabilized with loam and a native seed mix when the work is complete. West Barnstable Substation Expansion Work A portion of the proposed substation expansion work will occur in the Buffer Zone to an IVW. These activities include relocating a portion of the existing gravel access road further away from the IVW, grading, and installation of stormwater management components (swale with infiltration trench). Eversource has proposed a planting plan to mitigate unavoidable alterations to the 100-foot buffer zone. The dimensions and vegetation within the 50-foot Buffer Zone are proposed to be restored to the maximum extent practicable with compatible low growing native vegetation recognizing that the Project site is in an actively maintained transmission line ROW. See below for additional detail. D. CALCULATION OF MITIGATION FOR WORK PROPOSED WITHIN THE 50 TO 100 FT BUFFER – The amount of mitigation planting required for work proposed within the 50 to 100 ft. buffer zone shall be determined by the following method: a. Calculate area of proposed hardscape within the 50 to 100 ft. buffer zone: According to Section 704-2 of the Bylaw, “hardscape” means: Any structure or other covering on or above the ground that includes materials commonly used in building construction such as wood, asphalt, and concrete, and also includes but is not limited to, all structures, decks and patios, sidewalks, landscape walls, and paving including gravel, shell, pervious or impervious concrete and asphalt. Transmission and Distribution Line Work The only “hardscape” associated with the transmission line work is the concrete foundations that support the transmission line structures. Three transmission line foundations will be installed in the 50 to 100-foot Buffer Zone adjacent to the active commercial cranberry bogs and Sandy Hill Pond (Structures 84 through 86). These types of structure foundations typically have a diameter of about 5-feet and occupies an area of roughly 20 s.f. The total amount of hardscape in the 50- foot to 100-foot Buffer Zone is approximately 60 s.f. Seven distribution poles will be installed in the 50-foot to 100-foot Buffer Zone adjacent to the same above referenced commercial cranberry bogs and Sandy Hill Pond (poles D258 through D261, D263, D268, and D269). These distribution poles do not have a concrete foundation, as they are directly embedded into the ground. The diameter of a typical distribution pole is about 1-foot, occupying an area of slightly less than 1 s.f. The total amount of hardscape in the 50-foot to 100- foot Buffer Zone is approximately 7 s.f. 3015/Mid Cape Reliability Project 17 Attachment A - Narrative Notice of Intent Epsilon Associates, Inc. West Barnstable Substation Expansion Work Relocating the existing gravel access road away from the IVW will result in a net reduction of hardscape surface (-1,092 s.f.) within the 50-foot Buffer Zone. The portion of the 50-foot to 100- foot Buffer Zone that will be occupied by the relocated gravel access road is about 12,219 s.f. (an increase of about 1,484 s.f. from 10,735 s.f. as per existing conditions). b. Multiply the area found in 704-3D(a) by 3 to obtain the area of required mitigation at a 3:1 planting to disturbance ratio. Transmission and Distribution Line Work For the transmission line work, the total amount of hardscape in the 50-foot to 100-foot Buffer Zone is approximately 60 s.f. The area of required mitigation at a 3:1 ratio is about 180 s.f. Regarding the distribution pole work, the total amount of hardscape in the 50-foot to 100-foot Buffer Zone is approximately 7 s.f.. The area of required mitigation at a 3:1 ratio is about 21 s.f. West Barnstable Substation Expansion Work The increase in the portion of the 50-foot to 100-foot Buffer Zone that will be occupied by the relocated gravel access road is about 1,484 s.f. The area of required mitigation at a 3:1 ratio is about 4,452 s.f. c. In no case shall the total area of mitigation plantings required be greater than that which is necessary to restore a 50 ft. undisturbed buffer in its entirety. This standard does not apply. The total area of 50-foot buffer zone on the West Barnstable Substation site is approximately 24,000 s.f. E. LOCATION OF MITIGATION PLANTING - Mitigation planting location(s) shall clearly be shown on the site plan. The plan shall also provide area calculations for the amount of mitigation planting herein required, and the amount of mitigation planting proposed. Transmission and Distribution Line Work The amount of required mitigation required for these activities totals approximately 201 s.f. Some of these impacts will be mitigated through the removal of distribution poles presently located within the 50-foot Buffer Zone. In consideration of the minor extent of new hardscape from the transmission line structure foundations and distribution poles in an actively maintained transmission line ROW that presently contains numerous foundations from other transmission line and distribution poles, the Proponent respectfully requests a waiver from this mitigation planting standard as it relates to the line work per 704-4. 3015/Mid Cape Reliability Project 18 Attachment A - Narrative Notice of Intent Epsilon Associates, Inc. West Barnstable Substation Expansion Work There is a net reduction of hardscape within the 50-foot Buffer Zone upon completion of the work (-1,092 s.f.), with some of the hardscape being relocated further away from the wetland into the 50-foot to 100-foot Buffer Zone (approximately 1,484 s.f.). That said, Eversource proposes to install approximately 438 s.f. of woody plantings and create approximately 1,637 s.f. of upland meadow habitat5 in the 50-foot Buffer Zone and an additional 4,593 s.f. upland meadow habitat in the balance of the Buffer Zone between 50-feet and 100-feet. Collectively, these areas total approximately 6,669 s.f. of enhancement plantings within the 100-foot Buffer Zone. In addition, Eversource proposes to install 3,940 s.f. of woody plantings and create approximately 9,426 s.f. of upland meadow habitat, elsewhere on the substation site beyond the 100-foot Buffer Zone. These other mitigation areas total approximately 13,366 s.f. The locations of the proposed enhancement plantings and seeding areas are depicted on Sheet L1.01 in the West Barnstable Substation Permit Drawings provided in Attachment E. F. BEST PRACTICES (1) The Conservation Commission shall exercise a preference for pervious surface types of hardscape. This Best Practice standard is not applicable to the transmission line and distribution pole activities. The access road on the West Barnstable Substation site will be comprised of gravel in lieu of asphalt pavement. Similarly, the substation expansion area will also be located on top of gravel, consistent with the design previously approved by the Commission for the Lower SEMA Project to promote groundwater recharge. (2) Where possible and practical, proposed hardscape within the 50 to 100 ft. buffer zone shall be located no closer than 10 ft from the landward limit of the 50 ft buffer zone, so that attendant construction, landscaping, and maintenance activities may proceed without impact to the 50 ft buffer zone. This Best Practice standard is not applicable to the transmission line and distribution pole activities. 5 Typical species in this mix include: Red Fescue (Festuca rubra), Canada Wild Rye (Elymus canadensis), Annual Ryegrass (Lolium multiflorum), Perennial Ryegrass (Lolium perenne), Little Bluestem (Schizachyrium scoparium), Indian Grass (Sorghastrum nutans), Switch Grass (Panicum virgatum), Upland Bentgrass (Agrostis perennans). 3015/Mid Cape Reliability Project 19 Attachment A - Narrative Notice of Intent Epsilon Associates, Inc. The expanded substation fence line is located no closer to the IVW edge relative to the substation fence line that was previously approved by the Commission for the Lower SEMA Project (about 70-feet away +-), and the new gravel base is located about 60-feet from the IVW edge at its closest point, consistent with this Best Practice standard. The existing gravel drive is already located within the 50-foot Buffer Zone. As noted above, a segment of the gravel access road will be moved further from the IVW. 7.2 Required Waiver of Performance Standards for Projects Proposed within the 50 ft. Buffer (704-4) A. HARDSCAPE OR LANDSCAPE ALTERATION PROPOSED WITHIN THE 50 FT. BUFFER, (except as noted in Section 704-6 below) shall require a full or partial waiver of the Performance Standards found in Section 704-3. The Conservation Commission shall have the discretion to grant a waiver should it find that the overall project, when considered with its proposed mitigation, will protect the wetland interests contained in Ch. 237. The waiver shall specify the terms of acceptable mitigation in accordance with Section 704-4(B), and either Section 704-4(C) or 704- 5 below. To the extent feasible and practical, work should be avoided within the 50 ft buffer. Therefore, the granting of a waiver and acceptance of mitigation for work performed within the 50 ft. buffer should be considered only under exceptional, limited circumstances. In the absence of a waiver, hardscape or landscape alteration proposed within the 50 ft. buffer shall not be undertaken. Transmission and Distribution Line Work None of the new transmission line structures are proposed in the 50-foot Buffer Zone. The only activity associated with this work are temporary work pads. The work pads are important to ensure a safe and level work environment for the site contractor and the equipment (cranes, bucket trucks, flatbed trucks, etc.). These areas will be restored following completion of the work. In these locations, the 50-foot Buffer Zone is presently comprised of low growing vegetation, consistent with Eversource’s ROW maintenance practices. Eversource will remove the work pads and restore the 50-foot Buffer Zone to its preexisting condition following completion of the work. The areas will be stabilized with loam and a native upland seed mix (e.g., New England Conservation / Wildlife Mix, little bluestem, or equivalent). Similarly, three new distribution poles (D262, D266, and D267) will be installed within the 50-foot Buffer Zone to the active commercial cranberry bog and the northern bank of Sandy Hill Pond, east of Parker Street. However, in this same general area, three existing distribution poles that are currently located within the 50-foot Buffer Zone will be removed (see grey circles identifying the existing poles on the permit drawing map set provided in Attachment D). One of these is located on the western shoulder of Parker Road, one is located adjacent to gravel access roads next to the cranberry bogs, and one is located near the northern bank of Sandy Hill Pond. After the poles are removed the areas will be restored with loam and a native upland seed mix. Similarly, after the three new distribution poles are installed, the work pads will be removed, and 3015/Mid Cape Reliability Project 20 Attachment A - Narrative Notice of Intent Epsilon Associates, Inc. the areas restored to their preexisting condition with loam and a native upland seed mix. The same in situ restoration approach will apply to the underground distribution line trenching between distribution poles D267 and D267A. West Barnstable Substation Expansion Work Regarding the West Barnstable Substation, the proposed activities within the 50-foot Buffer Zone include removal of a portion of the existing gravel access drive and drainage swale. There is a net reduction of hardscape within the 50-foot Buffer Zone upon completion of the work (-1,092 s.f.), with some of the hardscape being relocated further away from the wetland into the 50-foot to 100-foot Buffer Zone (approximately 1,484 s.f.). The 50-foot Buffer Zone will be restored with native plantings and native seed mix when the work is complete. B. CALCULATION OF MITIGATION UNDER A WAIVER (1) The minimum amount of mitigation planting required for a waiver of Performance Standards (Section 704-3) shall be determined using the following formula: a. Calculate area of disturbance from proposed hardscape and landscape alterations within the 50 ft. buffer zone; and Transmission Line and Distribution Line Work This standard is no applicable. The impacts are temporary in nature to facilitate installation of work pads and removal and installation of distribution poles. West Barnstable Substation Expansion Work This standard is not applicable. There is a net reduction of hardscape within the 50-foot Buffer Zone upon completion of the work (-1,092 s.f.), with some of the hardscape being relocated further away from the wetland into the 50-foot to 100-foot Buffer Zone (approximately 1,484 s.f.). The 50-foot Buffer Zone will be restored with native plantings when the work is complete. b. Multiply the area found in Section 704-4(B)(1)a by 4 to obtain the area of required mitigation at a 4:1 planting to disturbance ratio. See responses above. C. ON-SITE MITIGATION UNDER A WAIVER (1) When the required mitigation is to be provided on site, mitigation planting location(s) shall clearly be shown on the site plan. The plan shall also provide area calculations for the amount of 50 ft buffer zone altered, the amount of mitigation planting herein required, and the amount of mitigation planting proposed. See responses above. 3015/Mid Cape Reliability Project 21 Attachment A - Narrative Notice of Intent Epsilon Associates, Inc. 8.0 Conclusion The information contained in this NOI, and the accompanying site plans sufficiently describes the site, proposed work, and the effect of said work on the interests identified in the Wetlands Protection Act and the Barnstable Wetland Protection Bylaw. Impacts to wetland resource areas have been avoided and in accordance with applicable regulatory performance standards. Eversource therefore respectfully requests that the Commission issue an Order of Conditions approving the Project with appropriate conditions to protect those interests identified in M.G.L. c. 131 §40 and the Barnstable Bylaw (Chapter 237). Attachment B Town of Barnstable Chapter 707 Notice of Intent Checklist Matthew Devlin 781-441-8845 Attachment C Figures ROW 342 FALMOUTH MASHPEE BOURNE SANDWICH BARNSTABLE C a p e Cod Ca n a l ROW 381 !West BarnstableSubstation #921!Bourne SwitchingStation #917 ! Oak StreetSubstation #920 Joint Base Cape Cod/MMR C a p e C o d B a y G:\Projects2\MA\Bourne\3015\2021\Task_4\NOI_Barnstable\MXD\USGS_20210610.mxd USGS Locus Map LOCUS LEGEND K03,500 7,000 Feet Figure 1 SCALE Cape Cod Bay Nantucket Sound BuzzardsBay Mid Cape Reliability Project 1 inch = 7,000 feet1:84,000 Basemap: USGS Quadrangles, MassGIS 345 kv Transmission Line Joint Base Cape Cod/MMR Town Boundary ROW 342 FALMOUTH MASHPEE BOURNE SANDWICH BARNSTABLE C a p e Cod Ca n a l ROW 381 Joint Base Cape Cod/MMR C a p e C o d B a y !West BarnstableSubstation #921!Bourne SwitchingStation #917 ! Oak StreetSubstation #920 G:\Projects2\MA\Bourne\3015\2021\Task_4\NOI_Barnstable\MXD\Aerial_20210610.mxd Aerial Locus Map LOCUS LEGEND K03,500 7,000 Feet Figure 2 SCALE Cape Cod Bay Nantucket Sound BuzzardsBay Mid Cape Reliability Project 1 inch = 7,000 feet1:84,000 Basemap: World Imagery, Esri 345 kv Transmission Line Joint Base Cape Cod/MMR Town Boundary ROW 342 SANDWICH BARNSTABLE ROW 3 8 1!West BarnstableSubstation #921 !Oak StreetSubstation #920Mai n S t r e e t Ca p e s T r a i lChase RoadWhite Birch WayTree To p Cir cl e E v e r g r e e n D r i v e Allan RoadMinton Lane Parker R o a d Ol d T o l l R o a d Prospect StreetCotuit RoadCoachman LaneThe Plains RoadOld S t a g e R o a dGemini DriveShootflying Hill RoadC e d a r S t r e e t Packet Landing WayL o t h r o p s L a n e Ra c e L a n e Saddler Lane Pop p l e B o t t o m R o a d Meetinghouse WayOak StreetHigh Stre e t Plum StreetNavigation RoadAshley D r i v eWoodside RoadOld Falmouth RoadTur t leb a c k Road Holder Lan e Wheeler RoadT e r n L a n eCGreat Hill RoadOutpos t L a n e Alpine W a y Falcon RoadWillow StreetWalnut StreetAcorn Drive Nelson LaneDari c a W a y Wil l i m a n t i c D r i v e Bridle PathShubael Pond RoadLo m b a r d A v e n u eBerkshire TrailMaple StreetGreat Hill DriveLakeside Driv e Captain Lijahs RoadKet t leho le Road Ser v i c e R o a d Regency DrivePatriot WayChurc h S t r e e t Pin e S t r e e tFarmersville RoadCrocker Road£¤6 £¤6 ")6A Åı149 Åı149 G:\Projects2\MA\Bourne\3015\2021\Task_4\NOI_Barnstable\MXD\DEP_Wetlands_20210610.mxd DEP Wetlands LOCUS LEGEND K08001,600 Feet Figure 3 SCALE Cape Cod Bay Nantucket Sound BuzzardsBay Mid Cape Reliability Project 1 inch = 1,600 feet1:19,200 Basemap: 2019 Orthophotography, MassGIS 345 kv Transmission Line Town Boundary DEP Wetland Data Hydrologic Connection Cranberry Bog Marsh/Bog Open Water Salt Marsh Tidal Flat Wooded Marsh ROW 342 SANDWICH BARNSTABLE ROW 3 8 1!West BarnstableSubstation #921 !Oak StreetSubstation #920Mai n S t r e e t Ca p e s T r a i lChase RoadWhite Birch WayTree To p Cir cl e E v e r g r e e n D r i v e Allan RoadMinton Lane Parker R o a d Ol d T o l l R o a d Prospect StreetCotuit RoadCoachman LaneThe Plains RoadOld S t a g e R o a dGemini DriveShootflying Hill RoadC e d a r S t r e e t Packet Landing WayL o t h r o p s L a n e Ra c e L a n e Saddler Lane Pop p l e B o t t o m R o a d Meetinghouse WayOak StreetHigh Stre e t Plum StreetNavigation RoadAshley D r i v eWoodside RoadOld Falmouth RoadTu r t leba c k R oad Holder Lan e Wheeler RoadT e r n L a n eCGreat Hill RoadOutpos t L a n e Alpine W a y Falcon RoadWillow StreetWalnut StreetAcorn Drive Nelson LaneDari c a W a y Wil l i m a n t i c D r i v e Bridle PathShubael Pond RoadLo m b a r d A v e n u eBerkshire TrailMaple StreetGreat Hill DriveLakeside Drive Captain Lijahs RoadKet t leho le Road Ser v i c e R o a d Regency DrivePatriot WayChurc h S t r e e t Pin e S t r e e tFarmersville RoadCrocker Road£¤6 £¤6 ")6A Åı149 Åı149 G:\Projects2\MA\Bourne\3015\2021\Task_4\NOI_Barnstable\MXD\FEMA_NFHL_20210610.mxd LOCUS LEGEND K08001,600 Feet Figure 4 SCALE Cape Cod Bay Nantucket Sound BuzzardsBay Mid Cape Reliability Project 1 inch = 1,600 feet1:19,200 Basemap: 2019 Orthophotography, MassGIS 345 kv Transmission Line Town Boundary FEMA National Flood Hazard Layer AE: 1% Annual Chance of Flooding VE: High Risk Coastal Area FEMANational Flood Hazard Layer !H !H !H !H !H !H !H !H!H !H !H !H !H !H !H !H !H !H !H!H !H !H !H !H !H !H !H !H!H !H !H!H!H!H!H!H!H!H!H!H!H!H!H !H !H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H !H !H!H!H!H!H!H!H!H!H!H !H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H !H !H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H !H !H!H!H!H!H !H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H !H !H!H!H!H !H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H 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!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H !H !H!H !H !H !H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H !H !H!H!H!H!H !H !H!H!H!H!H !H!H!H!H!H!H !H!H !H !H!H!H!H !H !H !H!H!H!H!H!H!H!H!H!H !H!H!H!H!H !H!H!H!H!H !H !H!H !H!H!H!H!H!H!H !H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H !H !H!H!H!H!H!H!H!H!H!H!H !H !H !H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H !H !H!H !H !H!H!H!H!H!H!H!H!H!H!H!H !H !H !H !H !H !H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H !H !H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H !H !H !H !H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H !H !H!H!H!H!H!H!H!H!H!H!H!H!H !H !H!H!H!H!H!H!H!H!H!H!H!H!H !H !H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H !H !H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H!H ROW 342 SANDWICH BARNSTABLE ROW 3 8 1!West BarnstableSubstation #921 !Oak StreetSubstation #920Mai n S t r e e t Ca p e s T r a i lChase RoadWhite Birch WayTree To p Cir cl e E v e r g r e e n D r i v e Allan RoadMinton Lane Parker R o a d Ol d T o l l R o a d Prospect StreetCotuit RoadCoachman LaneThe Plains RoadOld S t a g e R o a dGemini DriveShootflying Hill RoadC e d a r S t r e e t Packet Landing WayL o t h r o p s L a n e Ra c e L a n e Saddler Lane Pop p l e B o t t o m R o a d Meetinghouse WayOak StreetHigh Stre e t Plum StreetNavigation RoadAshley D r i v eWoodside RoadOld Falmouth RoadTu r t leba c k R o a d Holder Lan e Wheeler RoadT e r n L a n eCGreat Hill RoadOutpos t L a n e Alpine W a y Falcon RoadWillow StreetWalnut StreetAcorn Drive Nelson LaneDari c a W a y Wil l i m a n t i c D r i v e Bridle PathShubael Pond RoadLo m b a r d A v e n u eBerkshire TrailMaple StreetGreat Hill DriveLakeside Driv e Captain Lijahs RoadKet t leho le Road Ser v i c e R o a d Regency DrivePatriot WayPi n e S t r e e tFarmersville RoadCrocker Road£¤6 £¤6 ")6A Åı149 G:\Projects2\MA\Bourne\3015\2021\Task_4\NOI_Barnstable\MXD\NHESP_20210929.mxd LOCUS LEGEND K08001,600 Feet Figure 5 SCALE Cape Cod Bay Nantucket Sound BuzzardsBay Mid Cape Reliability Project 1 inch = 1,600 feet 1:19,200 Basemap: 2019 Orthophotography, MassGIS NHESP Vernal Pools andRare Species Habitats 345 kv Transmission Line Town Boundary !H NHESP Certified Vernal Pool !H NHESP Potential Vernal Pool Massachusetts Natural Heritage Atlas, 15th Edition, Effective August 1, 2021 NHESP Priority Habitats of Rare Species NHESP Estimated Habitats of Rare Wildlife !(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!!(!West BarnstableSubstation #921 Oak StreetSubstation #920 689 Oak Street 35 Plum Street 575 Oak Street 550 Oak Street 675 Oak Street Oak Street£¤6Plum Street! Substation FenceLine Expansion !Infiltration BasinExpansion!Isolated Vegetated Wetland ! ProposedRetaining Wall ! Proposed SubstationExpanded Footprint(0.56 ac) ! Road Relocation !Proposed PlantingArea 3 !Proposed PlantingArea 2 ! Proposed PlantingArea 1 1-9 1-8 1-7 1-6 1-5 1-4 1-3 1-2 1-1 G:\Projects2\MA\Bourne\3015\2021\Task_4\NOI_Barnstable\MXD\West_Barnstable_Substation_Expansion_20220613.mxd Mid Cape Reliability ProjectWest Barnstable SubstationProposed Expansion LOCUS K050100 Feet Figure 6 SCALE Cape Cod Bay Nantucket Sound BuzzardsBay Mid Cape Reliability Project 1 inch = 100 feet1:1,200 Basemap: Nearmap Aerial, Aprill 2022 ^_ Please note that the mapped area is located entirely within the Residence F District, Aquifer Protection Overlay District, and Resource Protection Overlay District, as shown on the Zoning Map of the Town of Barnstable (last amended 9/8/2011). Proposed Substation Expansion Footprint Road Relocation Landscaping Areas !(!!(!!(!!(!!(!!(!Retaining Wall Fence Expansion Infiltration Basin Expansion Wetland Flag Isolated Vegetated Wetland 50 foot Buffer Zone 100 foot Buffer Zone Tax Parcel Boundary (MassGIS) LEGEND Attachment D Transmission Line Permit Drawing Map Set !!! !!! !!! !!! !!! !!!!!! !!! !!! !!! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !!SandwichBarnstableGreatHillRoadPH 407 62 63 D172 D173 D174 D175 D176 D177 D178 D179 D180 D181 G:\Projects2\MA\Bourne\3015\2021\Task_4\NOI_Barnstable\MXD\Map_Set_Barnstable_20220906.mxd Data Source: Office of Geographic Information (MassGIS), Commonwealth of Massachusetts, Information Technology Division LOCUS 1:1,8001 inch = 150 feet SCALE 9 4 76 1 2 3 8 5 1110 12 Basemap: Nearmap Aerial, April 2022 Mid Cape Reliability Project prepared by: LEGEND 0 75 150 Feet K Map Sheet 1 of 12 Transmission Line Permitting Map Set (September 6, 2022) Proposed Erosion Control !!Proposed Transmission Structure !!Relocated Distribution Pole !!!Distribution Pole to Be Removed Existing Transmission Structure Underground Distribution Connection (Approx.) Realigned Access Road Potential Spur Road Potential Construction Access Route MassDOT State Highway Layout NHESP Exclusion Area – No Access NHESP Priority Habitat (MassGIS, 2021) kj Vernal Pool (MassGIS, 2021) Major Contour (10' interval) Minor Contour (2' interval) Municipal Boundary Rare Species Habitat (NHESP/Eversource, 2021) Plant Reptile Wetlands Field Delineation (Epsilon) Wetland Flag Waterbody Flag 100'x100'/150'x100' Pull Pad (Construction Mats) 100'x100' Work Pad, Proposed Transmission Structure (Construction Mats and/or Grading) 30'x30' Work Pad, Relocated Distribution Pole (Construction Mats and/or Grading) Ordinary High Water Mark/Bank 100' Buffer Zone 50' Buffer Zone Cranberry Bog Land Under Water Isolated Vegetated Wetland Bordering Vegetated Wetland !!! !!! !!! !!! !!! !!! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! PH 407 64 65 66 D181 D182 D183 D184 D185 D186 D187 D188 D189 D190 D191 D192 G:\Projects2\MA\Bourne\3015\2021\Task_4\NOI_Barnstable\MXD\Map_Set_Barnstable_20220906.mxd Data Source: Office of Geographic Information (MassGIS), Commonwealth of Massachusetts, Information Technology Division LOCUS 1:1,8001 inch = 150 feet SCALE 9 4 76 1 2 3 8 5 1110 12 Basemap: Nearmap Aerial, April 2022 Mid Cape Reliability Project prepared by: LEGEND 0 75 150 Feet K Map Sheet 2 of 12 Transmission Line Permitting Map Set (September 6, 2022) Proposed Erosion Control !!Proposed Transmission Structure !!Relocated Distribution Pole !!!Distribution Pole to Be Removed Existing Transmission Structure Underground Distribution Connection (Approx.) Realigned Access Road Potential Spur Road Potential Construction Access Route MassDOT State Highway Layout NHESP Exclusion Area – No Access NHESP Priority Habitat (MassGIS, 2021) kj Vernal Pool (MassGIS, 2021) Major Contour (10' interval) Minor Contour (2' interval) Municipal Boundary Rare Species Habitat (NHESP/Eversource, 2021) Plant Reptile Wetlands Field Delineation (Epsilon) Wetland Flag Waterbody Flag 100'x100'/150'x100' Pull Pad (Construction Mats) 100'x100' Work Pad, Proposed Transmission Structure (Construction Mats and/or Grading) 30'x30' Work Pad, Relocated Distribution Pole (Construction Mats and/or Grading) Ordinary High Water Mark/Bank 100' Buffer Zone 50' Buffer Zone Cranberry Bog Land Under Water Isolated Vegetated Wetland Bordering Vegetated Wetland !!! !!! !!! !!! !!! !!! !!! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !!3-1 3-2 3-33-43-53-6 3-7 3-8 3-9 3-10 3-11 3-12 3-13 3-14 CrockerRoadFarm ersvilleRoadM a p l e S t r e e t C r o o k e d C a r tw a y PH 407 66 67 68 D192 D193 D194 D195 D196 D197 D198 D199 D200 D201 D202 D203 D204 D205 G:\Projects2\MA\Bourne\3015\2021\Task_4\NOI_Barnstable\MXD\Map_Set_Barnstable_20220906.mxd Data Source: Office of Geographic Information (MassGIS), Commonwealth of Massachusetts, Information Technology Division LOCUS 1:1,8001 inch = 150 feet SCALE 9 4 76 1 2 3 8 5 1110 12 Basemap: Nearmap Aerial, April 2022 Mid Cape Reliability Project prepared by: LEGEND 0 75 150 Feet K Map Sheet 3 of 12 Transmission Line Permitting Map Set (September 6, 2022) Proposed Erosion Control !!Proposed Transmission Structure !!Relocated Distribution Pole !!!Distribution Pole to Be Removed Existing Transmission Structure Underground Distribution Connection (Approx.) Realigned Access Road Potential Spur Road Potential Construction Access Route MassDOT State Highway Layout NHESP Exclusion Area – No Access NHESP Priority Habitat (MassGIS, 2021) kj Vernal Pool (MassGIS, 2021) Major Contour (10' interval) Minor Contour (2' interval) Municipal Boundary Rare Species Habitat (NHESP/Eversource, 2021) Plant Reptile Wetlands Field Delineation (Epsilon) Wetland Flag Waterbody Flag 100'x100'/150'x100' Pull Pad (Construction Mats) 100'x100' Work Pad, Proposed Transmission Structure (Construction Mats and/or Grading) 30'x30' Work Pad, Relocated Distribution Pole (Construction Mats and/or Grading) Ordinary High Water Mark/Bank 100' Buffer Zone 50' Buffer Zone Cranberry Bog Land Under Water Isolated Vegetated Wetland Bordering Vegetated Wetland !!! !!! !!! !!! !!! !!! !!! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! 3-1 3-2 3-33-43-53-6 3-7 3-8 3-9 3-10 3-11 3-12 3-13 3-14 Se r v i c e R o a d Crooked Cartway PH 407 69 70 71 D204 D205 D206 D207 D208 D209 D210 D211 D212 D213 D214 D215 D216 G:\Projects2\MA\Bourne\3015\2021\Task_4\NOI_Barnstable\MXD\Map_Set_Barnstable_20220906.mxd Data Source: Office of Geographic Information (MassGIS), Commonwealth of Massachusetts, Information Technology Division LOCUS 1:1,8001 inch = 150 feet SCALE 9 4 76 1 2 3 8 5 1110 12 Basemap: Nearmap Aerial, April 2022 Mid Cape Reliability Project prepared by: LEGEND 0 75 150 Feet K Map Sheet 4 of 12 Transmission Line Permitting Map Set (September 6, 2022) Proposed Erosion Control !!Proposed Transmission Structure !!Relocated Distribution Pole !!!Distribution Pole to Be Removed Existing Transmission Structure Underground Distribution Connection (Approx.) Realigned Access Road Potential Spur Road Potential Construction Access Route MassDOT State Highway Layout NHESP Exclusion Area – No Access NHESP Priority Habitat (MassGIS, 2021) kj Vernal Pool (MassGIS, 2021) Major Contour (10' interval) Minor Contour (2' interval) Municipal Boundary Rare Species Habitat (NHESP/Eversource, 2021) Plant Reptile Wetlands Field Delineation (Epsilon) Wetland Flag Waterbody Flag 100'x100'/150'x100' Pull Pad (Construction Mats) 100'x100' Work Pad, Proposed Transmission Structure (Construction Mats and/or Grading) 30'x30' Work Pad, Relocated Distribution Pole (Construction Mats and/or Grading) Ordinary High Water Mark/Bank 100' Buffer Zone 50' Buffer Zone Cranberry Bog Land Under Water Isolated Vegetated Wetland Bordering Vegetated Wetland !!! !!! !!! !!! !!! !!! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! £¤6 £¤6 Ser v i c e R o a d Crooked Cart way PH 407 72 73 74 D216 D217 D218 D219 D220 D221 D222 D223 D224 D225 D226 D227 G:\Projects2\MA\Bourne\3015\2021\Task_4\NOI_Barnstable\MXD\Map_Set_Barnstable_20220906.mxd Data Source: Office of Geographic Information (MassGIS), Commonwealth of Massachusetts, Information Technology Division LOCUS 1:1,8001 inch = 150 feet SCALE 9 4 76 1 2 3 8 5 1110 12 Basemap: Nearmap Aerial, April 2022 Mid Cape Reliability Project prepared by: LEGEND 0 75 150 Feet K Map Sheet 5 of 12 Transmission Line Permitting Map Set (September 6, 2022) Proposed Erosion Control !!Proposed Transmission Structure !!Relocated Distribution Pole !!!Distribution Pole to Be Removed Existing Transmission Structure Underground Distribution Connection (Approx.) Realigned Access Road Potential Spur Road Potential Construction Access Route MassDOT State Highway Layout NHESP Exclusion Area – No Access NHESP Priority Habitat (MassGIS, 2021) kj Vernal Pool (MassGIS, 2021) Major Contour (10' interval) Minor Contour (2' interval) Municipal Boundary Rare Species Habitat (NHESP/Eversource, 2021) Plant Reptile Wetlands Field Delineation (Epsilon) Wetland Flag Waterbody Flag 100'x100'/150'x100' Pull Pad (Construction Mats) 100'x100' Work Pad, Proposed Transmission Structure (Construction Mats and/or Grading) 30'x30' Work Pad, Relocated Distribution Pole (Construction Mats and/or Grading) Ordinary High Water Mark/Bank 100' Buffer Zone 50' Buffer Zone Cranberry Bog Land Under Water Isolated Vegetated Wetland Bordering Vegetated Wetland !!! !!! !!! !!! !!! !!! !!! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !!,80'X74'X110'X50'X175',70'X100' Åı149 £¤6 £¤6 MeetingHouseWayCh u r c h S t r e e t Prospect StreetS a n d y S t r e e t Service Road PH 324PH 327 PH 329 PH 407 74 75 76 77 D226 D227 D228 D229 D230 D231 D232 D233 D234 D235 D236 G:\Projects2\MA\Bourne\3015\2021\Task_4\NOI_Barnstable\MXD\Map_Set_Barnstable_20220906.mxd Data Source: Office of Geographic Information (MassGIS), Commonwealth of Massachusetts, Information Technology Division LOCUS 1:1,8001 inch = 150 feet SCALE 9 4 76 1 2 3 8 5 1110 12 Basemap: Nearmap Aerial, April 2022 Mid Cape Reliability Project prepared by: LEGEND 0 75 150 Feet K Map Sheet 6 of 12 Transmission Line Permitting Map Set (September 6, 2022) Proposed Erosion Control !!Proposed Transmission Structure !!Relocated Distribution Pole !!!Distribution Pole to Be Removed Existing Transmission Structure Underground Distribution Connection (Approx.) Realigned Access Road Potential Spur Road Potential Construction Access Route MassDOT State Highway Layout NHESP Exclusion Area – No Access NHESP Priority Habitat (MassGIS, 2021) kj Vernal Pool (MassGIS, 2021) Major Contour (10' interval) Minor Contour (2' interval) Municipal Boundary Rare Species Habitat (NHESP/Eversource, 2021) Plant Reptile Wetlands Field Delineation (Epsilon) Wetland Flag Waterbody Flag 100'x100'/150'x100' Pull Pad (Construction Mats) 100'x100' Work Pad, Proposed Transmission Structure (Construction Mats and/or Grading) 30'x30' Work Pad, Relocated Distribution Pole (Construction Mats and/or Grading) Ordinary High Water Mark/Bank 100' Buffer Zone 50' Buffer Zone Cranberry Bog Land Under Water Isolated Vegetated Wetland Bordering Vegetated Wetland !!! !!! !!! !!! !!! !!! !!! !! !! !! !! !! !! !! !! !! !! !! !!!! !! !! !! !! !! !! !! !! !!,80'X100' £¤6 £¤6 Service Road MccormickDrive Sandy Stre e t C h u r c h S tr e e t P ro sp e c t R o a dThe P la ins Road Pine Street PH 318 PH 320 PH 322 PH 324 PH 327 77 78 79 80 D236 D237 D238 D239 D240 D241 D242 D243 D244 D245 D246 D247 G:\Projects2\MA\Bourne\3015\2021\Task_4\NOI_Barnstable\MXD\Map_Set_Barnstable_20220906.mxd Data Source: Office of Geographic Information (MassGIS), Commonwealth of Massachusetts, Information Technology Division LOCUS 1:1,8001 inch = 150 feet SCALE 9 4 76 1 2 3 8 5 1110 12 Basemap: Nearmap Aerial, April 2022 Mid Cape Reliability Project prepared by: LEGEND 0 75 150 Feet K Map Sheet 7 of 12 Transmission Line Permitting Map Set (September 6, 2022) Proposed Erosion Control !!Proposed Transmission Structure !!Relocated Distribution Pole !!!Distribution Pole to Be Removed Existing Transmission Structure Underground Distribution Connection (Approx.) Realigned Access Road Potential Spur Road Potential Construction Access Route MassDOT State Highway Layout NHESP Exclusion Area – No Access NHESP Priority Habitat (MassGIS, 2021) kj Vernal Pool (MassGIS, 2021) Major Contour (10' interval) Minor Contour (2' interval) Municipal Boundary Rare Species Habitat (NHESP/Eversource, 2021) Plant Reptile Wetlands Field Delineation (Epsilon) Wetland Flag Waterbody Flag 100'x100'/150'x100' Pull Pad (Construction Mats) 100'x100' Work Pad, Proposed Transmission Structure (Construction Mats and/or Grading) 30'x30' Work Pad, Relocated Distribution Pole (Construction Mats and/or Grading) Ordinary High Water Mark/Bank 100' Buffer Zone 50' Buffer Zone Cranberry Bog Land Under Water Isolated Vegetated Wetland Bordering Vegetated Wetland !!! !!! !!! !!! !!! !!! !!! !! !! !!!! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !!,OVERHEAD DISTRIBUTION LINECONNECTION TO AVOID PLANTS £¤6 £¤6 Parker RoadSe r v i c e R o a d MccormickDrive Church Street P i n e Stre e t PH 318 81 82 83 D247 D248 D249 D250 D251 D252 D253 D254 D255 D256 D257D254-A G:\Projects2\MA\Bourne\3015\2021\Task_4\NOI_Barnstable\MXD\Map_Set_Barnstable_20220906.mxd Data Source: Office of Geographic Information (MassGIS), Commonwealth of Massachusetts, Information Technology Division LOCUS 1:1,8001 inch = 150 feet SCALE 9 4 76 1 2 3 8 5 1110 12 Basemap: Nearmap Aerial, April 2022 Mid Cape Reliability Project prepared by: LEGEND 0 75 150 Feet K Map Sheet 8 of 12 Transmission Line Permitting Map Set (September 6, 2022) Proposed Erosion Control !!Proposed Transmission Structure !!Relocated Distribution Pole !!!Distribution Pole to Be Removed Existing Transmission Structure Underground Distribution Connection (Approx.) Realigned Access Road Potential Spur Road Potential Construction Access Route MassDOT State Highway Layout NHESP Exclusion Area – No Access NHESP Priority Habitat (MassGIS, 2021) kj Vernal Pool (MassGIS, 2021) Major Contour (10' interval) Minor Contour (2' interval) Municipal Boundary Rare Species Habitat (NHESP/Eversource, 2021) Plant Reptile Wetlands Field Delineation (Epsilon) Wetland Flag Waterbody Flag 100'x100'/150'x100' Pull Pad (Construction Mats) 100'x100' Work Pad, Proposed Transmission Structure (Construction Mats and/or Grading) 30'x30' Work Pad, Relocated Distribution Pole (Construction Mats and/or Grading) Ordinary High Water Mark/Bank 100' Buffer Zone 50' Buffer Zone Cranberry Bog Land Under Water Isolated Vegetated Wetland Bordering Vegetated Wetland !!! !!! !!! !!! !!! !!! !!! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! Sandy Hill Pond,70'X85' 4-B-1 4-B-2 4-B-3 4-B-3 4-B-4 4-B-5 4-B-6 4-B-7 4-B-8 4-B-9 4-B-10 4-B-11 4-B-12 4-B-14 4-B-14 4-B-15 4-9 4-10 4-11 Pine Street P arkerRoad83 84 85 D257 D258 D259 D260 D261 D262 D263 D264 D265 D266 D267 D268 D267-A G:\Projects2\MA\Bourne\3015\2021\Task_4\NOI_Barnstable\MXD\Map_Set_Barnstable_20220906.mxd Data Source: Office of Geographic Information (MassGIS), Commonwealth of Massachusetts, Information Technology Division LOCUS 1:1,8001 inch = 150 feet SCALE 9 4 76 1 2 3 8 5 1110 12 Basemap: Nearmap Aerial, April 2022 Mid Cape Reliability Project prepared by: LEGEND 0 75 150 Feet K Map Sheet 9 of 12 Transmission Line Permitting Map Set (September 6, 2022) Proposed Erosion Control !!Proposed Transmission Structure !!Relocated Distribution Pole !!!Distribution Pole to Be Removed Existing Transmission Structure Underground Distribution Connection (Approx.) Realigned Access Road Potential Spur Road Potential Construction Access Route MassDOT State Highway Layout NHESP Exclusion Area – No Access NHESP Priority Habitat (MassGIS, 2021) kj Vernal Pool (MassGIS, 2021) Major Contour (10' interval) Minor Contour (2' interval) Municipal Boundary Rare Species Habitat (NHESP/Eversource, 2021) Plant Reptile Wetlands Field Delineation (Epsilon) Wetland Flag Waterbody Flag 100'x100'/150'x100' Pull Pad (Construction Mats) 100'x100' Work Pad, Proposed Transmission Structure (Construction Mats and/or Grading) 30'x30' Work Pad, Relocated Distribution Pole (Construction Mats and/or Grading) Ordinary High Water Mark/Bank 100' Buffer Zone 50' Buffer Zone Cranberry Bog Land Under Water Isolated Vegetated Wetland Bordering Vegetated Wetland !!! !!! !!! !!! !!! !!!!! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! Sandy Hill Pond Spruce Pond ,70'X85' 4-B-7 4-B-8 4-B-9 4-B-10 4-B-11 4-B-12 4-B-13 4-B-14 4-B-14 4-B-15 4-B-16 4-B-17 4-B-17 4-B-18 4-B-19 4-B-20 4-B-214-B-224-B-23 4-B-24 4-B-25 4-B-26 4-B-27 4-B-28 5-1 5-25-35-4 5-5 5-65-7 5-8 5-9 5-10 5-11 5-12 5-13 5-14 5-15 5-16 5-17 5-18 5-19 4-8 4-7 4-6 4-5 4-44-34-24-1 4-10 4-11 86 87 88 D267 D268 D269 D270 D271 D272 D273 D274 D275 D276 D277 D278 D279 G:\Projects2\MA\Bourne\3015\2021\Task_4\NOI_Barnstable\MXD\Map_Set_Barnstable_20220906.mxd Data Source: Office of Geographic Information (MassGIS), Commonwealth of Massachusetts, Information Technology Division LOCUS 1:1,8001 inch = 150 feet SCALE 9 4 76 1 2 3 8 5 1110 12 Basemap: Nearmap Aerial, April 2022 Mid Cape Reliability Project prepared by: LEGEND 0 75 150 Feet K Map Sheet 10 of 12 Transmission Line Permitting Map Set (September 6, 2022) Proposed Erosion Control !!Proposed Transmission Structure !!Relocated Distribution Pole !!!Distribution Pole to Be Removed Existing Transmission Structure Underground Distribution Connection (Approx.) Realigned Access Road Potential Spur Road Potential Construction Access Route MassDOT State Highway Layout NHESP Exclusion Area – No Access NHESP Priority Habitat (MassGIS, 2021) kj Vernal Pool (MassGIS, 2021) Major Contour (10' interval) Minor Contour (2' interval) Municipal Boundary Rare Species Habitat (NHESP/Eversource, 2021) Plant Reptile Wetlands Field Delineation (Epsilon) Wetland Flag Waterbody Flag 100'x100'/150'x100' Pull Pad (Construction Mats) 100'x100' Work Pad, Proposed Transmission Structure (Construction Mats and/or Grading) 30'x30' Work Pad, Relocated Distribution Pole (Construction Mats and/or Grading) Ordinary High Water Mark/Bank 100' Buffer Zone 50' Buffer Zone Cranberry Bog Land Under Water Isolated Vegetated Wetland Bordering Vegetated Wetland !!! !!!!!! !!! !!! !!! !!! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !!OakStreetMocoR o adP l u mSt r e et88 89 90 D278 D279 D280 D281 D282 D283 D284 D285 D286 D287 D288 D289 D290 D291 G:\Projects2\MA\Bourne\3015\2021\Task_4\NOI_Barnstable\MXD\Map_Set_Barnstable_20220906.mxd Data Source: Office of Geographic Information (MassGIS), Commonwealth of Massachusetts, Information Technology Division LOCUS 1:1,8001 inch = 150 feet SCALE 9 4 76 1 2 3 8 5 1110 12 Basemap: Nearmap Aerial, April 2022 Mid Cape Reliability Project prepared by: LEGEND 0 75 150 Feet K Map Sheet 11 of 12 Transmission Line Permitting Map Set (September 6, 2022) Proposed Erosion Control !!Proposed Transmission Structure !!Relocated Distribution Pole !!!Distribution Pole to Be Removed Existing Transmission Structure Underground Distribution Connection (Approx.) Realigned Access Road Potential Spur Road Potential Construction Access Route MassDOT State Highway Layout NHESP Exclusion Area – No Access NHESP Priority Habitat (MassGIS, 2021) kj Vernal Pool (MassGIS, 2021) Major Contour (10' interval) Minor Contour (2' interval) Municipal Boundary Rare Species Habitat (NHESP/Eversource, 2021) Plant Reptile Wetlands Field Delineation (Epsilon) Wetland Flag Waterbody Flag 100'x100'/150'x100' Pull Pad (Construction Mats) 100'x100' Work Pad, Proposed Transmission Structure (Construction Mats and/or Grading) 30'x30' Work Pad, Relocated Distribution Pole (Construction Mats and/or Grading) Ordinary High Water Mark/Bank 100' Buffer Zone 50' Buffer Zone Cranberry Bog Land Under Water Isolated Vegetated Wetland Bordering Vegetated Wetland !!! !!! !!!!!! !! !! !! !! !!!! !! Oak Street Substation #920 West Barnstable Substation #921 See West Barnstable Substation Expansion Plan for Additional Detail 1-1 1-2 1-3 1-4 1-5 1-6 1-7 1-8 1-9 £¤6 £¤6 S e rv ic e R o adOak StreetP l u mSt r e et90 91 D289 D290 D291 D292 G:\Projects2\MA\Bourne\3015\2021\Task_4\NOI_Barnstable\MXD\Map_Set_Barnstable_20220906.mxd Data Source: Office of Geographic Information (MassGIS), Commonwealth of Massachusetts, Information Technology Division LOCUS 1:1,8001 inch = 150 feet SCALE 9 4 76 1 2 3 8 5 1110 12 Basemap: Nearmap Aerial, April 2022 Mid Cape Reliability Project prepared by: LEGEND 0 75 150 Feet K Map Sheet 12 of 12 Transmission Line Permitting Map Set (September 6, 2022) Proposed Erosion Control !!Proposed Transmission Structure !!Relocated Distribution Pole !!!Distribution Pole to Be Removed Existing Transmission Structure Underground Distribution Connection (Approx.) Realigned Access Road Potential Spur Road Potential Construction Access Route MassDOT State Highway Layout NHESP Exclusion Area – No Access NHESP Priority Habitat (MassGIS, 2021) kj Vernal Pool (MassGIS, 2021) Major Contour (10' interval) Minor Contour (2' interval) Municipal Boundary Rare Species Habitat (NHESP/Eversource, 2021) Plant Reptile Wetlands Field Delineation (Epsilon) Wetland Flag Waterbody Flag 100'x100'/150'x100' Pull Pad (Construction Mats) 100'x100' Work Pad, Proposed Transmission Structure (Construction Mats and/or Grading) 30'x30' Work Pad, Relocated Distribution Pole (Construction Mats and/or Grading) Ordinary High Water Mark/Bank 100' Buffer Zone 50' Buffer Zone Cranberry Bog Land Under Water Isolated Vegetated Wetland Bordering Vegetated Wetland Attachment E West Barnstable Substation Permit Drawings (prepared by VHB) © 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS Barnstable Mid Cape Highway Lya n n o u g h R o a d 132 6 SITE 6 132Oak Street\\VHB\GBL\PROJ\PROVIDENCE\73167.00\CAD\LD\PLANSET\73167.00-COV 12 November 2021Owner VHB Project :vhb.comIssued for :Commonwealth ElectricProperty Tax Dept C/O NStar Electric Co PO Box 270 Hartford, Connecticut, 06141 Applicant NSTAR Electric Company d/b/aEversource Energy247 Station Drive Westwood, Massachusetts 02090 Assessor's Map: Map 195 Block 029 1 Cedar Street Suite 400 Providence, RI 02903 401.272.8100 Feet0 1000 2000 Site Plans Issued for Date Issued Latest Issue Station #921West Barnstable 661 Oak StreetWest Barnstable, MA 02668 Permitting November 15, 2021 November 15, 2021 73167.00 Station #921 West BarnstablePermitting 11/15/2021Sheet Index No.Drawing Title Latest Issue C1.01 Legend and General Notes November 15, 2021 C2.01 Layout and Materials Plan November 15, 2021 C3.01 Grading, Drainage, and Utility Plan November 15, 2021 C4.01 Erosion and Sediment Control Plan November 15, 2021 C5.01 Site Details November 15, 2021 L1.01 Planting Plan November 15, 2021 L2.01 Planting Details November 15, 2021 Reference Drawings No.Drawing Title Latest Issue EX-1 Existing Conditions Plan of Land June 15, 2015 11/15/2021 SIAMESE CONNECTION ACCESSIBLE CURB RAMP ACCESSIBLE PARKING VAN-ACCESSIBLE PARKING COMPACT PARKING STALLS DOUBLE YELLOW LINE STOP LINE CROSSWALK PARKING COUNT MAJOR CONTOUR MINOR CONTOUR STREAM / POND / WATER COURSE HAY BALES SILT FENCE DETENTION BASIN RETAINING WALL STOCKADE FENCE STONE WALL FENCE TREE LINE WIRE FENCE PATH WOOD GUARDRAIL STEEL GUARDRAIL GUY WIRE & ANCHOR MATCHLINE GUY POLE HAND HOLE PULL BOX ELECTRIC MANHOLE POST INDICATOR VALVE TRANSFORMER PAD TELEPHONE MANHOLE UTILITY POLE LIGHT POLE ELECTRIC METER WATER WELL GAS GATE GAS METER FIRE HYDRANT WATER METER EXTRUDED CONCRETE CURB BUILDING ENTRANCE BOLLARD DOUBLE SIGN DUMPSTER PAD SIGN BUILDING LOADING DOCK MONOLITHIC CONCRETE CURB PRECAST CONC. CURB LIMIT OF CURB TYPE SLOPED GRAN. EDGING SAWCUT VERT. GRAN. CURB EDGE OF PAVEMENT BITUMINOUS CURB CURB AND GUTTER CONCRETE CURB GRAVEL ROAD BITUMINOUS BERM WETLAND LINE WITH FLAG 200' RIVERFRONT AREA TO FLOODING LIMIT OF DISTURBANCE WETLAND BUFFER ZONE NO DISTURB ZONE FLOODPLAIN Exist.Prop. RIGHT-OF-WAY/PROPERTY LINE CONSTRUCTION LAYOUT TOWN LINE ZONING LINE BASELINE BUILDING SETBACK EASEMENT PROJECT LIMIT LINE PROPERTY LINE DOUBLE CATCH BASIN CONCENTRIC SEWER MANHOLE CONCENTRIC FLARED END SECTION CURB STOP & BOX TAPPING SLEEVE, VALVE & BOX WATER VALVE & BOX HEADWALL DRAIN MANHOLE CONCENTRIC PLUG OR CAP TRENCH DRAIN CLEANOUT CATCH BASIN CONCENTRIC GUTTER INLET MONITORING WELL DOMESTIC WATER FIRE PROTECTION ELECTRIC CABLE TV FIRE ALARM TELEPHONE GAS ROOF DRAIN SEWER OVERHEAD WIRE WATER DRAIN UNDERDRAIN CONSTRUCTION EXIT HEAVY DUTY PAVEMENT CONCRETE TOP & BOTTOM OF WALL ELEVATION TOP OF CURB ELEVATION BORING LOCATION TEST PIT LOCATION BOTTOM OF CURB ELEVATION SPOT ELEVATION Prop.Exist. RIPRAP STEAM FORCE MAIN ABAN ABANDON ACR ACCESSIBLE CURB RAMP ADJ ADJUST APPROX APPROXIMATE BIT BITUMINOUS BS BOTTOM OF SLOPE BWLL BROKEN WHITE LANE LINE CONC CONCRETE DYCL DOUBLE YELLOW CENTER LINE EL ELEVATION ELEV ELEVATION EX EXISTING FDN FOUNDATION FFE FIRST FLOOR ELEVATION GRAN GRANITE GTD GRADE TO DRAIN LA LANDSCAPE AREA LOD LIMIT OF DISTURBANCE MAX MAXIMUM MIN MINIMUM NIC NOT IN CONTRACT NTS NOT TO SCALE PERF PERFORATED PROP PROPOSED REM REMOVE RET RETAIN R&D REMOVE AND DISPOSE R&R REMOVE AND RESET SWEL SOLID WHITE EDGE LINE SWLL SOLID WHITE LANE LINE TS TOP OF SLOPE TYP TYPICAL CB CATCH BASIN CMP CORRUGATED METAL PIPE CO CLEANOUT DCB DOUBLE CATCH BASIN DMH DRAIN MANHOLE CIP CAST IRON PIPE COND CONDUIT DIP DUCTILE IRON PIPE FES FLARED END SECTION FM FORCE MAIN F&G FRAME AND GRATE F&C FRAME AND COVER GI GUTTER INLET GT GREASE TRAP HDPE HIGH DENSITY POLYETHYLENE PIPE HH HANDHOLE HW HEADWALL HYD HYDRANT INV INVERT ELEVATION I= INVERT ELEVATION LP LIGHT POLE MES METAL END SECTION PIV POST INDICATOR VALVE PWW PAVED WATER WAY PVC POLYVINYLCHLORIDE PIPE RCP REINFORCED CONCRETE PIPE R= RIM ELEVATION RIM= RIM ELEVATION SMH SEWER MANHOLE TSV TAPPING SLEEVE, VALVE AND BOX UG UNDERGROUND UP UTILITY POLE PARKING SETBACK SILT SOCK / STRAW WATTLE Legend Abbreviations General Utility BORDERING LAND SUBJECT BUILDINGS DRAIN MANHOLE ECCENTRIC SEWER MANHOLE ECCENTRIC DOUBLE CATCH BASIN ECCENTRIC CATCH BASIN ECCENTRIC General 1. CONTRACTOR SHALL NOTIFY "DIG-SAFE" (1-888-344-7233) AT LEAST 72 HOURS BEFORE EXCAVATING. 2. CONTRACTOR SHALL BE RESPONSIBLE FOR SITE SECURITY AND JOB SAFETY. CONSTRUCTION ACTIVITIESSHALL BE IN ACCORDANCE WITH OSHA STANDARDS AND LOCAL REQUIREMENTS. 3. ACCESSIBLE ROUTES, PARKING SPACES, RAMPS, SIDEWALKS AND WALKWAYS SHALL BE CONSTRUCTEDIN CONFORMANCE WITH THE FEDERAL AMERICANS WITH DISABILITIES ACT AND WITH STATE ANDLOCAL LAWS AND REGULATIONS (WHICHEVER ARE MORE STRINGENT). 4. AREAS DISTURBED DURING CONSTRUCTION AND NOT RESTORED WITH IMPERVIOUS SURFACES(BUILDINGS, PAVEMENTS, WALKS, ETC.) SHALL RECEIVE 4" INCHES LOAM AND SEED. 5. WITHIN THE LIMITS OF THE BUILDING FOOTPRINT, THE SITE CONTRACTOR SHALL PERFORMEARTHWORK OPERATIONS REQUIRED UP TO SUBGRADE ELEVATIONS. 6. WORK WITHIN THE LOCAL RIGHTS-OF-WAY SHALL CONFORM TO LOCAL MUNICIPAL STANDARDS.WORK WITHIN STATE RIGHTS-OF-WAY SHALL CONFORM TO THE LATEST EDITION OF THE STATEHIGHWAY DEPARTMENTS STANDARD SPECIFICATIONS FOR HIGHWAYS AND BRIDGES. 7. UPON AWARD OF CONTRACT, CONTRACTOR SHALL MAKE NECESSARY CONSTRUCTION NOTIFICATIONSAND APPLY FOR AND OBTAIN NECESSARY PERMITS, PAY FEES, AND POST BONDS ASSOCIATED WITHTHE WORK INDICATED ON THE DRAWINGS, IN THE SPECIFICATIONS, AND IN THE CONTRACTDOCUMENTS. DO NOT CLOSE OR OBSTRUCT ROADWAYS, SIDEWALKS, AND FIRE HYDRANTS, WITHOUTAPPROPRIATE PERMITS. 8. TRAFFIC SIGNAGE AND PAVEMENT MARKINGS SHALL CONFORM TO THE MANUAL ON UNIFORMTRAFFIC CONTROL DEVICES. 9. AREAS OUTSIDE THE LIMITS OF PROPOSED WORK DISTURBED BY THE CONTRACTOR'S OPERATIONSSHALL BE RESTORED BY THE CONTRACTOR TO THEIR ORIGINAL CONDITION AT THE CONTRACTOR'SEXPENSE. 10. IN THE EVENT THAT SUSPECTED CONTAMINATED SOIL, GROUNDWATER, AND OTHER MEDIA AREENCOUNTERED DURING EXCAVATION AND CONSTRUCTION ACTIVITIES BASED ON VISUAL, OLFACTORY,OR OTHER EVIDENCE, THE CONTRACTOR SHALL STOP WORK IN THE VICINITY OF THE SUSPECTMATERIAL TO AVOID FURTHER SPREADING OF THE MATERIAL, AND SHALL NOTIFY THE OWNERIMMEDIATELY SO THAT THE APPROPRIATE TESTING AND SUBSEQUENT ACTION CAN BE TAKEN. 11. CONTRACTOR SHALL PREVENT DUST, SEDIMENT, AND DEBRIS FROM EXITING THE SITE AND SHALL BERESPONSIBLE FOR CLEANUP, REPAIRS AND CORRECTIVE ACTION IF SUCH OCCURS. 12. DAMAGE RESULTING FROM CONSTRUCTION LOADS SHALL BE REPAIRED BY THE CONTRACTOR AT NOADDITIONAL COST TO OWNER. 13. CONTRACTOR SHALL CONTROL STORMWATER RUNOFF DURING CONSTRUCTION TO PREVENT ADVERSEIMPACTS TO OFF SITE AREAS, AND SHALL BE RESPONSIBLE TO REPAIR RESULTING DAMAGES, IF ANY, ATNO COST TO OWNER. 14. THIS PROJECT DISTURBS MORE THAN ONE ACRE OF LAND AND FALLS WITHIN THE NPDESCONSTRUCTION GENERAL PERMIT (CGP) PROGRAM AND EPA JURISDICTION. PRIOR TO THE START OFCONSTRUCTION CONTRACTOR IS TO FILE A CGP NOTICE OF INTENT WITH THE EPA AND PREPARE ASTORMWATER POLLUTION PREVENTION PLAN IN ACCORDANCE WITH THE NPDES REGULATIONS.CONTRACTOR SHALL CONFIRM THE OWNER HAS ALSO FILED A NOTICE OF INTENT WITH THE EPA. Utilities 1. THE LOCATIONS, SIZES, AND TYPES OF EXISTING UTILITIES ARE SHOWN AS AN APPROXIMATEREPRESENTATION ONLY. THE OWNER OR ITS REPRESENTATIVE(S) HAVE NOT INDEPENDENTLY VERIFIEDTHIS INFORMATION AS SHOWN ON THE PLANS. THE UTILITY INFORMATION SHOWN DOES NOTGUARANTEE THE ACTUAL EXISTENCE, SERVICEABILITY, OR OTHER DATA CONCERNING THE UTILITIES,NOR DOES IT GUARANTEE AGAINST THE POSSIBILITY THAT ADDITIONAL UTILITIES MAY BE PRESENTTHAT ARE NOT SHOWN ON THE PLANS. PRIOR TO ORDERING MATERIALS AND BEGINNINGCONSTRUCTION, THE CONTRACTOR SHALL VERIFY AND DETERMINE THE EXACT LOCATIONS, SIZES, ANDELEVATIONS OF THE POINTS OF CONNECTIONS TO EXISTING UTILITIES AND, SHALL CONFIRM THATTHERE ARE NO INTERFERENCES WITH EXISTING UTILITIES AND THE PROPOSED UTILITY ROUTES,INCLUDING ROUTES WITHIN THE PUBLIC RIGHTS OF WAY. 2. WHERE AN EXISTING UTILITY IS FOUND TO CONFLICT WITH THE PROPOSED WORK, OR EXISTINGCONDITIONS DIFFER FROM THOSE SHOWN SUCH THAT THE WORK CANNOT BE COMPLETED ASINTENDED, THE LOCATION, ELEVATION, AND SIZE OF THE UTILITY SHALL BE ACCURATELY DETERMINEDWITHOUT DELAY BY THE CONTRACTOR, AND THE INFORMATION FURNISHED IN WRITING TO THEOWNER'S REPRESENTATIVE FOR THE RESOLUTION OF THE CONFLICT AND CONTRACTOR'S FAILURE TONOTIFY PRIOR TO PERFORMING ADDITIONAL WORK RELEASES OWNER FROM OBLIGATIONS FORADDITIONAL PAYMENTS WHICH OTHERWISE MAY BE WARRANTED TO RESOLVE THE CONFLICT. 3. SET CATCH BASIN RIMS, AND INVERTS OF SEWERS, DRAINS, AND DITCHES IN ACCORDANCE WITHELEVATIONS ON THE GRADING AND UTILITY PLANS. 4. RIM ELEVATIONS FOR DRAIN AND SEWER MANHOLES, WATER VALVE COVERS, GAS GATES, ELECTRICAND TELEPHONE PULL BOXES, AND MANHOLES, AND OTHER SUCH ITEMS, ARE APPROXIMATE ANDSHALL BE SET/RESET AS FOLLOWS: A. PAVEMENTS AND CONCRETE SURFACES: FLUSH B. ALL SURFACES ALONG ACCESSIBLE ROUTES: FLUSH C. LANDSCAPE, LOAM AND SEED, AND OTHER EARTH SURFACE AREAS: ONE INCH ABOVESURROUNDING AREA AND TAPER EARTH TO THE RIM ELEVATION. 5. THE LOCATION, SIZE, DEPTH, AND SPECIFICATIONS FOR CONSTRUCTION OF PROPOSED PRIVATE UTILITYSERVICES SHALL BE INSTALLED ACCORDING TO THE REQUIREMENTS PROVIDED BY, AND APPROVED BY,THE RESPECTIVE UTILITY COMPANY (GAS, TELEPHONE, ELECTRIC, FIRE ALARM, ETC.). FINAL DESIGNLOADS AND LOCATIONS TO BE COORDINATED WITH OWNER AND ARCHITECT. 6. CONTRACTOR SHALL MAKE ARRANGEMENTS FOR AND SHALL BE RESPONSIBLE FOR PAYING FEES FORPOLE RELOCATION AND FOR THE ALTERATION AND ADJUSTMENT OF GAS, ELECTRIC, TELEPHONE, FIREALARM, AND ANY OTHER PRIVATE UTILITIES, WHETHER WORK IS PERFORMED BY CONTRACTOR OR BYTHE UTILITIES COMPANY. Layout and Materials 1. DIMENSIONS ARE FROM THE FACE OF CURB, FACE OF BUILDING, FACE OF WALL, AND CENTER LINE OFPAVEMENT MARKINGS, UNLESS OTHERWISE NOTED. 2. SEE ARCHITECTURAL DRAWINGS, IF APPLICABLE, FOR EXACT BUILDING DIMENSIONS AND DETAILSCONTIGUOUS TO THE BUILDING, INCLUDING SIDEWALKS, RAMPS, BUILDING ENTRANCES, STAIRWAYS,UTILITY PENETRATIONS, CONCRETE DOOR PADS, COMPACTOR PAD, LOADING DOCKS, BOLLARDS, ETC. 3. PROPOSED BOUNDS AND ANY EXISTING PROPERTY LINE MONUMENTATION DISTURBED DURINGCONSTRUCTION SHALL BE SET OR RESET BY A PROFESSIONAL LAND SURVEYOR. 4. PRIOR TO START OF CONSTRUCTION, CONTRACTOR SHALL VERIFY EXISTING PAVEMENT ELEVATIONS ATINTERFACE WITH PROPOSED PAVEMENTS, AND EXISTING GROUND ELEVATIONS ADJACENT TODRAINAGE OUTLETS TO ASSURE PROPER TRANSITIONS BETWEEN EXISTING AND PROPOSED FACILITIES. Demolition 1. CONTRACTOR SHALL REMOVE AND DISPOSE OF EXISTING MANMADE SURFACE FEATURES WITHIN THELIMIT OF WORK INCLUDING BUILDINGS, STRUCTURES, PAVEMENTS, SLABS, CURBING, FENCES, UTILITYPOLES, SIGNS, ETC. UNLESS INDICATED OTHERWISE ON THE DRAWINGS. REMOVE AND DISPOSE OFEXISTING UTILITIES, FOUNDATIONS AND UNSUITABLE MATERIAL BENEATH AND FOR A DISTANCE OF 10FEET BEYOND THE PROPOSED BUILDING FOOTPRINT INCLUDING EXTERIOR COLUMNS. 2. EXISTING UTILITIES SHALL BE TERMINATED, UNLESS OTHERWISE NOTED, IN CONFORMANCE WITHLOCAL, STATE AND INDIVIDUAL UTILITY COMPANY STANDARD SPECIFICATIONS AND DETAILS. THECONTRACTOR SHALL COORDINATE UTILITY SERVICE DISCONNECTS WITH THE UTILITYREPRESENTATIVES. 3. CONTRACTOR SHALL DISPOSE OF DEMOLITION DEBRIS IN ACCORDANCE WITH APPLICABLE FEDERAL,STATE AND LOCAL REGULATIONS, ORDINANCES AND STATUTES. 4 THE DEMOLITION LIMITS DEPICTED IN THE PLANS IS INTENDED TO AID THE CONTRACTOR DURING THEBIDDING AND CONSTRUCTION PROCESS AND IS NOT INTENDED TO DEPICT EACH AND EVERY ELEMENTOF DEMOLITION. THE CONTRACTOR IS RESPONSIBLE FOR IDENTIFYING THE DETAILED SCOPE OFDEMOLITION BEFORE SUBMITTING ITS BID/PROPOSAL TO PERFORM THE WORK AND SHALL MAKE NOCLAIMS AND SEEK NO ADDITIONAL COMPENSATION FOR CHANGED CONDITIONS OR UNFORESEEN ORLATENT SITE CONDITIONS RELATED TO ANY CONDITIONS DISCOVERED DURING EXECUTION OF THEWORK. 5. UNLESS OTHERWISE SPECIFICALLY PROVIDED ON THE PLANS OR IN THE SPECIFICATIONS, THE ENGINEERHAS NOT PREPARED DESIGNS FOR AND SHALL HAVE NO RESPONSIBILITY FOR THE PRESENCE,DISCOVERY, REMOVAL, ABATEMENT OR DISPOSAL OF HAZARDOUS MATERIALS, TOXIC WASTES ORPOLLUTANTS AT THE PROJECT SITE. THE ENGINEER SHALL NOT BE RESPONSIBLE FOR ANY CLAIMS OFLOSS, DAMAGE, EXPENSE, DELAY, INJURY OR DEATH ARISING FROM THE PRESENCE OF HAZARDOUSMATERIAL AND CONTRACTOR SHALL INDEMNIFY AND HOLD HARMLESS THE ENGINEER FROM ANYCLAIMS MADE IN CONNECTION THEREWITH. MOREOVER, THE ENGINEER SHALL HAVE NOADMINISTRATIVE OBLIGATIONS OF ANY TYPE WITH REGARD TO ANY CONTRACTOR AMENDMENTINVOLVING THE ISSUES OF PRESENCE, DISCOVERY, REMOVAL, ABATEMENT OR DISPOSAL OF ASBESTOSOR OTHER HAZARDOUS MATERIALS. Erosion Control 1. PRIOR TO STARTING ANY OTHER WORK ON THE SITE, THE CONTRACTOR SHALL NOTIFY APPROPRIATEAGENCIES AND SHALL INSTALL EROSION CONTROL MEASURES AS SHOWN ON THE PLANS AND ASIDENTIFIED IN FEDERAL, STATE, AND LOCAL APPROVAL DOCUMENTS PERTAINING TO THIS PROJECT. 2. CONTRACTOR SHALL INSPECT AND MAINTAIN EROSION CONTROL MEASURES ON A WEEKLY BASIS(MINIMUM) OR AS REQUIRED PER THE STORMWATER POLLUTION PREVENTION PLAN (SWPPP). THECONTRACTOR SHALL ADDRESS DEFICIENCIES AND MAINTENANCE ITEMS WITHIN TWENTY-FOUR HOURSOF INSPECTION. CONTRACTOR SHALL PROPERLY DISPOSE OF SEDIMENT SUCH THAT IT DOES NOTENCUMBER OTHER DRAINAGE STRUCTURES AND PROTECTED AREAS. 3. CONTRACTOR SHALL BE FULLY RESPONSIBLE TO CONTROL CONSTRUCTION SUCH THATSEDIMENTATION SHALL NOT AFFECT REGULATORY PROTECTED AREAS, WHETHER SUCHSEDIMENTATION IS CAUSED BY WATER, WIND, OR DIRECT DEPOSIT. 4. CONTRACTOR SHALL PERFORM CONSTRUCTION SEQUENCING SUCH THAT EARTH MATERIALS AREEXPOSED FOR A MINIMUM OF TIME BEFORE THEY ARE COVERED, SEEDED, OR OTHERWISE STABILIZEDTO PREVENT EROSION. 5. UPON COMPLETION OF CONSTRUCTION AND ESTABLISHMENT OF PERMANENT GROUND COVER,CONTRACTOR SHALL REMOVE AND DISPOSE OF EROSION CONTROL MEASURES AND CLEAN SEDIMENTAND DEBRIS FROM ENTIRE DRAINAGE AND SEWER SYSTEMS. Existing Conditions Information 1. BASE PLAN: THE PROPERTY LINES SHOWN WERE DETERMINED BY AN ACTUAL FIELD SURVEYCONDUCTED BY NITSCH ENGINEERING AND FROM PLANS OF RECORD. THE TOPOGRAPHY ANDPHYSICAL FEATURES ARE BASED ON AN AERIAL SURVEY PERFORMED IN APRIL OF 2015 BY NITSCHENGINERRING AND SELECT FEATURES WERE SUPPLEMENTED WITH A FIELD SURVEY PERFORMED ONTHE GROUND BY NITSCH ENGINEERING, DURING APRIL, MAY AND JUNE OF 2015. 2. TOPOGRAPHY: ELEVATIONS ARE BASED ON NAVD 88. 3. GEOTECHNICAL DATA INCLUDING TEST PIT AND BORING LOCATIONS AND ELEVATIONS WEREOBTAINED FROM VHB ON JANUARY 11, 2021. 4. WETLAND RESOURCE AREAS DELINEATED BY EPSILON ASSOCIATES, INC. ON AUGUST 4, 2021. Document Use 1. THESE PLANS AND CORRESPONDING CADD DOCUMENTS ARE INSTRUMENTS OF PROFESSIONALSERVICE, AND SHALL NOT BE USED, IN WHOLE OR IN PART, FOR ANY PURPOSE OTHER THAN FORWHICH IT WAS CREATED WITHOUT THE EXPRESSED, WRITTEN CONSENT OF VHB. ANY UNAUTHORIZEDUSE, REUSE, MODIFICATION OR ALTERATION, INCLUDING AUTOMATED CONVERSION OF THISDOCUMENT SHALL BE AT THE USER'S SOLE RISK WITHOUT LIABILITY OR LEGAL EXPOSURE TO VHB. 2. CONTRACTOR SHALL NOT RELY SOLELY ON ELECTRONIC VERSIONS OF PLANS, SPECIFICATIONS, ANDDATA FILES THAT ARE OBTAINED FROM THE DESIGNERS, BUT SHALL VERIFY LOCATION OF PROJECTFEATURES IN ACCORDANCE WITH THE PAPER COPIES OF THE PLANS AND SPECIFICATIONS THAT ARESUPPLIED AS PART OF THE CONTRACT DOCUMENTS. 3. SYMBOLS AND LEGENDS OF PROJECT FEATURES ARE GRAPHIC REPRESENTATIONS AND ARE NOTNECESSARILY SCALED TO THEIR ACTUAL DIMENSIONS OR LOCATIONS ON THE DRAWINGS. THECONTRACTOR SHALL REFER TO THE DETAIL SHEET DIMENSIONS, MANUFACTURERS' LITERATURE, SHOPDRAWINGS AND FIELD MEASUREMENTS OF SUPPLIED PRODUCTS FOR LAYOUT OF THE PROJECTFEATURES. Notes of Project Number Sheet Drawing Number Drawing Title Issued for Checked byDesigned by Appvd.DateRevisionNo.Saved Wednesday, July 21, 2021 10:31:35 AM RLEWIS Plotted Friday, November 12, 2021 3:33:22 PM Richard Lewis\\vhb\gbl\proj\Providence\73167.00\cad\ld\Planset\73167.00-LG.dwg vhb.comDate 1 Cedar Street Suite 400 Providence, RI 02903 401.272.8100 Station #921West Barnstable 661 Oak StreetWest Barnstable, Massachusetts 02668 Permitting Not Approved for Construction November 15, 2021 7 73167.00 Legend and General Notes C1.01 1 11/15/2021 OAK STREETB-1 B-2 B-3 B-4 B-516'16'62'384.33' 388.33'16'8'8'16'16'4'3'2'262'38'3'2'20' EDGE OF GRAVEL ROAD CONNECT TO EXISTING FENCE CONNECT TOEXISTING FENCE EDGE OF CRUSHED STONEYARD EXPANSION RETAINING WALLTOTAL LENGTH = 300' GRAVEL ROADAREA = 11,635 SF CONNECT TO EXISTINGGRAVEL ROADWAY CONNECT TO EXISTINGGRAVEL ROADWAY BORING LOCATION (TYP) 6" CRUSHED STONE YARD EXPANSIONAREA = 24,096 SF LIMIT OF CLEARING LINE ROLLING GATERELOCATED UTILITY POLE - FINALLOCATION TO BE DETERMINED BYDISTRIBUTION ENGINEERING EXISTING UTILITY POLE WITHRISER TO BE RELOCATED EXISTING UTILITY POLETO BE RELOCATED RELOCATED UTILITY POLE - FINALLOCATION TO BE DETERMINED BYDISTRIBUTION ENGINEERING RELOCATED UTILITY POLE - FINALLOCATION TO BE DETERMINED BYDISTRIBUTION ENGINEERING RELOCATED OVERHEADDISTRIBUTION - 3 TOTAL EXISTING OVERHEADDISTRIBUTION TO BERELOCATED PERIMETER GROUNDING TO BECOORDINATION WITH EVERSOURCEDESIGN AND WALL INSTALLATION CRUSHED STONEPERIMETER APRONWIDTH = 3 FT EXISTING GRAVELROADWAY TO BEREMOVED EXISTING GRAVELROADWAY TO BEREMOVED EXISTING GRAVELROADWAY TO BE REMOVED EXISTING GRAVELROADWAY TO BEREMOVED EXISTING GRAVELROADWAY TO BEMAINTAINED EXISTING GRAVELROADWAY TO BEMAINTAINED NO TREE REMOVALWITH 50-FOOTWETLAND BUFFER ZONE STORMWATERMANAGEMENTBASIN ISOLATED WETLAND of Project Number Sheet Drawing Number Drawing Title Issued for Checked byDesigned by Appvd.DateRevisionNo.Saved Tuesday, August 3, 2021 2:19:06 PM SHOCK Plotted Friday, November 12, 2021 4:06:34 PM Richard Lewis\\vhb\gbl\proj\Providence\73167.00\cad\ld\Planset\73167.00-LM.dwg vhb.comDate 1 Cedar Street Suite 400 Providence, RI 02903 401.272.8100 Station #921West Barnstable 661 Oak StreetWest Barnstable, Massachusetts 02668 Permitting Not Approved for Construction November 15, 2021 7 73167.00 Layout and Materials Plan C2.01 2 Feet6030015 11/15/2021 OAK STREETB-1 B-2 B-3 B-4 B-5 140145150135 140 145 155 150149.50BW 151.00 153.00 153.00 SWALE WITH INFILTRATION TRENCH ISOLATED WETLAND INFILTRATION BASINEXPANSION 140145MAX SLOPE 7% SWALE WITH INFILTRATION TRENCH MAX SLOPE 7% 150 148.83 145145 1501 5 0 141142143 143144 144146146 147 1471 4 8 1481491491511 5 1 1 5 2 1 5 2 3:1 SLOPE (TYP)3:1 SLOPE (TYP) 151.61 153.00 153.00 MATCH EXIST GRADE MATCH EXIST GRADE 153.00 153.00TW 153.00 155 150 140 145 148.991+500+001+00139.00 TOTAL AREA OF DISTURBANCE = 60,090 SFNEW DISTURBANCE AREA = 34,938 SFPREVIOUSLY DISTURBED AREA = 25,152 SF 152.94 152.94 152.94 152.87 100RIM=141.30INV=139.00 OUT AD 101INV=138.70 100FES 8"HDPE STONE CHECK DAM (TYP) SECTION B-B SEE DETAILS STONE CHECK DAM (TYP) 153.04 NO TREE REMOVALWITH 50-FOOTWETLAND BUFFER ZONE SECTION A-A SEE DETAILS EROSION CONTROL BLANKETSTO BE INSTALLED WHERESLOPES EXCEED 3:1 (TYP) 142.30 142.21 141.85 EMERGENCYOVERFLOW OUTLET ElevationsElevationsStation StationSubstation Cross Section 130 140 150 160 130 140 150 160 0+00 1+00 1+50152.1152.13149.1149.09144.1144.08143.8143.81143.9143.91143.9143.90142.7142.68141.7141.74140.2140.23138.9138.88137.7137.74136.3136.32135.0134.96133.8133.81FENCE SWALE WITH INFILTRATION TRENCH GRAVEL ROAD 3:1 SLOPE ElevationsElevationsStation StationSection B-B 130 140 150 160 130 140 150 160 0+00 0+35144.8144.81145.0145.04145.4145.40SWALE WITHINFILTRATIONTRENCH 16' GRAVEL ROAD ElevationsElevationsStation StationSection A-A 130 140 150 160 130 140 150 160 0+00 0+37140.5140.50142.0141.96144.8144.851% 16' 1% SWALE WITHINFILTRATIONTRENCHGRAVEL ROAD of Project Number Sheet Drawing Number Drawing Title Issued for Checked byDesigned by Appvd.DateRevisionNo.Saved Tuesday, August 3, 2021 2:14:22 PM SHOCK Plotted Friday, November 12, 2021 3:47:47 PM Richard Lewis\\vhb\gbl\proj\Providence\73167.00\cad\ld\Planset\73167.00-GD.dwg vhb.comDate 1 Cedar Street Suite 400 Providence, RI 02903 401.272.8100 Station #921West Barnstable 661 Oak StreetWest Barnstable, Massachusetts 02668 Permitting Not Approved for Construction November 15, 2021 7 73167.00 Grading, Drainage, and Utility Plan C3.01 3 Feet6030015 11/15/2021 OAK STREETB-1 B-2 B-3 B-4 B-5 SILTSOCK/SILT FENCE BARRIER (TYP)LENGTH = 846 FT BORING LOCATION (TYP) SILTSOCK/SILT FENCEBARRIER (TYP)LENGTH = 637 FT SILTSOCK/SILT FENCEBARRIER (TYP)LENGTH = 142 FT of Project Number Sheet Drawing Number Drawing Title Issued for Checked byDesigned by Appvd.DateRevisionNo.Saved Friday, November 5, 2021 2:47:37 PM RLEWIS Plotted Friday, November 12, 2021 3:37:53 PM Richard Lewis\\vhb\gbl\proj\Providence\73167.00\cad\ld\Planset\73167.00-ER.dwg vhb.comDate 1 Cedar Street Suite 400 Providence, RI 02903 401.272.8100 Station #921West Barnstable 661 Oak StreetWest Barnstable, Massachusetts 02668 Permitting Not Approved for Construction November 15, 2021 7 73167.00 Erosion and Sediment Control Plan C4.01 ---- Feet6030015 11/15/2021 OAK STREETB-1 B-2 B-3 B-4 B-5 140145150135 140 145 155 150140145150 145145 1501 5 0 141142143 143144 144146146 147 1471 4 8 1481491491511 5 1 1 5 2 1 5 2 155 150 140 145 3 QA 3 PR 2 IO 3 PR 4 MP 5 RV 5 RT3 MP 5 MP 3 RT 3 RV 3 RT 3 RT 3 RV 5 MP 3 RV 5 RT MEADOW MIX(TYP.) MEADOW MIX (TYP.) PROPOSED VEGETATION WITHIN 50-100' BUFFER 2 PR 1 IO 1 QI 1 QI 6 MP PROPOSED VEGETATIONWITHIN 0-50' BUFFER EXISTING GRAVEL TO BE REMOVEDAND RESTORED AS NOTED 7 MP5 RT 7 RT EXISTING & PROPOSED BUFFER IMPACTS 0-50'50'-100' 0'-100'EXISTING BUFFER ZONE ON SITE 20,933 SF 36,611 SF 57,544 SFEXISTING HARDSCAPE WITHIN BUFFER 5,426 SF 10,735 SF 16,161 SFPROPOSED HARDSCAPE WITHIN BUFFER 4,334 SF 12,219 SF 16,553 SFNET INCREASE/DECREASE -1,092 SF +1,484 SF +392 SF MEADOW MIX(TYP.) PROPOSED MITIGATION AREA 1 PROPOSED MITIGATION AREA 2 PROPOSED MITIGATION AREA 3 IMPACT MITIGATION CALCULATION IMPACT MITIGATION @ 3:150-100' BUFFER ZONE 1,484 SF 4,452 SF SUMMARY OF PROPOSED MITIGATION WITHIN BUFFERS WOODY PLANTINGS MEADOW MIX TOTALS0' - 50' BUFFER ZONE 438 SF 1,637 SF 2,075 SF50' - 100' BUFFER ZONE 0 SF 4,593 SF 4,593 SF TOTAL PROPOSED MITIGATION FOR 4,452 SF REQUIRED 6,668 SFADDITIONAL PROPOSED MITIGATION 2,216 SF SUMMARY OF PROPOSED MITIGATIONOUTSIDE 100-FOOT BUFFER (AREAS 2 & 3) WOODY PLANTINGS 3,940 SFMEADOW MIX 9,426 SFTOTAL13,366 SF 100-FOOT BUFFER ZONE 50-FOOT BUFFER ZONE DECIDUOUS TREES QTY BOTANICAL NAME COMMON NAME SIZEQA3 Quercus alba White Oak 2 - 2 1/2" CAL.QI 2 Quercus ilicifolia Scrub Oak 2 GAL. EVERGREEN TREES QTY BOTANICAL NAME COMMON NAME SIZEIO3 Ilex opaca American Holly 6 - 7` HT.PR 8 Pinus rigida Pitch Pine 6 - 7` HT. SHRUBS QTY BOTANICAL NAME COMMON NAME SIZEMP30 Myrica pensylvanica Northern Bayberry 2 1/2 - 3` HT./B&BRT31 Rhus typhina Staghorn Sumac 18 - 24` HT., #1 CONT.RV 14 Rosa virginiana Virginia Rose 18 - 24" HT., #3 CONT. PLANT SCHEDULE of Project Number Sheet Drawing Number Drawing Title Issued for Checked byDesigned by Appvd.DateRevisionNo.Saved Friday, November 5, 2021 2:47:48 PM RLEWIS Plotted Friday, November 12, 2021 4:03:44 PM Richard Lewis\\vhb\gbl\proj\Providence\73167.00\cad\ld\Planset\73167.00-LA.dwg vhb.comDate 1 Cedar Street Suite 400 Providence, RI 02903 401.272.8100 Station #921West Barnstable 661 Oak StreetWest Barnstable, Massachusetts 02668 Permitting Not Approved for Construction November 15, 2021 7 73167.00 Planting Plan L1.01 6 Feet6030015 Planting Notes 1. ALL PROPOSED PLANTING LOCATIONS SHALL BE STAKED AS SHOWN ON THEPLANS FOR FIELD REVIEW AND APPROVAL BY THE LANDSCAPE ARCHITECTPRIOR TO INSTALLATION. 2. CONTRACTOR SHALL VERIFY LOCATIONS OF ALL BELOW GRADE AND ABOVEGROUND UTILITIES AND NOTIFY OWNERS REPRESENTATIVE OF CONFLICTS. 3. NO PLANT MATERIALS SHALL BE INSTALLED UNTIL ALL GRADING ANDCONSTRUCTION HAS BEEN COMPLETED IN THE IMMEDIATE AREA.CONTRACTOR SHALL NOTIFY OWNER'S REPRESENTATIVE OF ANY CONFLICT. 4. A 3-INCH DEEP MULCH PER SPECIFICATION SHALL BE INSTALLED UNDER ALLTREES AND SHRUBS, AND IN ALL PLANTING BEDS, UNLESS OTHERWISEINDICATED ON THE PLANS, OR AS DIRECTED BY OWNER'S REPRESENTATIVE. 5. ALL TREES SHALL BE BALLED AND BURLAPPED, UNLESS OTHERWISE NOTED INTHE DRAWINGS OR SPECIFICATION, OR APPROVED BY THE OWNER'SREPRESENTATIVE. 6. FINAL QUANTITY FOR EACH PLANT TYPE SHALL BE AS GRAPHICALLY SHOWNON THE PLAN. THIS NUMBER SHALL TAKE PRECEDENCE IN CASE OF ANYDISCREPANCY BETWEEN QUANTITIES SHOWN ON THE PLANT LIST AND ONTHE PLAN. THE CONTRACTOR SHALL REPORT ANY DISCREPANCIES BETWEENTHE NUMBER OF PLANTS SHOWN ON THE PLANT LIST AND PLANT LABELSPRIOR TO BIDDING. 7. ANY PROPOSED PLANT SUBSTITUTIONS MUST BE REVIEWED BY LANDSCAPEARCHITECT AND APPROVED IN WRITING BY THE OWNER'S REPRESENTATIVE. 8. ALL PLANT MATERIALS INSTALLED SHALL MEET THE SPECIFICATIONS OF THE"AMERICAN STANDARDS FOR NURSERY STOCK" BY THE AMERICANASSOCIATION OF NURSERYMEN AND CONTRACT DOCUMENTS. 9. ALL PLANT MATERIALS SHALL BE GUARANTEED FOR ONE YEAR FOLLOWINGDATE OF FINAL ACCEPTANCE. 10. AREAS DESIGNATED "LOAM & SEED" SHALL RECEIVE MINIMUM 4" OF LOAMAND SPECIFIED SEED MIX. LAWNS OVER 2:1 SLOPE SHALL BE PROTECTEDWITH EROSION CONTROL FABRIC. 11. ALL DISTURBED AREAS NOT OTHERWISE NOTED ON CONTRACT DOCUMENTSSHALL BE LOAM AND SEEDED OR MULCHED AS DIRECTED BY OWNER'SREPRESENTATIVE. 12. THIS PLAN IS INTENDED FOR PLANTING PURPOSES. REFER TO SITE / CIVILDRAWINGS FOR ALL OTHER SITE CONSTRUCTION INFORMATION. Tree Protection 1. EXISTING TREES TO REMAIN SHALL BE PROTECTED WITH TEMPORARYCONSTRUCTION FENCE. ERECT FENCE AT EDGE OF THE TREE DRIPLINEPRIOR TO START OF CONSTRUCTION. 2. CONTRACTOR SHALL NOT OPERATE VEHICLES WITHIN THE TREEPROTECTION AREA. CONTRACTOR SHALL NOT STORE VEHICLES ORMATERIALS, OR DISPOSE OF ANY WASTE MATERIALS, WITHIN THE TREEPROTECTION AREA. 3. DAMAGE TO EXISTING TREES CAUSED BY THE CONTRACTOR SHALL BEREPAIRED BY A CERTIFIED ARBORIST AT THE CONTRACTOR'S EXPENSE. Edge of Woods Clearing 1. EXISTING TREES TO REMAIN SHALL BE PROTECTED WITH TEMPORARYEROSION CONTROL FENCE AND HAY BALE BARRIER. ERECT BARRIER ATEDGE OF THE EARTHWORK CUT LINE PRIOR TO TREE CLEARING. LAY OUTTHIS LINE BY FIELD SURVEY. Plant Maintenance Notes 1. CONTRACTOR SHALL PROVIDE COMPLETE MAINTENANCE OF THE LAWNS ANDPLANTINGS. NO IRRIGATION IS PROPOSED FOR THIS SITE. THE CONTRACTORSHALL SUPPLY SUPPLEMENTAL WATERING FOR NEW LAWNS AND PLANTINGSDURING THE ONE YEAR PLANT GUARANTEE PERIOD. 2. CONTRACTOR SHALL PROVIDE ALL MATERIALS, LABOR, AND EQUIPMENT FOR THECOMPLETE LANDSCAPE MAINTENANCE WORK. WATER SHALL BE PROVIDED BYTHE CONTRACTOR. 3. WATERING SHALL BE REQUIRED DURING THE GROWING SEASON, WHEN NATURALRAINFALL IS BELOW ONE INCH PER WEEK. 4. WATER SHALL BE APPLIED IN SUFFICIENT QUANTITY TO THOROUGHLY SATURATETHE SOIL IN THE ROOT ZONE OF EACH PLANT. 5. CONTRACTOR SHALL REPLACE DEAD OR DYING PLANTS AT THE END OF THE ONEYEAR GUARANTEE PERIOD. CONTRACTOR SHALL TURN OVER MAINTENANCE TOTHE FACILITY MAINTENANCE STAFF AT THAT TIME. Seeding Notes 1. ALL DISTURBED AREAS TO BE SEEDED WITH "MEADOW MIX". 2. "MEADOW MIX" TO BE THE NEW ENGLAND EROSION CONTROL/RESTORATIONSEED MIX, AS DESCRIBED BELOW. THE NEW ENGLAND EROSION CONTROL/RESTORATION MIX FOR DRY SITES PROVIDES ANAPPROPRIATE SELECTION OF NATIVE AND NATURALIZED GRASSES TO ENSURE THAT DRYAND RECENTLY DISTURBED SITES WILL BE QUICKLY RE-VEGETATED AND THE SOILSURFACE STABILIZED. IT IS AN APPROPRIATE SEED MIX FOR ROAD CUTS, PIPELINES,STEEPER SLOPES, AND AREAS REQUIRING QUICK COVER DURING THE ECOLOGICALRESTORATION PROCESS. THE MIX MAY BE APPLIED BY HYDRO-SEEDING, BY MECHANICALSPREADER, OR ON SMALL SITES IT CAN BE SPREAD BY HAND. LIGHTLY RAKE, OR ROLL TOENSURE PROPER SOIL SEED CONTACT. BEST RESULTS ARE OBTAINED WITH A SPRING ORLATE SUMMER SEEDING. LATE SPRING THROUGH MID-SUMMER SEEDING WILL BENEFITFROM A LIGHT MULCHING OF WEED-FREE STRAW TO CONSERVE MOISTURE. IFCONDITIONS ARE DRIER THAN USUAL, WATERING WILL BE REQUIRED.FERTILIZATION IS NOT REQUIRED UNLESS THE SOILS ARE PARTICULARLY INFERTILE.PREPARATION OF A CLEAN WEED FREE SEED BED IS NECESSARY FOR OPTIMAL RESULTS. APPLICATION RATE: 35 LB/ACRE | 1250 SQ FT/LB SPECIES: Red Fescue (Festuca rubra), Canada Wild Rye (Elymus canadensis), AnnualRyegrass (Lolium multiflorum), Perennial Ryegrass (Lolium perenne),  Little Bluestem(Schizachyrium scoparium), Indian Grass (Sorghastrum nutans), Switch Grass (Panicumvirgatum), Upland Bentgrass (Agrostis perennans). 11/15/2021 of Project Number Sheet Drawing Number Drawing Title Issued for Checked byDesigned by Appvd.DateRevisionNo.Saved Friday, November 5, 2021 2:47:48 PM RLEWIS Plotted Friday, November 12, 2021 3:55:03 PM Richard Lewis\\vhb\gbl\proj\Providence\73167.00\cad\ld\Planset\73167.00-LA.dwg vhb.comDate 1 Cedar Street Suite 400 Providence, RI 02903 401.272.8100 Station #921West Barnstable 661 Oak StreetWest Barnstable, Massachusetts 02668 Permitting Not Approved for Construction November 15, 2021 7 73167.00 Planting Details L2.01 7 Tree Planting on Slope N.T.S.Source: VHB LD_605 1/16 2' (M IN . ) 6 " 2:1 S L O P E ( M A X . ) 2.5:1 SL O P E ( M A X . ) UNTIE AND CUT AWAY BURLAPFROM 13 OF ROOTBALL (MIN.);IF SYNTHETIC WRAP IS USED,REMOVE COMPLETELY. SIT ROOTBALL AN EXISTINGUNDISTURBED SOIL OR ONCOMPACTED SUBGRADE PLANT BACKFILL MIXTURE DESIGN SLOPE COMMON FILL 4" LOAM ANDSEED OR SOD PLANTINGTRANSITION SLOPE 2"X2" HARDWOOD STAKE OR DEADMENLOCATE TWO OF THE THREE GUYS ONTHE UPHILL SIDE OF THE TREE. SLOPE TO FORM 3" HIGH SAUCER. 3" PINE BARK MULCH, DO NOTPLACE MULCH WITHIN 3" OF TRUNK. ROOT FLARE SHALL BE SET 2"ABOVE THE ESTABLISHEDFINISHED GRADE GUY WIRE - SEE GUYING SCHEDULE 12 INCH DIAMETER BLACKREINFORCED RUBBER HOSE 3" PLANTINGTRANSITION SLOPE GUY WIRE ROOTBALL TREE PIT HARDWOOD STAKESOR DEADMEN PLAN Tree Planting on Slope N.T.S.Source: VHB LD_605d 5/17 2' (M I N . ) 6 " 2:1 S L O P E ( M A X . ) 2.5:1 SL O P E ( M A X . ) UNTIE AND CUT AWAY BURLAPFROM 13 OF ROOTBALL (MIN.);IF SYNTHETIC WRAP IS USED,REMOVE COMPLETELY. SIT ROOTBALL AN EXISTINGUNDISTURBED SOIL OR ONCOMPACTED SUBGRADE PLANT BACKFILL MIXTURE DESIGN SLOPE COMMON FILL 4" LOAM ANDSEED OR SOD PLANTINGTRANSITION SLOPE 2"X2" HARDWOOD STAKE OR DEADMENLOCATE TWO OF THE THREE GUYS ONTHE UPHILL SIDE OF THE TREE. SLOPE TO FORM 3" HIGH SAUCER. 3" PINE BARK MULCH, DO NOTPLACE MULCH WITHIN 3" OF TRUNK. ROOT FLARE SHALL BE SET 2"ABOVE THE ESTABLISHEDFINISHED GRADE GUY WIRE - SEE GUYING SCHEDULE 12 INCH DIAMETER BLACKREINFORCED RUBBER HOSE 3" PLANTINGTRANSITION SLOPE GUY WIRE ROOTBALL TREE PIT HARDWOOD STAKESOR DEADMEN PLAN Shrub Bed Planting N.T.S.Source: VHB LD_601 1/16 NOTES 1. LOOSEN ROOTS AT THE OUTER EDGEOF ROOTBALL OF CONTAINERGROWN SHRUBS. HOLE(THREE TIMES ROOTBALL DIA.WITH SLOPED SIDES)ROOTBALLDEPTH12" (MIN.)UNTIE AND ROLL BACK BURLAPFROM 13 (MIN.) OF ROOTBALL;IF SYNTHETIC WRAP IS USED,REMOVE COMPLETELY. SIT ROOTBALL ON EXISTINGUNDISTURBED SOIL OR ONCOMPACTED SUBGRADE SLOPE TO FORM SAUCER TOP OF ROOTBALL 1 INCHABOVE FINISH GRADE EXCAVATE SHRUB BED TOREQUIRED DEPTH AND BACKFILLWITH SPECIFIED SOIL MIX. SOILMIX SHALL BE CONTINUOUSWITHIN EACH SHRUB BED 3" PINE BARK MULCHDO NOT COVER STEMSOR TRUNK 11/15/2021 16'12" GRAVEL BORROW(MHD M1.03.0 TYPE "B")STRIP LOAMVARIESMIRAFI 160NFILTER FABRICEXISTINGGROUND1VARIES6" MINStraw Bale Checkdam (Narrow Swale)N.T.S.Source: VHBLD_6721/16FLOWNOTES1. THIS CHECKDAM SHALL BE INSTALLED IN A DRAINAGE SWALE WITHBED WIDTHS OF 2 FT. OR LESS.2. THE DISTANCE BETWEEN BALE CHECKDAMS SHALL BE DETERMINED BYTHE SLOPE OF THE SWALE. CHECKDAMS SHALL BE SET AT EVERY 2 FT.DROP IN SWALE ELEVATION.3. BALES SHALL BE INSPECTED PERIODICALLY AND AFTER ALL STORMEVENTS AND REPAIR OR REPLACEMENT SHALL BE PERFORMEDPROMPTLY AS NEEDED.4. INSTALL 3 STAKES PER HAY BALE WITHIN SWALE BED AREAS.8"(MIN.)4" EMBEDMENT(TYP.)6" (MIN.)EMBANKMENTSLOPE1" X 1" X 3' WOOD STAKE,12" X 3' REINFORCINGSTEEL OR APPROVEDEQUALEXISTINGGROUND1'OVERLAPDISTANCE VARIES(SEE NOTE 2.)STAKES(2 PER BALE)3 STAKES IN 2CENTER BALESBALED STRAWErosion Control Blanket Slope InstallationN.T.S.Source: VHBLD_68010/20NO. 11 GAUGE WIRETYPICAL STAPLESNOTES1. BEGIN AT THE TOP OF BLANKET INSTALLATION AREA BY ANCHORING BLANKET IN A 6"DEEP TRENCH BACKFILL AND COMPACT TRENCH AFTER STAPLING.2. ROLL THE BLANKET DOWN THE SWALE IN THE DIRECTION OF THE WATER FLOW.3. THE EDGES OF BLANKETS MUST BE STAPLED WITH APPROX. 4 INCH OVERLAP WHERE 2OR MORE STRIP WIDTHS ARE REQUIRED.4. WHEN BLANKETS MUST BE SPLICED DOWN THE SWALE, PLACE UPPER BLANKET ENDOVER LOWER END WITH 6 INCH (MIN.) OVERLAP AND STAPLE BOTH TOGETHER.5. METHOD OF INSTALLATION SHALL BE AS PER MANUFACTURER'S RECOMMENDATIONS.6. EROSION CONTROL BLANKETS SHALL BE USED IN ALL AREAS WHERE SLOPES EXCEED 3:1. 6"1 12"1 12"10"6" LOAM & SEEDSTAPLE 12"ON CENTER6" OVERLAP(MIN.)4"OVERLAP(MIN.)6"STAPLES 12"ON CENTERSTAPLES 12"ON CENTERStabilized Construction ExitN.T.S.Source: VHBLD_6821/163'5:1NOTES1. EXIT WIDTH SHALL BE A TWENTY-FIVE (25) FOOT MINIMUM, BUT NOTLESS THAN THE FULL WIDTH AT POINTS WHERE INGRESS OR EGRESSOCCURS.2. THE EXIT SHALL BE MAINTAINED IN A CONDITION WHICH SHALLPREVENT TRACKING OR FLOWING OF SEDIMENT ONTO PUBLICRIGHTS-OF-WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING WITHADDITIONAL STONE AS CONDITIONS DEMAND AND REPAIR ORCLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT. ALLSEDIMENT SPILLED, DROPPED, WASHED OR TRACKED ONTO PUBLICRIGHTS-OF-WAY MUST BE REMOVED IMMEDIATELY. BERM SHALL BEPERMITTED. PERIODIC INSPECTION AND MAINTENANCE SHALL BEPROVIDED AS NEEDED.3. STABILIZED CONSTRUCTION EXIT SHALL BE REMOVED PRIOR TO FINALFINISH MATERIALS BEING INSTALLED.PLAN VIEWCROSS-SECTION1 12" CRUSHED STONEFILTERFABRICMOUNTABLE BERMEXISTINGPAVEMENT50' (MIN.)SITE4" (MIN.)25'(MIN.) 10'10'EXISTINGPAVEMENT10' (MIN.)50' (MIN.)SITESiltsock / Silt Fence BarrierN.T.S.Source: VHBLD_658-A10/20WORKAREAFLOWNOTES1. SILTSOCK SHALL BE FILTREXX SILTSOXX, OR APPROVED EQUAL.2. SILTSOCKS SHALL OVERLAP A MINIMUM OF 12 INCHES.3. SILTSOCK SHALL BE INSPECTED PERIODICALLY AND AFTER ALL STORMEVENTS, AND REPAIR OR REPLACEMENT SHALL BE PERFORMED PROMPTLYAS NEEDED.4. UPON SITE STABILIZATION, COMPOST MATERIAL SHALL BE DISPERSED ONSITE, AS DETERMINED BY THE ENGINEER.5. IF NON BIODEGRADABLE NETTING IS USED THE NETTING SHALL BECOLLECTED AND DISPOSED OF OFFSITE.12" (MIN.)12" (MIN.)TOP OFGROUNDINSTALL SUPPLEMENTALCOMPOST MATERIALSILT FENCE1 12" X 1 12" X 4' WOOD STAKEOR APPROVED EQUAL4' (MAX.)1" X1" WOOD STAKE,PLACED 10' O.C. ONDOWNHILL SIDE OFSILTSOCK3"-4"BIODEGRADABLEMESH NETTINGCOMPOST FILLEDSILTSOCK(12" TYP.)PROTECTEDAREACatch Basin Sediment TrapN.T.S.Source: VHBLD_6731/16FLOWFLOWNOTES1. ENCLOSE STRUCTURE WITH HAYBALES IMMEDIATELY AFTER CATCH BASINCONSTRUCTION. MAINTAIN UNTIL PAVING BINDER COURSE ISCOMPLETE OR A PERMANENT STAND OF GRASS HAS BEEN ESTABLISHED.2. IF GRATE IS AGAINST EXISTING CURB THEN BALES ARE TO BE PLACEDAROUND THREE SIDES OF GRATE ONLY.3. GRATE TO BE PLACED OVER FILTER FABRIC.4. BALES SHALL BE INSPECTED PERIODICALLY AND AFTER ALL STORMEVENTS AND REPAIR OR REPLACEMENT SHALL BE PERFORMEDPROMPTLY AS NEEDED.SECTION VIEWPLAN VIEW8"(MIN.)4" EMBEDMENT (MIN.)FILTERFABRICCATCH BASINGRATE1" X 1" X 3' WOOD STAKE,FILTERFABRICSTRAW BALESTAKES(2 PER BALE)Gravel RoadN.T.S.Source: VHBCOMPACT SUBGRADENOT TO SCALEWALL BASE (SEE MANUFACTURER DETAIL)24SF RETAININGSTONE STRONGWALL UNIT UNIT FILLALTERNATE DRAIN TILE LOCATIONDRAIN TILENOTES:1. DRAIN TILE MAY BE ELIMINATED AT THE DISCRETION OF THE SITE ENGINEER.2. DAYLIGHT DRAIN TILE AT LOW POINTS THROUGH WALL FACE OR AT ENDS; MAXIMUM SPACING 100 FEET OR PER SITE CONDITIONS.9" MIN.AUTOMATIC SET BACK(4" PER UNIT)6SF RETAININGSTONE STRONGWALL TOP UNITStoneStrong Retaining Wall Typical SectionN.T.S.Source: VHBTOP UNIT/CAPFENCE POSTSECURITY FENCE - REFER TO WALLMANUFACTURE DETAILS FOR FENCEINSTALLATIONNOTE:EXTERIOR PERIMETER GROUNDING, FENCE GROUNDING, INTERIOR YARD GROUNDING,AND WALL GROUND (IN NECESSARY) IS NOT DEPICTED ON DETAIL AND WILL NEED TOBE COORDINATION WILL OVERALL GROUNDING DESIGN AND WALL CONSTRUCTION.9" MIN.CRUSHED STONESUBSTATION YARDSTATIONIN.=1 FOOTSCALE,DATEI.D.TITLE OF REFERENCE DRAWINGSDESCRIPTION OF ALTERATIONSDATEBY CHECKED APPROVEDNUMBERNOAPPROVED ,SUPERVISORREVIEWEDDRAWN ELECTRICALABCDEFGHIJ1234567812345678THIS DWG PRODUCED FROM ISSUED FOR CONSTRUCTIONFlared End Section (FES) with Stone ProtectionN.T.S.Source: VHBLD_1343/19NOTES: SAFETY BARS TO BEOMITTED WHEREINDICATED ON PLANS.CRUSHED STONEBEDDING(2" STONE SIZE)FILTER FABRICCOMPACTED SUBGRADEENERGY DISSIPATION BOWLSAFETY BAR(S)DRILL AND MORTAR HORIZONTALLYNO. 6 REBAR EQUALLY SPACED18" - 1 BAR24" - 1 BAR30" - 2 BARS36" - 2 BARS48" - 3 BARSPIPEDIA.D APPROX. LIMITSOF ENERGYDISIPATIONBOWL12"3D XYAPRON EDGE TOBE SET LEVELWITH FLARED ENDINVERT ELEVATION(TYP.)PRECAST CONCRETE FLAREDEND SECTIONSLOPE 1:1 (MAX.)STONE FOR PIPE ENDSZ FINISHGRADE6"8"(MIN.)1'4'4'SECTION A-A PLANRIPRAP STONEFESNO.X Y ZSTONEDIA. (D50)REVE7001-110-189DWG NO.1 OF 1SHEET1:20SCALEDWG SIZEA3130 VERONA AVEBUFORD, GA 30518PHN (770) 932-2443FAX (770) 932-2490www.nyloplast-us.com12 IN DRAIN BASIN QUICK SPEC INSTALLATION DETAILTITLEPROJECT NO./NAMEMATERIALDATEREVISED BY03-29-06DATEEBCDRAWN BY03-11-16NMH(5) ADAPTERANGLESVARIABLE 0° - 360°ACCORDING TOPLANS(3) VARIABLE SUMP DEPTHACCORDING TO PLANS(6" MIN. BASED ONMANUFACTURING REQ.)4" MINMINIMUM PIPE BURIALDEPTH PER PIPEMANUFACTURERRECOMMENDATION(MIN. MANUFACTURINGREQ. SAME AS MIN. SUMP)(3) VARIABLE INVERT HEIGHTSAVAILABLE (ACCORDING TOPLANS/TAKE OFF)NYLOPLAST 12" DRAIN BASINWATERTIGHT JOINT(CORRUGATED HDPE SHOWN)(4) VARIOUS TYPES OF INLET & OUTLET ADAPTERS AVAILABLE:4" - 12" FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL,ADS/HANCOR SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35),PVC DWV (EX: SCH 40), PVC C900/C905, CORRUGATED & RIBBED PVC(1, 2) INTEGRATED DUCTILE IRONFRAME & GRATE TO MATCH BASIN O.D.THIS PRINT DISCLOSES SUBJECT MATTER IN WHICHNYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPTOR POSSESSION OF THIS PRINT DOES NOT CONFER,TRANSFER, OR LICENSE THE USE OF THE DESIGN ORTECHNICAL INFORMATION SHOWN HEREINREPRODUCTION OF THIS PRINT OR ANY INFORMATIONCONTAINED HEREIN, OR MANUFACTURE OF ANYARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERSIS FORBIDDEN, EXCEPT BY SPECIFIC WRITTENPERMISSION FROM NYLOPLAST.1 - GRATES/SOLID COVER SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05, WITH THE EXCEPTION OF THE BRONZE GRATE.2 - FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-053 - DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS. RISERS ARE NEEDED FOR BASINS OVER 84" DUE TO SHIPPING RESTRICTIONS. SEE DRAWING NO. 7001-110-0654 - DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212 FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL), N-12 HP, & PVC SEWER.5 - ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0° TO 360°. TO DETERMINE MINIMUM ANGLE BETWEEN ADAPTERS SEE DRAWING NO. 7001-110-012.THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHERGRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I,CLASS II, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321.BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BEPLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321.®©2013 NYLOPLASTNyloplast 12" Area Drain (AD)N.T.S.Source: VHBofProject NumberSheetDrawing NumberDrawing TitleIssued forChecked byDesigned byAppvd.DateRevisionNo.Saved Tuesday, August 3, 2021 2:15:56 PM SHOCK Plotted Friday, November 12, 2021 3:39:58 PM Richard Lewis \\vhb\gbl\proj\Providence\73167.00\cad\ld\Planset\73167.00-DT.dwgvhb.com Date1 Cedar StreetSuite 400Providence, RI 02903401.272.8100Station #921West Barnstable661 Oak StreetWest Barnstable, Massachusetts 02668PermittingNot Approved for ConstructionNovember 15, 2021773167.00Site DetailsC5.01511/15/2021 Attachment F Site Photographs Attachment F Site Photographs Photo 1: Looking towards IVW (flag series #1) at Oak Street Substation. Photo 2: View of Spruce Pond and offsite BVW (flag series #6) from ROW 342, looking northeast. Eversource MidCape Reliability Project Barnstable, MA Attachment F Site Photographs Photo 3: View of Sandy Hill Pond (flag series #4) from proposed transmission line structure 83 looking west. Photo 4: View of active commercial cranberry bog (BVW) near Proposed transmission line structure 82. Eversource MidCape Reliability Project Barnstable, MA Photo 5: View of existing transmission line structure 88 between cranberry bog (BVW) and road; looking northeast. Photo 6: View of cranberry bog (BVW) along road near proposed transmission line structure 81. Looking west towards Pine Street/Parker Road. Eversource MidCape Reliability Project Barnstable, MA Attachment F Site Photographs Photo 7: View of ROW along cranberry bog on the west side of Pine Street/Parker Road looking towards proposed transmission line structure 80. Photo 8: View of IVW (wetland flag series #3) near proposed transmission line structure 67. Eversource MidCape Reliability Project Barnstable, MA Attachment F Site Photographs Attachment G Wetland Determination Data Forms WETLAND DETERMINATION DATA FORM-Northcentral and Northeast Region Project/Site: '(Y\; J -C."{?<! ?, 0 \J>J _!,l-j 'l Ne i-t ,$.\-'b ~ City/County: L) 0.. r ~c.b /.e_ Sampling Da te: )0) 2-0 / :l / Applicant/Owner : [ 11 pr <., o 1e-~ c p State: fVJ A Sampling Point: ~:f ) ef 4-~ ~ · ~ lnvestigator(s): = . C)r. :<' f \I Section, Township, Range: __________________ _ Landform (hill slope , terrace, etc.): h I \ I ~) l> p E'< Local relief (concave, convex , none):--~~~----Slope(%): 10 °,6 ------Lat: Y\0 '-\\ 1 :;J~.5) •N V Datum:\J6 S1h Soil Map Unit Name: __..,..=~=-==--''--':..:.=-=---'-'=-----"-'-~-'--'---...-'~-'---""''---=-~ NWI classification :. __ P_S.=-_,.S=------ Are climatic I hydrologic cond itions on the site typical for this time of year? Yes Are Vegetation __ , Soil ___ , or Hydrology ___ significantly disturbed? No ___ (If no , explain in Remarks.) / Are "N ormal Circumstances" present? Yes ___ No __ _ Are Vegetation __ , Soil ___ , or Hydrology ___ naturally problematic? (If needed , explain any answers in Remarks.) SUMMARY OF FINDINGS -Attach site map showing sampling point locations, transects, important features, etc. Hyd rophytic Vegetation Present? Hydric Soil Present? Wetland Hydrology Present? @ No ~ No Q9 == No Remarks : (Explain alternative procedures here or in a separate report.) HYDROLOGY Wetland Hydrology Indicators: Is the Sampled Area ~ within a Wetland? ~ No ). _ If yes , optional Wetland Site ID : ~v \!) y Sc.."J..'I \4 \\ r O('I / I Secondary Indicators (minimum of two required) Primarv Indicators I minimum of one is reauired· checK all that aoolvl _ Surface Soil Cracks (86) _j Surface Water (A1)-N-)~u_..,,~ L Water-Stained Leaves (89) _ Dra inage Patterns (810) -fHigh Water Table (A2) _ Aquatic Fauna (813) _ Moss Trim Lines (816) -ll.faaturatio n (A3) _ Marl Deposits (815) _ Dry-Season Water Table (C2) d Water Marks (81 ) _ Hydrogen Sulfide Odor (C 1) _ C rayfish Burrows (CS) _ Sediment Deposits (82) _ Oxidized Rhi zospheres on Living Roots (C3) _ Saturation Visible on Aerial Imagery (C9) _ Drift Deposits (83) _ Presence of Reduced Iron (C4) _ Stunted or Stressed Plants (D 1) _ Algal Mat or Crust (84) _ Recent Iron Reduction in T illed Soils (C6 ) _ Geomorphic Pos ition (D2) _ Shallow Aquitard (D3 ) _ Iron Deposits (85) _ Thin Muck Surface (C7) _ Inundati on Visible on Aerial Imagery (B7) _ Other (Explain in Remarks) _ Sparsely Vegetated Concave Surface (BS) Field Observations: Surface Water Present? Water Table Present? Saturation Present? (includes capillary fr in Qe) Yes L No __ Depth (inches): Yes_}__ No __ Depth (inch es): Yes J__ No~ Depth (inches): _ Microtopographic Relief (D4) _ FAG-Neutral Test (D5 ) Wetland Hydrology Present? Q___ No Describe Recorded Data (stream gauge , monitoring well , aerial photos , previous inspections). if available: Rema rk s : US Army Corps of Engineers Northcentral and Northeast Reg ion -Version 2.0 VEGETATION -Use sci entifi c names of plants. Sampling Po int: \\I ef- Absolute Dominan t Indicator Dominance Test worksheet: Tree Stratum (Plot size: ) % Cover SQecies? Status 1. Number of Dom inant Species ~ ---That Are OBL , FACW, or FAG : (A) 2. ---Total Number of Dominant ~ 3. ---Species Across All Strata : (B) 4 . ---Percent of Dominant Species /()o?/o 5. That Are OBL , FACW , or FAC : (A/B) ---, 6 . ---Prevalence Index worksheet: 7. ---Total % Co ver of: MultiQlyby : = Total Cover OBL species x 1 = SaQling/Shrub Stratum (Plot size: / 5 1 ) FACW species x 2= 1.c a ... ~\ cx-o f"?1bv-c.I,., Cc \e+\...o. c..1 (\".\<=>\: _ \ 0 3 y FAL FAC species x3= . \ \, -J. d 3~ '( F f:< _ _lj FACU species x4 = 2 .\\\~b l:.:cl."' \,!!:~'" (Vo.~cl~~"' ro~""k~ ... (] c UPL species x5= 3. ---Column Totals : (A) (B) 4. --- 5. Prevalence Index =BI A= --- 6. Hydrophytic Vegetation Indicators: --- 7 . _ 1 -Rapid Test for Hydrophytic Vegetation --- ~' =Total Cover -2 -Dom inance Test is >50 % ~1 -3 -Prevalence Index is S3.0' Herb Stratum (Pl ot size: b ) _ 4 -Morphological Adaptations ' (Provide supporting 1. c (1 b1'~}i~ 7 y LAL data in Remarks or on a separate sheet) 2. _ Problematic Hydrophytic Vegetation ' (Explain ) --- 3. ---11ndicators of hydri c soil and wetland hydrology must 4. be present, unless disturbed or problematic. --- 5. Definitions of V egetation Strata : --- 6 . ---Tree -Woody plants 3 in. (7.6 cm) or more in diameter 7. at breast height (DBH), regardless of height. --- 8 . Sa pling /shrub -Woody plants less than 3 in. DBH ---and greater than or equal to 3.28 ft (1 m) tall. 9. --- 10. Herb -All herbaceous (non-woody) plants . regardless of ---size , and woody plant s le ss than 3.28 ft tall . 11. ---Woody vines -All woody vines greater than 3 .28 ft in 12. ---height. ~ =Total Cover Woody_ V ine Strat um (Plot size: ) 1. --- 2. Hydrophytic ---Vegetation 3. ---Present? Yes No 4. --- =Total Cover Remarks : (Include photo numbers here or on a separate sheet.) US Army Corps of Eng ineers Northcentral and Northeast Reg ion -Version 2.0 SOIL Sampling Point: t.J e... f- Profile Description: (Des cribe to the depth needed to do cument th e indicato r or confirm the absence of indi ca tors.) Depth Matrix Redox Features {inches) Color {moist) ____'.'&_ Color {moist) ____'.'&_ _.IJ'.Q.L ~ Texture Remarks 0 ~,, IO,"R.1/1 -----E-SL 2-,, /( /0 vR L/)/ -----f!,l Vv ':/. ro i;.k.,, -hc.~J -kl c.t.+",, ,,., Ae.--i-1A..s4/ :+-!,J J J ----------- -------- -------- -------- -------- ----------- -------- -------- -------- -------- 1Tvoe : C=Concentration , D=Depletion, R M=Reduced Matrix, MS =Masked Sand Gra ins. 2 Location : PL=Pore Lininq , M=Matrix. Hydric Soil Indicators: Indicators for Problematic Hydric Soils3 : _ H istosol (A 1} _ Polyvalue Below Surface (S8) (L RR R, _ 2 cm Muck (A10) (LRR K, L, MLRA 149B} _ H istic Epipedon (A2} MLRA 1490) _ Coast Prairie Redox (A16) (L RR K, L, R) _ Black Histic (A3} _ Thin Dark Surface (S9) (LRR R, MLRA 1496) _ 5 cm Mucky Peat or Peat (S3) (LRR K, L, R) _ Hydrogen Sulfide (A4) _ Loamy Mucky Mineral (F1) (LRR K, L} _ Dark Surface (S7} (LRR K, L, M} ~!ratified Layers (A5 ) _ Loamy Gleyed Matrix (F2 ) _ Polyvalue Below Surface (S8) (LRR K, L) Depleted Below Dark Surface (A 11) _ Depleted Matrix (F3} _ Th in Dark Surface (S9} (LRR K, L} _ Thick Dark Surface (A1 2} _ Redox Dark Surface (F 6 } _ Iron-Manganese Masses (F12) (LRR K, L, R) _ Sandy Mucky Mine ral (S1 ) _ Depleted Dark Surface (F7) _ Piedmont Floodpla in Soil s (F19 } (M LRA 1498) _ Sandy Gle yed Matrix (S4 ) _ Redox Depre ssions (F8} _ Mesic Spodic (TA6) (MLRA 144A, 145, 1498) _ Sandy Redox (S5 ) _ Red Parent Material (F21) _ Stripped Matrix (S 6) _ Very Shallow Dark Surface (TF12) _ Da rk Surface (S7 ) (LRR R, MLRA 1498) _ Othe r (Explain in Remarks) 31ndicators of hydrophytic vegetation and wetl and hydrology must be present , unless disturbed or problematic. Restrictive Layer (if observed): v •• / Type: Depth (inches): Hydric Soil Present? No --- Remarks : US Army Corps of Eng ineers Northcentral and Northeast Reg ion -Version 2.0 WETLAND DETERMINATION DAT A FORM -North central and Northeast Region ~ J Project/Site: frl;J_CA('e A'Ol)J'-/)..... Ne.~r ~+r 83 Ci ty/County: f3c...r f\..S~b, Sampling Date: J0/2 cy z/ Applican t/Own er: £ I' f" <. l'I• r ('. Sta te: Sampling Point: Lf ~1'7-;lr3 ln vestigator{s ): n. Oc. \<1..P y Section, Town ship , Range: t./€..5t 8uA1s -kbl. Landform (hillslope , terrace , etc.): b.· /Is lo pe Local relief (concave, convex , none): __ o_~~------Slope(%): ~5?& Subregion (LRR or ML RA): Lat:· {I ', C, '1 ;)_ Sl • 3(3 O?>Q Datum : W GS '-f Soil Map Unit Name: ~ "'~ ' ,f/"'"M f'-1-(c,.. ~ ,.. NWI classification: Are climatic I hydi ogic cond itions on the site typical for this time of ;ear~ Yes ..:!L_ No ___ (If no , explain in Remark-s-.)----1----- Are Vegetation , Soil ___ , or Hydrology ___ significantly disturbed? Are "Normal Circumstances" present? Yes ___ No __ _ Are Vegetation __ , Soil ___ , or Hydrology ___ naturally problematic? (If needed , explain any answers in Remarks.) IY\£..i -\-c. i .. J ~ouJ SUMMARY OF FINDINGS -Attach site map showing sampling point locations, transects, important features, etc. Hydrophytic Vegetation Pres ent? Hydri c Soil Presen t? Wetland Hydrology Present? Yes Yes Yes Is the Sampled Area ~ within a Wetland? Yes ___ U If yes, optional Wetland Site ID: Remarks : (Explain alternative procedures here or in a separate report .) HYDROLOGY Wetland Hydrolo gy Indic ators: Prima Indicators minimum of one is re uired· check all that a I _ Surface Soil Cracks (8 6) _ Drainage Patterns (810) _ Moss Trim Lines (816) _ Surface Water (A 1) _ High Water Table (A2) _ Saturation (A3) _ W ater Marks (81 ) _ Sediment Deposits (82) _ Drift Deposits (83) _ Algal Mat or Crust (84) _ Iron Depos its (85) _ Dry-Season Wate r Table (C2 ) _ Crayfish Burrows (CB) Oxidized Rhi pheres on Living Roots (C3) _ Saturati on Visible on Ae ri al Imagery (C9 ) Reduced Iron (C4) _ Stunted or Stressed Plants (01 ) _ Geomorph ic Position (D2) _ Shallow Aquitard (D3) _ Inundation Visible on Aerial Imagery (87) _ Other (Expla in in Remarks ) _ Microtopograph ic Relief (D4) _ FAC-Neutral Test (D5) _ Sparsely Vegetated Concave Surface (BB) Field Observations: Surface Water Present? Water Table Pres en t? Yes Saturation Presen t? Yes __ No __ Depth (inch es ): Wetland Hydrology Present? Yes includes capilla frin e \......./ Describe Recorded Data (stream gauge, monitoring well, aerial photos . previous inspections), if available: Remarks : US Army Corps of Eng ineers Northcentral and Northeast Reg ion -Version 2.0 VEGETATION -Use sci e ntifi c names of plants. Absolute Indicator ~~~~ ~~=~ Status 2 .~'"'+-e---~-~,,,_~-'-'---.,.~~-~-::--.,,---+,-~ 3. __ ~~~'-"'--------;,,--"""=-=-'"-'---=----~.,;----~ 4. ___________________ _ 5 . ___________________ _ 6. ___________________ ~ ?. ___________________ _ =--'----=Total Cover Sapling/Shrub Stratum 15 1.Coc.. y r 2. ___________________ _ 3 . ___________________ _ 4. ___________________ ~ 5. ___________________ ~ 6. ___________________ _ ?. ___________________ _ = Total Cover Herb Stratum (Plot size: ______ _ 1. ___________________ _ 2. ___________________ _ 3 . ___________________ ~ 4. ___________________ _ 5. ___________________ _ 6. ___________________ _ ?. ___________________ ~ 8 . ___________________ _ 9 . ___________________ _ 10. ___________________ _ 11. __________________ _ 12. __________________ _ ____ = Total Cover Woody V ine Stratum (Plot size : ______ _ 1. ___________________ ~ 2. ___________________ ~ 3. ___________________ _ 4. ___________________ _ =Total Cover Remarks : (Include photo numbers here or on a separate sheet.) US Army Corps of Engineers Sampling Point: _J.;;;..;,:,---- Dominance Test worksheet: Number of Dominant Species That Are OBL , FACW , or FAC : Total Number of Dominant Species Across All Strata : Percent of Dominant Species That Are OBL , FACW , or FAC: Prevalence Index worksheet: Total % Cover of: l (A) (B) (A/B) Multiply by : OBL species x 1 =----- FACW species ____ _ FAC species FACU species UPL species x 2= ____ _ x3= ____ _ x4= ____ _ x5= ____ _ Column Totals : ____ (A) ___ (B ) Prevalence Index = B /A = Hydrophytic Vegetation Indicators: _ 1 -Rapid Test for Hydrophytic Vegeta tion 2 -Dominance Test is >50 % 3 -Prevalence Index is :53 .0 1 _ 4 -Morphological Adaptations 1 (Provide supporting data in Remarks or on a separate sheet) _ Problematic Hydrophytic Vegetation ' (Explain) 'Indicators of hydric soil and wetland hydrology must be present. unless disturbed or problemati c. Definitions of Vegetation Strata: Tree -Woody plants 3 in. (7 .6 cm) or more in diameter at breast height (DBH), regardless of height. Sapling/shrub -Woody plants less than 3 in. DBH and greater than or equal to 3.28 ft (1 m) tall . H erb -All herbaceo us (non-woody) plants, regardless o f size, and woody p la nts less th an 3.28 ft ta ll . Woody vines -All woody vin es greater than 3.2 8 ft in he ight Hydrophytic Vegetation Present? Yes Northcentral and Northeast Reg ion -Version 2.0 SOIL Sampling Poin t: __::~;::___- Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) Depth Redox Features (inches) __..'.&__ Color (moist) __..'.&__ ~ _bQL_ Remarks ) ----"-'--'-"------ 1T e: C=Concentration , D=De letion , RM=Reduced Matrix , MS=Masked Sand Grains. Hydric Soil Indicators: _ Histosol (A 1) _ Histic Epipedon (A2) _ Black Histic (A3) _ Hydrogen Sulfide (A4) _ Stratified Layers (A5) _ Depleted Below Da rk Surface (A 11) _ Thick Dark Surface (A12) _ Sandy Mucky Mineral (S1) _ Sandy Gleyed Matrix (S4) _ Sandy Redox (S5) _ Stripped Matrix (S6) _ Dark Surface (S7) (LRR R, MLRA 1 _ Polyvalue Below Surface (SS ) (LRR R, MLRA 1496) _ Thin Dark Surface (S9) (LRR R _Loamy Mucky Mineral (F1~R K, L ) _ Loamy Gleyed Matrix zj' _ Depleted Matrix (F _ Redox Dark S ace (F6) rk Surface (F7) ,. 2Location : PL=Pore Linin , M=Matrix. Indicators for Problematic Hydric Soils3 : _ 2 cm Muck (A10) (LRR K, L, MLRA 1496) _ Coast Prairie Redox (A16) (LRR K, L, R) _ 5 cm Mucky Peat or Peat (S3) (LRR K, L, R) _ Dark Surface (S7 ) (LRR K, L, M) _ Polyvalue Below Surface (SS ) (LRR K, L) _ Th in Dark Surface (S9) (LRR K, L) _ Iron -Manganese Masses (F12) (LRR K , L, R) _ Piedmont Floodplain Soils (F19) (MLRA 1496) _ Mesic Spod ic (TA6) (MLRA 144A, 145, 1496) _ Red Parent Material (F21) _ Very Shallow Dark Surface (TF12) _ Other (Explain in Remarks) 31ndicators of hydrophytic vegetation and wetland hydrology must be present , unless disturbed or problematic. Restrictive Layer (if observed}: Type : ___________ _ Depth (inches):. ________ _ Hydric Soil Present? Yes Remarks: US Army Corps of Engineers Northcentral and Northeast Reg ion -Version 2.0 Attachment H Abutter Information NOTICE OF INTENT ABUTTER NOTIFICATION LETTER DATE: September 13, 2022 RE: Upcoming Barnstable Conservation Commission Public Hearing To Whom It May Concern, As an abutter within 100 feet of a proposed project, please be advised that a NOTICE OF INTENT application has been filed with the Barnstable Conservation Commission. APPLICANT: NSTAR Electric Company d/b/a Eversource Energy PROJECT ADDRESS OR LOCATION: Eversource right-of-way #342 and existing Substation at #625 and #661 Oak Street. ASSESSOR’S MAP & PARCEL: MAP 194/195 PARCEL 021/029 PROJECT DESCRIPTION: Construction of new electric transmission line and relocated distribution line on existing rights of way, and electric substation expansion work, a portion of which will occur in the 100-foot buffer zone to local and state jurisdictional wetland resource areas. APPLICANT’S AGENT: Epsilon Associates, Inc., c/o Michael D. Howard PUBLIC HEARING: WILL BE HELD VIA ZOOM See agenda posting on Town Clerks website available at least 48 hours in advance of the meeting for details. DATE: 9/27/22 TIME: 6:30 P.M. NOTE: Plans and application describing the proposed activity are on file with the Conservation Commission, 367 Main Street, Hyannis (508-862-4093). Parcel ID Site Address Address Number Street City Owner Owner Address Owner City Owner State Owner ZIP 086_001 875 SERVICE ROAD, WEST BARNSTABLE 875 SERVICE ROAD BARNSTABLE BARNSTABLE, TOWN OF (CON)200 MAIN STREET HYANNIS MA 02601 152_015 227 PINE STREET, WEST BARNSTABLE 227 PINE STREET BARNSTABLE JENKINS, JAMES A & SUSAN L 227 PINE ST WEST BARNSTABLE MA 02668 152_016 275 PINE STREET, WEST BARNSTABLE 275 PINE STREET BARNSTABLE HAUSSER, PETER G & KATHRYN 275 PINE STREET WEST BARNSTABLE MA 02668 152_017 561 PARKER ROAD, WEST BARNSTABLE 561 PARKER ROAD BARNSTABLE CLINGHAN, JANE M P O BOX 701 WEST BARNSTABLE MA 02668 153_009_001 302 CHURCH STREET, WEST BARNSTABLE 302 CHURCH STREET BARNSTABLE CAREY, KRISTY M & STEVEN M 302 CHURCH STREET WEST BARNSTABLE MA 02668 153_009_002 324 CHURCH STREET, WEST BARNSTABLE 324 CHURCH STREET BARNSTABLE CAPPELLO, DAVID M & CHRISTINE M 324 CHURCH ST WEST BARNSTABLE MA 02668 153_010 339 CHURCH STREET, WEST BARNSTABLE 339 CHURCH STREET BARNSTABLE PRADA, TODD F & SCHILLING, JENNIFER K 339 CHURCH STREET WEST BARNSTABLE MA 02668 153_011 311 CHURCH STREET, WEST BARNSTABLE 311 CHURCH STREET BARNSTABLE BEVIS, KRISTY A & JASON E 311 CHURCH STREET WEST BARNSTABLE MA 02668 153_012_001 263 CHURCH STREET, WEST BARNSTABLE 263 CHURCH STREET BARNSTABLE TANSEY, SUSAN E & JOHN R 263 CHURCH STREET WEST BARNSTABLE MA 02668 1410 153_014 220 PINE STREET, WEST BARNSTABLE 220 PINE STREET BARNSTABLE DANA-FARBER TRUST INC 1340 MAIN STREET OSTERVILLE MA 02655 153_015 238 PINE STREET, WEST BARNSTABLE 238 PINE STREET BARNSTABLE ELLIS, BLANCHE P O BOX 44 WEST BARNSTABLE MA 02668 153_016 246 PINE STREET, WEST BARNSTABLE 246 PINE STREET BARNSTABLE LOFTUS, CHRISTOPHER J PO BOX 3243 NANTUCKET MA 02554 153_017 268 PINE STREET, WEST BARNSTABLE 268 PINE STREET BARNSTABLE ELDREDGE, CHARLES A III & KERRIE A 268 PINE ST WEST BARNSTABLE MA 02668 153_020 285 CHURCH STREET, WEST BARNSTABLE 285 CHURCH STREET BARNSTABLE BARNSTABLE SERIES THREE LLC PO BOX 342 HYANNIS MA 02601 175_005 0 MIDCAPE HGHWY(WEST) RTE 6, WEST BARNSTABLE 0 MIDCAPE HGHWY(WEST) RTE 6 BARNSTABLE BARNSTABLE, TOWN OF (CON)200 MAIN STREET HYANNIS MA 02601 175_006 0 MIDCAPE HGHWY(WEST) RTE 6, WEST BARNSTABLE 0 MIDCAPE HGHWY(WEST) RTE 6 BARNSTABLE BARNSTABLE, TOWN OF (CON)200 MAIN STREET HYANNIS MA 02601 175_007 0 MIDCAPE HGHWY(WEST) RTE 6, WEST BARNSTABLE 0 MIDCAPE HGHWY(WEST) RTE 6 BARNSTABLE BARNSTABLE LAND TRUST INC 1540 MAIN STREET WEST BARNSTABLE MA 02668 175_008 0 SPRUCE POND ROAD, WEST BARNSTABLE 0 SPRUCE POND ROAD BARNSTABLE NOONAN, DIANE L TR 35 SMOKEHOUSE RD COTUIT MA 02635 175_009 0 SPRUCE POND ROAD, WEST BARNSTABLE 0 SPRUCE POND ROAD BARNSTABLE BARNSTABLE LAND TRUST INC 1540 MAIN STREET WEST BARNSTABLE MA 02668 175_010 471 PARKER ROAD, WEST BARNSTABLE 471 PARKER ROAD BARNSTABLE JENKINS, JAMES A TR PO BOX 199 MARSTONS MILLS MA 02648 175_011 0 PARKER ROAD, WEST BARNSTABLE 0 PARKER ROAD BARNSTABLE BARNSTABLE, TOWN OF (LB)367 MAIN STREET HYANNIS MA 02601 175_013 0 MIDCAPE HGHWY(WEST) RTE 6, 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LANE, WEST BARNSTABLE 30 SHAWS LANE BARNSTABLE JENKINS, THOMAS D JR & CHRISTINE K 30 SHAWS LN WEST BARNSTABLE MA 02668 176_002_002 110 SHAWS LANE, WEST BARNSTABLE 110 SHAWS LANE BARNSTABLE JENKINS, JAMES A TR PO BOX 199 MARSTONS MILLS MA 02648 176_003 453 CHURCH STREET, WEST BARNSTABLE 453 CHURCH STREET BARNSTABLE RICHMOND, RICHARD J & DEBORAH A 453 CHURCH ST WEST BARNSTABLE MA 02668 176_004 429 CHURCH STREET, WEST BARNSTABLE 429 CHURCH STREET BARNSTABLE ELLIS, JAMES H 429 CHURCH STREET WEST BARNSTABLE MA 02668 176_005 417 CHURCH STREET, WEST BARNSTABLE 417 CHURCH STREET BARNSTABLE RESIDENT WEST BARNSTABLE MA 02668 176_006 0 CHURCH STREET, WEST BARNSTABLE 0 CHURCH STREET BARNSTABLE BARNSTABLE LAND TRUST INC 1540 MAIN STREET WEST BARNSTABLE MA 02668 176_007 359 CHURCH STREET, WEST BARNSTABLE 359 CHURCH STREET BARNSTABLE JOHNSON, CARL A 359 CHURCH STREET WEST BARNSTABLE MA 02668 176_008 0 CHURCH STREET, WEST BARNSTABLE 0 CHURCH STREET BARNSTABLE BARNSTABLE, TOWN OF (CON)200 MAIN STREET 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BARNSTABLE CAPRA, JOSH W 65 VICTORY ROAD DORCHESTER MA 02122 176_024 0 PARKER ROAD, WEST BARNSTABLE 0 PARKER ROAD BARNSTABLE BARNSTABLE, TOWN OF (CON)200 MAIN STREET HYANNIS MA 02601 176_025 441 PARKER ROAD, WEST BARNSTABLE 441 PARKER ROAD BARNSTABLE JENKINS, KATHERINE E & JILL E 441 PARKER ROAD WEST BARNSTABLE MA 02668 176_025_001 431 PARKER ROAD, WEST BARNSTABLE 431 PARKER ROAD BARNSTABLE ANDERSON, GREGG D 461 PARKER ROAD WEST BARNSTABLE MA 02668 176_025_002 461 PARKER ROAD, WEST BARNSTABLE 461 PARKER ROAD BARNSTABLE ANDERSON, GREGG D & REBECCA 147 LAKESIDE DRIVE MARSTONS MILLS MA 02648 177_001 0 HINCKLEYS LANE, WEST BARNSTABLE 0 HINCKLEYS LANE BARNSTABLE BARNSTABLE, TOWN OF (CON)200 MAIN STREET HYANNIS MA 02601 194_020 550 OAK STREET (CENT./W.BARN), WEST BARNSTABLE 550 OAK STREET (CENT./W.BARN)BARNSTABLE SMITH, KIMBERLI MAKI & RYAN J 550 OAK STREET WEST BARNSTABLE MA 02668 194_021 625 OAK STREET (CENT./W.BARN), WEST BARNSTABLE 625 OAK STREET (CENT./W.BARN)BARNSTABLE COMMONWEALTH ELECTRIC PROPERTY TAX DEPT HARTFORD CT 06141 0270 195_002 0 MIDCAPE HGHWY(WEST) RTE 6, WEST BARNSTABLE 0 MIDCAPE HGHWY(WEST) RTE 6 BARNSTABLE BARNSTABLE, TOWN OF (CON)200 MAIN STREET HYANNIS MA 02601 195_003 0 MIDCAPE HGHWY(WEST) RTE 6, WEST BARNSTABLE 0 MIDCAPE HGHWY(WEST) RTE 6 BARNSTABLE BARNSTABLE, TOWN OF (CON)200 MAIN STREET HYANNIS MA 02601 195_004 0 SPRUCE POND ROAD, WEST BARNSTABLE 0 SPRUCE POND ROAD BARNSTABLE BARNSTABLE, TOWN OF (CON)200 MAIN STREET HYANNIS MA 02601 195_026 8 PLUM STREET, WEST BARNSTABLE 8 PLUM STREET BARNSTABLE BARNSTABLE, TOWN OF (CON)200 MAIN STREET HYANNIS MA 02601 195_027 640 OAK STREET (CENT./W.BARN), WEST BARNSTABLE 640 OAK STREET (CENT./W.BARN)BARNSTABLE BARNSTABLE, TOWN OF (CON)200 MAIN STREET HYANNIS MA 02601 195_029 661 OAK STREET (CENT./W.BARN), WEST BARNSTABLE 661 OAK STREET (CENT./W.BARN)BARNSTABLE COMMONWEALTH ELECTRIC PROPERTY TAX DEPT HARTFORD CT 06141 0270 195_030 575 OAK STREET (CENT./W.BARN), WEST BARNSTABLE 575 OAK STREET (CENT./W.BARN)BARNSTABLE STEPIEN, JERZY & IDZIAK, BOZENA 575 OAK ST WEST BARNSTABLE MA 02668 195_034 0 SPRUCE POND ROAD, WEST BARNSTABLE 0 SPRUCE POND ROAD BARNSTABLE BARNSTABLE, TOWN OF (CON)200 MAIN STREET HYANNIS MA 02601 195_037 0 MIDCAPE HGHWY(WEST) RTE 6, WEST BARNSTABLE 0 MIDCAPE HGHWY(WEST) RTE 6 BARNSTABLE MACGREGOR, J BRUCE TR DRAWER W HYANNIS MA 02601 195_038 28 FALCON ROAD, WEST BARNSTABLE 28 FALCON ROAD BARNSTABLE WIRTANEN, MARK S 307 MAIN STREET HYANNIS MA 02601 195_042 0 SPRUCE POND ROAD, WEST BARNSTABLE 0 SPRUCE POND ROAD BARNSTABLE BARNSTABLE, TOWN OF (CON)200 MAIN STREET HYANNIS MA 02601 196_031 30 FALCON ROAD, WEST BARNSTABLE 30 FALCON ROAD BARNSTABLE BARNSTABLE, TOWN OF (CON)367 MAIN STREET HYANNIS MA 02601 196_032 27 FALCON ROAD, WEST BARNSTABLE 27 FALCON ROAD BARNSTABLE BAIRD, DANIEL J & KAREN D PO BOX 2796 NANTUCKET MA 02554 214_001 0 MIDCAPE HGHWY(WEST) RTE 6, WEST BARNSTABLE 0 MIDCAPE HGHWY(WEST) RTE 6 BARNSTABLE VINEYARD WIND LLC 700 PLEASANT STREET STE 510 NEW BEDFORD MA 02740 215_017 0 OAK STREET (CENT./W.BARN), WEST BARNSTABLE 0 OAK STREET (CENT./W.BARN)BARNSTABLE NSTAR ELECTRIC CO PO BOX 270 HARTFORD CT 06141 0270 215_018 0 OAK STREET (CENT./W.BARN), WEST BARNSTABLE 0 OAK STREET (CENT./W.BARN)BARNSTABLE BARNSTABLE, TOWN OF (CON)200 MAIN STREET HYANNIS MA 02601 215_034_001 675 OAK STREET (CENT./W.BARN), WEST BARNSTABLE 675 OAK STREET (CENT./W.BARN)BARNSTABLE RESIDENT WEST BARNSTABLE MA 02668 215_034_003 689 OAK STREET (CENT./W.BARN), WEST BARNSTABLE 689 OAK STREET (CENT./W.BARN)BARNSTABLE DEVINE, PATRICK L 689 OAK STREET (CENT./W.BARN)WEST BARNSTABLE MA 02668 !!! !!! !!! !!! !!! !!! !!! !!! !!! !!! !!! !!! !!! !!! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! !! £¤6 £¤6 Ser v i c e R o a d CrockerRoadFarm ersvilleRoadM a pl e S t re e t Crooke d Cartway 086_001 66 67 68 69 70 71 72 G:\Projects2\MA\Bourne\3015\2021\Task_4\Abutters\Abutters1_20220902.mxd LOCUS 1:4,2001 inch = 350 feet K0175350 Feet SCALE 2 1 3 4 Basemap: Nearmap Aerial, April 2022 Mid Cape Reliability Project Data Source: Office of Geographic Information (MassGIS), Commonwealth of Massachusetts, Information Technology Division prepared by: Abutter Notification(September 2, 2022) Figure 1 Map Sheet 1 of 4 LEGEND *Assessing Division - Town of Barnstable Notified Abutter (Parcel ID)* 1000-ft Project Site Buffer Project Site Project Locus Eversource ROW/Easement/Property !!Proposed Transmission Structure !!Relocated Distribution Pole !!!Distribution Pole to Be Removed Existing Structure Potential Spur Road Potential Construction Access Route Proposed Erosion Control 30'x30' Work Pad (Relocated Distribution Pole) 100'x100' Work Pad (Proposed Transmission Structure) 100'x100'/150'x100' Pull Pad Wetlands Field Delineation (Epsilon) Centerline Ditch Ordinary High Water Mark/Bank 50-ft Buffer Zone 100-ft Buffer Zone Cranberry Bog Bordering Vegetated Wetland Isolated Vegetated Wetland Land Under Water Realigned Access Road !!! !!! !!! !!! !!! !!! !!! !!! !!! !!! !!! !!! !!! !! !! !! !! !! !! !! !! !! !!!!!!!!!! !!!!!!!!!! !! !! !! !! !! !! !! !! !! !! !!!! !!!! !! !! !! !! !! !! !! !! !! !! £¤6 £¤6 P ro s p e c tR o a d P a rk er R oa d ServiceRoadOldStageRoad ParkerStreetSouthSectionChurch Stre et Pine Street 152_015 152_016 152_017 153_009_001 153_009_002 153_010 153_011 153_012_001 153_014 153_015 153_016 153_017 153_020 175_005 175_006 175_007 175_009 175_010 175_011 175_014 175_015 175_034 176_001_001 176_001_002 176_001_003 176_002_001 176_002_002 176_003176_004 176_005176_006176_007 176_008 176_009 176_010 176_020 176_021_003 176_024 176_025_002 177_001 176_021 176_021_001176_021_002 176_025 176_025_001 176_019 79 80 81 82 83 84 85 86 G:\Projects2\MA\Bourne\3015\2021\Task_4\Abutters\Abutters2_20220902.mxd LOCUS 1:4,2001 inch = 350 feet K0175350 Feet SCALE 2 1 3 4 Basemap: Nearmap Aerial, April 2022 Mid Cape Reliability Project Data Source: Office of Geographic Information (MassGIS), Commonwealth of Massachusetts, Information Technology Division prepared by: Figure 1 Map Sheet 2 of 4 LEGEND *Assessing Division - Town of Barnstable Notified Abutter (Parcel ID)* 1000-ft Project Site Buffer Project Site Project Locus Eversource ROW/Easement/Property !!Proposed Transmission Structure !!Relocated Distribution Pole !!!Distribution Pole to Be Removed Existing Structure Potential Spur Road Potential Construction Access Route Proposed Erosion Control 30'x30' Work Pad (Relocated Distribution Pole) 100'x100' Work Pad (Proposed Transmission Structure) 100'x100'/150'x100' Pull Pad Wetlands Field Delineation (Epsilon) Centerline Ditch Ordinary High Water Mark/Bank 50-ft Buffer Zone 100-ft Buffer Zone Cranberry Bog Bordering Vegetated Wetland Isolated Vegetated Wetland Land Under Water Realigned Access Road Abutter Notification(September 2, 2022) !!! !!!!!! !!! !!! !!! !!! !!! !!! !!! !!! !!! !!! !!! !!! !! !! !! !! !! !! !! !! !!!! !!!! !! !! !! !! !! !! !! !! !! !! !! !! !!!! !! !! !!!!!! !! !! !! !! !! !! !! !! !! !! !! £¤6 £¤6ParkerRoad Plu m S tr e e t GarrettsL a n e ServiceRoad 175_005 175_006 175_007 175_008 175_009 175_010 175_011 175_013 175_014 175_015 176_001_002 176_002_001 176_002_002 176_003176_004 176_005 176_006 176_009 176_010 176_020 176_021_003 176_024176_025_002 194_020 195_002 195_003 195_004 195_034 195_037 195_038 195_042 196_031 196_032 176_021 176_021_001176_021_002 176_025 176_025_001 176_019 84 85 86 87 88 89 G:\Projects2\MA\Bourne\3015\2021\Task_4\Abutters\Abutters3_20220902.mxd LOCUS LEGEND 1:4,2001 inch = 350 feet K0175350 Feet SCALE 2 1 3 4 Basemap: Nearmap Aerial, April 2022 Mid Cape Reliability Project Data Source: Office of Geographic Information (MassGIS), Commonwealth of Massachusetts, Information Technology Division prepared by: Figure 1 Map Sheet 3 of 4 *Assessing Division - Town of Barnstable Notified Abutter (Parcel ID)* 1000-ft Project Site Buffer Project Site Project Locus Eversource ROW/Easement/Property !!Proposed Transmission Structure !!Relocated Distribution Pole !!!Distribution Pole to Be Removed Existing Structure Potential Spur Road Potential Construction Access Route Proposed Erosion Control 30'x30' Work Pad (Relocated Distribution Pole) 100'x100' Work Pad (Proposed Transmission Structure) 100'x100'/150'x100' Pull Pad Wetlands Field Delineation (Epsilon) Centerline Ditch Ordinary High Water Mark/Bank 50-ft Buffer Zone 100-ft Buffer Zone Cranberry Bog Bordering Vegetated Wetland Isolated Vegetated Wetland Land Under Water Realigned Access Road Abutter Notification(September 2, 2022) !!! !!! !!!!!! !! !! !! !! !! !! !! !! !! !! !! £¤6£¤6OakStreet Servic e R o a d P l u mSt r eet194_020 194_021 195_026 195_027 195_029 195_030 214_001 215_017 215_018 215_034_001 215_034_003 90 91 G:\Projects2\MA\Bourne\3015\2021\Task_4\Abutters\Abutters4_20220902.mxd LOCUS LEGEND 1:1,8001 inch = 150 feet K075150 Feet SCALE 2 1 3 4 Basemap: Nearmap Aerial, April 2022 Mid Cape Reliability Project Data Source: Office of Geographic Information (MassGIS), Commonwealth of Massachusetts, Information Technology Division prepared by: Figure 1 Map Sheet 4 of 4 West Barnstable Substation #921 Oak Street Substation #920 Abutter Notification(September 2, 2022) *Assessing Division - Town of Barnstable Notified Abutter (Parcel ID)* Project Locus Eversource ROW/Easement/Property !!Proposed Transmission Structure !!Relocated Distribution Pole !!!Distribution Pole to Be Removed Existing Structure Potential Spur Road Potential Construction Access Route Proposed Erosion Control 30'x30' Work Pad (Relocated Distribution Pole) 100'x100' Work Pad (Proposed Transmission Structure) 100'x100'/150'x100' Pull Pad Wetlands Field Delineation (Epsilon) Centerline Ditch Ordinary High Water Mark/Bank 50-ft Buffer Zone 100-ft Buffer Zone Cranberry Bog Bordering Vegetated Wetland Isolated Vegetated Wetland Land Under Water Realigned Access Road 100-ft Project Site Buffer Project Site Attachment I Filing Fee Information noifeetf.doc • Wetland Fee Transmittal Form • rev. 10/11 Page 1 of 2 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands NOI Wetland Fee Transmittal Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Important: When filling out forms on the computer, use only the tab key to move your cursor - do not use the return key. A. Applicant Information 1. Location of Project: Eversource ROW 342 and Substation at #625 & #661 Oak Street Barnstable b. City/Town 44540(state portion)/44539(local portion) c. Check number $500($237.50 state / $262.50 local + $425 bylaw fee) 2. Applicant Mailing Address: a. First Name b. Last Name NSTAR Electric Company d/b/a Eversource Energy c. Organization 247 Station Drive d. Mailing Address Westwood e. City/Town MA f. State 02090 g. Zip Code 781.441.8845 h. Phone Number i. Fax Number matthew.devlin@eversource.com j. Email Address 3. Property Owner (if different): N/A (Eversource ROW 342) a. First Name b. Last Name c. Organization d. Mailing Address e. City/Town f. State g. Zip Code h. Phone Number i. Fax Number j. Email Address To calculate filing fees, refer to the category fee list and examples in the instructions for filling out WPA Form 3 (Notice of Intent). B. Fees Fee should be calculated using the following process & worksheet. Please see Instructions before filling out worksheet. Step 1/Type of Activity: Describe each type of activity that will occur in wetland resource area and buffer zone. Step 2/Number of Activities: Identify the number of each type of activity. Step 3/Individual Activity Fee: Identify each activity fee from the six project categories listed in the instructions. Step 4/Subtotal Activity Fee: Multiply the number of activities (identified in Step 2) times the fee per category (identified in Step 3) to reach a subtotal fee amount. Note: If any of these activities are in a Riverfront Area in addition to another Resource Area or the Buffer Zone, the fee per activity should be multiplied by 1.5 and then added to the subtotal amount. Step 5/Total Project Fee: Determine the total project fee by adding the subtotal amounts from Step 4. Step 6/Fee Payments: To calculate the state share of the fee, divide the total fee in half and subtract $12.50. To calculate the city/town share of the fee, divide the total fee in half and add $12.50. noifeetf.doc • Wetland Fee Transmittal Form • rev. 10/11 Page 2 of 2 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands NOI Wetland Fee Transmittal Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Fees (continued) Step 1/Type of Activity Step 2/Number of Activities Step 3/Individual Activity Fee Step 4/Subtotal Activity Fee 2E - Inland Limited Project (transmission line) 1 $500 $500 Step 5/Total Project Fee: $500 Step 6/Fee Payments: Total Project Fee: $500 a. Total Fee from Step 5 State share of filing Fee: $237.50 b. 1/2 Total Fee less $12.50 City/Town share of filling Fee: $262.50 (+$425.00 bylaw) C. Submittal Requirements a.) Complete pages 1 and 2 and send with a check or money order for the state share of the fee, payable to the Commonwealth of Massachusetts. Department of Environmental Protection Box 4062 Boston, MA 02211 b.) To the Conservation Commission: Send the Notice of Intent or Abbreviated Notice of Intent; a copy of this form; and the city/town fee payment. To MassDEP Regional Office (see Instructions): Send a copy of the Notice of Intent or Abbreviated Notice of Intent; a copy of this form; and a copy of the state fee payment. (E-filers of Notices of Intent may submit these electronically.) Attachment J Stormwater Management Report and Checklist (prepared by VHB) STORMWATER REPORT Station #921 West Barnstable 661 Oak Street, West Barnstable, MA PREPARED FOR NSTAR Electric Company d/b/a Eversource Energy 247 Station Drive Westwood, MA 02090 PREPARED BY 1 Cedar Street Suite 400 Providence, RI 02903 401.272.8100 November 15, 2021 Stormwater Report i Table of Contents Table of Contents Checklist for Stormwater Report ................................................................................................... 1 Stormwater Report Narrative ........................................................................................................ 2 Project Description ................................................................................................................................................................................... 2 Site Description .......................................................................................................................................................................................... 2 Existing Drainage Conditions .............................................................................................................................................................. 3 Proposed Drainage Conditions.......................................................................................................................................................... 4 Regulatory Compliance .................................................................................................................. 1 Massachusetts Department of Environmental Protection (DEP) – Stormwater Management Standards 1 Standard 1: No New Untreated Discharges or Erosion to Wetlands ............................................................... 1 Standard 2: Peak Rate Attenuation .................................................................................................................................... 1 Standard 3: Stormwater Recharge ...................................................................................................................................... 2 Standard 4: Water Quality ....................................................................................................................................................... 3 Standard 5: Land Uses with Higher Potential Pollutant Loads (LUHPPLs) .................................................... 3 Standard 6: Critical Areas ......................................................................................................................................................... 3 Standard 7: Redevelopments and Other Projects Subject to the Standards only to the Maximum Extent Practicable .............................................................................................................................................. 3 Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Controls.. 3 Standard 9: Operation and Maintenance Plan ............................................................................................................. 3 Standard 10: Prohibition of Illicit Discharges ................................................................................................................... 4 Appendices Appendix A: Standard 2 Computations and Supporting Information ...................................................... 5 Appendix B: Standard 3 Computations and Supporting Documentation............................................. 17 Appendix C: Standard 4 Computations and Supporting Information .................................................... 20 Stormwater Report ii Table of Contents List of Tables Table No. Description Page Table 1 Existing Conditions Hydrologic Data............................................................................................ 2 Table 2 Existing Conditions Hydrologic Data............................................................................................ 3 Table 3 Proposed Conditions Hydrologic Data ........................................................................................ 4 Table 4 Peak Discharge Rates (cfs*) .............................................................................................................. 2 Table 5 Summary of Recharge Calculations .............................................................................................. 2 Stormwater Checklist.doc • 04/01/08 Stormwater Report Checklist • Page 2 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report B. Stormwater Checklist and Certification The following checklist is intended to serve as a guide for applicants as to the elements that ordinarily need to be addressed in a complete Stormwater Report. The checklist is also intended to provide conservation commissions and other reviewing authorities with a summary of the components necessary for a comprehensive Stormwater Report that addresses the ten Stormwater Standards. Note: Because stormwater requirements vary from project to project, it is possible that a complete Stormwater Report may not include information on some of the subjects specified in the Checklist. If it is determined that a specific item does not apply to the project under review, please note that the item is not applicable (N.A.) and provide the reasons for that determination. A complete checklist must include the Certification set forth below signed by the Registered Professional Engineer who prepared the Stormwater Report. Registered Professional Engineer’s Certification I have reviewed the Stormwater Report, including the soil evaluation, computations, Long -term Pollution Prevention Plan, the Construction Period Erosion and Sedimentation Control Plan (if included), the Long- term Post-Construction Operation and Maintenance Plan, the Illicit Discharge Compliance Statement (if included) and the plans showing the stormwater management system, and have determined that they have been prepared in accordance with the requirements of the Stormwater Management Standards as further elaborated by the Massachusetts Stormwater Handbook. I have also determined that the information presented in the Stormwater Checklist is accurate and that the information presented in the Stormwater Report accurately reflects conditions at the site as of the date of this permit application. Registered Professional Engineer Block and Signature Signature and Date Checklist Project Type: Is the application for new development, redevelopment, or a mix of new and redevelopment? New development Redevelopment Mix of New Development and Redevelopment 11/15/2021 Stormwater Checklist.doc • 04/01/08 Stormwater Report Checklist • Page 3 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) LID Measures: Stormwater Standards require LID measures to be considered. Document what environmentally sensitive design and LID Techniques were considered during the planning and design of the project: No disturbance to any Wetland Resource Areas Site Design Practices (e.g. clustered development, reduced frontage setbacks) Reduced Impervious Area (Redevelopment Only) Minimizing disturbance to existing trees and shrubs LID Site Design Credit Requested: Credit 1 Credit 2 Credit 3 Use of “country drainage” versus curb and gutter conveyance and pipe Bioretention Cells (includes Rain Gardens) Constructed Stormwater Wetlands (includes Gravel Wetlands designs) Treebox Filter Water Quality Swale Grass Channel Green Roof Other (describe): Swale with Infiltration Trenches, Infiltration Basins 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. Stormwater Checklist.doc • 04/01/08 Stormwater Report Checklist • Page 4 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 2: Peak Rate Attenuation Standard 2 waiver requested because the project is located in land subject to coastal storm flowage and stormwater discharge is to a wetland subject to coastal flooding. Evaluation provided to determine whether off-site flooding increases during the 100-year 24-hour storm. Calculations provided to show that post-development peak discharge rates do not exceed pre- development rates for the 2-year and 10-year 24-hour storms. If evaluation shows that off-site flooding increases during the 100-year 24-hour storm, calculations are also provided to show that post-development peak discharge rates do not exceed pre-development rates for the 100-year 24- hour storm. Standard 3: Recharge Soil Analysis provided. Required Recharge Volume calculation provided. Required Recharge volume reduced through use of the LID site Design Credits. Sizing the infiltration, BMPs is based on the following method: Check the method used. Static Simple Dynamic Dynamic Field1 Runoff from all impervious areas at the site discharging to the infiltration BMP. Runoff from all impervious areas at the site is not discharging to the infiltration BMP and calculations are provided showing that the drainage area contributing runoff to the infiltration BMPs is sufficient to generate the required recharge volume. Recharge BMPs have been sized to infiltrate the Required Recharge Volume. Recharge BMPs have been sized to infiltrate the Required Recharge Volume only to the maximum extent practicable for the following reason: Site is comprised solely of C and D soils and/or bedrock at the land surface M.G.L. c. 21E sites pursuant to 310 CMR 40.0000 Solid Waste Landfill pursuant to 310 CMR 19.000 Project is otherwise subject to Stormwater Management Standards only to the maximum extent practicable. Calculations showing that the infiltration BMPs will drain in 72 hours are provided. Property includes a M.G.L. c. 21E site or a solid waste landfill and a mounding analysis is included. 1 80% TSS removal is required prior to discharge to infiltration BMP if Dynamic Field method is used. Stormwater Checklist.doc • 04/01/08 Stormwater Report Checklist • Page 5 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 3: Recharge (continued) The infiltration BMP is used to attenuate peak flows during storms greater than or equal to the 10- year 24-hour storm and separation to seasonal high groundwater is less than 4 feet and a mounding analysis is provided. Documentation is provided showing that infiltration BMPs do not adversely impact nearby wetland resource areas. Standard 4: Water Quality The Long-Term Pollution Prevention Plan typically includes the following: • Good housekeeping practices; • Provisions for storing materials and waste products inside or under cover; • Vehicle washing controls; • Requirements for routine inspections and maintenance of stormwater BMPs; • Spill prevention and response plans; • Provisions for maintenance of lawns, gardens, and other landscaped areas; • Requirements for storage and use of fertilizers, herbicides, and pesticides; • Pet waste management provisions; • Provisions for operation and management of septic systems; • Provisions for solid waste management; • Snow disposal and plowing plans relative to Wetland Resource Areas; • Winter Road Salt and/or Sand Use and Storage restrictions; • Street sweeping schedules; • Provisions for prevention of illicit discharges to the stormwater management system; • Documentation that Stormwater BMPs are designed to provide for shutdown and containment in the event of a spill or discharges to or near critical areas or from LUHPPL; • Training for staff or personnel involved with implementing Long-Term Pollution Prevention Plan; • List of Emergency contacts for implementing Long-Term Pollution Prevention Plan. A Long-Term Pollution Prevention Plan is attached to Stormwater Report and is included as an attachment to the Wetlands Notice of Intent. Treatment BMPs subject to the 44% TSS removal pretreatment requirement and the one inch rule for calculating the water quality volume are included, and discharge: is within the Zone II or Interim Wellhead Protection Area is near or to other critical areas is within soils with a rapid infiltration rate (greater than 2.4 inches per hour) involves runoff from land uses with higher potential pollutant loads. The Required Water Quality Volume is reduced through use of the LID site Design Credits. Calculations documenting that the treatment train meets the 80% TSS removal requirement and, if applicable, the 44% TSS removal pretreatment requirement, are provided. Stormwater Checklist.doc • 04/01/08 Stormwater Report Checklist • Page 6 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 4: Water Quality (continued) The BMP is sized (and calculations provided) based on: The ½” or 1” Water Quality Volume or The equivalent flow rate associated with the Water Quality Volume and documentation is provided showing that the BMP treats the required water quality volume. The applicant proposes to use proprietary BMPs, and documentation supporting use of proprietary BMP and proposed TSS removal rate is provided. This documentation may be in the form of the propriety BMP checklist found in Volume 2, Chapter 4 of the Massachusetts Stormwater Handbook and submitting copies of the TARP Report, STEP Report, and/or other third party studies verifying performance of the proprietary BMPs. A TMDL exists that indicates a need to reduce pollutants other than TSS and documentation showing that the BMPs selected are consistent with the TMDL is provided. Standard 5: Land Uses With Higher Potential Pollutant Loads (LUHPPLs) The NPDES Multi-Sector General Permit covers the land use and the Stormwater Pollution Prevention Plan (SWPPP) has been included with the Stormwater Report. The NPDES Multi-Sector General Permit covers the land use and the SWPPP will be submitted prior to the discharge of stormwater to the post-construction stormwater BMPs. The NPDES Multi-Sector General Permit does not cover the land use. LUHPPLs are located at the site and industry specific source control and pollution prevention measures have been proposed to reduce or eliminate the exposure of LUHPPLs to rain, snow, snow melt and runoff, and been included in the long term Pollution Prevention Plan. All exposure has been eliminated. All exposure has not been eliminated and all BMPs selected are on MassDEP LUHPPL list. The LUHPPL has the potential to generate runoff with moderate to higher concentrations of oil and grease (e.g. all parking lots with >1000 vehicle trips per day) and the treatment train includes an oil grit separator, a filtering bioretention area, a sand filter or equivalent. Standard 6: Critical Areas The discharge is near or to a critical area and the treatment train includes only BMPs that MassDEP has approved for stormwater discharges to or near that particular class of cr itical area. Critical areas and BMPs are identified in the Stormwater Report. Stormwater Checklist.doc • 04/01/08 Stormwater Report Checklist • Page 7 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum extent practicable The project is subject to the Stormwater Management Standards only to the maximum Extent Practicable as a: Limited Project Small Residential Projects: 5-9 single family houses or 5-9 units in a multi-family development provided there is no discharge that may potentially affect a critical area. Small Residential Projects: 2-4 single family houses or 2-4 units in a multi-family development with a discharge to a critical area Marina and/or boatyard provided the hull painting, service and maintenance areas are protected from exposure to rain, snow, snow melt and runoff Bike Path and/or Foot Path Redevelopment Project Redevelopment portion of mix of new and redevelopment. Certain standards are not fully met (Standard No. 1, 8, 9, and 10 must always be fully met) and an explanation of why these standards are not met is contained in the Stormwater Report. The project involves redevelopment and a description of all measures that have been taken to improve existing conditions is provided in the Stormwater Report. The redevelopment checklist found in Volume 2 Chapter 3 of the Massachusetts Stormwater Handbook may be used to document that the proposed stormwater management system (a) complies with Standards 2, 3 and the pretreatment and structural BMP requirements of Standards 4-6 to the maximum extent practicable and (b) improves existing conditions. Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan must include the following information: • Narrative; • Construction Period Operation and Maintenance Plan; • Names of Persons or Entity Responsible for Plan Compliance; • Construction Period Pollution Prevention Measures; • Erosion and Sedimentation Control Plan Drawings; • Detail drawings and specifications for erosion control BMPs, including sizing calculations; • Vegetation Planning; • Site Development Plan; • Construction Sequencing Plan; • Sequencing of Erosion and Sedimentation Controls; • Operation and Maintenance of Erosion and Sedimentation Controls; • Inspection Schedule; • Maintenance Schedule; • Inspection and Maintenance Log Form. A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan containing the information set forth above has been included in the Stormwater Report. Stormwater Checklist.doc • 04/01/08 Stormwater Report Checklist • Page 8 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control (continued) The project is highly complex and information is included in the Stor mwater 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 R eport and includes the following information: Name of the stormwater management system owners; Party responsible for operation and maintenance; Schedule for implementation of routine and non-routine maintenance tasks; Plan showing the location of all stormwater BMPs maintenance access areas; Description and delineation of public safety features; Estimated operation and maintenance budget; and Operation and Maintenance Log Form. The responsible party is not the owner of the parcel where the BMP is located and the Stormwater Report includes the following submissions: A copy of the legal instrument (deed, homeowner’s association, utility trust or other legal entity) that establishes the terms of and legal responsibility for the operation and maintenance of the project site stormwater BMPs; A plan and easement deed that allows site access for the legal entity to operate and maintain BMP functions. Standard 10: Prohibition of Illicit Discharges The Long-Term Pollution Prevention Plan includes measures to prevent illicit discharges; An Illicit Discharge Compliance Statement is attached; NO Illicit Discharge Compliance Statement is attached but will be submitted prior to the discharge of any stormwater to post-construction BMPs. Stormwater Report 2 Stormwater Report Narrative Stormwater Report Narrative This Stormwater Report has been prepared to demonstrate compliance with the Massachusetts Stormwater Management Standards in accordance with the Massachusetts Wetlands Protection Act Regulations (310 CMR 10.00) and Water Quality Certification Regulations (314 CMR 9.00). This report also demonstrates compliance with the West Barnstable rules and regulations for stormwater design and mitigation. Project Description The Applicant, NSTAR Electric Company d/b/a Eversource Energy, is proposing to construct an expansion of their substation yard. As proposed, the Project consists of 60,090 square feet of disturbance which includes an expanded gravel pad, gravel road, ancillary landscape improvements and utility improvements to support this use. The Project will entail the construction of an expanded substation and is not considered a Land Use with Higher Potential Pollutant Loads (LUHPPL). Site Description The Project Site is a 11.95-acre parcel of land (the Site) located at 661 Oak Street in West Barnstable, Massachusetts (see Figure 1). The Site lies within the surface watershed of Garretts Pond and is bounded by Oak Street to the north, Route 6 to the south, an , NSTAR Electric Company d/b/a Eversource Energy utility corridor to the east, and residential properties to the west. See Figure 1, Site Locus Map. Wetland Resource Areas on the Site include the following: Table 1 Existing Conditions Hydrologic Data Name Critical Area (yes/no) Zone 1 or Zone A (yes/no) ORW or SRW (yes/no) Zone II or IWPA (yes/no) Other Isolated Wetland No No No No According to the National Resources Conservation Service (NRCS), surface soils on the Site include Plymouth-Barnstable Complex (rolling and hilly) and Barnstable-Plymouth-Nantucket Complex (rolling). On-site soils are classified as Hydrologic Soil Group (HSG) A. Based on the soil Stormwater Report 3 Stormwater Report Narrative evaluation included in Appendix B, the Site is not considered to be within an area of rapid infiltration (soils with a saturated hydraulic conductivity greater than 2.4 inches per hour). Existing Drainage Conditions Under existing conditions, the Site is [provide general description of surface conditions, i.e., undeveloped woodlands, developed with a mix of impervious and pervious surfaces, developed and predominately impervious] with generally flat/hilly/rolling topography. Figure 2 illustrates the existing drainage patterns on the Site. Currently, the Site is divided into 12 drainage areas as stormwater runoff flows to 2 Design Points, which have been identified as DP-1 Isolated Wetlands and DP-2 Offsite. Table 2 below provides a summary of the existing conditions hydrologic data. Table 2 Existing Conditions Hydrologic Data Drainage Area Discharge Location Design Point Area (Acres) Curve Number Time of Concentration (min) EX-1 Isolated Wetland DP-1 0.115 41 5 EX-2 North Infiltration Trench DP-1 0.429 55 5 EX-3 Substation DP-1 0.130 96 5 EX-4 Substation DP-1 0.658 89 5 EX-5 South Infiltration Trench DP-2 0.332 62 5 EX-6 Substation DP-2 0.414 96 5 EX-7 Infiltration Basin DP-2 0.171 39 5 EX-8 Substation DP-2 0.646 90 5 EX-9 Substation DP-2 0.268 96 5 EX-10 Offsite DP-2 0.126 35 5 EX-11 Offsite DP-2 1.213 31 7.6 EX-12 Offsite DP-2 0.117 79 5 Stormwater Report 4 Stormwater Report Narrative Proposed Drainage Conditions Figure 3 illustrates the proposed “post construction” drainage conditions for the project. As shown, the Site will be divided into 11 drainage areas that discharge treated stormwater to the 2 existing Design Points. Table 3 below provides a summary of the proposed conditions hydrologic data. Table 3 Proposed Conditions Hydrologic Data Drainage Area Discharge Location Design Point Area (Acres) Curve Number Time of Concentration (min) PR-2 North Infiltration Trench DP-1 0.778 44 10.2 PR-3 Substation DP-1 0.330 96 5 PR-4 Substation DP-1 0.658 89 5 PR-5 South Infiltration Trench DP-2 0.296 58 7.0 PR-6 Substation DP-2 0.781 96 5 PR-7 Infiltration Basin DP-2 0.240 45 5 PR-8 Substation DP-2 0.646 90 5 PR-9 Substation DP-2 0.268 96 5 PR-10 Offsite DP-2 0.126 35 5 PR-11 Offsite DP-2 0.498 45 5 Tthe site design integrates a comprehensive stormwater management system that has been developed in accordance with the Massachusetts Stormwater Handbook. The proposed stormwater management system has been designed to treat the half inch Water Quality Volume. The proposed stormwater management system has been designed to treat the half inch Water Quality Volume. Mid Cape H ighway Lyannough Road1326SITEOak S t r e e tOa k S t r e e t Sh o o t f l y i n g H i l l R o a d Service RoadMain S tree t Main S tree tSpruce Pond RoadPlum StreetWequaqu e t La k e Garretts PondFeet0 500 1000\\vhb\gbl\proj\Providence\73167.00\cad\ld\Eng\Stormwater\Figure 1 - Locus Map.dwgMay 2021Figure 1Site Locus MapStation #921661 Oak StreetWest Barnstable, MA O A K S T R E E T ROUTE 6 - EASTBOUNDROW No. 342ROW No. 342483C483C 494C EX12 DP1 DP2 EX2 EX11 EX4 EX9 EX10 EX8 EX7 EX6 EX5 S2 S5 S3 IT-SIB-EX S4 483D EX3 S1 EX1IT-N Legend SYMBOLS X X X LINETYPES SCS SOIL CLASSIFICATIONS 483C DESIGN POINT DRAINAGE AREADESIGNATION POND DRAINAGE AREABOUNDARY TIME OF CONCENTRATIONFLOW LINE SOIL TYPE BOUNDARY 100' BUFFER ZONE WETLAND BOUNDARY PLYMOUTH-BARNSTABLECOMPLEX, ROLLING, VERYBOULDERY, HSG A \\vhb\gbl\proj\Providence\73167.00\cad\ld\Eng\Stormwater\Figure 2 - EX Drainage.dwg May 2021 Figure 2Existing Drainage ConditionsStation #921661 Oak StreetWest Barnstable, MA0 50 100 Feet 483D PLYMOUTH-BARNSTABLECOMPLEX, HILLY, VERYBOULDERY, HSG A 494C BARNSTABLE-PLYMOUTH-NANTUCKET COMPLEX,ROLLING, VERY BOULDERY,HSG A B-1 B-2 B-3 B-4 B-5Substation Cross SectionO A K S T R E E T ROUTE 6 - EASTBOUNDROW No. 342ROW No. 342483C483C 494C DP1 DP2 483D PR12 PR2 PR11 PR4 PR9 PR10 PR8 PR7 PR6 PR5IB-PR PR3 IT-N S2 S5 S3 IT-S S4 S1 Legend SYMBOLS X X X LINETYPES SCS SOIL CLASSIFICATIONS 483C DESIGN POINT DRAINAGE AREADESIGNATION POND DRAINAGE AREABOUNDARY TIME OF CONCENTRATIONFLOW LINE SOIL TYPE BOUNDARY 100' BUFFER ZONE WETLAND BOUNDARY PLYMOUTH-BARNSTABLECOMPLPR, ROLLING, VERYBOULDERY, HSG A \\vhb\gbl\proj\Providence\73167.00\cad\ld\Eng\Stormwater\Figure 3 - PR Drainage.dwg May 2021 Figure 3Proposed Drainage ConditionsStation #921661 Oak StreetWest Barnstable, MA0 40 80 Feet 483D PLYMOUTH-BARNSTABLECOMPLPR, HILLY, VERYBOULDERY, HSG A 494C BARNSTABLE-PLYMOUTH-NANTUCKET COMPLPR,ROLLING, VERY BOULDERY,HSG A Stormwater Report D1 Appendix A: Standard 2 Computations and Supporting Information Regulatory Compliance Massachusetts Department of Environmental Protection (DEP) – Stormwater Management Standards As demonstrated below, the proposed Project fully complies with the DEP Stormwater Management Standards. Standard 1: No New Untreated Discharges or Erosion to Wetlands The Project has been designed to comply with Standard 1. The Best Management Practices (BMPs) included in the proposed stormwater management system have been designed in accordance with the Massachusetts Stormwater Handbook. Supporting information and computations demonstrating that no new untreated discharges will result from the Project are presented through compliance with Standards 4 through 6. All proposed Project stormwater outlets and conveyances have been designed to not cause erosion or scour to wetlands or receiving waters. Outlets from closed drainage systems have been designed with flared end sections and stone protection to dissipate discharge velocities. Overflows from BMP’s that impound stormwater have been designed with vegetated to protect downgradient areas from erosion. Standard 2: Peak Rate Attenuation The Project has been designed to comply with Standard 2. The rainfall-runoff response of the Site under existing and proposed conditions was analyzed for storm events with recurrence intervals of 2, 10, 25 and 100 years. The results of the analysis, as summarized in Table 4 below, indicate that there is no increase in peak discharge rates between the existing and proposed conditions. Computations and supporting information regarding the hydrologic modeling are included in Appendix A. Stormwater Report D2 Appendix A: Standard 2 Computations and Supporting Information Table 4 Peak Discharge Rates (cfs*) Design Point 2-year 10-year 25-year 100-year Design Point: Isolated Wetland Existing 0.00 0.11 0.57 1.45 Proposed 0.00 0.00 0.08 0.76 Design Point: Offsite Existing 0.21 0.39 0.51 0.71 Proposed 0.00 0.09 0.27 0.71 Standard 3: Stormwater Recharge The Project has been designed to comply with Standard 3. Recharge of stormwater has been provided through the use of Infiltration Trenches, Crushed Stone Pads, and Infiltration Basins, which have been sized using the Simple Dyanmic method. Each infiltration BMP has been designed to drain completely within 72 hours. Table 5 below provides a summary of the proposed infiltration BMPs utilized for the Project. Table 5 Summary of Recharge Calculations Infiltration BMP Provided Recharge Volume (cubic feet) S1 7,192 S2 12,985 S3 17,001 S4 11,393 S5 4,159 IT-N 1,112 IT-S 1,216 IT-PR 2,181 Total Provided Recharge Total Required Recharge 57,237 Soil evaluation (including Geotechnical Report), computations, and supporting information are included in Appendix B. Stormwater Report D3 Appendix A: Standard 2 Computations and Supporting Information Standard 4: Water Quality The Project has been designed to comply with Standard 4. The proposed stormwater management system implements a treatment train of BMPs that has been designed to provide 80% TSS removal of stormwater runoff from all proposed impervious surfaces. Computations and supporting information, including the Long-Term Pollution Prevention Plan, are included in Appendix C. Standard 5: Land Uses with Higher Potential Pollutant Loads (LUHPPLs) The Project is not considered a LUHPPL. Standard 6: Critical Areas The Project will not discharge stormwater near or to a critical area. Standard 7: Redevelopments and Other Projects Subject to the Standards only to the Maximum Extent Practicable The Project has been designed to comply with all ten of the Stormwater Management Standar ds. Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Controls The Project will disturb approximately 1.52 acres of land and is therefore required to obtain coverage under the Environmental Protection Agency (EPA) National Pollutant Discharge Elimination System (NPDES) Construction General Permit. As required under this permit, a Stormwater Pollution Prevention Plan (SWPPP) will be developed and submitted before land disturbance begins. Standard 9: Operation and Maintenance Plan In compliance with Standard 9, a Post Construction Stormwater Operation and Maintenance (O&M) Plan has been developed for the Project. The O&M Plan is included in Appendix C as part of the Long Term Pollution Prevention Plan. Stormwater Report D4 Appendix A: Standard 2 Computations and Supporting Information Standard 10: Prohibition of Illicit Discharges Sanitary sewer and storm drainage structures remaining from previous development which are part of the redevelopment area will be removed or will be incorporated into updated sanitary sewer and separate stormwater sewer systems. The design plans submitted with this report have been designed so that the components included therein are in full compliance with current standards. No statement is made with regard to the drainage system in portions of the site not included in the redevelopment project area. The Long-Term Pollution Prevention Plan includes measures to prevent illicit discharges. Stormwater Report D5 Appendix A: Standard 2 Computations and Supporting Information Appendix A: Standard 2 Computations and Supporting Information The rainfall-runoff response of the Site under existing and proposed conditions was evaluated for storm events with recurrence intervals of 2, 10, 25 and 100-years. Rainfall volumes used for this analysis were based on the Natural Resources Conservation Service (NRCS) Type III, 24-hour storm and NOAA Atlas 14 precipitation depths for the site: 3.40, 4.95, 5.92, 7.42 inches, respectively. Runoff coefficients for the pre- and post-development conditions, as previously shown in Tables 2 and 3 respectively, were determined using NRCS Technical Release 55 (TR -55) methodology as provided in HydroCAD. Drainage areas used in the analyses were described in previous sections and shown on Figures 2 and 3. The HydroCAD model is based on the NRCS Technical Release 20 (TR-20) Model for Project Formulation Hydrology. Stormwater Report D6 Appendix A: Standard 2 Computations and Supporting Information HydroCAD Analysis: Existing Conditions EX1Gravel Driveway, Lawn, and WoodsEX10Woods and LawnEX11Undeveloped Area - Woods and LawnEX12Undeveloped Area - Woods and LawnsEX2Gravel Driveway, Lawn, and WoodsEX3Crushed StoneEX4Gravel Driveway, Lawn, and WoodsEX5Gravel Driveway and LawnEX6Crushed StoneEX7Gravel Driveway and LawnEX8Crushed Stone and LawnEX9Crushed StoneIB-EXInfiltration BasinIT-NNorth Infiltration TrenchIT-SSouth Infiltration TrenchS1SubstationS2SubstationS3SubstationS4SubstationS5SubstationDP1Isolated WetlandDP2OffsiteRouting Diagram for 73167.00 Existing HydroCADPrepared by VHB, Printed 5/13/2021HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSubcatReachPondLink 73167.00 Existing HydroCAD73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 2HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCRainfall Events ListingEvent# EventNameStorm TypeCurve Mode Duration(hours)B/B Depth(inches)AMC1 2-year Type III 24-hrDefault 24.00 1 3.40 22 10-year Type III 24-hrDefault 24.00 1 4.95 23 25-year Type III 24-hrDefault 24.00 1 5.92 24 100-year Type III 24-hrDefault 24.00 1 7.42 2 73167.00 Existing HydroCAD73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 3HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCArea Listing (all nodes)Area(acres)CNDescription(subcatchment-numbers)0.972 39 >75% Grass cover, Good, HSG A (EX1, EX10, EX11, EX12, EX2, EX4, EX5, EX7, EX8, EX9)2.350 96 Gravel surface, HSG A (EX1, EX10, EX11, EX12, EX2, EX3, EX4, EX5, EX6, EX7, EX8, EX9)1.298 30 Woods, Good, HSG A (EX1, EX10, EX11, EX12, EX2, EX4, EX5, EX8)4.620 65 TOTAL AREA 73167.00 Existing HydroCAD73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 4HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSoil Listing (all nodes)Area(acres)SoilGroupSubcatchmentNumbers4.620 HSG A EX1, EX10, EX11, EX12, EX2, EX3, EX4, EX5, EX6, EX7, EX8, EX90.000 HSG B0.000 HSG C0.000 HSG D0.000 Other4.620 TOTAL AREA 73167.00 Existing HydroCAD73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 5HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCGround Covers (all nodes)HSG-A(acres)HSG-B(acres)HSG-C(acres)HSG-D(acres)Other(acres)Total(acres)GroundCoverSubcatchmentNumbers0.972 0.000 0.000 0.000 0.000 0.972 >75% Grass cover, Good EX1, EX10, EX11, EX12, EX2, EX4, EX5, EX7, EX8, EX92.350 0.000 0.000 0.000 0.000 2.350 Gravel surfaceEX1, EX10, EX11, EX12, EX2, EX3, EX4, EX5, EX6, EX7, EX8, EX91.298 0.000 0.000 0.000 0.000 1.298 Woods, GoodEX1, EX10, EX11, EX12, EX2, EX4, EX5, EX84.620 0.000 0.000 0.000 0.000 4.620 TOTAL AREA 73167.00 Existing HydroCADType III 24-hr 2-year Rainfall=3.40"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 6HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX1: Gravel Driveway, Lawn, and WoodsRunoff = 0.00 cfs @ 20.95 hrs, Volume= 0.000 af, Depth= 0.02"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 2-year Rainfall=3.40"Area (ac)CN Description0.051 39 >75% Grass cover, Good, HSG A0.012 96 Gravel surface, HSG A0.052 30 Woods, Good, HSG A0.115 41 Weighted Average0.115 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.0Direct Entry, Subcatchment EX1: Gravel Driveway, Lawn, and WoodsRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.0000.0000.0000.0000.0000.0000.0000.0000.0000.00000000Type III 24-hr2-year Rainfall=3.40"Runoff Area=0.115 acRunoff Volume=0.000 afRunoff Depth=0.02"Tc=5.0 minCN=410.00 cfs 73167.00 Existing HydroCADType III 24-hr 2-year Rainfall=3.40"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 7HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX10: Woods and LawnRunoff = 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= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 2-year Rainfall=3.40"Area (ac)CN Description0.076 39 >75% Grass cover, Good, HSG A0.000 96 Gravel surface, HSG A0.049 30 Woods, Good, HSG A0.126 35 Weighted Average0.126 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.0Direct Entry, Subcatchment EX10: Woods and LawnRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)10Type III 24-hr2-year Rainfall=3.40"Runoff Area=0.126 acRunoff Volume=0.000 afRunoff Depth=0.00"Tc=5.0 minCN=350.00 cfs 73167.00 Existing HydroCADType III 24-hr 2-year Rainfall=3.40"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 8HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX11: Undeveloped Area - Woods and LawnRunoff = 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= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 2-year Rainfall=3.40"Area (ac)CN Description0.178 39 >75% Grass cover, Good, HSG A0.000 96 Gravel surface, HSG A1.036 30 Woods, Good, HSG A1.213 31 Weighted Average1.213 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.3 50 0.1538 0.16Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.40"2.3 189 0.0767 1.38Shallow Concentrated Flow, Woodland Kv= 5.0 fps7.6 239 TotalSubcatchment EX11: Undeveloped Area - Woods and LawnRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)10Type III 24-hr2-year Rainfall=3.40"Runoff Area=1.213 acRunoff Volume=0.000 afRunoff Depth=0.00"Flow Length=239'Tc=7.6 minCN=310.00 cfs 73167.00 Existing HydroCADType III 24-hr 2-year Rainfall=3.40"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 9HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX12: Undeveloped Area - Woods and LawnsRunoff = 0.21 cfs @ 12.08 hrs, Volume= 0.015 af, Depth= 1.49"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 2-year Rainfall=3.40"Area (ac)CN Description0.034 39 >75% Grass cover, Good, HSG A0.083 96 Gravel surface, HSG A0.000 30 Woods, Good, HSG A0.117 79 Weighted Average0.117 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.0Direct Entry, Subcatchment EX12: Undeveloped Area - Woods and LawnsRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.230.220.210.20.190.180.170.160.150.140.130.120.110.10.090.080.070.060.050.040.030.020.010Type III 24-hr2-year Rainfall=3.40"Runoff Area=0.117 acRunoff Volume=0.015 afRunoff Depth=1.49"Tc=5.0 minCN=790.21 cfs 73167.00 Existing HydroCADType III 24-hr 2-year Rainfall=3.40"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 10HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX2: Gravel Driveway, Lawn, and WoodsRunoff = 0.06 cfs @ 12.28 hrs, Volume= 0.011 af, Depth= 0.31"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 2-year Rainfall=3.40"Area (ac)CN Description0.120 39 >75% Grass cover, Good, HSG A0.149 96 Gravel surface, HSG A0.160 30 Woods, Good, HSG A0.429 55 Weighted Average0.429 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.0Direct Entry, Subcatchment EX2: Gravel Driveway, Lawn, and WoodsRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.0650.060.0550.050.0450.040.0350.030.0250.020.0150.010.0050Type III 24-hr2-year Rainfall=3.40"Runoff Area=0.429 acRunoff Volume=0.011 afRunoff Depth=0.31"Tc=5.0 minCN=550.06 cfs 73167.00 Existing HydroCADType III 24-hr 2-year Rainfall=3.40"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 11HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX3: Crushed StoneRunoff = 0.43 cfs @ 12.07 hrs, Volume= 0.032 af, Depth= 2.95"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 2-year Rainfall=3.40"Area (ac)CN Description0.130 96 Gravel surface, HSG A0.130 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.0Direct Entry, Subcatchment EX3: Crushed StoneRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.480.460.440.420.40.380.360.340.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020Type III 24-hr2-year Rainfall=3.40"Runoff Area=0.130 acRunoff Volume=0.032 afRunoff Depth=2.95"Tc=5.0 minCN=960.43 cfs 73167.00 Existing HydroCADType III 24-hr 2-year Rainfall=3.40"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 12HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX4: Gravel Driveway, Lawn, and WoodsRunoff = 1.80 cfs @ 12.07 hrs, Volume= 0.124 af, Depth= 2.26"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 2-year Rainfall=3.40"Area (ac)CN Description0.076 39 >75% Grass cover, Good, HSG A0.581 96 Gravel surface, HSG A0.001 30 Woods, Good, HSG A0.658 89 Weighted Average0.658 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.0Direct Entry, Subcatchment EX4: Gravel Driveway, Lawn, and WoodsRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)210Type III 24-hr2-year Rainfall=3.40"Runoff Area=0.658 acRunoff Volume=0.124 afRunoff Depth=2.26"Tc=5.0 minCN=891.80 cfs 73167.00 Existing HydroCADType III 24-hr 2-year Rainfall=3.40"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 13HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX5: Gravel Driveway and LawnRunoff = 0.17 cfs @ 12.10 hrs, Volume= 0.016 af, Depth= 0.57"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 2-year Rainfall=3.40"Area (ac)CN Description0.196 39 >75% Grass cover, Good, HSG A0.136 96 Gravel surface, HSG A0.000 30 Woods, Good, HSG A0.332 62 Weighted Average0.332 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.0Direct Entry, Subcatchment EX5: Gravel Driveway and LawnRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.180.170.160.150.140.130.120.110.10.090.080.070.060.050.040.030.020.010Type III 24-hr2-year Rainfall=3.40"Runoff Area=0.332 acRunoff Volume=0.016 afRunoff Depth=0.57"Tc=5.0 minCN=620.17 cfs 73167.00 Existing HydroCADType III 24-hr 2-year Rainfall=3.40"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 14HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX6: Crushed StoneRunoff = 1.37 cfs @ 12.07 hrs, Volume= 0.102 af, Depth= 2.95"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 2-year Rainfall=3.40"Area (ac)CN Description0.414 96 Gravel surface, HSG A0.414 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.0Direct Entry, Subcatchment EX6: Crushed StoneRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)10Type III 24-hr2-year Rainfall=3.40"Runoff Area=0.414 acRunoff Volume=0.102 afRunoff Depth=2.95"Tc=5.0 minCN=961.37 cfs 73167.00 Existing HydroCADType III 24-hr 2-year Rainfall=3.40"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 15HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX7: Gravel Driveway and LawnRunoff = 0.00 cfs @ 23.45 hrs, Volume= 0.000 af, Depth= 0.00"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 2-year Rainfall=3.40"Area (ac)CN Description0.171 39 >75% Grass cover, Good, HSG A0.000 96 Gravel surface, HSG A0.171 39 Weighted Average0.171 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.0Direct Entry, Subcatchment EX7: Gravel Driveway and LawnRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000000000000Type III 24-hr2-year Rainfall=3.40"Runoff Area=0.171 acRunoff Volume=0.000 afRunoff Depth=0.00"Tc=5.0 minCN=390.00 cfs 73167.00 Existing HydroCADType III 24-hr 2-year Rainfall=3.40"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 16HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX8: Crushed Stone and LawnRunoff = 1.82 cfs @ 12.07 hrs, Volume= 0.127 af, Depth= 2.35"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 2-year Rainfall=3.40"Area (ac)CN Description0.070 39 >75% Grass cover, Good, HSG A0.576 96 Gravel surface, HSG A0.000 30 Woods, Good, HSG A0.646 90 Weighted Average0.646 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.0Direct Entry, Subcatchment EX8: Crushed Stone and LawnRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)210Type III 24-hr2-year Rainfall=3.40"Runoff Area=0.646 acRunoff Volume=0.127 afRunoff Depth=2.35"Tc=5.0 minCN=901.82 cfs 73167.00 Existing HydroCADType III 24-hr 2-year Rainfall=3.40"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 17HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX9: Crushed StoneRunoff = 0.89 cfs @ 12.07 hrs, Volume= 0.066 af, Depth= 2.95"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 2-year Rainfall=3.40"Area (ac)CN Description0.000 39 >75% Grass cover, Good, HSG A0.268 96 Gravel surface, HSG A0.268 96 Weighted Average0.268 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.0Direct Entry, Subcatchment EX9: Crushed StoneRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.950.90.850.80.750.70.650.60.550.50.450.40.350.30.250.20.150.10.050Type III 24-hr2-year Rainfall=3.40"Runoff Area=0.268 acRunoff Volume=0.066 afRunoff Depth=2.95"Tc=5.0 minCN=960.89 cfs 73167.00 Existing HydroCADType III 24-hr 2-year Rainfall=3.40"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 18HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Pond IB-EX: Infiltration BasinInflow Area = 1.564 ac, 0.00% Impervious, Inflow Depth = 0.00" for 2-year eventInflow= 0.00 cfs @ 23.45 hrs, Volume= 0.000 afOutflow = 0.00 cfs @ 23.57 hrs, Volume= 0.000 af, Atten= 0%, Lag= 7.4 minDiscarded = 0.00 cfs @ 23.57 hrs, Volume= 0.000 afPrimary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 afRouting by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsPeak Elev= 139.00' @ 23.57 hrs Surf.Area= 457 sf Storage= 0 cfPlug-Flow detention time= 8.9 min calculated for 0.000 af (100% of inflow)Center-of-Mass det. time= 8.9 min ( 1,300.9 - 1,292.0 )Volume Invert Avail.Storage Storage Description#1 139.00' 2,537 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)139.0045700140.00657557557141.001,0088331,390142.001,2861,1472,537Device Routing Invert Outlet Devices#1 Primary 141.00'30.0' long x 16.0' 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 #2 Discarded 139.00'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.03 cfs @ 23.57 hrs HW=139.00' (Free Discharge)2=Exfiltration (Exfiltration Controls 0.03 cfs)Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=139.00' (Free Discharge)1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Existing HydroCADType III 24-hr 2-year Rainfall=3.40"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 19HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCPond IB-EX: Infiltration BasinInflowOutflowDiscardedPrimaryHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000000000000Inflow Area=1.564 acPeak Elev=139.00'Storage=0 cf0.00 cfs0.00 cfs0.00 cfs0.00 cfs 73167.00 Existing HydroCADType III 24-hr 2-year Rainfall=3.40"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 20HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Pond IT-N: North Infiltration TrenchInflow Area = 0.559 ac, 0.00% Impervious, Inflow Depth = 0.24" for 2-year eventInflow= 0.06 cfs @ 12.28 hrs, Volume= 0.011 afOutflow = 0.03 cfs @ 12.11 hrs, Volume= 0.011 af, Atten= 53%, Lag= 0.0 minDiscarded = 0.03 cfs @ 12.11 hrs, Volume= 0.011 afPrimary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 afRouting by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsPeak Elev= 138.22' @ 12.60 hrs Surf.Area= 520 sf Storage= 46 cfPlug-Flow detention time= 8.4 min calculated for 0.011 af (100% of inflow)Center-of-Mass det. time= 8.4 min ( 950.9 - 942.5 )Volume Invert Avail.Storage Storage Description#1 138.00'416 cf2.00'W x 260.00'L x 2.00'H Prismatoid1,040 cf Overall x 40.0% Voids#2 140.00'20 cfCustom Stage Data (Prismatic) Listed below (Recalc)436 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)140.0020000140.102002020Device Routing Invert Outlet Devices#1 Primary 140.00'32.0' long x 16.0' 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 #2 Discarded 138.00'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.03 cfs @ 12.11 hrs HW=138.02' (Free Discharge)2=Exfiltration (Exfiltration Controls 0.03 cfs)Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=138.00' (Free Discharge)1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Existing HydroCADType III 24-hr 2-year Rainfall=3.40"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 21HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCPond IT-N: North Infiltration TrenchInflowOutflowDiscardedPrimaryHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.0650.060.0550.050.0450.040.0350.030.0250.020.0150.010.0050Inflow Area=0.559 acPeak Elev=138.22'Storage=46 cf0.06 cfs0.03 cfs0.03 cfs0.00 cfs 73167.00 Existing HydroCADType III 24-hr 2-year Rainfall=3.40"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 22HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Pond IT-S: South Infiltration TrenchInflow Area = 0.747 ac, 0.00% Impervious, Inflow Depth = 0.25" for 2-year eventInflow= 0.17 cfs @ 12.10 hrs, Volume= 0.016 afOutflow = 0.04 cfs @ 12.01 hrs, Volume= 0.016 af, Atten= 79%, Lag= 0.0 minDiscarded = 0.04 cfs @ 12.01 hrs, Volume= 0.016 afPrimary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 afRouting by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsPeak Elev= 139.86' @ 12.76 hrs Surf.Area= 640 sf Storage= 144 cfPlug-Flow detention time= 28.7 min calculated for 0.016 af (100% of inflow)Center-of-Mass det. time= 28.7 min ( 930.3 - 901.6 )Volume Invert Avail.Storage Storage Description#1 139.30'512 cf2.00'W x 320.00'L x 2.00'H Prismatoid1,280 cf Overall x 40.0% Voids#2 141.30'140 cfCustom Stage Data (Prismatic) Listed below (Recalc)652 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)141.3035000141.70350140140Device Routing Invert Outlet Devices#1 Primary 141.30'2.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 139.30'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.04 cfs @ 12.01 hrs HW=139.33' (Free Discharge)2=Exfiltration (Exfiltration Controls 0.04 cfs)Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=139.30' (Free Discharge)1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Existing HydroCADType III 24-hr 2-year Rainfall=3.40"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 23HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCPond IT-S: South Infiltration TrenchInflowOutflowDiscardedPrimaryHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.180.170.160.150.140.130.120.110.10.090.080.070.060.050.040.030.020.010Inflow Area=0.747 acPeak Elev=139.86'Storage=144 cf0.17 cfs0.04 cfs0.04 cfs0.00 cfs 73167.00 Existing HydroCADType III 24-hr 2-year Rainfall=3.40"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 24HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Pond S1: SubstationInflow Area = 0.130 ac, 0.00% Impervious, Inflow Depth = 2.95" for 2-year eventInflow= 0.43 cfs @ 12.07 hrs, Volume= 0.032 afOutflow = 0.32 cfs @ 12.03 hrs, Volume= 0.032 af, Atten= 27%, Lag= 0.0 minDiscarded = 0.32 cfs @ 12.03 hrs, Volume= 0.032 afPrimary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 afRouting by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsPeak Elev= 152.52' @ 12.14 hrs Surf.Area= 5,648 sf Storage= 45 cfPlug-Flow detention time= 0.8 min calculated for 0.032 af (100% of inflow)Center-of-Mass det. time= 0.8 min ( 772.3 - 771.4 )Volume Invert Avail.Storage Storage Description#1 152.50' 1,243 cfCustom Stage Data (Prismatic) Listed below (Recalc)3,106 cf Overall x 40.0% VoidsElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)152.505,64800153.005,6482,8242,824153.055,6482823,106Device Routing Invert Outlet Devices#1 Discarded 152.50'2.410 in/hr Exfiltration over Surface area #2 Primary 153.00'131.0' long Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.51 3.59 3.57 Discarded OutFlow Max=0.32 cfs @ 12.03 hrs HW=152.51' (Free Discharge)1=Exfiltration (Exfiltration Controls 0.32 cfs)Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=152.50' (Free Discharge)2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Existing HydroCADType III 24-hr 2-year Rainfall=3.40"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 25HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCPond S1: SubstationInflowOutflowDiscardedPrimaryHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.450.40.350.30.250.20.150.10.050Inflow Area=0.130 acPeak Elev=152.52'Storage=45 cf0.43 cfs0.32 cfs0.32 cfs0.00 cfs 73167.00 Existing HydroCADType III 24-hr 2-year Rainfall=3.40"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 26HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Pond S2: SubstationInflow Area = 0.658 ac, 0.00% Impervious, Inflow Depth = 2.26" for 2-year eventInflow= 1.80 cfs @ 12.07 hrs, Volume= 0.124 afOutflow = 1.45 cfs @ 12.04 hrs, Volume= 0.124 af, Atten= 19%, Lag= 0.0 minDiscarded = 1.45 cfs @ 12.04 hrs, Volume= 0.124 afPrimary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 afRouting by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsPeak Elev= 152.51' @ 12.13 hrs Surf.Area= 25,969 sf Storage= 136 cfPlug-Flow detention time= 0.7 min calculated for 0.124 af (100% of inflow)Center-of-Mass det. time= 0.7 min ( 808.5 - 807.8 )Volume Invert Avail.Storage Storage Description#1 152.50' 5,713 cfCustom Stage Data (Prismatic) Listed below (Recalc)14,283 cf Overall x 40.0% VoidsElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)152.50 25,96900153.00 25,969 12,985 12,985153.05 25,9691,298 14,283Device Routing Invert Outlet Devices#1 Primary 153.00'190.0' long Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.51 3.59 3.57 #2 Discarded 152.50'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.45 cfs @ 12.04 hrs HW=152.51' (Free Discharge)2=Exfiltration (Exfiltration Controls 1.45 cfs)Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=152.50' (Free Discharge)1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Existing HydroCADType III 24-hr 2-year Rainfall=3.40"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 27HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCPond S2: SubstationInflowOutflowDiscardedPrimaryHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)210Inflow Area=0.658 acPeak Elev=152.51'Storage=136 cf1.80 cfs1.45 cfs1.45 cfs0.00 cfs 73167.00 Existing HydroCADType III 24-hr 2-year Rainfall=3.40"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 28HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Pond S3: SubstationInflow Area = 0.414 ac, 0.00% Impervious, Inflow Depth = 2.95" for 2-year eventInflow= 1.37 cfs @ 12.07 hrs, Volume= 0.102 afOutflow = 1.17 cfs @ 12.05 hrs, Volume= 0.102 af, Atten= 15%, Lag= 0.0 minDiscarded = 1.17 cfs @ 12.05 hrs, Volume= 0.102 afPrimary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 afRouting by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsPeak Elev= 152.51' @ 12.12 hrs Surf.Area= 20,982 sf Storage= 85 cfPlug-Flow detention time= 0.7 min calculated for 0.102 af (100% of inflow)Center-of-Mass det. time= 0.7 min ( 772.1 - 771.4 )Volume Invert Avail.Storage Storage Description#1 152.50' 4,616 cfCustom Stage Data (Prismatic) Listed below (Recalc)11,540 cf Overall x 40.0% VoidsElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)152.50 20,98200153.00 20,982 10,491 10,491153.05 20,9821,049 11,540Device Routing Invert Outlet Devices#1 Primary 153.00'260.0' long Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.51 3.59 3.57 #2 Discarded 152.50'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.17 cfs @ 12.05 hrs HW=152.51' (Free Discharge)2=Exfiltration (Exfiltration Controls 1.17 cfs)Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=152.50' (Free Discharge)1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Existing HydroCADType III 24-hr 2-year Rainfall=3.40"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 29HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCPond S3: SubstationInflowOutflowDiscardedPrimaryHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)10Inflow Area=0.414 acPeak Elev=152.51'Storage=85 cf1.37 cfs1.17 cfs1.17 cfs0.00 cfs 73167.00 Existing HydroCADType III 24-hr 2-year Rainfall=3.40"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 30HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Pond S4: SubstationInflow Area = 0.646 ac, 0.00% Impervious, Inflow Depth = 2.35" for 2-year eventInflow= 1.82 cfs @ 12.07 hrs, Volume= 0.127 afOutflow = 1.27 cfs @ 12.02 hrs, Volume= 0.127 af, Atten= 30%, Lag= 0.0 minDiscarded = 1.27 cfs @ 12.02 hrs, Volume= 0.127 afPrimary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 afRouting by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsPeak Elev= 152.52' @ 12.15 hrs Surf.Area= 22,786 sf Storage= 218 cfPlug-Flow detention time= 0.9 min calculated for 0.127 af (100% of inflow)Center-of-Mass det. time= 0.9 min ( 804.6 - 803.6 )Volume Invert Avail.Storage Storage Description#1 152.50' 5,013 cfCustom Stage Data (Prismatic) Listed below (Recalc)12,532 cf Overall x 40.0% VoidsElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)152.50 22,78600153.00 22,786 11,393 11,393153.05 22,7861,139 12,532Device Routing Invert Outlet Devices#1 Primary 153.00'200.0' long Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.51 3.59 3.57 #2 Discarded 152.50'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.27 cfs @ 12.02 hrs HW=152.51' (Free Discharge)2=Exfiltration (Exfiltration Controls 1.27 cfs)Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=152.50' (Free Discharge)1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Existing HydroCADType III 24-hr 2-year Rainfall=3.40"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 31HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCPond S4: SubstationInflowOutflowDiscardedPrimaryHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)210Inflow Area=0.646 acPeak Elev=152.52'Storage=218 cf1.82 cfs1.27 cfs1.27 cfs0.00 cfs 73167.00 Existing HydroCADType III 24-hr 2-year Rainfall=3.40"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 32HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Pond S5: SubstationInflow Area = 0.268 ac, 0.00% Impervious, Inflow Depth = 2.95" for 2-year eventInflow= 0.89 cfs @ 12.07 hrs, Volume= 0.066 afOutflow = 0.46 cfs @ 12.00 hrs, Volume= 0.066 af, Atten= 48%, Lag= 0.0 minDiscarded = 0.46 cfs @ 12.00 hrs, Volume= 0.066 afPrimary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 afRouting by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsPeak Elev= 152.53' @ 12.19 hrs Surf.Area= 8,317 sf Storage= 224 cfPlug-Flow detention time= 2.8 min calculated for 0.066 af (100% of inflow)Center-of-Mass det. time= 2.8 min ( 774.2 - 771.4 )Volume Invert Avail.Storage Storage Description#1 152.50' 4,574 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)152.508,31700153.008,3174,1594,159153.058,3174164,574Device Routing Invert Outlet Devices#1 Primary 153.00'100.0' long Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.51 3.59 3.57 #2 Discarded 152.50'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.46 cfs @ 12.00 hrs HW=152.51' (Free Discharge)2=Exfiltration (Exfiltration Controls 0.46 cfs)Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=152.50' (Free Discharge)1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Existing HydroCADType III 24-hr 2-year Rainfall=3.40"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 33HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCPond S5: SubstationInflowOutflowDiscardedPrimaryHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.950.90.850.80.750.70.650.60.550.50.450.40.350.30.250.20.150.10.050Inflow Area=0.268 acPeak Elev=152.53'Storage=224 cf0.89 cfs0.46 cfs0.46 cfs0.00 cfs 73167.00 Existing HydroCADType III 24-hr 2-year Rainfall=3.40"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 34HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Link DP1: Isolated WetlandInflow Area = 1.332 ac, 0.00% Impervious, Inflow Depth = 0.00" for 2-year eventInflow= 0.00 cfs @ 20.95 hrs, Volume= 0.000 afPrimary = 0.00 cfs @ 20.95 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsLink DP1: Isolated WetlandInflowPrimaryHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.0000.0000.0000.0000.0000.0000.0000.0000.0000.00000000Inflow Area=1.332 ac0.00 cfs0.00 cfs 73167.00 Existing HydroCADType III 24-hr 2-year Rainfall=3.40"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 35HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Link DP2: OffsiteInflow Area = 3.288 ac, 0.00% Impervious, Inflow Depth = 0.05" for 2-year eventInflow= 0.21 cfs @ 12.08 hrs, Volume= 0.015 afPrimary = 0.21 cfs @ 12.08 hrs, Volume= 0.015 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsLink DP2: OffsiteInflowPrimaryHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.230.220.210.20.190.180.170.160.150.140.130.120.110.10.090.080.070.060.050.040.030.020.010Inflow Area=3.288 ac0.21 cfs0.21 cfs 73167.00 Existing HydroCADType III 24-hr 10-year Rainfall=4.95"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 36HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX1: Gravel Driveway, Lawn, and WoodsRunoff = 0.01 cfs @ 12.40 hrs, Volume= 0.003 af, Depth= 0.26"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 10-year Rainfall=4.95"Area (ac)CN Description0.051 39 >75% Grass cover, Good, HSG A0.012 96 Gravel surface, HSG A0.052 30 Woods, Good, HSG A0.115 41 Weighted Average0.115 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.0Direct Entry, Subcatchment EX1: Gravel Driveway, Lawn, and WoodsRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.0090.0090.0080.0080.0070.0070.0060.0060.0050.0050.0040.0040.0030.0030.0020.0020.0010.0010.0000Type III 24-hr10-year Rainfall=4.95"Runoff Area=0.115 acRunoff Volume=0.003 afRunoff Depth=0.26"Tc=5.0 minCN=410.01 cfs 73167.00 Existing HydroCADType III 24-hr 10-year Rainfall=4.95"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 37HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX10: Woods and LawnRunoff = 0.00 cfs @ 15.21 hrs, Volume= 0.001 af, Depth= 0.08"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 10-year Rainfall=4.95"Area (ac)CN Description0.076 39 >75% Grass cover, Good, HSG A0.000 96 Gravel surface, HSG A0.049 30 Woods, Good, HSG A0.126 35 Weighted Average0.126 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.0Direct Entry, Subcatchment EX10: Woods and LawnRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.0010.0010.0010.0010.0010.0010.0010.0010.0010.0000.0000.0000.00000Type III 24-hr10-year Rainfall=4.95"Runoff Area=0.126 acRunoff Volume=0.001 afRunoff Depth=0.08"Tc=5.0 minCN=350.00 cfs 73167.00 Existing HydroCADType III 24-hr 10-year Rainfall=4.95"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 38HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX11: Undeveloped Area - Woods and LawnRunoff = 0.00 cfs @ 22.69 hrs, Volume= 0.001 af, Depth= 0.01"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 10-year Rainfall=4.95"Area (ac)CN Description0.178 39 >75% Grass cover, Good, HSG A0.000 96 Gravel surface, HSG A1.036 30 Woods, Good, HSG A1.213 31 Weighted Average1.213 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.3 50 0.1538 0.16Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.40"2.3 189 0.0767 1.38Shallow Concentrated Flow, Woodland Kv= 5.0 fps7.6 239 TotalSubcatchment EX11: Undeveloped Area - Woods and LawnRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.0030.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0010.0010.0010.0010.0010.0010.0010.0010.0010.0010.0000.0000.0000.0000Type III 24-hr10-year Rainfall=4.95"Runoff Area=1.213 acRunoff Volume=0.001 afRunoff Depth=0.01"Flow Length=239'Tc=7.6 minCN=310.00 cfs 73167.00 Existing HydroCADType III 24-hr 10-year Rainfall=4.95"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 39HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX12: Undeveloped Area - Woods and LawnsRunoff = 0.39 cfs @ 12.07 hrs, Volume= 0.027 af, Depth= 2.76"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 10-year Rainfall=4.95"Area (ac)CN Description0.034 39 >75% Grass cover, Good, HSG A0.083 96 Gravel surface, HSG A0.000 30 Woods, Good, HSG A0.117 79 Weighted Average0.117 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.0Direct Entry, Subcatchment EX12: Undeveloped Area - Woods and LawnsRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.440.420.40.380.360.340.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020Type III 24-hr10-year Rainfall=4.95"Runoff Area=0.117 acRunoff Volume=0.027 afRunoff Depth=2.76"Tc=5.0 minCN=790.39 cfs 73167.00 Existing HydroCADType III 24-hr 10-year Rainfall=4.95"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 40HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX2: Gravel Driveway, Lawn, and WoodsRunoff = 0.40 cfs @ 12.09 hrs, Volume= 0.034 af, Depth= 0.96"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 10-year Rainfall=4.95"Area (ac)CN Description0.120 39 >75% Grass cover, Good, HSG A0.149 96 Gravel surface, HSG A0.160 30 Woods, Good, HSG A0.429 55 Weighted Average0.429 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.0Direct Entry, Subcatchment EX2: Gravel Driveway, Lawn, and WoodsRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.440.420.40.380.360.340.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020Type III 24-hr10-year Rainfall=4.95"Runoff Area=0.429 acRunoff Volume=0.034 afRunoff Depth=0.96"Tc=5.0 minCN=550.40 cfs 73167.00 Existing HydroCADType III 24-hr 10-year Rainfall=4.95"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 41HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX3: Crushed StoneRunoff = 0.64 cfs @ 12.07 hrs, Volume= 0.048 af, Depth= 4.48"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 10-year Rainfall=4.95"Area (ac)CN Description0.130 96 Gravel surface, HSG A0.130 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.0Direct Entry, Subcatchment EX3: Crushed StoneRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.70.650.60.550.50.450.40.350.30.250.20.150.10.050Type III 24-hr10-year Rainfall=4.95"Runoff Area=0.130 acRunoff Volume=0.048 afRunoff Depth=4.48"Tc=5.0 minCN=960.64 cfs 73167.00 Existing HydroCADType III 24-hr 10-year Rainfall=4.95"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 42HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX4: Gravel Driveway, Lawn, and WoodsRunoff = 2.89 cfs @ 12.07 hrs, Volume= 0.204 af, Depth= 3.72"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 10-year Rainfall=4.95"Area (ac)CN Description0.076 39 >75% Grass cover, Good, HSG A0.581 96 Gravel surface, HSG A0.001 30 Woods, Good, HSG A0.658 89 Weighted Average0.658 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.0Direct Entry, Subcatchment EX4: Gravel Driveway, Lawn, and WoodsRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3210Type III 24-hr10-year Rainfall=4.95"Runoff Area=0.658 acRunoff Volume=0.204 afRunoff Depth=3.72"Tc=5.0 minCN=892.89 cfs 73167.00 Existing HydroCADType III 24-hr 10-year Rainfall=4.95"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 43HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX5: Gravel Driveway and LawnRunoff = 0.52 cfs @ 12.08 hrs, Volume= 0.039 af, Depth= 1.41"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 10-year Rainfall=4.95"Area (ac)CN Description0.196 39 >75% Grass cover, Good, HSG A0.136 96 Gravel surface, HSG A0.000 30 Woods, Good, HSG A0.332 62 Weighted Average0.332 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.0Direct Entry, Subcatchment EX5: Gravel Driveway and LawnRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.550.50.450.40.350.30.250.20.150.10.050Type III 24-hr10-year Rainfall=4.95"Runoff Area=0.332 acRunoff Volume=0.039 afRunoff Depth=1.41"Tc=5.0 minCN=620.52 cfs 73167.00 Existing HydroCADType III 24-hr 10-year Rainfall=4.95"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 44HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX6: Crushed StoneRunoff = 2.04 cfs @ 12.07 hrs, Volume= 0.155 af, Depth= 4.48"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 10-year Rainfall=4.95"Area (ac)CN Description0.414 96 Gravel surface, HSG A0.414 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.0Direct Entry, Subcatchment EX6: Crushed StoneRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)210Type III 24-hr10-year Rainfall=4.95"Runoff Area=0.414 acRunoff Volume=0.155 afRunoff Depth=4.48"Tc=5.0 minCN=962.04 cfs 73167.00 Existing HydroCADType III 24-hr 10-year Rainfall=4.95"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 45HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX7: Gravel Driveway and LawnRunoff = 0.01 cfs @ 12.47 hrs, Volume= 0.003 af, Depth= 0.19"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 10-year Rainfall=4.95"Area (ac)CN Description0.171 39 >75% Grass cover, Good, HSG A0.000 96 Gravel surface, HSG A0.171 39 Weighted Average0.171 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.0Direct Entry, Subcatchment EX7: Gravel Driveway and LawnRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.0060.0050.0050.0040.0040.0030.0030.0020.0020.0010.0010.0000Type III 24-hr10-year Rainfall=4.95"Runoff Area=0.171 acRunoff Volume=0.003 afRunoff Depth=0.19"Tc=5.0 minCN=390.01 cfs 73167.00 Existing HydroCADType III 24-hr 10-year Rainfall=4.95"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 46HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX8: Crushed Stone and LawnRunoff = 2.90 cfs @ 12.07 hrs, Volume= 0.206 af, Depth= 3.83"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 10-year Rainfall=4.95"Area (ac)CN Description0.070 39 >75% Grass cover, Good, HSG A0.576 96 Gravel surface, HSG A0.000 30 Woods, Good, HSG A0.646 90 Weighted Average0.646 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.0Direct Entry, Subcatchment EX8: Crushed Stone and LawnRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3210Type III 24-hr10-year Rainfall=4.95"Runoff Area=0.646 acRunoff Volume=0.206 afRunoff Depth=3.83"Tc=5.0 minCN=902.90 cfs 73167.00 Existing HydroCADType III 24-hr 10-year Rainfall=4.95"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 47HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX9: Crushed StoneRunoff = 1.32 cfs @ 12.07 hrs, Volume= 0.100 af, Depth= 4.48"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 10-year Rainfall=4.95"Area (ac)CN Description0.000 39 >75% Grass cover, Good, HSG A0.268 96 Gravel surface, HSG A0.268 96 Weighted Average0.268 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.0Direct Entry, Subcatchment EX9: Crushed StoneRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)10Type III 24-hr10-year Rainfall=4.95"Runoff Area=0.268 acRunoff Volume=0.100 afRunoff Depth=4.48"Tc=5.0 minCN=961.32 cfs 73167.00 Existing HydroCADType III 24-hr 10-year Rainfall=4.95"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 48HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Pond IB-EX: Infiltration BasinInflow Area = 1.564 ac, 0.00% Impervious, Inflow Depth = 0.04" for 10-year eventInflow= 0.10 cfs @ 12.48 hrs, Volume= 0.005 afOutflow = 0.03 cfs @ 12.89 hrs, Volume= 0.005 af, Atten= 74%, Lag= 24.5 minDiscarded = 0.03 cfs @ 12.89 hrs, Volume= 0.005 afPrimary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 afRouting by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsPeak Elev= 139.12' @ 12.89 hrs Surf.Area= 482 sf Storage= 58 cfPlug-Flow detention time= 18.2 min calculated for 0.005 af (100% of inflow)Center-of-Mass det. time= 18.2 min ( 908.4 - 890.2 )Volume Invert Avail.Storage Storage Description#1 139.00' 2,537 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)139.0045700140.00657557557141.001,0088331,390142.001,2861,1472,537Device Routing Invert Outlet Devices#1 Primary 141.00'30.0' long x 16.0' 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 #2 Discarded 139.00'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.03 cfs @ 12.89 hrs HW=139.12' (Free Discharge)2=Exfiltration (Exfiltration Controls 0.03 cfs)Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=139.00' (Free Discharge)1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Existing HydroCADType III 24-hr 10-year Rainfall=4.95"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 49HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCPond IB-EX: Infiltration BasinInflowOutflowDiscardedPrimaryHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.110.1050.10.0950.090.0850.080.0750.070.0650.060.0550.050.0450.040.0350.030.0250.020.0150.010.0050Inflow Area=1.564 acPeak Elev=139.12'Storage=58 cf0.10 cfs0.03 cfs0.03 cfs0.00 cfs 73167.00 Existing HydroCADType III 24-hr 10-year Rainfall=4.95"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 50HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Pond IT-N: North Infiltration TrenchInflow Area = 0.559 ac, 0.00% Impervious, Inflow Depth = 0.73" for 10-year eventInflow= 0.40 cfs @ 12.09 hrs, Volume= 0.034 afOutflow = 0.15 cfs @ 12.49 hrs, Volume= 0.034 af, Atten= 63%, Lag= 24.1 minDiscarded = 0.04 cfs @ 12.49 hrs, Volume= 0.031 afPrimary = 0.11 cfs @ 12.49 hrs, Volume= 0.003 afRouting by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsPeak Elev= 140.01' @ 12.49 hrs Surf.Area= 720 sf Storage= 418 cfPlug-Flow detention time= 139.8 min calculated for 0.034 af (100% of inflow)Center-of-Mass det. time= 139.8 min ( 1,032.5 - 892.7 )Volume Invert Avail.Storage Storage Description#1 138.00'416 cf2.00'W x 260.00'L x 2.00'H Prismatoid1,040 cf Overall x 40.0% Voids#2 140.00'20 cfCustom Stage Data (Prismatic) Listed below (Recalc)436 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)140.0020000140.102002020Device Routing Invert Outlet Devices#1 Primary 140.00'32.0' long x 16.0' 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 #2 Discarded 138.00'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.04 cfs @ 12.49 hrs HW=140.01' (Free Discharge)2=Exfiltration (Exfiltration Controls 0.04 cfs)Primary OutFlow Max=0.07 cfs @ 12.49 hrs HW=140.01' (Free Discharge)1=Broad-Crested Rectangular Weir (Weir Controls 0.07 cfs @ 0.25 fps) 73167.00 Existing HydroCADType III 24-hr 10-year Rainfall=4.95"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 51HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCPond IT-N: North Infiltration TrenchInflowOutflowDiscardedPrimaryHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.440.420.40.380.360.340.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020Inflow Area=0.559 acPeak Elev=140.01'Storage=418 cf0.40 cfs0.15 cfs0.04 cfs0.11 cfs 73167.00 Existing HydroCADType III 24-hr 10-year Rainfall=4.95"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 52HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Pond IT-S: South Infiltration TrenchInflow Area = 0.747 ac, 0.00% Impervious, Inflow Depth = 0.63" for 10-year eventInflow= 0.52 cfs @ 12.08 hrs, Volume= 0.039 afOutflow = 0.15 cfs @ 12.48 hrs, Volume= 0.039 af, Atten= 71%, Lag= 24.0 minDiscarded = 0.06 cfs @ 12.39 hrs, Volume= 0.036 afPrimary = 0.10 cfs @ 12.48 hrs, Volume= 0.003 afRouting by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsPeak Elev= 141.37' @ 12.48 hrs Surf.Area= 990 sf Storage= 536 cfPlug-Flow detention time= 133.4 min calculated for 0.039 af (100% of inflow)Center-of-Mass det. time= 133.4 min ( 1,002.5 - 869.1 )Volume Invert Avail.Storage Storage Description#1 139.30'512 cf2.00'W x 320.00'L x 2.00'H Prismatoid1,280 cf Overall x 40.0% Voids#2 141.30'140 cfCustom Stage Data (Prismatic) Listed below (Recalc)652 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)141.3035000141.70350140140Device Routing Invert Outlet Devices#1 Primary 141.30'2.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 139.30'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.06 cfs @ 12.39 hrs HW=141.31' (Free Discharge)2=Exfiltration (Exfiltration Controls 0.06 cfs)Primary OutFlow Max=0.10 cfs @ 12.48 hrs HW=141.37' (Free Discharge)1=Broad-Crested Rectangular Weir (Weir Controls 0.10 cfs @ 0.70 fps) 73167.00 Existing HydroCADType III 24-hr 10-year Rainfall=4.95"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 53HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCPond IT-S: South Infiltration TrenchInflowOutflowDiscardedPrimaryHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.550.50.450.40.350.30.250.20.150.10.050Inflow Area=0.747 acPeak Elev=141.37'Storage=536 cf0.52 cfs0.15 cfs0.06 cfs0.10 cfs 73167.00 Existing HydroCADType III 24-hr 10-year Rainfall=4.95"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 54HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Pond S1: SubstationInflow Area = 0.130 ac, 0.00% Impervious, Inflow Depth = 4.48" for 10-year eventInflow= 0.64 cfs @ 12.07 hrs, Volume= 0.048 afOutflow = 0.32 cfs @ 11.98 hrs, Volume= 0.048 af, Atten= 51%, Lag= 0.0 minDiscarded = 0.32 cfs @ 11.98 hrs, Volume= 0.048 afPrimary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 afRouting by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsPeak Elev= 152.57' @ 12.20 hrs Surf.Area= 5,648 sf Storage= 157 cfPlug-Flow detention time= 2.1 min calculated for 0.048 af (100% of inflow)Center-of-Mass det. time= 2.1 min ( 763.8 - 761.7 )Volume Invert Avail.Storage Storage Description#1 152.50' 1,243 cfCustom Stage Data (Prismatic) Listed below (Recalc)3,106 cf Overall x 40.0% VoidsElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)152.505,64800153.005,6482,8242,824153.055,6482823,106Device Routing Invert Outlet Devices#1 Discarded 152.50'2.410 in/hr Exfiltration over Surface area #2 Primary 153.00'131.0' long Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.51 3.59 3.57 Discarded OutFlow Max=0.32 cfs @ 11.98 hrs HW=152.51' (Free Discharge)1=Exfiltration (Exfiltration Controls 0.32 cfs)Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=152.50' (Free Discharge)2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Existing HydroCADType III 24-hr 10-year Rainfall=4.95"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 55HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCPond S1: SubstationInflowOutflowDiscardedPrimaryHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.70.650.60.550.50.450.40.350.30.250.20.150.10.050Inflow Area=0.130 acPeak Elev=152.57'Storage=157 cf0.64 cfs0.32 cfs0.32 cfs0.00 cfs 73167.00 Existing HydroCADType III 24-hr 10-year Rainfall=4.95"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 56HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Pond S2: SubstationInflow Area = 0.658 ac, 0.00% Impervious, Inflow Depth = 3.72" for 10-year eventInflow= 2.89 cfs @ 12.07 hrs, Volume= 0.204 afOutflow = 1.45 cfs @ 11.98 hrs, Volume= 0.204 af, Atten= 50%, Lag= 0.0 minDiscarded = 1.45 cfs @ 11.98 hrs, Volume= 0.204 afPrimary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 afRouting by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsPeak Elev= 152.57' @ 12.20 hrs Surf.Area= 25,969 sf Storage= 693 cfPlug-Flow detention time= 2.1 min calculated for 0.204 af (100% of inflow)Center-of-Mass det. time= 2.1 min ( 795.9 - 793.8 )Volume Invert Avail.Storage Storage Description#1 152.50' 5,713 cfCustom Stage Data (Prismatic) Listed below (Recalc)14,283 cf Overall x 40.0% VoidsElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)152.50 25,96900153.00 25,969 12,985 12,985153.05 25,9691,298 14,283Device Routing Invert Outlet Devices#1 Primary 153.00'190.0' long Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.51 3.59 3.57 #2 Discarded 152.50'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.45 cfs @ 11.98 hrs HW=152.51' (Free Discharge)2=Exfiltration (Exfiltration Controls 1.45 cfs)Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=152.50' (Free Discharge)1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Existing HydroCADType III 24-hr 10-year Rainfall=4.95"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 57HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCPond S2: SubstationInflowOutflowDiscardedPrimaryHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3210Inflow Area=0.658 acPeak Elev=152.57'Storage=693 cf2.89 cfs1.45 cfs1.45 cfs0.00 cfs 73167.00 Existing HydroCADType III 24-hr 10-year Rainfall=4.95"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 58HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Pond S3: SubstationInflow Area = 0.414 ac, 0.00% Impervious, Inflow Depth = 4.48" for 10-year eventInflow= 2.04 cfs @ 12.07 hrs, Volume= 0.155 afOutflow = 1.17 cfs @ 12.00 hrs, Volume= 0.155 af, Atten= 43%, Lag= 0.0 minDiscarded = 1.17 cfs @ 12.00 hrs, Volume= 0.155 afPrimary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 afRouting by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsPeak Elev= 152.55' @ 12.17 hrs Surf.Area= 20,982 sf Storage= 385 cfPlug-Flow detention time= 1.4 min calculated for 0.155 af (100% of inflow)Center-of-Mass det. time= 1.4 min ( 763.1 - 761.7 )Volume Invert Avail.Storage Storage Description#1 152.50' 4,616 cfCustom Stage Data (Prismatic) Listed below (Recalc)11,540 cf Overall x 40.0% VoidsElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)152.50 20,98200153.00 20,982 10,491 10,491153.05 20,9821,049 11,540Device Routing Invert Outlet Devices#1 Primary 153.00'260.0' long Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.51 3.59 3.57 #2 Discarded 152.50'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.17 cfs @ 12.00 hrs HW=152.51' (Free Discharge)2=Exfiltration (Exfiltration Controls 1.17 cfs)Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=152.50' (Free Discharge)1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Existing HydroCADType III 24-hr 10-year Rainfall=4.95"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 59HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCPond S3: SubstationInflowOutflowDiscardedPrimaryHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)210Inflow Area=0.414 acPeak Elev=152.55'Storage=385 cf2.04 cfs1.17 cfs1.17 cfs0.00 cfs 73167.00 Existing HydroCADType III 24-hr 10-year Rainfall=4.95"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 60HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Pond S4: SubstationInflow Area = 0.646 ac, 0.00% Impervious, Inflow Depth = 3.83" for 10-year eventInflow= 2.90 cfs @ 12.07 hrs, Volume= 0.206 afOutflow = 1.27 cfs @ 11.96 hrs, Volume= 0.206 af, Atten= 56%, Lag= 0.0 minDiscarded = 1.27 cfs @ 11.96 hrs, Volume= 0.206 afPrimary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 afRouting by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsPeak Elev= 152.59' @ 12.24 hrs Surf.Area= 22,786 sf Storage= 858 cfPlug-Flow detention time= 3.0 min calculated for 0.206 af (100% of inflow)Center-of-Mass det. time= 3.0 min ( 793.1 - 790.1 )Volume Invert Avail.Storage Storage Description#1 152.50' 5,013 cfCustom Stage Data (Prismatic) Listed below (Recalc)12,532 cf Overall x 40.0% VoidsElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)152.50 22,78600153.00 22,786 11,393 11,393153.05 22,7861,139 12,532Device Routing Invert Outlet Devices#1 Primary 153.00'200.0' long Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.51 3.59 3.57 #2 Discarded 152.50'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.27 cfs @ 11.96 hrs HW=152.51' (Free Discharge)2=Exfiltration (Exfiltration Controls 1.27 cfs)Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=152.50' (Free Discharge)1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Existing HydroCADType III 24-hr 10-year Rainfall=4.95"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 61HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCPond S4: SubstationInflowOutflowDiscardedPrimaryHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3210Inflow Area=0.646 acPeak Elev=152.59'Storage=858 cf2.90 cfs1.27 cfs1.27 cfs0.00 cfs 73167.00 Existing HydroCADType III 24-hr 10-year Rainfall=4.95"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 62HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Pond S5: SubstationInflow Area = 0.268 ac, 0.00% Impervious, Inflow Depth = 4.48" for 10-year eventInflow= 1.32 cfs @ 12.07 hrs, Volume= 0.100 afOutflow = 0.46 cfs @ 11.88 hrs, Volume= 0.100 af, Atten= 65%, Lag= 0.0 minDiscarded = 0.46 cfs @ 11.88 hrs, Volume= 0.100 afPrimary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 afRouting by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsPeak Elev= 152.57' @ 12.31 hrs Surf.Area= 8,317 sf Storage= 568 cfPlug-Flow detention time= 5.9 min calculated for 0.100 af (100% of inflow)Center-of-Mass det. time= 5.9 min ( 767.6 - 761.7 )Volume Invert Avail.Storage Storage Description#1 152.50' 4,574 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)152.508,31700153.008,3174,1594,159153.058,3174164,574Device Routing Invert Outlet Devices#1 Primary 153.00'100.0' long Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.51 3.59 3.57 #2 Discarded 152.50'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.46 cfs @ 11.88 hrs HW=152.51' (Free Discharge)2=Exfiltration (Exfiltration Controls 0.46 cfs)Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=152.50' (Free Discharge)1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Existing HydroCADType III 24-hr 10-year Rainfall=4.95"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 63HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCPond S5: SubstationInflowOutflowDiscardedPrimaryHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)10Inflow Area=0.268 acPeak Elev=152.57'Storage=568 cf1.32 cfs0.46 cfs0.46 cfs0.00 cfs 73167.00 Existing HydroCADType III 24-hr 10-year Rainfall=4.95"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 64HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Link DP1: Isolated WetlandInflow Area = 1.332 ac, 0.00% Impervious, Inflow Depth = 0.05" for 10-year eventInflow= 0.11 cfs @ 12.49 hrs, Volume= 0.005 afPrimary = 0.11 cfs @ 12.49 hrs, Volume= 0.005 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsLink DP1: Isolated WetlandInflowPrimaryHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.120.110.10.090.080.070.060.050.040.030.020.010Inflow Area=1.332 ac0.11 cfs0.11 cfs 73167.00 Existing HydroCADType III 24-hr 10-year Rainfall=4.95"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 65HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Link DP2: OffsiteInflow Area = 3.288 ac, 0.00% Impervious, Inflow Depth = 0.11" for 10-year eventInflow= 0.39 cfs @ 12.07 hrs, Volume= 0.029 afPrimary = 0.39 cfs @ 12.07 hrs, Volume= 0.029 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsLink DP2: OffsiteInflowPrimaryHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.440.420.40.380.360.340.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020Inflow Area=3.288 ac0.39 cfs0.39 cfs 73167.00 Existing HydroCADType III 24-hr 25-year Rainfall=5.92"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 66HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX1: Gravel Driveway, Lawn, and WoodsRunoff = 0.03 cfs @ 12.29 hrs, Volume= 0.005 af, Depth= 0.53"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 25-year Rainfall=5.92"Area (ac)CN Description0.051 39 >75% Grass cover, Good, HSG A0.012 96 Gravel surface, HSG A0.052 30 Woods, Good, HSG A0.115 41 Weighted Average0.115 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.0Direct Entry, Subcatchment EX1: Gravel Driveway, Lawn, and WoodsRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.030.0280.0260.0240.0220.020.0180.0160.0140.0120.010.0080.0060.0040.0020Type III 24-hr25-year Rainfall=5.92"Runoff Area=0.115 acRunoff Volume=0.005 afRunoff Depth=0.53"Tc=5.0 minCN=410.03 cfs 73167.00 Existing HydroCADType III 24-hr 25-year Rainfall=5.92"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 67HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX10: Woods and LawnRunoff = 0.01 cfs @ 12.46 hrs, Volume= 0.002 af, Depth= 0.23"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 25-year Rainfall=5.92"Area (ac)CN Description0.076 39 >75% Grass cover, Good, HSG A0.000 96 Gravel surface, HSG A0.049 30 Woods, Good, HSG A0.126 35 Weighted Average0.126 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.0Direct Entry, Subcatchment EX10: Woods and LawnRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.0060.0050.0050.0040.0040.0030.0030.0020.0020.0010.0010.0000Type III 24-hr25-year Rainfall=5.92"Runoff Area=0.126 acRunoff Volume=0.002 afRunoff Depth=0.23"Tc=5.0 minCN=350.01 cfs 73167.00 Existing HydroCADType III 24-hr 25-year Rainfall=5.92"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 68HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX11: Undeveloped Area - Woods and LawnRunoff = 0.01 cfs @ 15.26 hrs, Volume= 0.009 af, Depth= 0.09"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 25-year Rainfall=5.92"Area (ac)CN Description0.178 39 >75% Grass cover, Good, HSG A0.000 96 Gravel surface, HSG A1.036 30 Woods, Good, HSG A1.213 31 Weighted Average1.213 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.3 50 0.1538 0.16Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.40"2.3 189 0.0767 1.38Shallow Concentrated Flow, Woodland Kv= 5.0 fps7.6 239 TotalSubcatchment EX11: Undeveloped Area - Woods and LawnRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.0150.0140.0130.0120.0110.010.0090.0080.0070.0060.0050.0040.0030.0020.0010Type III 24-hr25-year Rainfall=5.92"Runoff Area=1.213 acRunoff Volume=0.009 afRunoff Depth=0.09"Flow Length=239'Tc=7.6 minCN=310.01 cfs 73167.00 Existing HydroCADType III 24-hr 25-year Rainfall=5.92"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 69HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX12: Undeveloped Area - Woods and LawnsRunoff = 0.51 cfs @ 12.07 hrs, Volume= 0.035 af, Depth= 3.61"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 25-year Rainfall=5.92"Area (ac)CN Description0.034 39 >75% Grass cover, Good, HSG A0.083 96 Gravel surface, HSG A0.000 30 Woods, Good, HSG A0.117 79 Weighted Average0.117 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.0Direct Entry, Subcatchment EX12: Undeveloped Area - Woods and LawnsRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.550.50.450.40.350.30.250.20.150.10.050Type III 24-hr25-year Rainfall=5.92"Runoff Area=0.117 acRunoff Volume=0.035 afRunoff Depth=3.61"Tc=5.0 minCN=790.51 cfs 73167.00 Existing HydroCADType III 24-hr 25-year Rainfall=5.92"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 70HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX2: Gravel Driveway, Lawn, and WoodsRunoff = 0.68 cfs @ 12.09 hrs, Volume= 0.053 af, Depth= 1.47"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 25-year Rainfall=5.92"Area (ac)CN Description0.120 39 >75% Grass cover, Good, HSG A0.149 96 Gravel surface, HSG A0.160 30 Woods, Good, HSG A0.429 55 Weighted Average0.429 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.0Direct Entry, Subcatchment EX2: Gravel Driveway, Lawn, and WoodsRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.750.70.650.60.550.50.450.40.350.30.250.20.150.10.050Type III 24-hr25-year Rainfall=5.92"Runoff Area=0.429 acRunoff Volume=0.053 afRunoff Depth=1.47"Tc=5.0 minCN=550.68 cfs 73167.00 Existing HydroCADType III 24-hr 25-year Rainfall=5.92"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 71HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX3: Crushed StoneRunoff = 0.77 cfs @ 12.07 hrs, Volume= 0.059 af, Depth= 5.45"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 25-year Rainfall=5.92"Area (ac)CN Description0.130 96 Gravel surface, HSG A0.130 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.0Direct Entry, Subcatchment EX3: Crushed StoneRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.850.80.750.70.650.60.550.50.450.40.350.30.250.20.150.10.050Type III 24-hr25-year Rainfall=5.92"Runoff Area=0.130 acRunoff Volume=0.059 afRunoff Depth=5.45"Tc=5.0 minCN=960.77 cfs 73167.00 Existing HydroCADType III 24-hr 25-year Rainfall=5.92"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 72HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX4: Gravel Driveway, Lawn, and WoodsRunoff = 3.58 cfs @ 12.07 hrs, Volume= 0.255 af, Depth= 4.66"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 25-year Rainfall=5.92"Area (ac)CN Description0.076 39 >75% Grass cover, Good, HSG A0.581 96 Gravel surface, HSG A0.001 30 Woods, Good, HSG A0.658 89 Weighted Average0.658 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.0Direct Entry, Subcatchment EX4: Gravel Driveway, Lawn, and WoodsRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)43210Type III 24-hr25-year Rainfall=5.92"Runoff Area=0.658 acRunoff Volume=0.255 afRunoff Depth=4.66"Tc=5.0 minCN=893.58 cfs 73167.00 Existing HydroCADType III 24-hr 25-year Rainfall=5.92"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 73HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX5: Gravel Driveway and LawnRunoff = 0.79 cfs @ 12.08 hrs, Volume= 0.056 af, Depth= 2.04"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 25-year Rainfall=5.92"Area (ac)CN Description0.196 39 >75% Grass cover, Good, HSG A0.136 96 Gravel surface, HSG A0.000 30 Woods, Good, HSG A0.332 62 Weighted Average0.332 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.0Direct Entry, Subcatchment EX5: Gravel Driveway and LawnRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.850.80.750.70.650.60.550.50.450.40.350.30.250.20.150.10.050Type III 24-hr25-year Rainfall=5.92"Runoff Area=0.332 acRunoff Volume=0.056 afRunoff Depth=2.04"Tc=5.0 minCN=620.79 cfs 73167.00 Existing HydroCADType III 24-hr 25-year Rainfall=5.92"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 74HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX6: Crushed StoneRunoff = 2.46 cfs @ 12.07 hrs, Volume= 0.188 af, Depth= 5.45"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 25-year Rainfall=5.92"Area (ac)CN Description0.414 96 Gravel surface, HSG A0.414 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.0Direct Entry, Subcatchment EX6: Crushed StoneRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)210Type III 24-hr25-year Rainfall=5.92"Runoff Area=0.414 acRunoff Volume=0.188 afRunoff Depth=5.45"Tc=5.0 minCN=962.46 cfs 73167.00 Existing HydroCADType III 24-hr 25-year Rainfall=5.92"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 75HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX7: Gravel Driveway and LawnRunoff = 0.03 cfs @ 12.34 hrs, Volume= 0.006 af, Depth= 0.42"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 25-year Rainfall=5.92"Area (ac)CN Description0.171 39 >75% Grass cover, Good, HSG A0.000 96 Gravel surface, HSG A0.171 39 Weighted Average0.171 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.0Direct Entry, Subcatchment EX7: Gravel Driveway and LawnRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.030.0280.0260.0240.0220.020.0180.0160.0140.0120.010.0080.0060.0040.0020Type III 24-hr25-year Rainfall=5.92"Runoff Area=0.171 acRunoff Volume=0.006 afRunoff Depth=0.42"Tc=5.0 minCN=390.03 cfs 73167.00 Existing HydroCADType III 24-hr 25-year Rainfall=5.92"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 76HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX8: Crushed Stone and LawnRunoff = 3.57 cfs @ 12.07 hrs, Volume= 0.257 af, Depth= 4.77"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 25-year Rainfall=5.92"Area (ac)CN Description0.070 39 >75% Grass cover, Good, HSG A0.576 96 Gravel surface, HSG A0.000 30 Woods, Good, HSG A0.646 90 Weighted Average0.646 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.0Direct Entry, Subcatchment EX8: Crushed Stone and LawnRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)43210Type III 24-hr25-year Rainfall=5.92"Runoff Area=0.646 acRunoff Volume=0.257 afRunoff Depth=4.77"Tc=5.0 minCN=903.57 cfs 73167.00 Existing HydroCADType III 24-hr 25-year Rainfall=5.92"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 77HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX9: Crushed StoneRunoff = 1.59 cfs @ 12.07 hrs, Volume= 0.122 af, Depth= 5.45"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 25-year Rainfall=5.92"Area (ac)CN Description0.000 39 >75% Grass cover, Good, HSG A0.268 96 Gravel surface, HSG A0.268 96 Weighted Average0.268 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.0Direct Entry, Subcatchment EX9: Crushed StoneRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)10Type III 24-hr25-year Rainfall=5.92"Runoff Area=0.268 acRunoff Volume=0.122 afRunoff Depth=5.45"Tc=5.0 minCN=961.59 cfs 73167.00 Existing HydroCADType III 24-hr 25-year Rainfall=5.92"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 78HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Pond IB-EX: Infiltration BasinInflow Area = 1.564 ac, 0.00% Impervious, Inflow Depth = 0.15" for 25-year eventInflow= 0.39 cfs @ 12.23 hrs, Volume= 0.019 afOutflow = 0.03 cfs @ 13.31 hrs, Volume= 0.019 af, Atten= 91%, Lag= 64.8 minDiscarded = 0.03 cfs @ 13.31 hrs, Volume= 0.019 afPrimary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 afRouting by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsPeak Elev= 139.85' @ 13.31 hrs Surf.Area= 627 sf Storage= 462 cfPlug-Flow detention time= 133.4 min calculated for 0.019 af (100% of inflow)Center-of-Mass det. time= 133.4 min ( 952.2 - 818.8 )Volume Invert Avail.Storage Storage Description#1 139.00' 2,537 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)139.0045700140.00657557557141.001,0088331,390142.001,2861,1472,537Device Routing Invert Outlet Devices#1 Primary 141.00'30.0' long x 16.0' 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 #2 Discarded 139.00'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.03 cfs @ 13.31 hrs HW=139.85' (Free Discharge)2=Exfiltration (Exfiltration Controls 0.03 cfs)Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=139.00' (Free Discharge)1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Existing HydroCADType III 24-hr 25-year Rainfall=5.92"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 79HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCPond IB-EX: Infiltration BasinInflowOutflowDiscardedPrimaryHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.440.420.40.380.360.340.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020Inflow Area=1.564 acPeak Elev=139.85'Storage=462 cf0.39 cfs0.03 cfs0.03 cfs0.00 cfs 73167.00 Existing HydroCADType III 24-hr 25-year Rainfall=5.92"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 80HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Pond IT-N: North Infiltration TrenchInflow Area = 0.559 ac, 0.00% Impervious, Inflow Depth = 1.13" for 25-year eventInflow= 0.68 cfs @ 12.09 hrs, Volume= 0.053 afOutflow = 0.58 cfs @ 12.17 hrs, Volume= 0.053 af, Atten= 15%, Lag= 5.2 minDiscarded = 0.04 cfs @ 12.16 hrs, Volume= 0.037 afPrimary = 0.54 cfs @ 12.17 hrs, Volume= 0.016 afRouting by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsPeak Elev= 140.03' @ 12.17 hrs Surf.Area= 720 sf Storage= 423 cfPlug-Flow detention time= 113.6 min calculated for 0.053 af (100% of inflow)Center-of-Mass det. time= 113.6 min ( 990.8 - 877.2 )Volume Invert Avail.Storage Storage Description#1 138.00'416 cf2.00'W x 260.00'L x 2.00'H Prismatoid1,040 cf Overall x 40.0% Voids#2 140.00'20 cfCustom Stage Data (Prismatic) Listed below (Recalc)436 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)140.0020000140.102002020Device Routing Invert Outlet Devices#1 Primary 140.00'32.0' long x 16.0' 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 #2 Discarded 138.00'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.04 cfs @ 12.16 hrs HW=140.02' (Free Discharge)2=Exfiltration (Exfiltration Controls 0.04 cfs)Primary OutFlow Max=0.48 cfs @ 12.17 hrs HW=140.03' (Free Discharge)1=Broad-Crested Rectangular Weir (Weir Controls 0.48 cfs @ 0.48 fps) 73167.00 Existing HydroCADType III 24-hr 25-year Rainfall=5.92"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 81HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCPond IT-N: North Infiltration TrenchInflowOutflowDiscardedPrimaryHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.750.70.650.60.550.50.450.40.350.30.250.20.150.10.050Inflow Area=0.559 acPeak Elev=140.03'Storage=423 cf0.68 cfs0.58 cfs0.04 cfs0.54 cfs 73167.00 Existing HydroCADType III 24-hr 25-year Rainfall=5.92"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 82HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Pond IT-S: South Infiltration TrenchInflow Area = 0.747 ac, 0.00% Impervious, Inflow Depth = 0.91" for 25-year eventInflow= 0.79 cfs @ 12.08 hrs, Volume= 0.056 afOutflow = 0.43 cfs @ 12.22 hrs, Volume= 0.056 af, Atten= 46%, Lag= 8.6 minDiscarded = 0.06 cfs @ 12.14 hrs, Volume= 0.043 afPrimary = 0.37 cfs @ 12.22 hrs, Volume= 0.013 afRouting by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsPeak Elev= 141.47' @ 12.22 hrs Surf.Area= 990 sf Storage= 571 cfPlug-Flow detention time= 111.8 min calculated for 0.056 af (100% of inflow)Center-of-Mass det. time= 111.8 min ( 969.3 - 857.5 )Volume Invert Avail.Storage Storage Description#1 139.30'512 cf2.00'W x 320.00'L x 2.00'H Prismatoid1,280 cf Overall x 40.0% Voids#2 141.30'140 cfCustom Stage Data (Prismatic) Listed below (Recalc)652 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)141.3035000141.70350140140Device Routing Invert Outlet Devices#1 Primary 141.30'2.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 139.30'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.06 cfs @ 12.14 hrs HW=141.31' (Free Discharge)2=Exfiltration (Exfiltration Controls 0.06 cfs)Primary OutFlow Max=0.37 cfs @ 12.22 hrs HW=141.47' (Free Discharge)1=Broad-Crested Rectangular Weir (Weir Controls 0.37 cfs @ 1.10 fps) 73167.00 Existing HydroCADType III 24-hr 25-year Rainfall=5.92"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 83HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCPond IT-S: South Infiltration TrenchInflowOutflowDiscardedPrimaryHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.850.80.750.70.650.60.550.50.450.40.350.30.250.20.150.10.050Inflow Area=0.747 acPeak Elev=141.47'Storage=571 cf0.79 cfs0.43 cfs0.06 cfs0.37 cfs 73167.00 Existing HydroCADType III 24-hr 25-year Rainfall=5.92"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 84HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Pond S1: SubstationInflow Area = 0.130 ac, 0.00% Impervious, Inflow Depth = 5.45" for 25-year eventInflow= 0.77 cfs @ 12.07 hrs, Volume= 0.059 afOutflow = 0.32 cfs @ 11.93 hrs, Volume= 0.059 af, Atten= 59%, Lag= 0.0 minDiscarded = 0.32 cfs @ 11.93 hrs, Volume= 0.059 afPrimary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 afRouting by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsPeak Elev= 152.61' @ 12.25 hrs Surf.Area= 5,648 sf Storage= 252 cfPlug-Flow detention time= 3.3 min calculated for 0.059 af (100% of inflow)Center-of-Mass det. time= 3.3 min ( 760.9 - 757.6 )Volume Invert Avail.Storage Storage Description#1 152.50' 1,243 cfCustom Stage Data (Prismatic) Listed below (Recalc)3,106 cf Overall x 40.0% VoidsElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)152.505,64800153.005,6482,8242,824153.055,6482823,106Device Routing Invert Outlet Devices#1 Discarded 152.50'2.410 in/hr Exfiltration over Surface area #2 Primary 153.00'131.0' long Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.51 3.59 3.57 Discarded OutFlow Max=0.32 cfs @ 11.93 hrs HW=152.51' (Free Discharge)1=Exfiltration (Exfiltration Controls 0.32 cfs)Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=152.50' (Free Discharge)2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Existing HydroCADType III 24-hr 25-year Rainfall=5.92"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 85HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCPond S1: SubstationInflowOutflowDiscardedPrimaryHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.850.80.750.70.650.60.550.50.450.40.350.30.250.20.150.10.050Inflow Area=0.130 acPeak Elev=152.61'Storage=252 cf0.77 cfs0.32 cfs0.32 cfs0.00 cfs 73167.00 Existing HydroCADType III 24-hr 25-year Rainfall=5.92"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 86HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Pond S2: SubstationInflow Area = 0.658 ac, 0.00% Impervious, Inflow Depth = 4.66" for 25-year eventInflow= 3.58 cfs @ 12.07 hrs, Volume= 0.255 afOutflow = 1.45 cfs @ 11.94 hrs, Volume= 0.255 af, Atten= 60%, Lag= 0.0 minDiscarded = 1.45 cfs @ 11.94 hrs, Volume= 0.255 afPrimary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 afRouting by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsPeak Elev= 152.61' @ 12.27 hrs Surf.Area= 25,969 sf Storage= 1,189 cfPlug-Flow detention time= 3.6 min calculated for 0.255 af (100% of inflow)Center-of-Mass det. time= 3.6 min ( 791.3 - 787.7 )Volume Invert Avail.Storage Storage Description#1 152.50' 5,713 cfCustom Stage Data (Prismatic) Listed below (Recalc)14,283 cf Overall x 40.0% VoidsElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)152.50 25,96900153.00 25,969 12,985 12,985153.05 25,9691,298 14,283Device Routing Invert Outlet Devices#1 Primary 153.00'190.0' long Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.51 3.59 3.57 #2 Discarded 152.50'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.45 cfs @ 11.94 hrs HW=152.51' (Free Discharge)2=Exfiltration (Exfiltration Controls 1.45 cfs)Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=152.50' (Free Discharge)1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Existing HydroCADType III 24-hr 25-year Rainfall=5.92"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 87HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCPond S2: SubstationInflowOutflowDiscardedPrimaryHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)43210Inflow Area=0.658 acPeak Elev=152.61'Storage=1,189 cf3.58 cfs1.45 cfs1.45 cfs0.00 cfs 73167.00 Existing HydroCADType III 24-hr 25-year Rainfall=5.92"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 88HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Pond S3: SubstationInflow Area = 0.414 ac, 0.00% Impervious, Inflow Depth = 5.45" for 25-year eventInflow= 2.46 cfs @ 12.07 hrs, Volume= 0.188 afOutflow = 1.17 cfs @ 11.97 hrs, Volume= 0.188 af, Atten= 52%, Lag= 0.0 minDiscarded = 1.17 cfs @ 11.97 hrs, Volume= 0.188 afPrimary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 afRouting by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsPeak Elev= 152.58' @ 12.21 hrs Surf.Area= 20,982 sf Storage= 640 cfPlug-Flow detention time= 2.2 min calculated for 0.188 af (100% of inflow)Center-of-Mass det. time= 2.2 min ( 759.8 - 757.6 )Volume Invert Avail.Storage Storage Description#1 152.50' 4,616 cfCustom Stage Data (Prismatic) Listed below (Recalc)11,540 cf Overall x 40.0% VoidsElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)152.50 20,98200153.00 20,982 10,491 10,491153.05 20,9821,049 11,540Device Routing Invert Outlet Devices#1 Primary 153.00'260.0' long Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.51 3.59 3.57 #2 Discarded 152.50'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.17 cfs @ 11.97 hrs HW=152.51' (Free Discharge)2=Exfiltration (Exfiltration Controls 1.17 cfs)Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=152.50' (Free Discharge)1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Existing HydroCADType III 24-hr 25-year Rainfall=5.92"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 89HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCPond S3: SubstationInflowOutflowDiscardedPrimaryHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)210Inflow Area=0.414 acPeak Elev=152.58'Storage=640 cf2.46 cfs1.17 cfs1.17 cfs0.00 cfs 73167.00 Existing HydroCADType III 24-hr 25-year Rainfall=5.92"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 90HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Pond S4: SubstationInflow Area = 0.646 ac, 0.00% Impervious, Inflow Depth = 4.77" for 25-year eventInflow= 3.57 cfs @ 12.07 hrs, Volume= 0.257 afOutflow = 1.27 cfs @ 11.89 hrs, Volume= 0.257 af, Atten= 64%, Lag= 0.0 minDiscarded = 1.27 cfs @ 11.89 hrs, Volume= 0.257 afPrimary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 afRouting by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsPeak Elev= 152.66' @ 12.32 hrs Surf.Area= 22,786 sf Storage= 1,426 cfPlug-Flow detention time= 5.0 min calculated for 0.257 af (100% of inflow)Center-of-Mass det. time= 5.0 min ( 789.2 - 784.2 )Volume Invert Avail.Storage Storage Description#1 152.50' 5,013 cfCustom Stage Data (Prismatic) Listed below (Recalc)12,532 cf Overall x 40.0% VoidsElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)152.50 22,78600153.00 22,786 11,393 11,393153.05 22,7861,139 12,532Device Routing Invert Outlet Devices#1 Primary 153.00'200.0' long Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.51 3.59 3.57 #2 Discarded 152.50'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.27 cfs @ 11.89 hrs HW=152.51' (Free Discharge)2=Exfiltration (Exfiltration Controls 1.27 cfs)Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=152.50' (Free Discharge)1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Existing HydroCADType III 24-hr 25-year Rainfall=5.92"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 91HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCPond S4: SubstationInflowOutflowDiscardedPrimaryHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)43210Inflow Area=0.646 acPeak Elev=152.66'Storage=1,426 cf3.57 cfs1.27 cfs1.27 cfs0.00 cfs 73167.00 Existing HydroCADType III 24-hr 25-year Rainfall=5.92"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 92HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Pond S5: SubstationInflow Area = 0.268 ac, 0.00% Impervious, Inflow Depth = 5.45" for 25-year eventInflow= 1.59 cfs @ 12.07 hrs, Volume= 0.122 afOutflow = 0.46 cfs @ 11.81 hrs, Volume= 0.122 af, Atten= 71%, Lag= 0.0 minDiscarded = 0.46 cfs @ 11.81 hrs, Volume= 0.122 afPrimary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 afRouting by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsPeak Elev= 152.60' @ 12.38 hrs Surf.Area= 8,317 sf Storage= 855 cfPlug-Flow detention time= 8.8 min calculated for 0.122 af (100% of inflow)Center-of-Mass det. time= 8.7 min ( 766.3 - 757.6 )Volume Invert Avail.Storage Storage Description#1 152.50' 4,574 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)152.508,31700153.008,3174,1594,159153.058,3174164,574Device Routing Invert Outlet Devices#1 Primary 153.00'100.0' long Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.51 3.59 3.57 #2 Discarded 152.50'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.46 cfs @ 11.81 hrs HW=152.51' (Free Discharge)2=Exfiltration (Exfiltration Controls 0.46 cfs)Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=152.50' (Free Discharge)1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Existing HydroCADType III 24-hr 25-year Rainfall=5.92"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 93HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCPond S5: SubstationInflowOutflowDiscardedPrimaryHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)10Inflow Area=0.268 acPeak Elev=152.60'Storage=855 cf1.59 cfs0.46 cfs0.46 cfs0.00 cfs 73167.00 Existing HydroCADType III 24-hr 25-year Rainfall=5.92"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 94HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Link DP1: Isolated WetlandInflow Area = 1.332 ac, 0.00% Impervious, Inflow Depth = 0.19" for 25-year eventInflow= 0.57 cfs @ 12.17 hrs, Volume= 0.021 afPrimary = 0.57 cfs @ 12.17 hrs, Volume= 0.021 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsLink DP1: Isolated WetlandInflowPrimaryHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.60.550.50.450.40.350.30.250.20.150.10.050Inflow Area=1.332 ac0.57 cfs0.57 cfs 73167.00 Existing HydroCADType III 24-hr 25-year Rainfall=5.92"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 95HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Link DP2: OffsiteInflow Area = 3.288 ac, 0.00% Impervious, Inflow Depth = 0.17" for 25-year eventInflow= 0.51 cfs @ 12.07 hrs, Volume= 0.047 afPrimary = 0.51 cfs @ 12.07 hrs, Volume= 0.047 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsLink DP2: OffsiteInflowPrimaryHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.550.50.450.40.350.30.250.20.150.10.050Inflow Area=3.288 ac0.51 cfs0.51 cfs 73167.00 Existing HydroCADType III 24-hr 100-year Rainfall=7.42"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 96HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX1: Gravel Driveway, Lawn, and WoodsRunoff = 0.10 cfs @ 12.10 hrs, Volume= 0.010 af, Depth= 1.09"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 100-year Rainfall=7.42"Area (ac)CN Description0.051 39 >75% Grass cover, Good, HSG A0.012 96 Gravel surface, HSG A0.052 30 Woods, Good, HSG A0.115 41 Weighted Average0.115 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.0Direct Entry, Subcatchment EX1: Gravel Driveway, Lawn, and WoodsRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.110.1050.10.0950.090.0850.080.0750.070.0650.060.0550.050.0450.040.0350.030.0250.020.0150.010.0050Type III 24-hr100-year Rainfall=7.42"Runoff Area=0.115 acRunoff Volume=0.010 afRunoff Depth=1.09"Tc=5.0 minCN=410.10 cfs 73167.00 Existing HydroCADType III 24-hr 100-year Rainfall=7.42"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 97HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX10: Woods and LawnRunoff = 0.03 cfs @ 12.30 hrs, Volume= 0.006 af, Depth= 0.62"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 100-year Rainfall=7.42"Area (ac)CN Description0.076 39 >75% Grass cover, Good, HSG A0.000 96 Gravel surface, HSG A0.049 30 Woods, Good, HSG A0.126 35 Weighted Average0.126 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.0Direct Entry, Subcatchment EX10: Woods and LawnRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.0360.0340.0320.030.0280.0260.0240.0220.020.0180.0160.0140.0120.010.0080.0060.0040.0020Type III 24-hr100-year Rainfall=7.42"Runoff Area=0.126 acRunoff Volume=0.006 afRunoff Depth=0.62"Tc=5.0 minCN=350.03 cfs 73167.00 Existing HydroCADType III 24-hr 100-year Rainfall=7.42"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 98HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX11: Undeveloped Area - Woods and LawnRunoff = 0.10 cfs @ 12.47 hrs, Volume= 0.035 af, Depth= 0.35"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 100-year Rainfall=7.42"Area (ac)CN Description0.178 39 >75% Grass cover, Good, HSG A0.000 96 Gravel surface, HSG A1.036 30 Woods, Good, HSG A1.213 31 Weighted Average1.213 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.3 50 0.1538 0.16Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.40"2.3 189 0.0767 1.38Shallow Concentrated Flow, Woodland Kv= 5.0 fps7.6 239 TotalSubcatchment EX11: Undeveloped Area - Woods and LawnRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.110.1050.10.0950.090.0850.080.0750.070.0650.060.0550.050.0450.040.0350.030.0250.020.0150.010.0050Type III 24-hr100-year Rainfall=7.42"Runoff Area=1.213 acRunoff Volume=0.035 afRunoff Depth=0.35"Flow Length=239'Tc=7.6 minCN=310.10 cfs 73167.00 Existing HydroCADType III 24-hr 100-year Rainfall=7.42"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 99HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX12: Undeveloped Area - Woods and LawnsRunoff = 0.70 cfs @ 12.07 hrs, Volume= 0.049 af, Depth= 4.97"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 100-year Rainfall=7.42"Area (ac)CN Description0.034 39 >75% Grass cover, Good, HSG A0.083 96 Gravel surface, HSG A0.000 30 Woods, Good, HSG A0.117 79 Weighted Average0.117 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.0Direct Entry, Subcatchment EX12: Undeveloped Area - Woods and LawnsRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.750.70.650.60.550.50.450.40.350.30.250.20.150.10.050Type III 24-hr100-year Rainfall=7.42"Runoff Area=0.117 acRunoff Volume=0.049 afRunoff Depth=4.97"Tc=5.0 minCN=790.70 cfs 73167.00 Existing HydroCADType III 24-hr 100-year Rainfall=7.42"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 100HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX2: Gravel Driveway, Lawn, and WoodsRunoff = 1.18 cfs @ 12.08 hrs, Volume= 0.086 af, Depth= 2.40"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 100-year Rainfall=7.42"Area (ac)CN Description0.120 39 >75% Grass cover, Good, HSG A0.149 96 Gravel surface, HSG A0.160 30 Woods, Good, HSG A0.429 55 Weighted Average0.429 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.0Direct Entry, Subcatchment EX2: Gravel Driveway, Lawn, and WoodsRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)10Type III 24-hr100-year Rainfall=7.42"Runoff Area=0.429 acRunoff Volume=0.086 afRunoff Depth=2.40"Tc=5.0 minCN=551.18 cfs 73167.00 Existing HydroCADType III 24-hr 100-year Rainfall=7.42"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 101HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX3: Crushed StoneRunoff = 0.97 cfs @ 12.07 hrs, Volume= 0.075 af, Depth= 6.94"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 100-year Rainfall=7.42"Area (ac)CN Description0.130 96 Gravel surface, HSG A0.130 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.0Direct Entry, Subcatchment EX3: Crushed StoneRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)10Type III 24-hr100-year Rainfall=7.42"Runoff Area=0.130 acRunoff Volume=0.075 afRunoff Depth=6.94"Tc=5.0 minCN=960.97 cfs 73167.00 Existing HydroCADType III 24-hr 100-year Rainfall=7.42"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 102HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX4: Gravel Driveway, Lawn, and WoodsRunoff = 4.63 cfs @ 12.07 hrs, Volume= 0.336 af, Depth= 6.12"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 100-year Rainfall=7.42"Area (ac)CN Description0.076 39 >75% Grass cover, Good, HSG A0.581 96 Gravel surface, HSG A0.001 30 Woods, Good, HSG A0.658 89 Weighted Average0.658 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.0Direct Entry, Subcatchment EX4: Gravel Driveway, Lawn, and WoodsRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)543210Type III 24-hr100-year Rainfall=7.42"Runoff Area=0.658 acRunoff Volume=0.336 afRunoff Depth=6.12"Tc=5.0 minCN=894.63 cfs 73167.00 Existing HydroCADType III 24-hr 100-year Rainfall=7.42"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 103HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX5: Gravel Driveway and LawnRunoff = 1.24 cfs @ 12.08 hrs, Volume= 0.086 af, Depth= 3.11"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 100-year Rainfall=7.42"Area (ac)CN Description0.196 39 >75% Grass cover, Good, HSG A0.136 96 Gravel surface, HSG A0.000 30 Woods, Good, HSG A0.332 62 Weighted Average0.332 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.0Direct Entry, Subcatchment EX5: Gravel Driveway and LawnRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)10Type III 24-hr100-year Rainfall=7.42"Runoff Area=0.332 acRunoff Volume=0.086 afRunoff Depth=3.11"Tc=5.0 minCN=621.24 cfs 73167.00 Existing HydroCADType III 24-hr 100-year Rainfall=7.42"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 104HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX6: Crushed StoneRunoff = 3.10 cfs @ 12.07 hrs, Volume= 0.240 af, Depth= 6.94"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 100-year Rainfall=7.42"Area (ac)CN Description0.414 96 Gravel surface, HSG A0.414 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.0Direct Entry, Subcatchment EX6: Crushed StoneRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3210Type III 24-hr100-year Rainfall=7.42"Runoff Area=0.414 acRunoff Volume=0.240 afRunoff Depth=6.94"Tc=5.0 minCN=963.10 cfs 73167.00 Existing HydroCADType III 24-hr 100-year Rainfall=7.42"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 105HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX7: Gravel Driveway and LawnRunoff = 0.11 cfs @ 12.11 hrs, Volume= 0.013 af, Depth= 0.92"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 100-year Rainfall=7.42"Area (ac)CN Description0.171 39 >75% Grass cover, Good, HSG A0.000 96 Gravel surface, HSG A0.171 39 Weighted Average0.171 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.0Direct Entry, Subcatchment EX7: Gravel Driveway and LawnRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.120.1150.110.1050.10.0950.090.0850.080.0750.070.0650.060.0550.050.0450.040.0350.030.0250.020.0150.010.0050Type III 24-hr100-year Rainfall=7.42"Runoff Area=0.171 acRunoff Volume=0.013 afRunoff Depth=0.92"Tc=5.0 minCN=390.11 cfs 73167.00 Existing HydroCADType III 24-hr 100-year Rainfall=7.42"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 106HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX8: Crushed Stone and LawnRunoff = 4.60 cfs @ 12.07 hrs, Volume= 0.336 af, Depth= 6.24"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 100-year Rainfall=7.42"Area (ac)CN Description0.070 39 >75% Grass cover, Good, HSG A0.576 96 Gravel surface, HSG A0.000 30 Woods, Good, HSG A0.646 90 Weighted Average0.646 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.0Direct Entry, Subcatchment EX8: Crushed Stone and LawnRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)543210Type III 24-hr100-year Rainfall=7.42"Runoff Area=0.646 acRunoff Volume=0.336 afRunoff Depth=6.24"Tc=5.0 minCN=904.60 cfs 73167.00 Existing HydroCADType III 24-hr 100-year Rainfall=7.42"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 107HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment EX9: Crushed StoneRunoff = 2.01 cfs @ 12.07 hrs, Volume= 0.155 af, Depth= 6.94"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsType III 24-hr 100-year Rainfall=7.42"Area (ac)CN Description0.000 39 >75% Grass cover, Good, HSG A0.268 96 Gravel surface, HSG A0.268 96 Weighted Average0.268 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)5.0Direct Entry, Subcatchment EX9: Crushed StoneRunoffHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)210Type III 24-hr100-year Rainfall=7.42"Runoff Area=0.268 acRunoff Volume=0.155 afRunoff Depth=6.94"Tc=5.0 minCN=962.01 cfs 73167.00 Existing HydroCADType III 24-hr 100-year Rainfall=7.42"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 108HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Pond IB-EX: Infiltration BasinInflow Area = 1.564 ac, 0.00% Impervious, Inflow Depth = 0.37" for 100-year eventInflow= 1.19 cfs @ 12.11 hrs, Volume= 0.048 afOutflow = 0.06 cfs @ 13.94 hrs, Volume= 0.048 af, Atten= 95%, Lag= 109.7 minDiscarded = 0.06 cfs @ 13.94 hrs, Volume= 0.048 afPrimary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 afRouting by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsPeak Elev= 140.94' @ 13.94 hrs Surf.Area= 987 sf Storage= 1,329 cfPlug-Flow detention time= 288.8 min calculated for 0.048 af (100% of inflow)Center-of-Mass det. time= 288.8 min ( 1,090.6 - 801.8 )Volume Invert Avail.Storage Storage Description#1 139.00' 2,537 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)139.0045700140.00657557557141.001,0088331,390142.001,2861,1472,537Device Routing Invert Outlet Devices#1 Primary 141.00'30.0' long x 16.0' 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 #2 Discarded 139.00'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.06 cfs @ 13.94 hrs HW=140.94' (Free Discharge)2=Exfiltration (Exfiltration Controls 0.06 cfs)Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=139.00' (Free Discharge)1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Existing HydroCADType III 24-hr 100-year Rainfall=7.42"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 109HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCPond IB-EX: Infiltration BasinInflowOutflowDiscardedPrimaryHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)10Inflow Area=1.564 acPeak Elev=140.94'Storage=1,329 cf1.19 cfs0.06 cfs0.06 cfs0.00 cfs 73167.00 Existing HydroCADType III 24-hr 100-year Rainfall=7.42"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 110HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Pond IT-N: North Infiltration TrenchInflow Area = 0.559 ac, 0.00% Impervious, Inflow Depth = 1.84" for 100-year eventInflow= 1.18 cfs @ 12.08 hrs, Volume= 0.086 afOutflow = 1.41 cfs @ 12.05 hrs, Volume= 0.086 af, Atten= 0%, Lag= 0.0 minDiscarded = 0.04 cfs @ 12.04 hrs, Volume= 0.044 afPrimary = 1.37 cfs @ 12.05 hrs, Volume= 0.042 afRouting by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsPeak Elev= 140.06' @ 12.05 hrs Surf.Area= 720 sf Storage= 428 cfPlug-Flow detention time= 86.6 min calculated for 0.086 af (100% of inflow)Center-of-Mass det. time= 86.6 min ( 948.0 - 861.4 )Volume Invert Avail.Storage Storage Description#1 138.00'416 cf2.00'W x 260.00'L x 2.00'H Prismatoid1,040 cf Overall x 40.0% Voids#2 140.00'20 cfCustom Stage Data (Prismatic) Listed below (Recalc)436 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)140.0020000140.102002020Device Routing Invert Outlet Devices#1 Primary 140.00'32.0' long x 16.0' 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 #2 Discarded 138.00'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.04 cfs @ 12.04 hrs HW=140.01' (Free Discharge)2=Exfiltration (Exfiltration Controls 0.04 cfs)Primary OutFlow Max=1.21 cfs @ 12.05 hrs HW=140.06' (Free Discharge)1=Broad-Crested Rectangular Weir (Weir Controls 1.21 cfs @ 0.65 fps) 73167.00 Existing HydroCADType III 24-hr 100-year Rainfall=7.42"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 111HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCPond IT-N: North Infiltration TrenchInflowOutflowDiscardedPrimaryHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)10Inflow Area=0.559 acPeak Elev=140.06'Storage=428 cf1.18 cfs1.41 cfs0.04 cfs1.37 cfs 73167.00 Existing HydroCADType III 24-hr 100-year Rainfall=7.42"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 112HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Pond IT-S: South Infiltration TrenchInflow Area = 0.747 ac, 0.00% Impervious, Inflow Depth = 1.39" for 100-year eventInflow= 1.24 cfs @ 12.08 hrs, Volume= 0.086 afOutflow = 1.14 cfs @ 12.11 hrs, Volume= 0.086 af, Atten= 8%, Lag= 2.0 minDiscarded = 0.06 cfs @ 12.04 hrs, Volume= 0.052 afPrimary = 1.09 cfs @ 12.11 hrs, Volume= 0.035 afRouting by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsPeak Elev= 141.64' @ 12.11 hrs Surf.Area= 990 sf Storage= 632 cfPlug-Flow detention time= 90.9 min calculated for 0.086 af (100% of inflow)Center-of-Mass det. time= 90.9 min ( 935.6 - 844.7 )Volume Invert Avail.Storage Storage Description#1 139.30'512 cf2.00'W x 320.00'L x 2.00'H Prismatoid1,280 cf Overall x 40.0% Voids#2 141.30'140 cfCustom Stage Data (Prismatic) Listed below (Recalc)652 cf Total Available StorageElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)141.3035000141.70350140140Device Routing Invert Outlet Devices#1 Primary 141.30'2.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 139.30'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.06 cfs @ 12.04 hrs HW=141.34' (Free Discharge)2=Exfiltration (Exfiltration Controls 0.06 cfs)Primary OutFlow Max=1.08 cfs @ 12.11 hrs HW=141.64' (Free Discharge)1=Broad-Crested Rectangular Weir (Weir Controls 1.08 cfs @ 1.58 fps) 73167.00 Existing HydroCADType III 24-hr 100-year Rainfall=7.42"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 113HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCPond IT-S: South Infiltration TrenchInflowOutflowDiscardedPrimaryHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)10Inflow Area=0.747 acPeak Elev=141.64'Storage=632 cf1.24 cfs1.14 cfs0.06 cfs1.09 cfs 73167.00 Existing HydroCADType III 24-hr 100-year Rainfall=7.42"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 114HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Pond S1: SubstationInflow Area = 0.130 ac, 0.00% Impervious, Inflow Depth = 6.94" for 100-year eventInflow= 0.97 cfs @ 12.07 hrs, Volume= 0.075 afOutflow = 0.32 cfs @ 11.83 hrs, Volume= 0.075 af, Atten= 68%, Lag= 0.0 minDiscarded = 0.32 cfs @ 11.83 hrs, Volume= 0.075 afPrimary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 afRouting by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsPeak Elev= 152.70' @ 12.34 hrs Surf.Area= 5,648 sf Storage= 441 cfPlug-Flow detention time= 5.9 min calculated for 0.075 af (100% of inflow)Center-of-Mass det. time= 5.9 min ( 758.8 - 752.9 )Volume Invert Avail.Storage Storage Description#1 152.50' 1,243 cfCustom Stage Data (Prismatic) Listed below (Recalc)3,106 cf Overall x 40.0% VoidsElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)152.505,64800153.005,6482,8242,824153.055,6482823,106Device Routing Invert Outlet Devices#1 Discarded 152.50'2.410 in/hr Exfiltration over Surface area #2 Primary 153.00'131.0' long Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.51 3.59 3.57 Discarded OutFlow Max=0.32 cfs @ 11.83 hrs HW=152.51' (Free Discharge)1=Exfiltration (Exfiltration Controls 0.32 cfs)Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=152.50' (Free Discharge)2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Existing HydroCADType III 24-hr 100-year Rainfall=7.42"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 115HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCPond S1: SubstationInflowOutflowDiscardedPrimaryHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)10Inflow Area=0.130 acPeak Elev=152.70'Storage=441 cf0.97 cfs0.32 cfs0.32 cfs0.00 cfs 73167.00 Existing HydroCADType III 24-hr 100-year Rainfall=7.42"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 116HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Pond S2: SubstationInflow Area = 0.658 ac, 0.00% Impervious, Inflow Depth = 6.12" for 100-year eventInflow= 4.63 cfs @ 12.07 hrs, Volume= 0.336 afOutflow = 1.45 cfs @ 11.84 hrs, Volume= 0.336 af, Atten= 69%, Lag= 0.0 minDiscarded = 1.45 cfs @ 11.84 hrs, Volume= 0.336 afPrimary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 afRouting by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsPeak Elev= 152.71' @ 12.36 hrs Surf.Area= 25,969 sf Storage= 2,195 cfPlug-Flow detention time= 6.8 min calculated for 0.335 af (100% of inflow)Center-of-Mass det. time= 6.8 min ( 787.3 - 780.4 )Volume Invert Avail.Storage Storage Description#1 152.50' 5,713 cfCustom Stage Data (Prismatic) Listed below (Recalc)14,283 cf Overall x 40.0% VoidsElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)152.50 25,96900153.00 25,969 12,985 12,985153.05 25,9691,298 14,283Device Routing Invert Outlet Devices#1 Primary 153.00'190.0' long Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.51 3.59 3.57 #2 Discarded 152.50'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.45 cfs @ 11.84 hrs HW=152.51' (Free Discharge)2=Exfiltration (Exfiltration Controls 1.45 cfs)Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=152.50' (Free Discharge)1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Existing HydroCADType III 24-hr 100-year Rainfall=7.42"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 117HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCPond S2: SubstationInflowOutflowDiscardedPrimaryHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)543210Inflow Area=0.658 acPeak Elev=152.71'Storage=2,195 cf4.63 cfs1.45 cfs1.45 cfs0.00 cfs 73167.00 Existing HydroCADType III 24-hr 100-year Rainfall=7.42"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 118HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Pond S3: SubstationInflow Area = 0.414 ac, 0.00% Impervious, Inflow Depth = 6.94" for 100-year eventInflow= 3.10 cfs @ 12.07 hrs, Volume= 0.240 afOutflow = 1.17 cfs @ 11.89 hrs, Volume= 0.240 af, Atten= 62%, Lag= 0.0 minDiscarded = 1.17 cfs @ 11.89 hrs, Volume= 0.240 afPrimary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 afRouting by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsPeak Elev= 152.64' @ 12.28 hrs Surf.Area= 20,982 sf Storage= 1,141 cfPlug-Flow detention time= 4.0 min calculated for 0.240 af (100% of inflow)Center-of-Mass det. time= 4.0 min ( 756.9 - 752.9 )Volume Invert Avail.Storage Storage Description#1 152.50' 4,616 cfCustom Stage Data (Prismatic) Listed below (Recalc)11,540 cf Overall x 40.0% VoidsElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)152.50 20,98200153.00 20,982 10,491 10,491153.05 20,9821,049 11,540Device Routing Invert Outlet Devices#1 Primary 153.00'260.0' long Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.51 3.59 3.57 #2 Discarded 152.50'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.17 cfs @ 11.89 hrs HW=152.51' (Free Discharge)2=Exfiltration (Exfiltration Controls 1.17 cfs)Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=152.50' (Free Discharge)1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Existing HydroCADType III 24-hr 100-year Rainfall=7.42"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 119HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCPond S3: SubstationInflowOutflowDiscardedPrimaryHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3210Inflow Area=0.414 acPeak Elev=152.64'Storage=1,141 cf3.10 cfs1.17 cfs1.17 cfs0.00 cfs 73167.00 Existing HydroCADType III 24-hr 100-year Rainfall=7.42"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 120HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Pond S4: SubstationInflow Area = 0.646 ac, 0.00% Impervious, Inflow Depth = 6.24" for 100-year eventInflow= 4.60 cfs @ 12.07 hrs, Volume= 0.336 afOutflow = 1.27 cfs @ 11.79 hrs, Volume= 0.336 af, Atten= 72%, Lag= 0.0 minDiscarded = 1.27 cfs @ 11.79 hrs, Volume= 0.336 afPrimary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 afRouting by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsPeak Elev= 152.78' @ 12.40 hrs Surf.Area= 22,786 sf Storage= 2,530 cfPlug-Flow detention time= 9.2 min calculated for 0.336 af (100% of inflow)Center-of-Mass det. time= 9.2 min ( 786.4 - 777.2 )Volume Invert Avail.Storage Storage Description#1 152.50' 5,013 cfCustom Stage Data (Prismatic) Listed below (Recalc)12,532 cf Overall x 40.0% VoidsElevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)152.50 22,78600153.00 22,786 11,393 11,393153.05 22,7861,139 12,532Device Routing Invert Outlet Devices#1 Primary 153.00'200.0' long Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.51 3.59 3.57 #2 Discarded 152.50'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.27 cfs @ 11.79 hrs HW=152.51' (Free Discharge)2=Exfiltration (Exfiltration Controls 1.27 cfs)Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=152.50' (Free Discharge)1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Existing HydroCADType III 24-hr 100-year Rainfall=7.42"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 121HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCPond S4: SubstationInflowOutflowDiscardedPrimaryHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)543210Inflow Area=0.646 acPeak Elev=152.78'Storage=2,530 cf4.60 cfs1.27 cfs1.27 cfs0.00 cfs 73167.00 Existing HydroCADType III 24-hr 100-year Rainfall=7.42"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 122HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Pond S5: SubstationInflow Area = 0.268 ac, 0.00% Impervious, Inflow Depth = 6.94" for 100-year eventInflow= 2.01 cfs @ 12.07 hrs, Volume= 0.155 afOutflow = 0.46 cfs @ 11.74 hrs, Volume= 0.155 af, Atten= 77%, Lag= 0.0 minDiscarded = 0.46 cfs @ 11.74 hrs, Volume= 0.155 afPrimary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 afRouting by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsPeak Elev= 152.66' @ 12.45 hrs Surf.Area= 8,317 sf Storage= 1,357 cfPlug-Flow detention time= 14.2 min calculated for 0.155 af (100% of inflow)Center-of-Mass det. time= 14.2 min ( 767.1 - 752.9 )Volume Invert Avail.Storage Storage Description#1 152.50' 4,574 cfCustom Stage Data (Prismatic) Listed below (Recalc)Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)152.508,31700153.008,3174,1594,159153.058,3174164,574Device Routing Invert Outlet Devices#1 Primary 153.00'100.0' long Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.51 3.59 3.57 #2 Discarded 152.50'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.46 cfs @ 11.74 hrs HW=152.51' (Free Discharge)2=Exfiltration (Exfiltration Controls 0.46 cfs)Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=152.50' (Free Discharge)1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Existing HydroCADType III 24-hr 100-year Rainfall=7.42"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 123HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCPond S5: SubstationInflowOutflowDiscardedPrimaryHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)210Inflow Area=0.268 acPeak Elev=152.66'Storage=1,357 cf2.01 cfs0.46 cfs0.46 cfs0.00 cfs 73167.00 Existing HydroCADType III 24-hr 100-year Rainfall=7.42"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 124HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Link DP1: Isolated WetlandInflow Area = 1.332 ac, 0.00% Impervious, Inflow Depth = 0.47" for 100-year eventInflow= 1.45 cfs @ 12.05 hrs, Volume= 0.052 afPrimary = 1.45 cfs @ 12.05 hrs, Volume= 0.052 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsLink DP1: Isolated WetlandInflowPrimaryHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)10Inflow Area=1.332 ac1.45 cfs1.45 cfs 73167.00 Existing HydroCADType III 24-hr 100-year Rainfall=7.42"73167.00 Existing HydroCAD Printed 5/13/2021Prepared by VHBPage 125HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLCSummary for Link DP2: OffsiteInflow Area = 3.288 ac, 0.00% Impervious, Inflow Depth = 0.33" for 100-year eventInflow= 0.71 cfs @ 12.08 hrs, Volume= 0.090 afPrimary = 0.71 cfs @ 12.08 hrs, Volume= 0.090 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 0.00-36.00 hrs, dt= 0.01 hrsLink DP2: OffsiteInflowPrimaryHydrographTime (hours)3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.750.70.650.60.550.50.450.40.350.30.250.20.150.10.050Inflow Area=3.288 ac0.71 cfs0.71 cfs Stormwater Report D11 Appendix A: Standard 2 Computations and Supporting Information HydroCAD Analysis: Proposed Conditions PR10 Subcat PR10 PR11 Subcat PR11 PR2 Subcat PR2 PR3 Subcat PR3 PR4 Subcat PR4 PR5 Subcat PR5 PR6 Subcat PR6 PR7 Subcat PR7 PR8 Subcat PR8 PR9 Subcat PR9 IB-PR Infiltration Basin IT-N North Infiltration Trench IT-S South Infiltration Trench S1 Substation S2 Substation S3 Substation S4 Substation S5 Substation DP1 Isolated Wetland DP2 Offsite Routing Diagram for 73167.00 Proposed HydroCAD Prepared by VHB, Printed 8/3/2021 HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link 73167.00 Proposed HydroCAD 73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 2HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2-year Type III 24-hr Default 24.00 1 3.40 2 2 10-year Type III 24-hr Default 24.00 1 4.95 2 3 25-year Type III 24-hr Default 24.00 1 5.92 2 4 100-year Type III 24-hr Default 24.00 1 7.42 2 73167.00 Proposed HydroCAD 73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 3HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.989 39 >75% Grass cover, Good, HSG A (PR10, PR11, PR2, PR4, PR5, PR7, PR8, PR9) 2.868 96 Gravel surface, HSG A (PR10, PR11, PR2, PR3, PR4, PR5, PR6, PR7, PR8, PR9) 0.014 98 Unconnected pavement, HSG A (PR5) 0.750 30 Woods, Good, HSG A (PR10, PR11, PR2, PR4, PR5, PR8) 4.621 73 TOTAL AREA 73167.00 Proposed HydroCAD 73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 4HydroCAD® 10.10-5a s/n 01038 © 2020 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 0.989 0.000 0.000 0.000 0.000 0.989 >75% Grass cover, Good PR10, PR11, PR2, PR4, PR5, PR7, PR8, PR9 2.868 0.000 0.000 0.000 0.000 2.868 Gravel surface PR10, PR11, PR2, PR3, PR4, PR5, PR6, PR7, PR8, PR9 0.014 0.000 0.000 0.000 0.000 0.014 Unconnected pavement PR5 0.750 0.000 0.000 0.000 0.000 0.750 Woods, Good PR10, PR11, PR2, PR4, PR5, PR8 4.621 0.000 0.000 0.000 0.000 4.621 TOTAL AREA 73167.00 Proposed HydroCAD Type III 24-hr 2-year Rainfall=3.40"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 5HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR10: Subcat PR10 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= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-year Rainfall=3.40" Area (ac)CN Description 0.076 39 >75% Grass cover, Good, HSG A 0.000 96 Gravel surface, HSG A 0.049 30 Woods, Good, HSG A 0.126 35 Weighted Average 0.126 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PR10: Subcat PR10 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 2-year Rainfall=3.40" Runoff Area=0.126 ac Runoff Volume=0.000 af Runoff Depth=0.00" Tc=5.0 min CN=35 0.00 cfs 73167.00 Proposed HydroCAD Type III 24-hr 2-year Rainfall=3.40"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 6HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR11: Subcat PR11 Runoff = 0.00 cfs @ 14.92 hrs, Volume= 0.003 af, Depth= 0.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-year Rainfall=3.40" Area (ac)CN Description 0.162 39 >75% Grass cover, Good, HSG A 0.089 96 Gravel surface, HSG A 0.247 30 Woods, Good, HSG A 0.498 45 Weighted Average 0.498 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 52 0.3281 0.47 Sheet Flow, Grass: Short n= 0.150 P2= 3.40" 3.2 Direct Entry, 5.0 52 Total Subcatchment PR11: Subcat PR11 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.005 0.005 0.005 0.004 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 2-year Rainfall=3.40" Runoff Area=0.498 ac Runoff Volume=0.003 af Runoff Depth=0.07" Flow Length=52' Slope=0.3281 '/' Tc=5.0 min CN=45 0.00 cfs 73167.00 Proposed HydroCAD Type III 24-hr 2-year Rainfall=3.40"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 7HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR2: Subcat PR2 Runoff = 0.01 cfs @ 15.29 hrs, Volume= 0.003 af, Depth= 0.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-year Rainfall=3.40" Area (ac)CN Description 0.279 39 >75% Grass cover, Good, HSG A 0.121 96 Gravel surface, HSG A 0.378 30 Woods, Good, HSG A 0.778 44 Weighted Average 0.778 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.2 50 0.0720 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.40" 0.8 72 0.0936 1.53 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.2 88 0.0088 0.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.2 210 Total Subcatchment PR2: Subcat PR2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)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 Rainfall=3.40" Runoff Area=0.778 ac Runoff Volume=0.003 af Runoff Depth=0.05" Flow Length=210' Tc=10.2 min CN=44 0.01 cfs 73167.00 Proposed HydroCAD Type III 24-hr 2-year Rainfall=3.40"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 8HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR3: Subcat PR3 Runoff = 1.10 cfs @ 12.07 hrs, Volume= 0.081 af, Depth= 2.95" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-year Rainfall=3.40" Area (ac)CN Description 0.330 96 Gravel surface, HSG A 0.330 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PR3: Subcat PR3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 2-year Rainfall=3.40" Runoff Area=0.330 ac Runoff Volume=0.081 af Runoff Depth=2.95" Tc=5.0 min CN=96 1.10 cfs 73167.00 Proposed HydroCAD Type III 24-hr 2-year Rainfall=3.40"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 9HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR4: Subcat PR4 Runoff = 1.80 cfs @ 12.07 hrs, Volume= 0.124 af, Depth= 2.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-year Rainfall=3.40" Area (ac)CN Description 0.076 39 >75% Grass cover, Good, HSG A 0.581 96 Gravel surface, HSG A 0.001 30 Woods, Good, HSG A 0.658 89 Weighted Average 0.658 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PR4: Subcat PR4 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 2-year Rainfall=3.40" Runoff Area=0.658 ac Runoff Volume=0.124 af Runoff Depth=2.26" Tc=5.0 min CN=89 1.80 cfs 73167.00 Proposed HydroCAD Type III 24-hr 2-year Rainfall=3.40"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 10HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR5: Subcat PR5 Runoff = 0.06 cfs @ 12.16 hrs, Volume= 0.009 af, Depth= 0.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-year Rainfall=3.40" Area (ac)CN Adj Description 0.110 39 >75% Grass cover, Good, HSG A 0.098 96 Gravel surface, HSG A 0.014 98 Unconnected pavement, HSG A 0.075 30 Woods, Good, HSG A 0.296 58 57 Weighted Average, UI Adjusted 0.282 95.39% Pervious Area 0.014 4.61% Impervious Area 0.014 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.6 50 0.0884 0.13 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.40" 0.3 19 0.0395 0.99 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.0 10 0.2510 3.51 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 29 0.0493 4.51 Shallow Concentrated Flow, Paved Kv= 20.3 fps 7.0 108 Total 73167.00 Proposed HydroCAD Type III 24-hr 2-year Rainfall=3.40"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 11HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Subcatchment PR5: Subcat PR5 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (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 2-year Rainfall=3.40" Runoff Area=0.296 ac Runoff Volume=0.009 af Runoff Depth=0.38" Flow Length=108' Tc=7.0 min UI Adjusted CN=57 0.06 cfs 73167.00 Proposed HydroCAD Type III 24-hr 2-year Rainfall=3.40"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 12HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR6: Subcat PR6 Runoff = 2.59 cfs @ 12.07 hrs, Volume= 0.192 af, Depth= 2.95" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-year Rainfall=3.40" Area (ac)CN Description 0.781 96 Gravel surface, HSG A 0.781 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PR6: Subcat PR6 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 2-year Rainfall=3.40" Runoff Area=0.781 ac Runoff Volume=0.192 af Runoff Depth=2.95" Tc=5.0 min CN=96 2.59 cfs 73167.00 Proposed HydroCAD Type III 24-hr 2-year Rainfall=3.40"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 13HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR7: Subcat PR7 Runoff = 0.00 cfs @ 14.92 hrs, Volume= 0.001 af, Depth= 0.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-year Rainfall=3.40" Area (ac)CN Description 0.215 39 >75% Grass cover, Good, HSG A 0.025 96 Gravel surface, HSG A 0.240 45 Weighted Average 0.240 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PR7: Subcat PR7 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0 Type III 24-hr 2-year Rainfall=3.40" Runoff Area=0.240 ac Runoff Volume=0.001 af Runoff Depth=0.07" Tc=5.0 min CN=45 0.00 cfs 73167.00 Proposed HydroCAD Type III 24-hr 2-year Rainfall=3.40"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 14HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR8: Subcat PR8 Runoff = 1.82 cfs @ 12.07 hrs, Volume= 0.127 af, Depth= 2.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-year Rainfall=3.40" Area (ac)CN Description 0.070 39 >75% Grass cover, Good, HSG A 0.576 96 Gravel surface, HSG A 0.000 30 Woods, Good, HSG A 0.646 90 Weighted Average 0.646 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PR8: Subcat PR8 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 2-year Rainfall=3.40" Runoff Area=0.646 ac Runoff Volume=0.127 af Runoff Depth=2.35" Tc=5.0 min CN=90 1.82 cfs 73167.00 Proposed HydroCAD Type III 24-hr 2-year Rainfall=3.40"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 15HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR9: Subcat PR9 Runoff = 0.89 cfs @ 12.07 hrs, Volume= 0.066 af, Depth= 2.95" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-year Rainfall=3.40" Area (ac)CN Description 0.000 39 >75% Grass cover, Good, HSG A 0.268 96 Gravel surface, HSG A 0.268 96 Weighted Average 0.268 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PR9: Subcat PR9 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (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 2-year Rainfall=3.40" Runoff Area=0.268 ac Runoff Volume=0.066 af Runoff Depth=2.95" Tc=5.0 min CN=96 0.89 cfs 73167.00 Proposed HydroCAD Type III 24-hr 2-year Rainfall=3.40"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 16HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Pond IB-PR: Infiltration Basin Inflow Area = 1.963 ac, 0.70% Impervious, Inflow Depth = 0.01" for 2-year event Inflow = 0.00 cfs @ 14.92 hrs, Volume= 0.001 af Outflow = 0.00 cfs @ 15.07 hrs, Volume= 0.001 af, Atten= 0%, Lag= 9.1 min Discarded = 0.00 cfs @ 15.07 hrs, Volume= 0.001 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 139.00' @ 15.07 hrs Surf.Area= 400 sf Storage= 1 cf Plug-Flow detention time= 9.7 min calculated for 0.001 af (100% of inflow) Center-of-Mass det. time= 9.7 min ( 1,079.7 - 1,070.0 ) Volume Invert Avail.Storage Storage Description #1 139.00' 4,013 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet)(sq-ft) 139.00 399 106.0 0 0 399 140.00 865 158.0 617 617 1,499 141.00 1,366 176.4 1,106 1,723 2,017 142.00 1,980 217.0 1,664 3,387 3,303 142.30 2,200 223.8 627 4,013 3,550 Device Routing Invert Outlet Devices #1 Secondary 142.20'10.0' long x 5.0' 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) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2 Discarded 139.00'2.410 in/hr Exfiltration over Surface area #3 Primary 139.00'8.0" Round Culvert L= 48.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 139.00' / 138.70' S= 0.0062 '/' Cc= 0.900 n= 0.013, Flow Area= 0.35 sf #4 Device 3 141.30'12.0" Horiz. Orifice/Grate C= 0.600 in 12.0" Grate (100% open area) Limited to weir flow at low heads Discarded OutFlow Max=0.02 cfs @ 15.07 hrs HW=139.00' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=139.00' (Free Discharge) 3=Culvert ( Controls 0.00 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=139.00' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Proposed HydroCAD Type III 24-hr 2-year Rainfall=3.40"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 17HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Pond IB-PR: Infiltration Basin Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)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 Inflow Area=1.963 ac Peak Elev=139.00' Storage=1 cf 0.00 cfs 0.00 cfs 0.00 cfs 0.00 cfs 0.00 cfs 73167.00 Proposed HydroCAD Type III 24-hr 2-year Rainfall=3.40"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 18HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Pond IT-N: North Infiltration Trench Inflow Area = 1.108 ac, 0.00% Impervious, Inflow Depth = 0.04" for 2-year event Inflow = 0.01 cfs @ 15.29 hrs, Volume= 0.003 af Outflow = 0.01 cfs @ 15.31 hrs, Volume= 0.003 af, Atten= 0%, Lag= 1.1 min Discarded = 0.01 cfs @ 15.31 hrs, Volume= 0.003 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 138.30' @ 15.31 hrs Surf.Area= 556 sf Storage= 1 cf Plug-Flow detention time= 2.5 min calculated for 0.003 af (100% of inflow) Center-of-Mass det. time= 2.5 min ( 1,100.6 - 1,098.1 ) Volume Invert Avail.Storage Storage Description #1 138.30'445 cf 2.00'W x 278.00'L x 2.00'H Prismatoid 1,112 cf Overall x 40.0% Voids #2 140.30'28 cf Custom Stage Data (Prismatic) Listed below (Recalc) 473 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 140.30 278 0 0 140.40 278 28 28 Device Routing Invert Outlet Devices #1 Primary 140.30'32.0' long x 16.0' 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 #2 Discarded 138.30'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.03 cfs @ 15.31 hrs HW=138.30' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=138.30' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Proposed HydroCAD Type III 24-hr 2-year Rainfall=3.40"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 19HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Pond IT-N: North Infiltration Trench Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)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=1.108 ac Peak Elev=138.30' Storage=1 cf 0.01 cfs 0.01 cfs 0.01 cfs 0.00 cfs 73167.00 Proposed HydroCAD Type III 24-hr 2-year Rainfall=3.40"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 20HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Pond IT-S: South Infiltration Trench Inflow Area = 1.077 ac, 1.27% Impervious, Inflow Depth = 0.10" for 2-year event Inflow = 0.06 cfs @ 12.16 hrs, Volume= 0.009 af Outflow = 0.03 cfs @ 12.12 hrs, Volume= 0.009 af, Atten= 45%, Lag= 0.0 min Discarded = 0.03 cfs @ 12.12 hrs, Volume= 0.009 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 139.14' @ 12.54 hrs Surf.Area= 608 sf Storage= 34 cf Plug-Flow detention time= 5.5 min calculated for 0.009 af (100% of inflow) Center-of-Mass det. time= 5.5 min ( 936.1 - 930.6 ) Volume Invert Avail.Storage Storage Description #1 139.00'486 cf 2.00'W x 304.00'L x 2.00'H Prismatoid 1,216 cf Overall x 40.0% Voids #2 141.00'140 cf Custom Stage Data (Prismatic) Listed below (Recalc) 626 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 141.00 350 0 0 141.40 350 140 140 Device Routing Invert Outlet Devices #1 Primary 141.00'2.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 139.00'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.03 cfs @ 12.12 hrs HW=139.02' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=139.00' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Proposed HydroCAD Type III 24-hr 2-year Rainfall=3.40"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 21HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Pond IT-S: South Infiltration Trench Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=1.077 ac Peak Elev=139.14' Storage=34 cf 0.06 cfs 0.03 cfs 0.03 cfs 0.00 cfs 73167.00 Proposed HydroCAD Type III 24-hr 2-year Rainfall=3.40"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 22HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Pond S1: Substation Inflow Area = 0.330 ac, 0.00% Impervious, Inflow Depth = 2.95" for 2-year event Inflow = 1.10 cfs @ 12.07 hrs, Volume= 0.081 af Outflow = 0.80 cfs @ 12.03 hrs, Volume= 0.081 af, Atten= 27%, Lag= 0.0 min Discarded = 0.80 cfs @ 12.03 hrs, Volume= 0.081 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 152.52' @ 12.14 hrs Surf.Area= 14,383 sf Storage= 114 cf Plug-Flow detention time= 0.8 min calculated for 0.081 af (100% of inflow) Center-of-Mass det. time= 0.8 min ( 772.3 - 771.4 ) Volume Invert Avail.Storage Storage Description #1 152.50' 3,164 cf Custom Stage Data (Prismatic) Listed below (Recalc) 7,911 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 152.50 14,383 0 0 153.00 14,383 7,192 7,192 153.05 14,383 719 7,911 Device Routing Invert Outlet Devices #1 Discarded 152.50'2.410 in/hr Exfiltration over Surface area #2 Primary 153.00'131.0' long Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.51 3.59 3.57 Discarded OutFlow Max=0.80 cfs @ 12.03 hrs HW=152.51' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.80 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=152.50' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Proposed HydroCAD Type III 24-hr 2-year Rainfall=3.40"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 23HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Pond S1: Substation Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.330 ac Peak Elev=152.52' Storage=114 cf 1.10 cfs 0.80 cfs 0.80 cfs 0.00 cfs 73167.00 Proposed HydroCAD Type III 24-hr 2-year Rainfall=3.40"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 24HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Pond S2: Substation Inflow Area = 0.658 ac, 0.00% Impervious, Inflow Depth = 2.26" for 2-year event Inflow = 1.80 cfs @ 12.07 hrs, Volume= 0.124 af Outflow = 1.45 cfs @ 12.04 hrs, Volume= 0.124 af, Atten= 19%, Lag= 0.0 min Discarded = 1.45 cfs @ 12.04 hrs, Volume= 0.124 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 152.51' @ 12.13 hrs Surf.Area= 25,969 sf Storage= 136 cf Plug-Flow detention time= 0.7 min calculated for 0.124 af (100% of inflow) Center-of-Mass det. time= 0.7 min ( 808.5 - 807.8 ) Volume Invert Avail.Storage Storage Description #1 152.50' 5,713 cf Custom Stage Data (Prismatic) Listed below (Recalc) 14,283 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 152.50 25,969 0 0 153.00 25,969 12,985 12,985 153.05 25,969 1,298 14,283 Device Routing Invert Outlet Devices #1 Primary 153.00'190.0' long Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.51 3.59 3.57 #2 Discarded 152.50'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.45 cfs @ 12.04 hrs HW=152.51' (Free Discharge) 2=Exfiltration (Exfiltration Controls 1.45 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=152.50' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Proposed HydroCAD Type III 24-hr 2-year Rainfall=3.40"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 25HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Pond S2: Substation Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.658 ac Peak Elev=152.51' Storage=136 cf 1.80 cfs 1.45 cfs 1.45 cfs 0.00 cfs 73167.00 Proposed HydroCAD Type III 24-hr 2-year Rainfall=3.40"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 26HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Pond S3: Substation Inflow Area = 0.781 ac, 0.00% Impervious, Inflow Depth = 2.95" for 2-year event Inflow = 2.59 cfs @ 12.07 hrs, Volume= 0.192 af Outflow = 1.90 cfs @ 12.03 hrs, Volume= 0.192 af, Atten= 27%, Lag= 0.0 min Discarded = 1.90 cfs @ 12.03 hrs, Volume= 0.192 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 152.52' @ 12.14 hrs Surf.Area= 34,001 sf Storage= 269 cf Plug-Flow detention time= 0.8 min calculated for 0.192 af (100% of inflow) Center-of-Mass det. time= 0.8 min ( 772.3 - 771.4 ) Volume Invert Avail.Storage Storage Description #1 152.50' 7,480 cf Custom Stage Data (Prismatic) Listed below (Recalc) 18,701 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 152.50 34,001 0 0 153.00 34,001 17,001 17,001 153.05 34,001 1,700 18,701 Device Routing Invert Outlet Devices #1 Primary 153.00'260.0' long Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.51 3.59 3.57 #2 Discarded 152.50'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.90 cfs @ 12.03 hrs HW=152.51' (Free Discharge) 2=Exfiltration (Exfiltration Controls 1.90 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=152.50' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Proposed HydroCAD Type III 24-hr 2-year Rainfall=3.40"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 27HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Pond S3: Substation Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.781 ac Peak Elev=152.52' Storage=269 cf 2.59 cfs 1.90 cfs 1.90 cfs 0.00 cfs 73167.00 Proposed HydroCAD Type III 24-hr 2-year Rainfall=3.40"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 28HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Pond S4: Substation Inflow Area = 0.646 ac, 0.00% Impervious, Inflow Depth = 2.35" for 2-year event Inflow = 1.82 cfs @ 12.07 hrs, Volume= 0.127 af Outflow = 1.27 cfs @ 12.02 hrs, Volume= 0.127 af, Atten= 30%, Lag= 0.0 min Discarded = 1.27 cfs @ 12.02 hrs, Volume= 0.127 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 152.52' @ 12.15 hrs Surf.Area= 22,786 sf Storage= 218 cf Plug-Flow detention time= 0.9 min calculated for 0.127 af (100% of inflow) Center-of-Mass det. time= 0.9 min ( 804.6 - 803.6 ) Volume Invert Avail.Storage Storage Description #1 152.50' 5,013 cf Custom Stage Data (Prismatic) Listed below (Recalc) 12,532 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 152.50 22,786 0 0 153.00 22,786 11,393 11,393 153.05 22,786 1,139 12,532 Device Routing Invert Outlet Devices #1 Primary 153.00'200.0' long Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.51 3.59 3.57 #2 Discarded 152.50'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.27 cfs @ 12.02 hrs HW=152.51' (Free Discharge) 2=Exfiltration (Exfiltration Controls 1.27 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=152.50' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Proposed HydroCAD Type III 24-hr 2-year Rainfall=3.40"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 29HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Pond S4: Substation Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.646 ac Peak Elev=152.52' Storage=218 cf 1.82 cfs 1.27 cfs 1.27 cfs 0.00 cfs 73167.00 Proposed HydroCAD Type III 24-hr 2-year Rainfall=3.40"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 30HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Pond S5: Substation Inflow Area = 0.268 ac, 0.00% Impervious, Inflow Depth = 2.95" for 2-year event Inflow = 0.89 cfs @ 12.07 hrs, Volume= 0.066 af Outflow = 0.46 cfs @ 11.99 hrs, Volume= 0.066 af, Atten= 48%, Lag= 0.0 min Discarded = 0.46 cfs @ 11.99 hrs, Volume= 0.066 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 152.56' @ 12.19 hrs Surf.Area= 8,317 sf Storage= 199 cf Plug-Flow detention time= 1.8 min calculated for 0.066 af (100% of inflow) Center-of-Mass det. time= 1.8 min ( 773.2 - 771.4 ) Volume Invert Avail.Storage Storage Description #1 152.50' 1,830 cf Custom Stage Data (Prismatic) Listed below (Recalc) 4,574 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 152.50 8,317 0 0 153.00 8,317 4,159 4,159 153.05 8,317 416 4,574 Device Routing Invert Outlet Devices #1 Primary 153.00'100.0' long Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.51 3.59 3.57 #2 Discarded 152.50'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.46 cfs @ 11.99 hrs HW=152.51' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.46 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=152.50' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Proposed HydroCAD Type III 24-hr 2-year Rainfall=3.40"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 31HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Pond S5: Substation Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (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=0.268 ac Peak Elev=152.56' Storage=199 cf 0.89 cfs 0.46 cfs 0.46 cfs 0.00 cfs 73167.00 Proposed HydroCAD Type III 24-hr 2-year Rainfall=3.40"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 32HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Link DP1: Isolated Wetland Inflow Area = 1.766 ac, 0.00% Impervious, Inflow Depth = 0.00" for 2-year 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= 0.00-36.00 hrs, dt= 0.01 hrs Link DP1: Isolated Wetland Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=1.766 ac 0.00 cfs 0.00 cfs 73167.00 Proposed HydroCAD Type III 24-hr 2-year Rainfall=3.40"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 33HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Link DP2: Offsite Inflow Area = 2.854 ac, 0.48% Impervious, Inflow Depth = 0.01" for 2-year event Inflow = 0.00 cfs @ 14.92 hrs, Volume= 0.003 af Primary = 0.00 cfs @ 14.92 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Link DP2: Offsite Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0 Inflow Area=2.854 ac 0.00 cfs 0.00 cfs 73167.00 Proposed HydroCAD Type III 24-hr 10-year Rainfall=4.95"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 34HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR10: Subcat PR10 Runoff = 0.00 cfs @ 15.21 hrs, Volume= 0.001 af, Depth= 0.08" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-year Rainfall=4.95" Area (ac)CN Description 0.076 39 >75% Grass cover, Good, HSG A 0.000 96 Gravel surface, HSG A 0.049 30 Woods, Good, HSG A 0.126 35 Weighted Average 0.126 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PR10: Subcat PR10 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0 0 Type III 24-hr 10-year Rainfall=4.95" Runoff Area=0.126 ac Runoff Volume=0.001 af Runoff Depth=0.08" Tc=5.0 min CN=35 0.00 cfs 73167.00 Proposed HydroCAD Type III 24-hr 10-year Rainfall=4.95"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 35HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR11: Subcat PR11 Runoff = 0.09 cfs @ 12.30 hrs, Volume= 0.018 af, Depth= 0.43" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-year Rainfall=4.95" Area (ac)CN Description 0.162 39 >75% Grass cover, Good, HSG A 0.089 96 Gravel surface, HSG A 0.247 30 Woods, Good, HSG A 0.498 45 Weighted Average 0.498 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 52 0.3281 0.47 Sheet Flow, Grass: Short n= 0.150 P2= 3.40" 3.2 Direct Entry, 5.0 52 Total Subcatchment PR11: Subcat PR11 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (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 10-year Rainfall=4.95" Runoff Area=0.498 ac Runoff Volume=0.018 af Runoff Depth=0.43" Flow Length=52' Slope=0.3281 '/' Tc=5.0 min CN=45 0.09 cfs 73167.00 Proposed HydroCAD Type III 24-hr 10-year Rainfall=4.95"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 36HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR2: Subcat PR2 Runoff = 0.12 cfs @ 12.41 hrs, Volume= 0.025 af, Depth= 0.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-year Rainfall=4.95" Area (ac)CN Description 0.279 39 >75% Grass cover, Good, HSG A 0.121 96 Gravel surface, HSG A 0.378 30 Woods, Good, HSG A 0.778 44 Weighted Average 0.778 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.2 50 0.0720 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.40" 0.8 72 0.0936 1.53 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.2 88 0.0088 0.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.2 210 Total Subcatchment PR2: Subcat PR2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.13 0.125 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 10-year Rainfall=4.95" Runoff Area=0.778 ac Runoff Volume=0.025 af Runoff Depth=0.38" Flow Length=210' Tc=10.2 min CN=44 0.12 cfs 73167.00 Proposed HydroCAD Type III 24-hr 10-year Rainfall=4.95"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 37HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR3: Subcat PR3 Runoff = 1.63 cfs @ 12.07 hrs, Volume= 0.123 af, Depth= 4.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-year Rainfall=4.95" Area (ac)CN Description 0.330 96 Gravel surface, HSG A 0.330 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PR3: Subcat PR3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 10-year Rainfall=4.95" Runoff Area=0.330 ac Runoff Volume=0.123 af Runoff Depth=4.48" Tc=5.0 min CN=96 1.63 cfs 73167.00 Proposed HydroCAD Type III 24-hr 10-year Rainfall=4.95"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 38HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR4: Subcat PR4 Runoff = 2.89 cfs @ 12.07 hrs, Volume= 0.204 af, Depth= 3.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-year Rainfall=4.95" Area (ac)CN Description 0.076 39 >75% Grass cover, Good, HSG A 0.581 96 Gravel surface, HSG A 0.001 30 Woods, Good, HSG A 0.658 89 Weighted Average 0.658 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PR4: Subcat PR4 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Type III 24-hr 10-year Rainfall=4.95" Runoff Area=0.658 ac Runoff Volume=0.204 af Runoff Depth=3.72" Tc=5.0 min CN=89 2.89 cfs 73167.00 Proposed HydroCAD Type III 24-hr 10-year Rainfall=4.95"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 39HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR5: Subcat PR5 Runoff = 0.30 cfs @ 12.12 hrs, Volume= 0.027 af, Depth= 1.08" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-year Rainfall=4.95" Area (ac)CN Adj Description 0.110 39 >75% Grass cover, Good, HSG A 0.098 96 Gravel surface, HSG A 0.014 98 Unconnected pavement, HSG A 0.075 30 Woods, Good, HSG A 0.296 58 57 Weighted Average, UI Adjusted 0.282 95.39% Pervious Area 0.014 4.61% Impervious Area 0.014 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.6 50 0.0884 0.13 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.40" 0.3 19 0.0395 0.99 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.0 10 0.2510 3.51 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 29 0.0493 4.51 Shallow Concentrated Flow, Paved Kv= 20.3 fps 7.0 108 Total 73167.00 Proposed HydroCAD Type III 24-hr 10-year Rainfall=4.95"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 40HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Subcatchment PR5: Subcat PR5 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (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 10-year Rainfall=4.95" Runoff Area=0.296 ac Runoff Volume=0.027 af Runoff Depth=1.08" Flow Length=108' Tc=7.0 min UI Adjusted CN=57 0.30 cfs 73167.00 Proposed HydroCAD Type III 24-hr 10-year Rainfall=4.95"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 41HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR6: Subcat PR6 Runoff = 3.85 cfs @ 12.07 hrs, Volume= 0.292 af, Depth= 4.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-year Rainfall=4.95" Area (ac)CN Description 0.781 96 Gravel surface, HSG A 0.781 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PR6: Subcat PR6 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Type III 24-hr 10-year Rainfall=4.95" Runoff Area=0.781 ac Runoff Volume=0.292 af Runoff Depth=4.48" Tc=5.0 min CN=96 3.85 cfs 73167.00 Proposed HydroCAD Type III 24-hr 10-year Rainfall=4.95"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 42HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR7: Subcat PR7 Runoff = 0.05 cfs @ 12.30 hrs, Volume= 0.009 af, Depth= 0.43" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-year Rainfall=4.95" Area (ac)CN Description 0.215 39 >75% Grass cover, Good, HSG A 0.025 96 Gravel surface, HSG A 0.240 45 Weighted Average 0.240 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PR7: Subcat PR7 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)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 10-year Rainfall=4.95" Runoff Area=0.240 ac Runoff Volume=0.009 af Runoff Depth=0.43" Tc=5.0 min CN=45 0.05 cfs 73167.00 Proposed HydroCAD Type III 24-hr 10-year Rainfall=4.95"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 43HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR8: Subcat PR8 Runoff = 2.90 cfs @ 12.07 hrs, Volume= 0.206 af, Depth= 3.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-year Rainfall=4.95" Area (ac)CN Description 0.070 39 >75% Grass cover, Good, HSG A 0.576 96 Gravel surface, HSG A 0.000 30 Woods, Good, HSG A 0.646 90 Weighted Average 0.646 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PR8: Subcat PR8 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Type III 24-hr 10-year Rainfall=4.95" Runoff Area=0.646 ac Runoff Volume=0.206 af Runoff Depth=3.83" Tc=5.0 min CN=90 2.90 cfs 73167.00 Proposed HydroCAD Type III 24-hr 10-year Rainfall=4.95"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 44HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR9: Subcat PR9 Runoff = 1.32 cfs @ 12.07 hrs, Volume= 0.100 af, Depth= 4.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-year Rainfall=4.95" Area (ac)CN Description 0.000 39 >75% Grass cover, Good, HSG A 0.268 96 Gravel surface, HSG A 0.268 96 Weighted Average 0.268 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PR9: Subcat PR9 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 10-year Rainfall=4.95" Runoff Area=0.268 ac Runoff Volume=0.100 af Runoff Depth=4.48" Tc=5.0 min CN=96 1.32 cfs 73167.00 Proposed HydroCAD Type III 24-hr 10-year Rainfall=4.95"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 45HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Pond IB-PR: Infiltration Basin Inflow Area = 1.963 ac, 0.70% Impervious, Inflow Depth = 0.05" for 10-year event Inflow = 0.05 cfs @ 12.30 hrs, Volume= 0.009 af Outflow = 0.02 cfs @ 12.57 hrs, Volume= 0.009 af, Atten= 47%, Lag= 16.3 min Discarded = 0.02 cfs @ 12.57 hrs, Volume= 0.009 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 139.08' @ 12.57 hrs Surf.Area= 429 sf Storage= 32 cf Plug-Flow detention time= 11.9 min calculated for 0.009 af (100% of inflow) Center-of-Mass det. time= 11.9 min ( 959.3 - 947.4 ) Volume Invert Avail.Storage Storage Description #1 139.00' 4,013 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet)(sq-ft) 139.00 399 106.0 0 0 399 140.00 865 158.0 617 617 1,499 141.00 1,366 176.4 1,106 1,723 2,017 142.00 1,980 217.0 1,664 3,387 3,303 142.30 2,200 223.8 627 4,013 3,550 Device Routing Invert Outlet Devices #1 Secondary 142.20'10.0' long x 5.0' 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) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2 Discarded 139.00'2.410 in/hr Exfiltration over Surface area #3 Primary 139.00'8.0" Round Culvert L= 48.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 139.00' / 138.70' S= 0.0062 '/' Cc= 0.900 n= 0.013, Flow Area= 0.35 sf #4 Device 3 141.30'12.0" Horiz. Orifice/Grate C= 0.600 in 12.0" Grate (100% open area) Limited to weir flow at low heads Discarded OutFlow Max=0.02 cfs @ 12.57 hrs HW=139.08' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=139.00' (Free Discharge) 3=Culvert ( Controls 0.00 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=139.00' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Proposed HydroCAD Type III 24-hr 10-year Rainfall=4.95"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 46HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Pond IB-PR: Infiltration Basin Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=1.963 ac Peak Elev=139.08' Storage=32 cf 0.05 cfs 0.02 cfs 0.02 cfs 0.00 cfs 0.00 cfs 73167.00 Proposed HydroCAD Type III 24-hr 10-year Rainfall=4.95"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 47HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Pond IT-N: North Infiltration Trench Inflow Area = 1.108 ac, 0.00% Impervious, Inflow Depth = 0.27" for 10-year event Inflow = 0.12 cfs @ 12.41 hrs, Volume= 0.025 af Outflow = 0.03 cfs @ 12.18 hrs, Volume= 0.025 af, Atten= 73%, Lag= 0.0 min Discarded = 0.03 cfs @ 12.18 hrs, Volume= 0.025 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 139.28' @ 15.30 hrs Surf.Area= 556 sf Storage= 218 cf Plug-Flow detention time= 67.7 min calculated for 0.025 af (100% of inflow) Center-of-Mass det. time= 67.7 min ( 1,028.2 - 960.5 ) Volume Invert Avail.Storage Storage Description #1 138.30'445 cf 2.00'W x 278.00'L x 2.00'H Prismatoid 1,112 cf Overall x 40.0% Voids #2 140.30'28 cf Custom Stage Data (Prismatic) Listed below (Recalc) 473 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 140.30 278 0 0 140.40 278 28 28 Device Routing Invert Outlet Devices #1 Primary 140.30'32.0' long x 16.0' 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 #2 Discarded 138.30'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.03 cfs @ 12.18 hrs HW=138.32' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=138.30' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Proposed HydroCAD Type III 24-hr 10-year Rainfall=4.95"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 48HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Pond IT-N: North Infiltration Trench Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (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=1.108 ac Peak Elev=139.28' Storage=218 cf 0.12 cfs 0.03 cfs 0.03 cfs 0.00 cfs 73167.00 Proposed HydroCAD Type III 24-hr 10-year Rainfall=4.95"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 49HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Pond IT-S: South Infiltration Trench Inflow Area = 1.077 ac, 1.27% Impervious, Inflow Depth = 0.30" for 10-year event Inflow = 0.30 cfs @ 12.12 hrs, Volume= 0.027 af Outflow = 0.03 cfs @ 11.91 hrs, Volume= 0.027 af, Atten= 89%, Lag= 0.0 min Discarded = 0.03 cfs @ 11.91 hrs, Volume= 0.027 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 140.61' @ 13.93 hrs Surf.Area= 608 sf Storage= 392 cf Plug-Flow detention time= 114.1 min calculated for 0.027 af (100% of inflow) Center-of-Mass det. time= 114.0 min ( 1,001.1 - 887.1 ) Volume Invert Avail.Storage Storage Description #1 139.00'486 cf 2.00'W x 304.00'L x 2.00'H Prismatoid 1,216 cf Overall x 40.0% Voids #2 141.00'140 cf Custom Stage Data (Prismatic) Listed below (Recalc) 626 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 141.00 350 0 0 141.40 350 140 140 Device Routing Invert Outlet Devices #1 Primary 141.00'2.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 139.00'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.03 cfs @ 11.91 hrs HW=139.03' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=139.00' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Proposed HydroCAD Type III 24-hr 10-year Rainfall=4.95"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 50HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Pond IT-S: South Infiltration Trench Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (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=1.077 ac Peak Elev=140.61' Storage=392 cf 0.30 cfs 0.03 cfs 0.03 cfs 0.00 cfs 73167.00 Proposed HydroCAD Type III 24-hr 10-year Rainfall=4.95"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 51HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Pond S1: Substation Inflow Area = 0.330 ac, 0.00% Impervious, Inflow Depth = 4.48" for 10-year event Inflow = 1.63 cfs @ 12.07 hrs, Volume= 0.123 af Outflow = 0.80 cfs @ 11.98 hrs, Volume= 0.123 af, Atten= 51%, Lag= 0.0 min Discarded = 0.80 cfs @ 11.98 hrs, Volume= 0.123 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 152.57' @ 12.20 hrs Surf.Area= 14,383 sf Storage= 401 cf Plug-Flow detention time= 2.1 min calculated for 0.123 af (100% of inflow) Center-of-Mass det. time= 2.1 min ( 763.8 - 761.7 ) Volume Invert Avail.Storage Storage Description #1 152.50' 3,164 cf Custom Stage Data (Prismatic) Listed below (Recalc) 7,911 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 152.50 14,383 0 0 153.00 14,383 7,192 7,192 153.05 14,383 719 7,911 Device Routing Invert Outlet Devices #1 Discarded 152.50'2.410 in/hr Exfiltration over Surface area #2 Primary 153.00'131.0' long Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.51 3.59 3.57 Discarded OutFlow Max=0.80 cfs @ 11.98 hrs HW=152.51' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.80 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=152.50' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Proposed HydroCAD Type III 24-hr 10-year Rainfall=4.95"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 52HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Pond S1: Substation Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.330 ac Peak Elev=152.57' Storage=401 cf 1.63 cfs 0.80 cfs 0.80 cfs 0.00 cfs 73167.00 Proposed HydroCAD Type III 24-hr 10-year Rainfall=4.95"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 53HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Pond S2: Substation Inflow Area = 0.658 ac, 0.00% Impervious, Inflow Depth = 3.72" for 10-year event Inflow = 2.89 cfs @ 12.07 hrs, Volume= 0.204 af Outflow = 1.45 cfs @ 11.98 hrs, Volume= 0.204 af, Atten= 50%, Lag= 0.0 min Discarded = 1.45 cfs @ 11.98 hrs, Volume= 0.204 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 152.57' @ 12.20 hrs Surf.Area= 25,969 sf Storage= 693 cf Plug-Flow detention time= 2.1 min calculated for 0.204 af (100% of inflow) Center-of-Mass det. time= 2.1 min ( 795.9 - 793.8 ) Volume Invert Avail.Storage Storage Description #1 152.50' 5,713 cf Custom Stage Data (Prismatic) Listed below (Recalc) 14,283 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 152.50 25,969 0 0 153.00 25,969 12,985 12,985 153.05 25,969 1,298 14,283 Device Routing Invert Outlet Devices #1 Primary 153.00'190.0' long Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.51 3.59 3.57 #2 Discarded 152.50'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.45 cfs @ 11.98 hrs HW=152.51' (Free Discharge) 2=Exfiltration (Exfiltration Controls 1.45 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=152.50' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Proposed HydroCAD Type III 24-hr 10-year Rainfall=4.95"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 54HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Pond S2: Substation Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=0.658 ac Peak Elev=152.57' Storage=693 cf 2.89 cfs 1.45 cfs 1.45 cfs 0.00 cfs 73167.00 Proposed HydroCAD Type III 24-hr 10-year Rainfall=4.95"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 55HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Pond S3: Substation Inflow Area = 0.781 ac, 0.00% Impervious, Inflow Depth = 4.48" for 10-year event Inflow = 3.85 cfs @ 12.07 hrs, Volume= 0.292 af Outflow = 1.90 cfs @ 11.98 hrs, Volume= 0.292 af, Atten= 51%, Lag= 0.0 min Discarded = 1.90 cfs @ 11.98 hrs, Volume= 0.292 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 152.57' @ 12.20 hrs Surf.Area= 34,001 sf Storage= 948 cf Plug-Flow detention time= 2.1 min calculated for 0.292 af (100% of inflow) Center-of-Mass det. time= 2.1 min ( 763.8 - 761.7 ) Volume Invert Avail.Storage Storage Description #1 152.50' 7,480 cf Custom Stage Data (Prismatic) Listed below (Recalc) 18,701 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 152.50 34,001 0 0 153.00 34,001 17,001 17,001 153.05 34,001 1,700 18,701 Device Routing Invert Outlet Devices #1 Primary 153.00'260.0' long Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.51 3.59 3.57 #2 Discarded 152.50'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.90 cfs @ 11.98 hrs HW=152.51' (Free Discharge) 2=Exfiltration (Exfiltration Controls 1.90 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=152.50' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Proposed HydroCAD Type III 24-hr 10-year Rainfall=4.95"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 56HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Pond S3: Substation Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=0.781 ac Peak Elev=152.57' Storage=948 cf 3.85 cfs 1.90 cfs 1.90 cfs 0.00 cfs 73167.00 Proposed HydroCAD Type III 24-hr 10-year Rainfall=4.95"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 57HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Pond S4: Substation Inflow Area = 0.646 ac, 0.00% Impervious, Inflow Depth = 3.83" for 10-year event Inflow = 2.90 cfs @ 12.07 hrs, Volume= 0.206 af Outflow = 1.27 cfs @ 11.96 hrs, Volume= 0.206 af, Atten= 56%, Lag= 0.0 min Discarded = 1.27 cfs @ 11.96 hrs, Volume= 0.206 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 152.59' @ 12.24 hrs Surf.Area= 22,786 sf Storage= 858 cf Plug-Flow detention time= 3.0 min calculated for 0.206 af (100% of inflow) Center-of-Mass det. time= 3.0 min ( 793.1 - 790.1 ) Volume Invert Avail.Storage Storage Description #1 152.50' 5,013 cf Custom Stage Data (Prismatic) Listed below (Recalc) 12,532 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 152.50 22,786 0 0 153.00 22,786 11,393 11,393 153.05 22,786 1,139 12,532 Device Routing Invert Outlet Devices #1 Primary 153.00'200.0' long Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.51 3.59 3.57 #2 Discarded 152.50'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.27 cfs @ 11.96 hrs HW=152.51' (Free Discharge) 2=Exfiltration (Exfiltration Controls 1.27 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=152.50' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Proposed HydroCAD Type III 24-hr 10-year Rainfall=4.95"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 58HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Pond S4: Substation Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=0.646 ac Peak Elev=152.59' Storage=858 cf 2.90 cfs 1.27 cfs 1.27 cfs 0.00 cfs 73167.00 Proposed HydroCAD Type III 24-hr 10-year Rainfall=4.95"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 59HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Pond S5: Substation Inflow Area = 0.268 ac, 0.00% Impervious, Inflow Depth = 4.48" for 10-year event Inflow = 1.32 cfs @ 12.07 hrs, Volume= 0.100 af Outflow = 0.46 cfs @ 11.87 hrs, Volume= 0.100 af, Atten= 65%, Lag= 0.0 min Discarded = 0.46 cfs @ 11.87 hrs, Volume= 0.100 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 152.66' @ 12.31 hrs Surf.Area= 8,317 sf Storage= 542 cf Plug-Flow detention time= 4.9 min calculated for 0.100 af (100% of inflow) Center-of-Mass det. time= 4.9 min ( 766.6 - 761.7 ) Volume Invert Avail.Storage Storage Description #1 152.50' 1,830 cf Custom Stage Data (Prismatic) Listed below (Recalc) 4,574 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 152.50 8,317 0 0 153.00 8,317 4,159 4,159 153.05 8,317 416 4,574 Device Routing Invert Outlet Devices #1 Primary 153.00'100.0' long Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.51 3.59 3.57 #2 Discarded 152.50'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.46 cfs @ 11.87 hrs HW=152.51' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.46 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=152.50' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Proposed HydroCAD Type III 24-hr 10-year Rainfall=4.95"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 60HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Pond S5: Substation Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.268 ac Peak Elev=152.66' Storage=542 cf 1.32 cfs 0.46 cfs 0.46 cfs 0.00 cfs 73167.00 Proposed HydroCAD Type III 24-hr 10-year Rainfall=4.95"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 61HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Link DP1: Isolated Wetland Inflow Area = 1.766 ac, 0.00% Impervious, Inflow Depth = 0.00" for 10-year 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= 0.00-36.00 hrs, dt= 0.01 hrs Link DP1: Isolated Wetland Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=1.766 ac 0.00 cfs 0.00 cfs 73167.00 Proposed HydroCAD Type III 24-hr 10-year Rainfall=4.95"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 62HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Link DP2: Offsite Inflow Area = 2.854 ac, 0.48% Impervious, Inflow Depth = 0.08" for 10-year event Inflow = 0.09 cfs @ 12.30 hrs, Volume= 0.018 af Primary = 0.09 cfs @ 12.30 hrs, Volume= 0.018 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Link DP2: Offsite Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (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=2.854 ac 0.09 cfs 0.09 cfs 73167.00 Proposed HydroCAD Type III 24-hr 25-year Rainfall=5.92"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 63HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR10: Subcat PR10 Runoff = 0.01 cfs @ 12.46 hrs, Volume= 0.002 af, Depth= 0.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-year Rainfall=5.92" Area (ac)CN Description 0.076 39 >75% Grass cover, Good, HSG A 0.000 96 Gravel surface, HSG A 0.049 30 Woods, Good, HSG A 0.126 35 Weighted Average 0.126 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PR10: Subcat PR10 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)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 Rainfall=5.92" Runoff Area=0.126 ac Runoff Volume=0.002 af Runoff Depth=0.23" Tc=5.0 min CN=35 0.01 cfs 73167.00 Proposed HydroCAD Type III 24-hr 25-year Rainfall=5.92"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 64HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR11: Subcat PR11 Runoff = 0.27 cfs @ 12.11 hrs, Volume= 0.032 af, Depth= 0.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-year Rainfall=5.92" Area (ac)CN Description 0.162 39 >75% Grass cover, Good, HSG A 0.089 96 Gravel surface, HSG A 0.247 30 Woods, Good, HSG A 0.498 45 Weighted Average 0.498 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 52 0.3281 0.47 Sheet Flow, Grass: Short n= 0.150 P2= 3.40" 3.2 Direct Entry, 5.0 52 Total Subcatchment PR11: Subcat PR11 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 25-year Rainfall=5.92" Runoff Area=0.498 ac Runoff Volume=0.032 af Runoff Depth=0.77" Flow Length=52' Slope=0.3281 '/' Tc=5.0 min CN=45 0.27 cfs 73167.00 Proposed HydroCAD Type III 24-hr 25-year Rainfall=5.92"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 65HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR2: Subcat PR2 Runoff = 0.30 cfs @ 12.22 hrs, Volume= 0.046 af, Depth= 0.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-year Rainfall=5.92" Area (ac)CN Description 0.279 39 >75% Grass cover, Good, HSG A 0.121 96 Gravel surface, HSG A 0.378 30 Woods, Good, HSG A 0.778 44 Weighted Average 0.778 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.2 50 0.0720 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.40" 0.8 72 0.0936 1.53 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.2 88 0.0088 0.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.2 210 Total Subcatchment PR2: Subcat PR2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (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 25-year Rainfall=5.92" Runoff Area=0.778 ac Runoff Volume=0.046 af Runoff Depth=0.71" Flow Length=210' Tc=10.2 min CN=44 0.30 cfs 73167.00 Proposed HydroCAD Type III 24-hr 25-year Rainfall=5.92"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 66HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR3: Subcat PR3 Runoff = 1.96 cfs @ 12.07 hrs, Volume= 0.150 af, Depth= 5.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-year Rainfall=5.92" Area (ac)CN Description 0.330 96 Gravel surface, HSG A 0.330 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PR3: Subcat PR3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 25-year Rainfall=5.92" Runoff Area=0.330 ac Runoff Volume=0.150 af Runoff Depth=5.45" Tc=5.0 min CN=96 1.96 cfs 73167.00 Proposed HydroCAD Type III 24-hr 25-year Rainfall=5.92"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 67HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR4: Subcat PR4 Runoff = 3.58 cfs @ 12.07 hrs, Volume= 0.255 af, Depth= 4.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-year Rainfall=5.92" Area (ac)CN Description 0.076 39 >75% Grass cover, Good, HSG A 0.581 96 Gravel surface, HSG A 0.001 30 Woods, Good, HSG A 0.658 89 Weighted Average 0.658 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PR4: Subcat PR4 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Type III 24-hr 25-year Rainfall=5.92" Runoff Area=0.658 ac Runoff Volume=0.255 af Runoff Depth=4.66" Tc=5.0 min CN=89 3.58 cfs 73167.00 Proposed HydroCAD Type III 24-hr 25-year Rainfall=5.92"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 68HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR5: Subcat PR5 Runoff = 0.50 cfs @ 12.11 hrs, Volume= 0.040 af, Depth= 1.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-year Rainfall=5.92" Area (ac)CN Adj Description 0.110 39 >75% Grass cover, Good, HSG A 0.098 96 Gravel surface, HSG A 0.014 98 Unconnected pavement, HSG A 0.075 30 Woods, Good, HSG A 0.296 58 57 Weighted Average, UI Adjusted 0.282 95.39% Pervious Area 0.014 4.61% Impervious Area 0.014 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.6 50 0.0884 0.13 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.40" 0.3 19 0.0395 0.99 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.0 10 0.2510 3.51 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 29 0.0493 4.51 Shallow Concentrated Flow, Paved Kv= 20.3 fps 7.0 108 Total 73167.00 Proposed HydroCAD Type III 24-hr 25-year Rainfall=5.92"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 69HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Subcatchment PR5: Subcat PR5 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (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 Rainfall=5.92" Runoff Area=0.296 ac Runoff Volume=0.040 af Runoff Depth=1.63" Flow Length=108' Tc=7.0 min UI Adjusted CN=57 0.50 cfs 73167.00 Proposed HydroCAD Type III 24-hr 25-year Rainfall=5.92"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 70HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR6: Subcat PR6 Runoff = 4.63 cfs @ 12.07 hrs, Volume= 0.354 af, Depth= 5.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-year Rainfall=5.92" Area (ac)CN Description 0.781 96 Gravel surface, HSG A 0.781 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PR6: Subcat PR6 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Type III 24-hr 25-year Rainfall=5.92" Runoff Area=0.781 ac Runoff Volume=0.354 af Runoff Depth=5.45" Tc=5.0 min CN=96 4.63 cfs 73167.00 Proposed HydroCAD Type III 24-hr 25-year Rainfall=5.92"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 71HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR7: Subcat PR7 Runoff = 0.13 cfs @ 12.11 hrs, Volume= 0.015 af, Depth= 0.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-year Rainfall=5.92" Area (ac)CN Description 0.215 39 >75% Grass cover, Good, HSG A 0.025 96 Gravel surface, HSG A 0.240 45 Weighted Average 0.240 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PR7: Subcat PR7 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (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 25-year Rainfall=5.92" Runoff Area=0.240 ac Runoff Volume=0.015 af Runoff Depth=0.77" Tc=5.0 min CN=45 0.13 cfs 73167.00 Proposed HydroCAD Type III 24-hr 25-year Rainfall=5.92"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 72HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR8: Subcat PR8 Runoff = 3.57 cfs @ 12.07 hrs, Volume= 0.257 af, Depth= 4.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-year Rainfall=5.92" Area (ac)CN Description 0.070 39 >75% Grass cover, Good, HSG A 0.576 96 Gravel surface, HSG A 0.000 30 Woods, Good, HSG A 0.646 90 Weighted Average 0.646 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PR8: Subcat PR8 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Type III 24-hr 25-year Rainfall=5.92" Runoff Area=0.646 ac Runoff Volume=0.257 af Runoff Depth=4.77" Tc=5.0 min CN=90 3.57 cfs 73167.00 Proposed HydroCAD Type III 24-hr 25-year Rainfall=5.92"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 73HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR9: Subcat PR9 Runoff = 1.59 cfs @ 12.07 hrs, Volume= 0.122 af, Depth= 5.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-year Rainfall=5.92" Area (ac)CN Description 0.000 39 >75% Grass cover, Good, HSG A 0.268 96 Gravel surface, HSG A 0.268 96 Weighted Average 0.268 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PR9: Subcat PR9 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 25-year Rainfall=5.92" Runoff Area=0.268 ac Runoff Volume=0.122 af Runoff Depth=5.45" Tc=5.0 min CN=96 1.59 cfs 73167.00 Proposed HydroCAD Type III 24-hr 25-year Rainfall=5.92"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 74HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Pond IB-PR: Infiltration Basin Inflow Area = 1.963 ac, 0.70% Impervious, Inflow Depth = 0.12" for 25-year event Inflow = 0.20 cfs @ 12.45 hrs, Volume= 0.019 af Outflow = 0.04 cfs @ 13.27 hrs, Volume= 0.019 af, Atten= 83%, Lag= 49.0 min Discarded = 0.04 cfs @ 13.27 hrs, Volume= 0.019 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 139.55' @ 13.27 hrs Surf.Area= 633 sf Storage= 281 cf Plug-Flow detention time= 77.2 min calculated for 0.019 af (100% of inflow) Center-of-Mass det. time= 77.1 min ( 964.1 - 886.9 ) Volume Invert Avail.Storage Storage Description #1 139.00' 4,013 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet)(sq-ft) 139.00 399 106.0 0 0 399 140.00 865 158.0 617 617 1,499 141.00 1,366 176.4 1,106 1,723 2,017 142.00 1,980 217.0 1,664 3,387 3,303 142.30 2,200 223.8 627 4,013 3,550 Device Routing Invert Outlet Devices #1 Secondary 142.20'10.0' long x 5.0' 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) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2 Discarded 139.00'2.410 in/hr Exfiltration over Surface area #3 Primary 139.00'8.0" Round Culvert L= 48.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 139.00' / 138.70' S= 0.0062 '/' Cc= 0.900 n= 0.013, Flow Area= 0.35 sf #4 Device 3 141.30'12.0" Horiz. Orifice/Grate C= 0.600 in 12.0" Grate (100% open area) Limited to weir flow at low heads Discarded OutFlow Max=0.04 cfs @ 13.27 hrs HW=139.55' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=139.00' (Free Discharge) 3=Culvert ( Controls 0.00 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=139.00' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Proposed HydroCAD Type III 24-hr 25-year Rainfall=5.92"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 75HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Pond IB-PR: Infiltration Basin Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)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=1.963 ac Peak Elev=139.55' Storage=281 cf 0.20 cfs 0.04 cfs 0.04 cfs 0.00 cfs 0.00 cfs 73167.00 Proposed HydroCAD Type III 24-hr 25-year Rainfall=5.92"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 76HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Pond IT-N: North Infiltration Trench Inflow Area = 1.108 ac, 0.00% Impervious, Inflow Depth = 0.50" for 25-year event Inflow = 0.30 cfs @ 12.22 hrs, Volume= 0.046 af Outflow = 0.12 cfs @ 12.71 hrs, Volume= 0.046 af, Atten= 58%, Lag= 28.9 min Discarded = 0.05 cfs @ 12.69 hrs, Volume= 0.040 af Primary = 0.08 cfs @ 12.71 hrs, Volume= 0.006 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 140.31' @ 12.71 hrs Surf.Area= 834 sf Storage= 447 cf Plug-Flow detention time= 143.1 min calculated for 0.046 af (100% of inflow) Center-of-Mass det. time= 143.1 min ( 1,071.9 - 928.8 ) Volume Invert Avail.Storage Storage Description #1 138.30'445 cf 2.00'W x 278.00'L x 2.00'H Prismatoid 1,112 cf Overall x 40.0% Voids #2 140.30'28 cf Custom Stage Data (Prismatic) Listed below (Recalc) 473 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 140.30 278 0 0 140.40 278 28 28 Device Routing Invert Outlet Devices #1 Primary 140.30'32.0' long x 16.0' 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 #2 Discarded 138.30'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.05 cfs @ 12.69 hrs HW=140.31' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=0.05 cfs @ 12.71 hrs HW=140.31' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.05 cfs @ 0.23 fps) 73167.00 Proposed HydroCAD Type III 24-hr 25-year Rainfall=5.92"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 77HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Pond IT-N: North Infiltration Trench Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (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=1.108 ac Peak Elev=140.31' Storage=447 cf 0.30 cfs 0.12 cfs 0.05 cfs 0.08 cfs 73167.00 Proposed HydroCAD Type III 24-hr 25-year Rainfall=5.92"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 78HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Pond IT-S: South Infiltration Trench Inflow Area = 1.077 ac, 1.27% Impervious, Inflow Depth = 0.45" for 25-year event Inflow = 0.50 cfs @ 12.11 hrs, Volume= 0.040 af Outflow = 0.19 cfs @ 12.47 hrs, Volume= 0.040 af, Atten= 62%, Lag= 21.2 min Discarded = 0.05 cfs @ 12.36 hrs, Volume= 0.036 af Primary = 0.13 cfs @ 12.47 hrs, Volume= 0.004 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 141.08' @ 12.47 hrs Surf.Area= 958 sf Storage= 516 cf Plug-Flow detention time= 130.3 min calculated for 0.040 af (100% of inflow) Center-of-Mass det. time= 130.3 min ( 1,003.4 - 873.0 ) Volume Invert Avail.Storage Storage Description #1 139.00'486 cf 2.00'W x 304.00'L x 2.00'H Prismatoid 1,216 cf Overall x 40.0% Voids #2 141.00'140 cf Custom Stage Data (Prismatic) Listed below (Recalc) 626 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 141.00 350 0 0 141.40 350 140 140 Device Routing Invert Outlet Devices #1 Primary 141.00'2.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 139.00'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.05 cfs @ 12.36 hrs HW=141.00' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=0.13 cfs @ 12.47 hrs HW=141.08' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.13 cfs @ 0.78 fps) 73167.00 Proposed HydroCAD Type III 24-hr 25-year Rainfall=5.92"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 79HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Pond IT-S: South Infiltration Trench Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (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=1.077 ac Peak Elev=141.08' Storage=516 cf 0.50 cfs 0.19 cfs 0.05 cfs 0.13 cfs 73167.00 Proposed HydroCAD Type III 24-hr 25-year Rainfall=5.92"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 80HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Pond S1: Substation Inflow Area = 0.330 ac, 0.00% Impervious, Inflow Depth = 5.45" for 25-year event Inflow = 1.96 cfs @ 12.07 hrs, Volume= 0.150 af Outflow = 0.80 cfs @ 11.93 hrs, Volume= 0.150 af, Atten= 59%, Lag= 0.0 min Discarded = 0.80 cfs @ 11.93 hrs, Volume= 0.150 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 152.61' @ 12.25 hrs Surf.Area= 14,383 sf Storage= 641 cf Plug-Flow detention time= 3.3 min calculated for 0.150 af (100% of inflow) Center-of-Mass det. time= 3.3 min ( 760.9 - 757.6 ) Volume Invert Avail.Storage Storage Description #1 152.50' 3,164 cf Custom Stage Data (Prismatic) Listed below (Recalc) 7,911 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 152.50 14,383 0 0 153.00 14,383 7,192 7,192 153.05 14,383 719 7,911 Device Routing Invert Outlet Devices #1 Discarded 152.50'2.410 in/hr Exfiltration over Surface area #2 Primary 153.00'131.0' long Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.51 3.59 3.57 Discarded OutFlow Max=0.80 cfs @ 11.93 hrs HW=152.51' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.80 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=152.50' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Proposed HydroCAD Type III 24-hr 25-year Rainfall=5.92"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 81HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Pond S1: Substation Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.330 ac Peak Elev=152.61' Storage=641 cf 1.96 cfs 0.80 cfs 0.80 cfs 0.00 cfs 73167.00 Proposed HydroCAD Type III 24-hr 25-year Rainfall=5.92"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 82HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Pond S2: Substation Inflow Area = 0.658 ac, 0.00% Impervious, Inflow Depth = 4.66" for 25-year event Inflow = 3.58 cfs @ 12.07 hrs, Volume= 0.255 af Outflow = 1.45 cfs @ 11.94 hrs, Volume= 0.255 af, Atten= 60%, Lag= 0.0 min Discarded = 1.45 cfs @ 11.94 hrs, Volume= 0.255 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 152.61' @ 12.27 hrs Surf.Area= 25,969 sf Storage= 1,189 cf Plug-Flow detention time= 3.6 min calculated for 0.255 af (100% of inflow) Center-of-Mass det. time= 3.6 min ( 791.3 - 787.7 ) Volume Invert Avail.Storage Storage Description #1 152.50' 5,713 cf Custom Stage Data (Prismatic) Listed below (Recalc) 14,283 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 152.50 25,969 0 0 153.00 25,969 12,985 12,985 153.05 25,969 1,298 14,283 Device Routing Invert Outlet Devices #1 Primary 153.00'190.0' long Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.51 3.59 3.57 #2 Discarded 152.50'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.45 cfs @ 11.94 hrs HW=152.51' (Free Discharge) 2=Exfiltration (Exfiltration Controls 1.45 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=152.50' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Proposed HydroCAD Type III 24-hr 25-year Rainfall=5.92"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 83HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Pond S2: Substation Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=0.658 ac Peak Elev=152.61' Storage=1,189 cf 3.58 cfs 1.45 cfs 1.45 cfs 0.00 cfs 73167.00 Proposed HydroCAD Type III 24-hr 25-year Rainfall=5.92"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 84HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Pond S3: Substation Inflow Area = 0.781 ac, 0.00% Impervious, Inflow Depth = 5.45" for 25-year event Inflow = 4.63 cfs @ 12.07 hrs, Volume= 0.354 af Outflow = 1.90 cfs @ 11.93 hrs, Volume= 0.354 af, Atten= 59%, Lag= 0.0 min Discarded = 1.90 cfs @ 11.93 hrs, Volume= 0.354 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 152.61' @ 12.25 hrs Surf.Area= 34,001 sf Storage= 1,516 cf Plug-Flow detention time= 3.3 min calculated for 0.354 af (100% of inflow) Center-of-Mass det. time= 3.3 min ( 760.9 - 757.6 ) Volume Invert Avail.Storage Storage Description #1 152.50' 7,480 cf Custom Stage Data (Prismatic) Listed below (Recalc) 18,701 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 152.50 34,001 0 0 153.00 34,001 17,001 17,001 153.05 34,001 1,700 18,701 Device Routing Invert Outlet Devices #1 Primary 153.00'260.0' long Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.51 3.59 3.57 #2 Discarded 152.50'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.90 cfs @ 11.93 hrs HW=152.51' (Free Discharge) 2=Exfiltration (Exfiltration Controls 1.90 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=152.50' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Proposed HydroCAD Type III 24-hr 25-year Rainfall=5.92"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 85HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Pond S3: Substation Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=0.781 ac Peak Elev=152.61' Storage=1,516 cf 4.63 cfs 1.90 cfs 1.90 cfs 0.00 cfs 73167.00 Proposed HydroCAD Type III 24-hr 25-year Rainfall=5.92"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 86HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Pond S4: Substation Inflow Area = 0.646 ac, 0.00% Impervious, Inflow Depth = 4.77" for 25-year event Inflow = 3.57 cfs @ 12.07 hrs, Volume= 0.257 af Outflow = 1.27 cfs @ 11.89 hrs, Volume= 0.257 af, Atten= 64%, Lag= 0.0 min Discarded = 1.27 cfs @ 11.89 hrs, Volume= 0.257 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 152.66' @ 12.32 hrs Surf.Area= 22,786 sf Storage= 1,426 cf Plug-Flow detention time= 5.0 min calculated for 0.257 af (100% of inflow) Center-of-Mass det. time= 5.0 min ( 789.2 - 784.2 ) Volume Invert Avail.Storage Storage Description #1 152.50' 5,013 cf Custom Stage Data (Prismatic) Listed below (Recalc) 12,532 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 152.50 22,786 0 0 153.00 22,786 11,393 11,393 153.05 22,786 1,139 12,532 Device Routing Invert Outlet Devices #1 Primary 153.00'200.0' long Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.51 3.59 3.57 #2 Discarded 152.50'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.27 cfs @ 11.89 hrs HW=152.51' (Free Discharge) 2=Exfiltration (Exfiltration Controls 1.27 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=152.50' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Proposed HydroCAD Type III 24-hr 25-year Rainfall=5.92"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 87HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Pond S4: Substation Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=0.646 ac Peak Elev=152.66' Storage=1,426 cf 3.57 cfs 1.27 cfs 1.27 cfs 0.00 cfs 73167.00 Proposed HydroCAD Type III 24-hr 25-year Rainfall=5.92"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 88HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Pond S5: Substation Inflow Area = 0.268 ac, 0.00% Impervious, Inflow Depth = 5.45" for 25-year event Inflow = 1.59 cfs @ 12.07 hrs, Volume= 0.122 af Outflow = 0.46 cfs @ 11.80 hrs, Volume= 0.122 af, Atten= 71%, Lag= 0.0 min Discarded = 0.46 cfs @ 11.80 hrs, Volume= 0.122 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 152.75' @ 12.38 hrs Surf.Area= 8,317 sf Storage= 829 cf Plug-Flow detention time= 7.8 min calculated for 0.122 af (100% of inflow) Center-of-Mass det. time= 7.8 min ( 765.4 - 757.6 ) Volume Invert Avail.Storage Storage Description #1 152.50' 1,830 cf Custom Stage Data (Prismatic) Listed below (Recalc) 4,574 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 152.50 8,317 0 0 153.00 8,317 4,159 4,159 153.05 8,317 416 4,574 Device Routing Invert Outlet Devices #1 Primary 153.00'100.0' long Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.51 3.59 3.57 #2 Discarded 152.50'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.46 cfs @ 11.80 hrs HW=152.51' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.46 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=152.50' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Proposed HydroCAD Type III 24-hr 25-year Rainfall=5.92"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 89HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Pond S5: Substation Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.268 ac Peak Elev=152.75' Storage=829 cf 1.59 cfs 0.46 cfs 0.46 cfs 0.00 cfs 73167.00 Proposed HydroCAD Type III 24-hr 25-year Rainfall=5.92"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 90HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Link DP1: Isolated Wetland Inflow Area = 1.766 ac, 0.00% Impervious, Inflow Depth = 0.04" for 25-year event Inflow = 0.08 cfs @ 12.71 hrs, Volume= 0.006 af Primary = 0.08 cfs @ 12.71 hrs, Volume= 0.006 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Link DP1: Isolated Wetland Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (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 Inflow Area=1.766 ac 0.08 cfs 0.08 cfs 73167.00 Proposed HydroCAD Type III 24-hr 25-year Rainfall=5.92"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 91HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Link DP2: Offsite Inflow Area = 2.854 ac, 0.48% Impervious, Inflow Depth = 0.14" for 25-year event Inflow = 0.27 cfs @ 12.11 hrs, Volume= 0.034 af Primary = 0.27 cfs @ 12.11 hrs, Volume= 0.034 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Link DP2: Offsite Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=2.854 ac 0.27 cfs 0.27 cfs 73167.00 Proposed HydroCAD Type III 24-hr 100-year Rainfall=7.42"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 92HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR10: Subcat PR10 Runoff = 0.03 cfs @ 12.30 hrs, Volume= 0.006 af, Depth= 0.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-year Rainfall=7.42" Area (ac)CN Description 0.076 39 >75% Grass cover, Good, HSG A 0.000 96 Gravel surface, HSG A 0.049 30 Woods, Good, HSG A 0.126 35 Weighted Average 0.126 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PR10: Subcat PR10 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (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 100-year Rainfall=7.42" Runoff Area=0.126 ac Runoff Volume=0.006 af Runoff Depth=0.62" Tc=5.0 min CN=35 0.03 cfs 73167.00 Proposed HydroCAD Type III 24-hr 100-year Rainfall=7.42"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 93HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR11: Subcat PR11 Runoff = 0.69 cfs @ 12.09 hrs, Volume= 0.060 af, Depth= 1.44" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-year Rainfall=7.42" Area (ac)CN Description 0.162 39 >75% Grass cover, Good, HSG A 0.089 96 Gravel surface, HSG A 0.247 30 Woods, Good, HSG A 0.498 45 Weighted Average 0.498 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 52 0.3281 0.47 Sheet Flow, Grass: Short n= 0.150 P2= 3.40" 3.2 Direct Entry, 5.0 52 Total Subcatchment PR11: Subcat PR11 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (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 100-year Rainfall=7.42" Runoff Area=0.498 ac Runoff Volume=0.060 af Runoff Depth=1.44" Flow Length=52' Slope=0.3281 '/' Tc=5.0 min CN=45 0.69 cfs 73167.00 Proposed HydroCAD Type III 24-hr 100-year Rainfall=7.42"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 94HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR2: Subcat PR2 Runoff = 0.81 cfs @ 12.17 hrs, Volume= 0.087 af, Depth= 1.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-year Rainfall=7.42" Area (ac)CN Description 0.279 39 >75% Grass cover, Good, HSG A 0.121 96 Gravel surface, HSG A 0.378 30 Woods, Good, HSG A 0.778 44 Weighted Average 0.778 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.2 50 0.0720 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.40" 0.8 72 0.0936 1.53 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.2 88 0.0088 0.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.2 210 Total Subcatchment PR2: Subcat PR2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (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 Rainfall=7.42" Runoff Area=0.778 ac Runoff Volume=0.087 af Runoff Depth=1.35" Flow Length=210' Tc=10.2 min CN=44 0.81 cfs 73167.00 Proposed HydroCAD Type III 24-hr 100-year Rainfall=7.42"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 95HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR3: Subcat PR3 Runoff = 2.47 cfs @ 12.07 hrs, Volume= 0.191 af, Depth= 6.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-year Rainfall=7.42" Area (ac)CN Description 0.330 96 Gravel surface, HSG A 0.330 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PR3: Subcat PR3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 100-year Rainfall=7.42" Runoff Area=0.330 ac Runoff Volume=0.191 af Runoff Depth=6.94" Tc=5.0 min CN=96 2.47 cfs 73167.00 Proposed HydroCAD Type III 24-hr 100-year Rainfall=7.42"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 96HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR4: Subcat PR4 Runoff = 4.63 cfs @ 12.07 hrs, Volume= 0.336 af, Depth= 6.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-year Rainfall=7.42" Area (ac)CN Description 0.076 39 >75% Grass cover, Good, HSG A 0.581 96 Gravel surface, HSG A 0.001 30 Woods, Good, HSG A 0.658 89 Weighted Average 0.658 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PR4: Subcat PR4 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Type III 24-hr 100-year Rainfall=7.42" Runoff Area=0.658 ac Runoff Volume=0.336 af Runoff Depth=6.12" Tc=5.0 min CN=89 4.63 cfs 73167.00 Proposed HydroCAD Type III 24-hr 100-year Rainfall=7.42"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 97HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR5: Subcat PR5 Runoff = 0.84 cfs @ 12.11 hrs, Volume= 0.064 af, Depth= 2.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-year Rainfall=7.42" Area (ac)CN Adj Description 0.110 39 >75% Grass cover, Good, HSG A 0.098 96 Gravel surface, HSG A 0.014 98 Unconnected pavement, HSG A 0.075 30 Woods, Good, HSG A 0.296 58 57 Weighted Average, UI Adjusted 0.282 95.39% Pervious Area 0.014 4.61% Impervious Area 0.014 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.6 50 0.0884 0.13 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.40" 0.3 19 0.0395 0.99 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.0 10 0.2510 3.51 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 29 0.0493 4.51 Shallow Concentrated Flow, Paved Kv= 20.3 fps 7.0 108 Total 73167.00 Proposed HydroCAD Type III 24-hr 100-year Rainfall=7.42"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 98HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Subcatchment PR5: Subcat PR5 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (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 Rainfall=7.42" Runoff Area=0.296 ac Runoff Volume=0.064 af Runoff Depth=2.60" Flow Length=108' Tc=7.0 min UI Adjusted CN=57 0.84 cfs 73167.00 Proposed HydroCAD Type III 24-hr 100-year Rainfall=7.42"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 99HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR6: Subcat PR6 Runoff = 5.84 cfs @ 12.07 hrs, Volume= 0.452 af, Depth= 6.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-year Rainfall=7.42" Area (ac)CN Description 0.781 96 Gravel surface, HSG A 0.781 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PR6: Subcat PR6 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 Type III 24-hr 100-year Rainfall=7.42" Runoff Area=0.781 ac Runoff Volume=0.452 af Runoff Depth=6.94" Tc=5.0 min CN=96 5.84 cfs 73167.00 Proposed HydroCAD Type III 24-hr 100-year Rainfall=7.42"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 100HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR7: Subcat PR7 Runoff = 0.33 cfs @ 12.09 hrs, Volume= 0.029 af, Depth= 1.44" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-year Rainfall=7.42" Area (ac)CN Description 0.215 39 >75% Grass cover, Good, HSG A 0.025 96 Gravel surface, HSG A 0.240 45 Weighted Average 0.240 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PR7: Subcat PR7 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)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 Rainfall=7.42" Runoff Area=0.240 ac Runoff Volume=0.029 af Runoff Depth=1.44" Tc=5.0 min CN=45 0.33 cfs 73167.00 Proposed HydroCAD Type III 24-hr 100-year Rainfall=7.42"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 101HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR8: Subcat PR8 Runoff = 4.60 cfs @ 12.07 hrs, Volume= 0.336 af, Depth= 6.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-year Rainfall=7.42" Area (ac)CN Description 0.070 39 >75% Grass cover, Good, HSG A 0.576 96 Gravel surface, HSG A 0.000 30 Woods, Good, HSG A 0.646 90 Weighted Average 0.646 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PR8: Subcat PR8 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Type III 24-hr 100-year Rainfall=7.42" Runoff Area=0.646 ac Runoff Volume=0.336 af Runoff Depth=6.24" Tc=5.0 min CN=90 4.60 cfs 73167.00 Proposed HydroCAD Type III 24-hr 100-year Rainfall=7.42"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 102HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR9: Subcat PR9 Runoff = 2.01 cfs @ 12.07 hrs, Volume= 0.155 af, Depth= 6.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-year Rainfall=7.42" Area (ac)CN Description 0.000 39 >75% Grass cover, Good, HSG A 0.268 96 Gravel surface, HSG A 0.268 96 Weighted Average 0.268 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PR9: Subcat PR9 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 100-year Rainfall=7.42" Runoff Area=0.268 ac Runoff Volume=0.155 af Runoff Depth=6.94" Tc=5.0 min CN=96 2.01 cfs 73167.00 Proposed HydroCAD Type III 24-hr 100-year Rainfall=7.42"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 103HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Pond IB-PR: Infiltration Basin Inflow Area = 1.963 ac, 0.70% Impervious, Inflow Depth = 0.29" for 100-year event Inflow = 0.77 cfs @ 12.19 hrs, Volume= 0.048 af Outflow = 0.06 cfs @ 13.84 hrs, Volume= 0.048 af, Atten= 92%, Lag= 98.6 min Discarded = 0.06 cfs @ 13.84 hrs, Volume= 0.048 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 140.49' @ 13.84 hrs Surf.Area= 1,098 sf Storage= 1,101 cf Plug-Flow detention time= 213.1 min calculated for 0.048 af (100% of inflow) Center-of-Mass det. time= 213.1 min ( 1,051.2 - 838.1 ) Volume Invert Avail.Storage Storage Description #1 139.00' 4,013 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet)(sq-ft) 139.00 399 106.0 0 0 399 140.00 865 158.0 617 617 1,499 141.00 1,366 176.4 1,106 1,723 2,017 142.00 1,980 217.0 1,664 3,387 3,303 142.30 2,200 223.8 627 4,013 3,550 Device Routing Invert Outlet Devices #1 Secondary 142.20'10.0' long x 5.0' 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) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2 Discarded 139.00'2.410 in/hr Exfiltration over Surface area #3 Primary 139.00'8.0" Round Culvert L= 48.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 139.00' / 138.70' S= 0.0062 '/' Cc= 0.900 n= 0.013, Flow Area= 0.35 sf #4 Device 3 141.30'12.0" Horiz. Orifice/Grate C= 0.600 in 12.0" Grate (100% open area) Limited to weir flow at low heads Discarded OutFlow Max=0.06 cfs @ 13.84 hrs HW=140.49' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=139.00' (Free Discharge) 3=Culvert ( Controls 0.00 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=139.00' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Proposed HydroCAD Type III 24-hr 100-year Rainfall=7.42"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 104HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Pond IB-PR: Infiltration Basin Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=1.963 ac Peak Elev=140.49' Storage=1,101 cf 0.77 cfs 0.06 cfs 0.06 cfs 0.00 cfs 0.00 cfs 73167.00 Proposed HydroCAD Type III 24-hr 100-year Rainfall=7.42"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 105HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Pond IT-N: North Infiltration Trench Inflow Area = 1.108 ac, 0.00% Impervious, Inflow Depth = 0.95" for 100-year event Inflow = 0.81 cfs @ 12.17 hrs, Volume= 0.087 af Outflow = 0.81 cfs @ 12.23 hrs, Volume= 0.087 af, Atten= 0%, Lag= 3.6 min Discarded = 0.05 cfs @ 12.22 hrs, Volume= 0.050 af Primary = 0.76 cfs @ 12.23 hrs, Volume= 0.038 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 140.34' @ 12.23 hrs Surf.Area= 834 sf Storage= 456 cf Plug-Flow detention time= 95.7 min calculated for 0.087 af (100% of inflow) Center-of-Mass det. time= 95.7 min ( 996.9 - 901.2 ) Volume Invert Avail.Storage Storage Description #1 138.30'445 cf 2.00'W x 278.00'L x 2.00'H Prismatoid 1,112 cf Overall x 40.0% Voids #2 140.30'28 cf Custom Stage Data (Prismatic) Listed below (Recalc) 473 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 140.30 278 0 0 140.40 278 28 28 Device Routing Invert Outlet Devices #1 Primary 140.30'32.0' long x 16.0' 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 #2 Discarded 138.30'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.05 cfs @ 12.22 hrs HW=140.33' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=0.72 cfs @ 12.23 hrs HW=140.34' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.72 cfs @ 0.54 fps) 73167.00 Proposed HydroCAD Type III 24-hr 100-year Rainfall=7.42"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 106HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Pond IT-N: North Infiltration Trench Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (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=1.108 ac Peak Elev=140.34' Storage=456 cf 0.81 cfs 0.81 cfs 0.05 cfs 0.76 cfs 73167.00 Proposed HydroCAD Type III 24-hr 100-year Rainfall=7.42"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 107HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Pond IT-S: South Infiltration Trench Inflow Area = 1.077 ac, 1.27% Impervious, Inflow Depth = 0.71" for 100-year event Inflow = 0.84 cfs @ 12.11 hrs, Volume= 0.064 af Outflow = 0.60 cfs @ 12.20 hrs, Volume= 0.064 af, Atten= 28%, Lag= 5.5 min Discarded = 0.05 cfs @ 12.13 hrs, Volume= 0.045 af Primary = 0.55 cfs @ 12.20 hrs, Volume= 0.019 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 141.22' @ 12.20 hrs Surf.Area= 958 sf Storage= 562 cf Plug-Flow detention time= 104.5 min calculated for 0.064 af (100% of inflow) Center-of-Mass det. time= 104.5 min ( 962.8 - 858.3 ) Volume Invert Avail.Storage Storage Description #1 139.00'486 cf 2.00'W x 304.00'L x 2.00'H Prismatoid 1,216 cf Overall x 40.0% Voids #2 141.00'140 cf Custom Stage Data (Prismatic) Listed below (Recalc) 626 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 141.00 350 0 0 141.40 350 140 140 Device Routing Invert Outlet Devices #1 Primary 141.00'2.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 139.00'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.05 cfs @ 12.13 hrs HW=141.02' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=0.54 cfs @ 12.20 hrs HW=141.22' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.54 cfs @ 1.25 fps) 73167.00 Proposed HydroCAD Type III 24-hr 100-year Rainfall=7.42"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 108HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Pond IT-S: South Infiltration Trench Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (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=1.077 ac Peak Elev=141.22' Storage=562 cf 0.84 cfs 0.60 cfs 0.05 cfs 0.55 cfs 73167.00 Proposed HydroCAD Type III 24-hr 100-year Rainfall=7.42"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 109HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Pond S1: Substation Inflow Area = 0.330 ac, 0.00% Impervious, Inflow Depth = 6.94" for 100-year event Inflow = 2.47 cfs @ 12.07 hrs, Volume= 0.191 af Outflow = 0.80 cfs @ 11.83 hrs, Volume= 0.191 af, Atten= 68%, Lag= 0.0 min Discarded = 0.80 cfs @ 11.83 hrs, Volume= 0.191 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 152.70' @ 12.34 hrs Surf.Area= 14,383 sf Storage= 1,122 cf Plug-Flow detention time= 5.9 min calculated for 0.191 af (100% of inflow) Center-of-Mass det. time= 5.9 min ( 758.8 - 752.9 ) Volume Invert Avail.Storage Storage Description #1 152.50' 3,164 cf Custom Stage Data (Prismatic) Listed below (Recalc) 7,911 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 152.50 14,383 0 0 153.00 14,383 7,192 7,192 153.05 14,383 719 7,911 Device Routing Invert Outlet Devices #1 Discarded 152.50'2.410 in/hr Exfiltration over Surface area #2 Primary 153.00'131.0' long Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.51 3.59 3.57 Discarded OutFlow Max=0.80 cfs @ 11.83 hrs HW=152.51' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.80 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=152.50' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Proposed HydroCAD Type III 24-hr 100-year Rainfall=7.42"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 110HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Pond S1: Substation Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.330 ac Peak Elev=152.70' Storage=1,122 cf 2.47 cfs 0.80 cfs 0.80 cfs 0.00 cfs 73167.00 Proposed HydroCAD Type III 24-hr 100-year Rainfall=7.42"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 111HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Pond S2: Substation Inflow Area = 0.658 ac, 0.00% Impervious, Inflow Depth = 6.12" for 100-year event Inflow = 4.63 cfs @ 12.07 hrs, Volume= 0.336 af Outflow = 1.45 cfs @ 11.84 hrs, Volume= 0.336 af, Atten= 69%, Lag= 0.0 min Discarded = 1.45 cfs @ 11.84 hrs, Volume= 0.336 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 152.71' @ 12.36 hrs Surf.Area= 25,969 sf Storage= 2,195 cf Plug-Flow detention time= 6.8 min calculated for 0.336 af (100% of inflow) Center-of-Mass det. time= 6.8 min ( 787.3 - 780.4 ) Volume Invert Avail.Storage Storage Description #1 152.50' 5,713 cf Custom Stage Data (Prismatic) Listed below (Recalc) 14,283 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 152.50 25,969 0 0 153.00 25,969 12,985 12,985 153.05 25,969 1,298 14,283 Device Routing Invert Outlet Devices #1 Primary 153.00'190.0' long Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.51 3.59 3.57 #2 Discarded 152.50'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.45 cfs @ 11.84 hrs HW=152.51' (Free Discharge) 2=Exfiltration (Exfiltration Controls 1.45 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=152.50' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Proposed HydroCAD Type III 24-hr 100-year Rainfall=7.42"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 112HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Pond S2: Substation Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=0.658 ac Peak Elev=152.71' Storage=2,195 cf 4.63 cfs 1.45 cfs 1.45 cfs 0.00 cfs 73167.00 Proposed HydroCAD Type III 24-hr 100-year Rainfall=7.42"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 113HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Pond S3: Substation Inflow Area = 0.781 ac, 0.00% Impervious, Inflow Depth = 6.94" for 100-year event Inflow = 5.84 cfs @ 12.07 hrs, Volume= 0.452 af Outflow = 1.90 cfs @ 11.83 hrs, Volume= 0.452 af, Atten= 68%, Lag= 0.0 min Discarded = 1.90 cfs @ 11.83 hrs, Volume= 0.452 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 152.70' @ 12.34 hrs Surf.Area= 34,001 sf Storage= 2,653 cf Plug-Flow detention time= 5.9 min calculated for 0.451 af (100% of inflow) Center-of-Mass det. time= 5.9 min ( 758.8 - 752.9 ) Volume Invert Avail.Storage Storage Description #1 152.50' 7,480 cf Custom Stage Data (Prismatic) Listed below (Recalc) 18,701 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 152.50 34,001 0 0 153.00 34,001 17,001 17,001 153.05 34,001 1,700 18,701 Device Routing Invert Outlet Devices #1 Primary 153.00'260.0' long Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.51 3.59 3.57 #2 Discarded 152.50'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.90 cfs @ 11.83 hrs HW=152.51' (Free Discharge) 2=Exfiltration (Exfiltration Controls 1.90 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=152.50' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Proposed HydroCAD Type III 24-hr 100-year Rainfall=7.42"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 114HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Pond S3: Substation Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 Inflow Area=0.781 ac Peak Elev=152.70' Storage=2,653 cf 5.84 cfs 1.90 cfs 1.90 cfs 0.00 cfs 73167.00 Proposed HydroCAD Type III 24-hr 100-year Rainfall=7.42"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 115HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Pond S4: Substation Inflow Area = 0.646 ac, 0.00% Impervious, Inflow Depth = 6.24" for 100-year event Inflow = 4.60 cfs @ 12.07 hrs, Volume= 0.336 af Outflow = 1.27 cfs @ 11.79 hrs, Volume= 0.336 af, Atten= 72%, Lag= 0.0 min Discarded = 1.27 cfs @ 11.79 hrs, Volume= 0.336 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 152.78' @ 12.40 hrs Surf.Area= 22,786 sf Storage= 2,530 cf Plug-Flow detention time= 9.2 min calculated for 0.336 af (100% of inflow) Center-of-Mass det. time= 9.2 min ( 786.4 - 777.2 ) Volume Invert Avail.Storage Storage Description #1 152.50' 5,013 cf Custom Stage Data (Prismatic) Listed below (Recalc) 12,532 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 152.50 22,786 0 0 153.00 22,786 11,393 11,393 153.05 22,786 1,139 12,532 Device Routing Invert Outlet Devices #1 Primary 153.00'200.0' long Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.51 3.59 3.57 #2 Discarded 152.50'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.27 cfs @ 11.79 hrs HW=152.51' (Free Discharge) 2=Exfiltration (Exfiltration Controls 1.27 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=152.50' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Proposed HydroCAD Type III 24-hr 100-year Rainfall=7.42"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 116HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Pond S4: Substation Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=0.646 ac Peak Elev=152.78' Storage=2,530 cf 4.60 cfs 1.27 cfs 1.27 cfs 0.00 cfs 73167.00 Proposed HydroCAD Type III 24-hr 100-year Rainfall=7.42"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 117HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Pond S5: Substation Inflow Area = 0.268 ac, 0.00% Impervious, Inflow Depth = 6.94" for 100-year event Inflow = 2.01 cfs @ 12.07 hrs, Volume= 0.155 af Outflow = 0.46 cfs @ 11.73 hrs, Volume= 0.155 af, Atten= 77%, Lag= 0.0 min Discarded = 0.46 cfs @ 11.73 hrs, Volume= 0.155 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 152.90' @ 12.45 hrs Surf.Area= 8,317 sf Storage= 1,332 cf Plug-Flow detention time= 13.3 min calculated for 0.155 af (100% of inflow) Center-of-Mass det. time= 13.3 min ( 766.2 - 752.9 ) Volume Invert Avail.Storage Storage Description #1 152.50' 1,830 cf Custom Stage Data (Prismatic) Listed below (Recalc) 4,574 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 152.50 8,317 0 0 153.00 8,317 4,159 4,159 153.05 8,317 416 4,574 Device Routing Invert Outlet Devices #1 Primary 153.00'100.0' long Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.51 3.59 3.57 #2 Discarded 152.50'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.46 cfs @ 11.73 hrs HW=152.51' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.46 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=152.50' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 73167.00 Proposed HydroCAD Type III 24-hr 100-year Rainfall=7.42"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 118HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Pond S5: Substation Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.268 ac Peak Elev=152.90' Storage=1,332 cf 2.01 cfs 0.46 cfs 0.46 cfs 0.00 cfs 73167.00 Proposed HydroCAD Type III 24-hr 100-year Rainfall=7.42"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 119HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Link DP1: Isolated Wetland Inflow Area = 1.766 ac, 0.00% Impervious, Inflow Depth = 0.26" for 100-year event Inflow = 0.76 cfs @ 12.23 hrs, Volume= 0.038 af Primary = 0.76 cfs @ 12.23 hrs, Volume= 0.038 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Link DP1: Isolated Wetland Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=1.766 ac 0.76 cfs 0.76 cfs 73167.00 Proposed HydroCAD Type III 24-hr 100-year Rainfall=7.42"73167.00 Proposed HydroCAD Printed 8/3/2021Prepared by VHB Page 120HydroCAD® 10.10-5a s/n 01038 © 2020 HydroCAD Software Solutions LLC Summary for Link DP2: Offsite Inflow Area = 2.854 ac, 0.48% Impervious, Inflow Depth = 0.28" for 100-year event Inflow = 0.71 cfs @ 12.10 hrs, Volume= 0.066 af Primary = 0.71 cfs @ 12.10 hrs, Volume= 0.066 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Link DP2: Offsite Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (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=2.854 ac 0.71 cfs 0.71 cfs 5/12/2021 Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=41.6870&lon=-70.3498&data=depth&units=english&series=pds 1/4 NOAA Atlas 14, Volume 10, Version 3 Location name: West Barnstable, Massachusetts, USA* Latitude: 41.687°, Longitude: -70.3498° Elevation: 138.93 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sandra Pavlovic, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Orlan Wilhite NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 0.270 (0.222‑0.328) 0.340 (0.279‑0.414) 0.455 (0.371‑0.555) 0.551 (0.447‑0.676) 0.683 (0.533‑0.878) 0.781 (0.596‑1.03) 0.886 (0.653‑1.21) 1.01 (0.692‑1.40) 1.20 (0.786‑1.72) 1.36 (0.866‑1.99) 10-min 0.382 (0.314‑0.464) 0.482 (0.395‑0.586) 0.645 (0.526‑0.786) 0.781 (0.633‑0.956) 0.967 (0.755‑1.24) 1.11 (0.843‑1.46) 1.25 (0.925‑1.72) 1.43 (0.981‑1.98) 1.70 (1.11‑2.44) 1.93 (1.23‑2.81) 15-min 0.450 (0.369‑0.546) 0.567 (0.465‑0.690) 0.759 (0.619‑0.925) 0.918 (0.745‑1.13) 1.14 (0.888‑1.46) 1.30 (0.991‑1.71) 1.48 (1.09‑2.02) 1.69 (1.15‑2.33) 2.00 (1.31‑2.86) 2.27 (1.44‑3.31) 30-min 0.665 (0.546‑0.807) 0.835 (0.684‑1.01) 1.11 (0.909‑1.36) 1.34 (1.09‑1.65) 1.66 (1.30‑2.14) 1.90 (1.45‑2.50) 2.15 (1.59‑2.95) 2.46 (1.68‑3.40) 2.92 (1.91‑4.18) 3.31 (2.11‑4.83) 60-min 0.879 (0.722‑1.07) 1.10 (0.904‑1.34) 1.47 (1.20‑1.79) 1.77 (1.43‑2.17) 2.19 (1.71‑2.81) 2.50 (1.90‑3.28) 2.83 (2.09‑3.88) 3.23 (2.21‑4.47) 3.84 (2.51‑5.49) 4.36 (2.77‑6.35) 2-hr 1.23 (1.02‑1.48) 1.53 (1.26‑1.85) 2.02 (1.66‑2.45) 2.43 (1.98‑2.95) 2.99 (2.35‑3.81) 3.40 (2.61‑4.44) 3.85 (2.87‑5.23) 4.39 (3.04‑6.02) 5.23 (3.45‑7.40) 5.95 (3.82‑8.56) 3-hr 1.47 (1.22‑1.76) 1.81 (1.50‑2.18) 2.38 (1.96‑2.87) 2.85 (2.33‑3.45) 3.49 (2.76‑4.43) 3.97 (3.07‑5.15) 4.49 (3.36‑6.06) 5.11 (3.56‑6.96) 6.07 (4.04‑8.53) 6.89 (4.46‑9.85) 6-hr 1.92 (1.61‑2.29) 2.34 (1.95‑2.79) 3.02 (2.51‑3.62) 3.59 (2.96‑4.32) 4.37 (3.47‑5.49) 4.94 (3.85‑6.34) 5.57 (4.19‑7.41) 6.30 (4.43‑8.48) 7.41 (4.98‑10.3) 8.35 (5.46‑11.8) 12-hr 2.41 (2.03‑2.86) 2.89 (2.42‑3.43) 3.66 (3.06‑4.36) 4.30 (3.58‑5.14) 5.19 (4.15‑6.44) 5.85 (4.58‑7.40) 6.55 (4.95‑8.56) 7.34 (5.22‑9.76) 8.49 (5.78‑11.6) 9.44 (6.25‑13.2) 24-hr 2.88 (2.43‑3.38) 3.40 (2.87‑4.00) 4.25 (3.58‑5.01) 4.95 (4.14‑5.88) 5.92 (4.77‑7.28) 6.66 (5.24‑8.32) 7.42 (5.64‑9.55) 8.25 (5.93‑10.8) 9.41 (6.48‑12.7) 10.3 (6.93‑14.2) 2-day 3.28 (2.80‑3.83) 3.84 (3.27‑4.49) 4.76 (4.03‑5.58) 5.52 (4.65‑6.50) 6.56 (5.33‑7.98) 7.36 (5.83‑9.09) 8.17 (6.26‑10.4) 9.05 (6.58‑11.7) 10.2 (7.14‑13.7) 11.2 (7.60‑15.2) 3-day 3.56 (3.05‑4.15) 4.13 (3.53‑4.82) 5.07 (4.31‑5.92) 5.84 (4.94‑6.85) 6.91 (5.64‑8.36) 7.72 (6.15‑9.49) 8.55 (6.58‑10.8) 9.44 (6.91‑12.2) 10.7 (7.49‑14.2) 11.6 (7.96‑15.7) 4-day 3.81 (3.27‑4.42) 4.38 (3.75‑5.09) 5.32 (4.54‑6.20) 6.10 (5.18‑7.14) 7.18 (5.88‑8.65) 7.99 (6.40‑9.79) 8.83 (6.83‑11.1) 9.74 (7.16‑12.5) 11.0 (7.75‑14.5) 12.0 (8.24‑16.1) 7-day 4.45 (3.84‑5.14) 5.04 (4.34‑5.82) 6.00 (5.15‑6.94) 6.79 (5.80‑7.90) 7.88 (6.50‑9.43) 8.72 (7.02‑10.6) 9.57 (7.45‑11.9) 10.5 (7.77‑13.3) 11.7 (8.35‑15.3) 12.7 (8.82‑16.9) 10-day 5.06 (4.38‑5.82) 5.67 (4.90‑6.52) 6.66 (5.74‑7.68) 7.48 (6.41‑8.66) 8.61 (7.13‑10.2) 9.48 (7.67‑11.4) 10.4 (8.09‑12.8) 11.3 (8.41‑14.3) 12.5 (8.98‑16.2) 13.5 (9.42‑17.8) 20-day 6.91 (6.02‑7.88) 7.61 (6.62‑8.69) 8.76 (7.60‑10.0) 9.71 (8.38‑11.2) 11.0 (9.19‑13.0) 12.0 (9.80‑14.3) 13.0 (10.2‑15.8) 14.0 (10.6‑17.5) 15.3 (11.1‑19.5) 16.2 (11.4‑21.0) 30-day 8.49 (7.43‑9.66) 9.29 (8.12‑10.6) 10.6 (9.22‑12.1) 11.7 (10.1‑13.3) 13.1 (11.0‑15.3) 14.3 (11.7‑16.9) 15.4 (12.1‑18.5) 16.4 (12.5‑20.4) 17.7 (13.0‑22.5) 18.6 (13.2‑24.0) 45-day 10.5 (9.26‑11.9) 11.4 (10.0‑13.0) 12.9 (11.3‑14.7) 14.1 (12.3‑16.1) 15.8 (13.3‑18.4) 17.2 (14.1‑20.1) 18.4 (14.6‑22.0) 19.5 (14.9‑24.0) 20.8 (15.4‑26.3) 21.7 (15.6‑27.8) 60-day 12.3 (10.8‑13.9) 13.3 (11.7‑15.0) 14.9 (13.1‑16.9) 16.3 (14.2‑18.5) 18.1 (15.3‑20.9) 19.6 (16.1‑22.9) 20.9 (16.6‑24.8) 22.1 (17.0‑27.1) 23.5 (17.4‑29.4) 24.4 (17.6‑31.0) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upperbounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical 5/12/2021 Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=41.6870&lon=-70.3498&data=depth&units=english&series=pds 2/4 Back to Top Maps & aerials Small scale terrain 5/12/2021 Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=41.6870&lon=-70.3498&data=depth&units=english&series=pds 3/4 Large scale terrain Large scale map Large scale aerial + – 3km 2mi + – 100km 60mi + – 100km 60mi 5/12/2021 Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=41.6870&lon=-70.3498&data=depth&units=english&series=pds 4/4 Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer + – 100km 60mi Stormwater Report D17 Appendix B: Standard 3 Computations and Supporting Documentation Appendix B: Standard 3 Computations and Supporting Documentation › Soil Evaluation in accordance with Volume 3, Chapter 1 of the Handbook › Required/Provided Recharge Volume Calculations › 72 hour drawdown analysis Stormwater Report D18 Appendix B: Standard 3 Computations and Supporting Documentation Soil Evaluation and Analysis Soil Map—Barnstable County, Massachusetts Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/13/2021 Page 1 of 3461552046156004615680461576046158404615920461600046160804616160461552046156004615680461576046158404615920461600046160804616160387390387470387550387630387710387790387870 387390 387470 387550 387630 387710 387790 387870 41° 41' 21'' N 70° 21' 11'' W41° 41' 21'' N70° 20' 49'' W41° 41' 0'' N 70° 21' 11'' W41° 41' 0'' N 70° 20' 49'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 19N WGS84 0 150 300 600 900Feet 0 45 90 180 270Meters Map Scale: 1:3,200 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. Soil Map—Barnstable County, Massachusetts Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/13/2021 Page 2 of 3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 483C Plymouth-Barnstable complex, rolling, very bouldery 13.5 30.9% 483D Plymouth-Barnstable complex, hilly, very bouldery 16.5 37.7% 493D Plymouth-Barnstable- Nantucket complex, hilly, very bouldery 0.8 1.9% 494C Barnstable-Plymouth- Nantucket complex, rolling, very bouldery 13.0 29.6% Totals for Area of Interest 43.8 100.0% Soil Map—Barnstable County, Massachusetts Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/13/2021 Page 3 of 3 Stormwater Report D19 Appendix B: Standard 3 Computations and Supporting Documentation Required and Provided Recharge Volumes Recharge Calculations Project Project # Calculated by Date Checked by Date REQUIRED RECHARGE VOLUME PROVIDED RECHARGE VOLUME BASIN #S1: Substation Volumes provided below the lowest outlet at elevation:153.0 Provided Volume: Drawdown:(VInfiltration/ABottom)/Rawl's Rate Rawls Recharge Rate:(in/hr) Drawdown Time:(hours) BASIN #S2: Substation Volumes provided below the lowest outlet at elevation:153.0 Provided Volume: Drawdown:(VInfiltration/ABottom)/Rawl's Rate 153.0 12,985 Elevation Area Cumulative Volume (ft2) 152.5 25,969 0 153.0 14,383 152.5 14,383 0 DHF 5/13/2021 Station #921 73167 SJH 5/13/2021 TOTAL Area Inches of Runoff Volume (ft2) Hydrologic Soil Group (HSG)(in) 201,247 0 0 0 10,062 (ft3) 0.60A B C D 0 0 0 10,062 2.41 0.10 0.25 0.35 Elevation Area Cumulative Volume (ft2)(ft3) 7,192 (ft3) 25,969 2 Recharge Calculations Project Project # Calculated by Date Checked by DateDHF 5/13/2021 Station #921 73167 SJH 5/13/2021 Recharge Calculations Project Project # Calculated by Date Checked by DateDHF 5/13/2021 Station #921 73167 SJH 5/13/2021 Recharge Calculations Project Project # Calculated by Date Checked by DateDHF 5/13/2021 Station #921 73167 SJH 5/13/2021 Stormwater Report D20 Appendix C: Standard 4 Computations and Supporting Information Appendix C: Standard 4 Computations and Supporting Information › Long-Term Pollution Prevention Plan › Water Quality Volume Calculations › TSS Removal Worksheets Stormwater Report D21 Appendix C: Standard 4 Computations and Supporting Information Long-term Pollution Prevention Plan Page | 1 Station #921 Expansion 661 Oak Street, West Barnstable, MA Stormwater Management System Operation and Maintenance Plan (O&M) and Long Term Pollution Prevention Plan (LTPPP) August 2021 This Stormwater Management System Operation and Maintenance Plan provides for the inspection and maintenance of structural Best Management Practices (BMPs) and for measures to prevent pollution associated with the stormwater management system proposed for the Station #921 Expansion in West Barnstable, Massachusetts. This document has been prepared in accordance with the requirements of the Stormwater Regulations included in the Massachusetts Wetlands Protection Act Regulations (310 CMR 10). Responsible Party NSTAR Electric Company d/b/a Eversource Energy, will be financially responsible for maintaining and repairing, if necessary, all stormwater related systems and facilities located on the Site. Maintenance Measures The stormwater management system covered by this Operation and Maintenance Plan consists of the following components: • Catch Basins • Drainage Manholes • Outlet Control Structures • Drainage Pipes Maintenance of these components will be conducted in accordance with MassDEP standard maintenance practices, as noted in the attached Operation and Maintenance table summarizing the pertinent inspection and maintenance activities. If inspection indicates the need for major repairs of structural surfaces, the inspector should initiate procedures to effect repairs. Page | 2 Practices for Long Term Pollution Prevention For the facilities covered by this Operation and Maintenance Plan, long term pollution prevention includes the following measures: Litter Pick-up The site owner(s) will oversee litter pick-up from the stormwater management facilities in conjunction with routine road maintenance activities. Routine Inspection and Maintenance of Stormwater BMPs The site owner(s) will oversee the inspection and maintenance of the stormwater management practices in accordance with the information in Table 1. Spill Prevention and Response Spill prevention and response implements procedures for releases of significant materials such as fuels, oils, or chemical materials onto the ground or other areas that could reasonably be expected to discharge to surface or groundwater. If any spills are detected, the site owner(s) will: • Reportable quantities will immediately be reported to the applicable Federal, State, and local agencies as required by law. • Applicable containment and cleanup procedures will be performed immediately. Impacted material collected during the response must be removed promptly and disposed of in accordance with Federal, State, and local requirements. A licensed emergency response contractor may be required to assist in cleanup of releases depending on the amount of the release and the ability of the responsible party to perform the required response. • Reportable quantities of chemical, fuels, or oils are established under the Clean Water Act and enforced through DEP. Maintenance of Landscaped Areas Routine mowing should be conducted. Embankments designed to impound water should be mowed as required to prevent establishment of woody vegetation. Prohibition of Illicit Discharges The DEP Stormwater Management Standards prohibit illicit discharges to the storm water management system. Illicit discharges are discharges that do not entirely consist of stormwater, except for certain specified non-stormwater discharges. Discharges from the following activities are not considered illicit discharges: firefighting foundation drains water line flushing footing drains landscape irrigation individual resident car washing uncontaminated groundwater flows from riparian habitats and wetlands potable water sources dechlorinated water from swimming pools water used to clean residential buildings without detergents water used for street washing air conditioning condensation There are no known or proposed illicit connections associated with this project. If a potential illicit discharge to the facilities covered by this plan is detected (e.g., dry weather flows at any pipe Page | 3 outlet, evidence of contamination of surface water discharge by non -stormwater sources), the Town shall be notified for assistance in determining the nature and source of the discharge, and for resolution through the DPW’s IDDE program. Table 1: Best Management Practices: Operation & Maintenance Measures Best Management Practice Sweep Mow Inspect Clean Repair Catch Basins NA NA 2 times per year Annually and ANI ANI Drainage Manholes NA NA 1 time per 2 years Annually and ANI ANI Outlet Control Structures NA NA 2 times per year Annually and ANI ANI Drainage Pipes NA NA 1 timer per 2 years ANI ANI NA = Not Applicable ANI= As needed based on inspection Stormwater Report D22 Appendix C: Standard 4 Computations and Supporting Information Water Quality Volume Calculations Water Quality Volume Calculations Project Project # Calculated by Date Checked by Date BASIN #IT-PR Water Quality Storm Runoff Depth (in) Total Impervious Area (ft2) BASIN WQV: IT-PR Required Volume: Provided Volume: BASIN #IT-N Water Quality Storm Runoff Depth (in) Total Impervious Area (ft2) BASIN WQV: IT-PR Required Volume: Provided Volume: 0.5 5,271 Runoff Depth to be Treated Required Volume (in) (ft 3) 0.5 220 Elevation Area Cumulative Volume (ft2)(ft3) 138.3 556 0 139.3 556 556 140.0 556 945 140.3 556 1,112 DHF 5/13/2021 Station #921 73167 SJH 5/13/2021 1,089 0.5 Required VolumeRunoff Depth to be Treated (in) (ft 3) 0.5 45 Elevation Area Cumulative Volume (ft2)(ft3) 1,748141.0 1,366 139.0 399 0 140.0 865 632 141.3 1,527 2,181 Water Quality Volume Calculations Project Project # Calculated by Date Checked by DateDHF 5/13/2021 Station #921 73167 SJH 5/13/2021 Stormwater Report D23 Appendix C: Standard 4 Computations and Supporting Information TSS Removal Worksheets TSS Removal Calculation WorksheetProject Name:Statopm #921Sheet:1 of 3Project Number:73167.00Date:13-May-2021Location:Barnstable, MAComputed by:SJHDischarge Point:DP-1Checked by:DHFDrainage Area(s):PR-2ABCDEBMP*TSS Removal Rate* Starting TSS Load**Amount Removed (C*D)Remaining Load (D-E)Infiltration Trench80%1.000.800.200%0.200.000.200%0.200.000.200%0.200.000.200%0.200.000.20Treatment Train TSS Removal =80%* BMP and TSS Removal Rate Values from the MassDEP Stormwater Handbook Vol. 1. Removal rates for proprietary devices are from approved studies and/or manufacturer data (attach study or data source, or remove this sentence if not applicable). ** Equals remaining load from previous BMP (E)*** Stormceptor sizing calculation gives a TSS removal rate of 87%. To be conservative, 80% removal is used for this calculation (Change name of device and the claimed removal rate shown on the calc. sheet. Remove this sentence if not applicable.VHB, Inc..101 Walnut StreetPost Office Box 9151Watertown, MA 02471P 617.924.1770 TSS Removal Calculation WorksheetProject Name:Station #921Sheet:2 of 3Project Number:73167.00Date:13-May-2021Location:Barnstable, MAComputed by:SJHDischarge Point:DP-2Checked by:DHFDrainage Area(s):PR-5ABCDEBMP*TSS Removal Rate* Starting TSS Load**Amount Removed (C*D)Remaining Load (D-E)Infiltration Trench80%1.000.800.200%0.200.000.200%0.200.000.200%0.200.000.200%0.200.000.20Treatment Train TSS Removal =80%* BMP and TSS Removal Rate Values from the MassDEP Stormwater Handbook Vol. 1. Removal rates for proprietary devices are from approved studies and/or manufacturer data (attach study or data source, or remove this sentence if not applicable). ** Equals remaining load from previous BMP (E)*** Stormceptor sizing calculation gives a TSS removal rate of 87%. To be conservative, 80% removal is used for this calculation (Change name of device and the claimed removal rate shown on the calc. sheet. Remove this sentence if not applicable.VHB, Inc..101 Walnut StreetPost Office Box 9151Watertown, MA 02471(617) 924-1770 TSS Removal Calculation WorksheetProject Name:Station #921Sheet:3 of 3Project Number:73167.00Date:13-May-2021Location:Barnstable, MAComputed by:SJHDischarge Point:DP-2Checked by:DHFDrainage Area(s):PR-5, PR-7, PR-8ABCDEBMP*TSS Removal Rate* Starting TSS Load**Amount Removed (C*D)Remaining Load (D-E)Infiltration Basin80%1.000.800.200%0.200.000.200%0.200.000.200%0.200.000.200%0.200.000.20Treatment Train TSS Removal =80%* BMP and TSS Removal Rate Values from the MassDEP Stormwater Handbook Vol. 1. Removal rates for proprietary devices are from approved studies and/or manufacturer data (attach study or data source, or remove this sentence if not applicable). ** Equals remaining load from previous BMP (E)*** Stormceptor sizing calculation gives a TSS removal rate of 87%. To be conservative, 80% removal is used for this calculation (Change name of device and the claimed removal rate shown on the calc. sheet. Remove this sentence if not applicable.VHB, Inc..101 Walnut StreetPost Office Box 9151Watertown, MA 02471P 617.924.1770 STORMWATER MANAGEMENT SYSTEM OPERATIONS AND MAINTENANCE MANUAL Station #921 Expansion 661 Oak Street West Barnstable, MA PREPARED FOR NSTAR Electric Company d/b/a Eversource Energy 247 Station Drive Westwood, MA 02090 PREPARED BY 1 Cedar Street Suite 400 Providence, RI 02903 401.272.8100 August 2021 Operations and Maintenance Plan │ Station #921 Expansion, West Barnstable, MA i Table of Contents Table of Contents Project Informtion ................................................................................................................. iii Section A: Source Control ...................................................................................................... 1 Section B: Spill Prevention ..................................................................................................... 1 B.1 Initial Notification ........................................................................................................................ 1 B.2 Further Notification ..................................................................................................................... 1 B.3 Assessment – Initial Containment ......................................................................................... 4 Section C: Maintenance of Stormwater Management Systems .......................................... 1 C.1 Structural Stormwater Management Devices ................................................................... 1 C.1.1 Catch Basins ................................................................................................................... 1 C.1.2 Stormwater Outfalls .................................................................................................... 1 C.2 Vegetated Stormwater Management Devices ................................................................. 2 C.2.1 Surface Infiltration/Detention Basins ................................................................... 2 C.2.2 Vegetated Areas Maintenance ............................................................................... 3 Section E: Operations and Maintenance Plan Summary ..................................................... 1 D.1 Routine Maintenance Checklists ............................................................................................ 1 D.2 Reporting and Documentation .............................................................................................. 1 D.3 Construction Practices Maintenance/ Evaluation Checklist ........................................ 2 D.4 Long-term Maintenance/Evaluation Checklist ................................................................. 3 D.5 Maintenance Checklists and Device Location Maps ...................................................... 4 Operations and Maintenance Plan │ Station #921 Expansion, West Barnstable, MA ii Table of Contents This page intentionally left blank. Operations and Maintenance Plan │ Station #921 Expansion, West Barnstable, MA iii Project Informtion Project Informtion Site Station #921 Expansion 661 Oak Street, West Barnstable, MA Developer NSTAR Electric Company d/b/a Eversource Energy 247 Station Drive Westwood, MA 02090 Site Supervisor Site Manager Name Site Manager Address Site Manager City, State Zip Site Manager Phone Number Site Contact Name: Telephone: Cell phone: Email: Operations and Maintenance Plan │ Station #921 Expansion, West Barnstable, MA iv Project Informtion This page intentionally left blank. Operations and Maintenance Plan │ Station #921 Expansion, West Barnstable, MA Section A: Source Control Operations and Maintenance Plan │ Station #921 Expansion, West Barnstable, MA This page intentionally left blank. Operations and Maintenance Plan │ Station #921 Expansion, West Barnstable, MA A-1 Source Control A Source Control A comprehensive source control program will be implemented at Station #921, which includes the following components: › Catch basin cleaning › Clearing litter from the parking area and perimeter landscape areas › Spill Prevention training Operations and Maintenance Plan │ Station #921 Expansion, West Barnstable, MA A-2 Source Control This page intentionally left blank. Operations and Maintenance Plan │ Station #921 Expansion, West Barnstable, MA Section B: Spill Prevention Operations and Maintenance Plan │ Station #921 Expansion, West Barnstable, MA This page intentionally left blank. Operations and Maintenance Plan │ Station #921 Expansion, West Barnstable, MA B-1 Spill Prevention B Spill Prevention Spill prevention equipment and training will be provided by NSTAR Electric Company d/b/a Eversource Energy. B.1 Initial Notification In the event of a spill the facility and/or construction manager or supervisor will be notified immediately. Facility Manager (name): Facility Manager (phone): Construction Manager (name) : Construction Manager (phone): The supervisor will first contact the Fire Department and then notify the Police Department, the Public Health Commission and the Conservation Commission. The Fire Department is ultimately responsible for matters of public health and safety and should be notified immediately. B.2 Further Notification Based on the assessment from the Fire Chief, additional notification to a cleanup contractor may be made. The STATE Department of Environmental Protection (DEP)/Department of Environmental Services (DES) and the EPA may be notified depending upon the nature and severity of the spill. The Fire Chief will be responsible for determining the level of cleanup and notification required. The attached list of emergency phone numbers shall be posted in the main construction/facility office and readily accessible to all employees. A hazardous waste spill report shall be completed as necessary using the attached form. Operations and Maintenance Plan │ Station #921 Expansion, West Barnstable, MA B-2 Spill Prevention Emergency Notification Phone Numbers 1. FACILITY MANAGER Name: Phone: Beeper/Cell: Home Phone: Alternate Contact: Phone: Beeper/Cell: Home Phone: 2. FIRE & POLICE DEPARTMENT Emergency: 911 3. CLEANUP CONTRACTOR Address: Phone: 4. STATE DEPARTMENT OF ENVIRONMENTAL PROTECTION (DEP)/ DEPARTMENT OF ENVIRONMENTAL SERVICES (DES) Emergency: (###) ###-#### 5. NATIONAL RESPONSE CENTER Phone: (800) 424-8802 Alternate: U.S. Environmental Protection Agency Emergency: (###) ###-#### Business: (###) ###-#### 6. MUNICIPAL HEALTH DEPARTMENT Phone: (###) ###-#### Municipal Conservation Commission: Phone: (###) ###-#### Operations and Maintenance Plan │ Station #921 Expansion, West Barnstable, MA B-3 Spill Prevention Hazardous Waste & Oil Spill Report Date: Time: AM / PM Exact location (Transformer #): Type of equipment: Make: Size: S / N: Weather Conditions: On or near water? ☐ Yes ☐ No If yes, name of body of water: Type of chemical / oil spilled: Amount of chemical / oil spilled: Cause of spill: Measures taken to contain or clean up spill: Amount of chemical / oil recovered: Method: Material collected as a result of cleanup: drums containing drums containing drums containing Location and method of debris disposal: Name and address of any person, firm, or corporation suffering charges: Procedures, method, and precautions instituted to prevent a similar occurrence from recurring: Spill reported by General Office by: Time: AM / PM Spill reported to DEP / National Response Center by: DEP Date: Time: AM / PM Inspector: NRC Date: Time: AM / PM Inspector: Additional comments: Operations and Maintenance Plan │ Station #921 Expansion, West Barnstable, MA B-4 Spill Prevention B.3 Assessment – Initial Containment The supervisor or manager will assess the incident and initiate containment control measures with the appropriate spill containment equipment included in the spill kit kept on-site. A list of recommended spill equipment to be kept on site is included on the following page. Fire / Police Department: 911 Municipality Health Department (###) ###-#### Municipality Conservation Commission: (###) ###-#### Emergency Response Equipment The following equipment and materials shall be maintained at all times and stored in a secure area for long-term emergency response need. Supplies Quantity Recommended Suppliers › Sorbent Pillows/”Pigs” 2 http://www.newpig.com Item # KIT276 — mobile container with two pigs › Sorbent Boom/Sock 25 feet http://www.forestry-suppliers.com › Sorbent Pads 50 › Lite-Dri® Absorbent 5 pounds › Shovel 1 Item # 33934 — Shovel (or equivalent) › Pry Bar 1 Item # 43210 — Manhole cover pick (or equivalent) › Goggles 1 pair Item # 23334 — Goggles (or equivalent) › Gloves – Heavy 1 pair Item # 90926 — Gloves (or equivalent) Operations and Maintenance Plan │ Station #921 Expansion, West Barnstable, MA Section C: Maintenance of Stormwater Management Systems Operations and Maintenance Plan │ Station #921 Expansion, West Barnstable, MA This page intentionally left blank. Operations and Maintenance Plan │ Station #921 Expansion, West Barnstable, MA D-1 Maintenance of Stormwater Management Systems C Maintenance of Stormwater Management Systems C.1 Structural Stormwater Management Devices C.1.1 Catch Basins/Area Drains The proper removal of sediments and associated pollutants and trash occurs only when catch basin inlets and sumps are cleaned out regularly. The more frequent the cleaning, the less likely sediments will be re-suspended and subsequently discharged. In addition, frequent cleaning also results in more volume available for future deposition and enhances the overall performance. Disposal of all sediments must be in accordance with applicable local, state, and federal guidelines. A map of the catch basin locations is included in Section D.5 Maintenance Checklists and Device Location Maps. Inspections and Cleaning › All catch basins shall be inspected at least four times per year and cleaned a minimum of at least once per year. › Sediment (if more than six inches deep) and/or floatable pollutants shall be pumped from the basin and disposed of at an approved offsite facility in accordance with all applicable regulations. › Any structural damage or other indication of malfunction will be reported to the site manager and repaired as necessary › During colder periods, the catch basin grates must be kept free of snow and ice. › During warmer periods, the catch basin grates must be kept free of leaves, litter, sand, and debris. C.1.2 Stormwater Outfalls The stormwater drainage system at Station #921 has 1 outfall locations where treated stormwater is discharged to the surface. A map of these locations is included in Section D.5 Maintenance Checklists and Device Location Maps. Operations and Maintenance Plan │ Station #921 Expansion, West Barnstable, MA D-2 Maintenance of Stormwater Management Systems › Inspect outfall locations monthly for the first three months after construction to ensure proper functioning and correct any areas that have settled or experienced washouts. › Inspect outfalls annually after initial three month period. › Annual inspections should be supplemented after large storms, when washouts may occur. › Maintain vegetation around outfalls to prevent blockages at the outfall. › Maintain rip rap pad below each outfall and replace any washouts. › Remove and dispose of any trash or debris at the outfall. C.2 Vegetated Stormwater Management Devices C.2.1 Surface Infiltration/Detention Basins/Infiltration Trenches There are multiple surface infiltration/detention ponds at Station #921. The infiltration/detention ponds are partially vegetated basins that are designed to detain, clean and infiltrate roadway runoff. The maintenance of the infiltration basins may affect the functioning of stormwater management practices. This includes the condition of the side slope vegetation and the sediment deposits in the bottom of the ponds. Initial Post-construction Inspection › Infiltration basins should be inspected after every major storm for the first few months to ensure proper stabilization and function. Long-term Maintenance › The grass on the sideslopes and in the buffer areas should be mowed, and grass clippings, organic matter, and accumulated trash and debris removed, at least twice during the growing season. › Eroded or barren spots should be reseeded immediately after inspection to prevent additional erosion and accumulation of sediment. › Deep tilling can be used to break up a clogged surface area. › Sediment should be removed from the basin as necessary. Removal procedures should not take place until the floor of the basin is thoroughly dry. Inspections and Cleaning › Infiltration basins should be inspected at least twice a year to ensure proper stabilization and function. › Light equipment, which will not compact the underlying soil, should be used to remove the top layer. Operations and Maintenance Plan │ Station #921 Expansion, West Barnstable, MA D-3 Maintenance of Stormwater Management Systems C.2.2 Vegetated Areas Maintenance Although not a structural component of the drainage system, the maintenance of vegetated areas may affect the functioning of the stormwater management system. This includes the health/density of vegetative cover and activities such as the application and disposal of lawn and garden care products, disposal of leaves and yard trimmings and proper aeration of soils. › Inspect planted areas on a semi-annual basis and remove any litter. › Maintain planted areas adjacent to access drives to prevent soil washout. › Immediately clean any soil deposited on access drives. › Re-seed bare areas; install appropriate erosion control measures when native soil is exposed or erosion channels are forming. › Plant alternative mixture of grass species in the event of unsuccessful establishment. › The grass vegetation should be cut to a height between three and four inches. › Pesticide/Herbicide Usage – No pesticides are to be used unless a single spot treatment is required for a specific control application. › Fertilizer usage should be avoided. If deemed necessary, slow release fertilizer should be used. Fertilizer may be used to begin the establishment of vegetation in bare or damaged areas, but should not be applied on a regular basis unless necessary. › Annual application of compost amendments and aeration are recommended. Operations and Maintenance Plan │ Station #921 Expansion, West Barnstable, MA D-4 Maintenance of Stormwater Management Systems This page intentionally left blank. Operations and Maintenance Plan │ Station #921 Expansion, West Barnstable, MA Section D: Operations and Maintenance Plan Summary Operations and Maintenance Plan │ Station #921 Expansion, West Barnstable, MA This page intentionally left blank. Operations and Maintenance Plan │ Station #921 Expansion, West Barnstable, MA E-1 Operations and Maintenance Plan Summary D Operations and Maintenance Plan Summary This Operation and Maintenance Plan has been prepared in accordance with the Stormwater Management Policy developed by the DEP. It specifies operational practices and drainage system maintenance requirements for the #921 Station expansion. Requirements should be adjusted by the site manager as necessary to ensure successful functioning of system components. D.1 Routine Maintenance Checklists Routine required maintenance is described in Sections A – D. The following checklists are to be used by the property manager to implement and document the required maintenance and inspection tasks. D.2 Reporting and Documentation The site supervisor shall be responsible for ensuring that the scheduled tasks as described in this plan are appropriately completed and recorded in the Maintenance Log . Accurate records of all inspections, routine maintenance and repairs shall be documented and these records shall be available for inspection by members of the Municipal Conservation Commission or other designated body, or their designated agent, upon request. The Maintenance Log shall: › Document the completion of required maintenance tasks. › Identify the person responsible for the completion of tasks. › Identify any outstanding problems, malfunctions or inconsistencies identified during the course of routine maintenance. › Document specific repairs or replacements. Operations and Maintenance Plan │ Station #921 Expansion, West Barnstable, MA E-2 Operations and Maintenance Plan Summary D.3 Construction Practices Maintenance/ Evaluation Checklist Project Name – City, State Best Management Practice Inspection Frequency Date Inspected Inspector Initials Minimum Maintenance and Key Items to Check Cleaning or Repair Needed Yes/No (List Items) Date of Cleaning or Repair Performed by: Hay Bales/ Silt Fencing Weekly and after any rainfall Sediment build up, broken bales or stakes Gravel Construction Entrance Weekly and after any rainfall Filled voids, runoff/sediments into street Catch Basin Protection Weekly and after any rainfall Clogged or sediment build- up at surface or in basin Diversion Channels Weekly and after any rainfall Maintained, moved as necessary to correct locations, Check for erosion or breakout Temporary Sedimentation Basins Weekly and after any rainfall Cracking, erosion, breakout, sediment buildup, contaminants Stormwater Control Manager: Operations and Maintenance Plan │ Station #921 Expansion, West Barnstable, MA E-3 Operations and Maintenance Plan Summary D.4 Long-term Maintenance/Evaluation Checklist #921 Station – West Barnstable, MA Best Management Practice Minimum Maintenance and Key Items to Check Inspection Frequency Date Inspected Inspector Initials Cleaning Frequency Cleaning or Repair Needed Yes/No Date of Cleaning or Repair Performed by: Outfall Structures Remove debris and excess vegetation, replace any dislodged riprap 1X per year 1X per year Infiltration Basin/ Trenches Inspect inlets, vegetation, overflow discharge pipes, drain time less than 4 days 2X per year first year, annually thereafter 2X per year first year, annually thereafter Stormwater Control Manager: Operations and Maintenance Plan │ Station #921 Expansion, West Barnstable, MA E-4 Operations and Maintenance Plan Summary D.5 Maintenance Checklists and Device Location Maps These checklists are provided for the maintenance crew to photocopy and use when conducting inspections and cleaning activities to the stormwater management systems. Operations and Maintenance Plan │ Station #921 Expansion, West Barnstable, MA E-5 Operations and Maintenance Plan Summary Maintenance Checklists Operations and Maintenance Plan │ Station #921 Expansion, West Barnstable, MA E-6 Operations and Maintenance Plan Summary Outfalls – Inspect 4 times per year, replace any dislodged rip-rap, remove excess vegetation, remove any debris. Outfall Inspected (Y/N) Sediment Depth (inches) Cleaning needed (Y/N) Date Cleaned Comments (Trash, Oil, Pet waste, Lawn Debris, Damage) FES 101 / / Infiltration/Detention Basins/Infiltration Trenches – Inspect once per year, remove sediment if more than 6 inches has accumulated in sediment forebay or sediment collection row . Basin Inspected (Y/N) Sediment Depth (inches) Cleaning needed (Y/N) Date Cleaned Comments (Trash, Oil, Pet waste, Lawn Debris, Damage) IB-N / / IB-S / / IB-PR / / Operations and Maintenance Plan │ Station #921 Expansion, West Barnstable, MA E-7 Operations and Maintenance Plan Summary Device Location Maps OAK STREETB-1 B-2 B-3 B-4 B-5 140145150135 140 145 155 150149.50BW 151.00 153.00 153.00 SWALE WITH INFILTRATION TRENCH ISOLATED WETLAND INFILTRATION BASINEXPANSION 140145MAX SLOPE 7% SWALE WITH INFILTRATION TRENCH MAX SLOPE 7% 150 148.83 145145 1501 5 0 141142143 143144 144146146 147 1471 4 8 1481491491511 5 1 1 5 2 1 5 2 3:1 SLOPE (TYP)3:1 SLOPE (TYP) 151.61 153.00 153.00 MATCH EXIST GRADE MATCH EXIST GRADE 153.00 153.00TW 153.00 155 150 140 145 148.991+500+001+00139.00 TOTAL AREA OF DISTURBANCE = 60,090 SFNEW DISTURBANCE AREA = 34,938 SFPREVIOUSLY DISTURBED AREA = 25,152 SF 152.94 152.94 152.94 152.87 100RIM=141.30INV=139.00 OUT AD (OCS) 101INV=138.70 100FES 8"HDPE STONE CHECK DAM (TYP) SECTION B-B SEE DETAILS STONE CHECK DAM (TYP) 153.04 NO TREE REMOVALWITH 50-FOOTWETLAND BUFFER ZONE SECTION A-A SEE DETAILS EROSION CONTROL BLANKETSTO BE INSTALLED WHERESLOPES EXCEED 3:1 (TYP)ElevationsElevationsStation StationSubstation Cross Section 130 140 150 160 130 140 150 160 0+00 1+00 1+50152.1152.13149.1149.09144.1144.08143.8143.81143.9143.91143.9143.90142.7142.68141.7141.74140.2140.23138.9138.88137.7137.74136.3136.32135.0134.96133.8133.81FENCE SWALE WITH INFILTRATION TRENCH GRAVEL ROAD 3:1 SLOPE ElevationsElevationsStation StationSection B-B 130 140 150 160 130 140 150 160 0+00 0+35144.8144.81145.0145.04145.4145.40SWALE WITHINFILTRATIONTRENCH 16' GRAVEL ROAD ElevationsElevationsStation StationSection A-A 130 140 150 160 130 140 150 160 0+00 0+37140.5140.50142.0141.96144.8144.851% 16' 1% SWALE WITHINFILTRATIONTRENCHGRAVEL ROAD of Project Number Sheet Drawing Number Drawing Title Issued for Checked byDesigned by Appvd.DateRevisionNo.Saved Wednesday, July 21, 2021 10:34:59 AM SHOCK Plotted Tuesday, August 3, 2021 1:31:52 PM Steven Hock\\vhb\gbl\proj\Providence\73167.00\cad\ld\Planset\73167.00-GD.dwg vhb.comDate 1 Cedar Street Suite 400 Providence, RI 02903 401.272.8100 Station #921West Barnstable 661 Oak StreetWest Barnstable, Massachusetts 02668 Permitting Review Not Approved for Construction July 21, 2021 7 73167.00 Device Location Map DLM-1 Feet6030015 IB-N IB-PR IB-S FES101 Attachment K Eversource Best Management Practices Manual Best Management Practices Manual for Massachusetts and Connecticut APRIL 2022 Prepared for: Eversource Energy Environmental Licensing and Permitting Group CONSTRUCTION & MAINTENANCE ENVIRONMENTAL REQUIREMENTS TABLE OF CONTENTS Table of Contents i Section 1 Introduction 1.1 Purpose ........................................................................................1-1 1.2 Scope and Applicability ...................................................................1-1 1.3 Definitions .....................................................................................1-1 1.4 Acronyms and Abbreviations ............................................................1-4 1.5 BMP References .............................................................................1-5 Section 2 Project Planning 2.1 Regulated Areas .............................................................................2-1 2.1.1 Types of Wetlands ................................................................ 2-1 2.1.2 Rare Species........................................................................ 2-2 2.1.3 Historical/Cultural ................................................................ 2-3 2.2 Meetings .......................................................................................2-3 2.3 Site Staging and Parking .................................................................2-3 2.4 Construction Monitoring ..................................................................2-3 2.5 Signage/Limit of Boundaries ............................................................2-3 Section 3 Construction Considerations 3.1 Avoidance and Minimization .............................................................3-1 3.2 Rare Species Habitat ......................................................................3-1 3.3 Hiking Trails ..................................................................................3-2 3.4 Work on State-owned land in Connecticut .........................................3-3 3.5 Historic/Cultural Resources ..............................................................3-3 3.5.1 Stone Walls ......................................................................... 3-3 3.5.2 Unanticipated Discoveries ...................................................... 3-5 3.6 Human Remains .............................................................................3-5 3.7 Vernal Pools ..................................................................................3-5 3.7.1 Certified Vernal Pools (MA) .................................................... 3-6 3.8 Access Roads .................................................................................3-6 3.8.1 New Access Roads ................................................................ 3-7 3.8.2 Existing Access Roads ........................................................... 3-7 3.8.3 Best Management Practices – New Access Roads ...................... 3-9 3.8.4 Construction in Wetlands ..................................................... 3-15 3.8.5 Watercourse Crossings ........................................................ 3-20 3.9 Slope Excavation .......................................................................... 3-24 3.10 Vegetation Removal and Preservation ............................................. 3-24 3.10.1 ROW Vegetation and Eastern Box Turtle (EBT) – MA only ........ 3-25 3.10.2 ROW Vegetation and Other Protected Turtles ......................... 3-25 3.10.3 Preservation of Existing Vegetation ....................................... 3-27 Table of Contents ii 3.10.4 Invasive Plant Species ........................................................ 3-27 3.11 Work Pads ................................................................................... 3-32 3.11.1 De-Energized and Energized ................................................ 3-32 3.12 Structure-Related Work ................................................................ 3-33 3.12.1 Wetland ............................................................................ 3-33 3.13 Underground Cable and Gas Piping-Related Work ............................. 3-36 3.14 Construction Material along the ROW .............................................. 3-38 3.15 Winter Construction ...................................................................... 3-38 3.15.1 Snow Management ............................................................. 3-38 3.15.2 De-Icing ............................................................................ 3-39 3.15.3 Snow and Ice Management on Construction Mats ................... 3-39 3.16 Dust Control ................................................................................ 3-39 3.16.1 Soil Stockpile Management .................................................. 3-40 3.16.2 Stockpiles on Construction Mats ........................................... 3-40 3.16.3 Regulated Soils Management ............................................... 3-40 3.16.4 Best Management Practices – Soil Stockpile Management ........ 3-41 3.17 Anti-Idling Laws ........................................................................... 3-41 3.17.1 Connecticut ....................................................................... 3-41 3.17.2 Massachusetts ................................................................... 3-41 Section 4 Inspection and Maintenance 4.1 During Construction ........................................................................4-1 4.1.1 Maintenance of Erosion and Sedimentation Controls ................. 4-1 4.1.2 Rapid Wetland Response Restoration ...................................... 4-1 4.1.3 Vehicle Storage and Refueling ................................................ 4-1 4.1.4 Spills .................................................................................. 4-2 4.1.5 Post-Construction ................................................................. 4-2 Section 5 Rehabilitation and Restoration 5.1 Restoration ....................................................................................5-1 5.1.1 Seed Mixes .......................................................................... 5-1 5.1.2 Upland ................................................................................ 5-1 5.1.3 Wetland/Watercourses .......................................................... 5-2 5.2 Private Property .............................................................................5-3 5.2.1 Improved Areas ................................................................... 5-3 5.2.2 Overall Work Site ................................................................. 5-3 5.2.3 Material Storage/Staging and Parking Areas ............................ 5-3 5.3 Work in Agricultural Lands ...............................................................5-4 Table of Contents iii Appendices A BMP Typical Details Construction A01 Construction Entrance Track Pad A02 Water Bars A03 Vegetated Swales A04 AlturnaMAT® A05 Construction Mat (Wetland Crossing) A06 Construction Mat (Air Bridge) A07 Construction Mat Anchoring A08 Permeable Road A09 Temporary Construction Culvert A10 Permanent Open Bottom Box Culvert A11 Arch Culvert A12 Pole Ford A13 Construction Mat Work Pad (Live Line Work) A14 Construction Mat Work Pad (De-Energized Line Work) A15 Concrete Wash Out A16 Road Trench (Duct Bank) A17 Road Trench (6-Way Duct Bank) A18 Tree Protection Soil Stockpile Management A19 Soil Stockpile Management Erosion / Sedimentation Controls A20 Topsoil Segregation A21 Straw Bale Barrier A22 Silt Fence A23 Syncopated Silt Fence A24 Reinforced Silt Fence Table of Contents iv A25 Erosion Control Blankets A26 Straw Wattle / Mulch Log A27 Straw Wattle (on Slope) A28 Compost Filter Tube A29 Turbidity Curtain A30 Catch Basin Inlet Protection (Straw Bales) A31 Catch Basin Inlet Protection (Silt Sack) A32 Loam and Seed A33 Straw Mulch A34 Coir Log A35 Level Spreader A36 Check Dams A37 Trench Breakers Water Control A38 Sediment Trap A39 Dewatering Basin A40 Dewatering Basin (Filter Bag) A41 Dewatering Basin (Frac Tank) A42 Coffer Dam and Stream Flow Bypass (gravity) A43 Coffer Dam and Stream Flow Bypass (pumping) B Applicable Regulations in Connecticut C Applicable Regulations in Massachusetts D Example Frac-Out Plan SECTION 1 Eversource Best Management Practices Manual 1-1 Section 1 Introduction 1.1 Purpose As a matter of Eversource Energy (herein, “Eversource”) policy with regard to environmental stewardship and in accordance with local, state, and federal regulations, all construction and maintenance projects shall use environmentally sound best management practices (BMPs) to minimize or eliminate environmental impacts that may result from construction activities. Regardless of whether a specific permit is needed for the work, construction and maintenance projects must f ollow internal environmental performance standards, which is the purpose of these BMPs. In many cases, maintenance activities are exempt from regulatory authorization. Permits are usually required for new work. Contractors will be provided with copies of any project- specific permits and will be required to adhere to any and all conditions of the permit(s). Project-specific permit conditions may supersede the BMPs outlined in this manual. However, where certain construction elements are not addressed by per mit conditions, or where permitting is not required, or for emergency situations where obtaining a permit before the work occurs may not be feasible, these BMPs shall be considered as Eversource’s standards. In some cases, and at the discretion of the Eversource Environmental Licensing and Permitting staff, the BMPs presented herein may be modified to be more appropriate for site-specific conditions. 1.2 Scope and Applicability These BMPs primarily address the disturbance of soil, water, and vegetation incidental t o construction within on- and off-road utility corridors, substations, including the establishment of access roads and work areas, within rights of way (ROWs) and on private property, in and near wetlands, watercourses, or other sensitive natural areas (such as protected species), including storm drain systems (e.g., catch basins). Types of construction include, but are not limited to, installation or maintenance of underground and overhead utilities, access road repair/improvement or construction, and upgrades or maintenance of substations and other facilities. Other common construction issues such as noise, air pollution, oil spill procedures, handling of contaminated soils, and work safety rules are addressed in the Eversource Energy Contractor Work Rules and related appendices. 1.3 Definitions The following definitions are provided to clarify use of common terms throughout this document. Best Management Practice (BMP): A means to reduce and minimize impact to natural resources. Casing: A galvanized steel corrugated pipe that serves as the form for a utility structure foundation. Section 1 Introduction Eversource Best Management Practices Manual 1-2 Emergency Projects: Actions needed to maintain the operational integrity of the system or activities necessary to restore the system and affected facilities in response to a sudden and unexpected loss of electric or gas service or events that affect public health and safety. Embedded Culvert: A culvert that is installed in such a way that the bottom of the structure is below the stream bed and there is substrate in the culvert. Environmentally Sensitive Areas: An area containing natural features, cultural resources, or ecological functions of such significance to warrant protection. Some examples are rivers, streams, ponds, lakes, wetlands, rare species habitat, water supply protection areas, archaeological sites, parks, and agricultural land. Erosion Control: A measure to prevent soil from detachment and transportation by water, wind, or gravity. Existing Access Roads: Previously permitted or grandfathered access roads that are used to access structures that are clearly visible or can be found by mowing or by the presence of road materials in soil cores. Grubbing: A site preparation method that is used to clear the ground of roots and stumps. Intermittent Watercourse: An intermittent watercourse, or stream, is broadly defined as a channel that a flowing body of water follows at irregular intervals and does not have continuous or steady flow. Regulatory definitions for intermittent watercourses are: • Connecticut – Per the Connecticut Inland Wetland and Watercourses Act, intermittent watercourses are delineated by a defined permanent channel and bank and the occurrence of two or more of the following characteristics: (A) Evidence of scour or deposits of recent alluvium or detritus, (B) the presence of standing or flowing water for a duration longer than a particular storm incident, and (C) the presence of hydrophytic vegetation. • Massachusetts – Under the Massachusetts Wetlands Protection Act (MAWPA), a jurisdictional intermittent watercourse is defined as a body of running water which moves in a definite channel in the ground due to a hydraulic gradient, does not flow throughout the year, and which flows within, into or out of an area subject to protection under the MAWPA. Intermittent watercourses upgradient of any Bordering Vegetated Wetlands or Ponds are not jurisdictional under the MAWPA. A watercourse can be determined to be intermittent if it me ets MAWPA criteria with regard to its depiction on the most current USGS topographic map of the area (i.e., shown as intermittent or not shown), and watershed size and predicted flow rates as determined by the USGS StreamStats method or documented observations of no flow at least once per day over the course of four days in any consecutive 12 - month period barring drought conditions, withdrawals, or other human-made flow reductions or diversions (subject to conservation commission and/or M assDEP review and approval). Limit of Work/Disturbance: The boundaries of the approved project within regulated areas. All project related activities in regulated areas must be conducted within the approved limit of work/disturbance. The limit of work/disturbance should be depicted on the approved permit site plans, which may require the limits to be survey located and identified in the field by flagging, construction fencing, and/or perimeter erosion controls. Low Ground Pressure Vehicle: Vehicles that have a lesser impact on an environmentally sensitive area due to the vehicle being smaller, lighter, or different in another way than a vehicle which would have a greater impact. Low ground pressure is Section 1 Introduction Eversource Best Management Practices Manual 1-3 measured in pounds per square inch (psi) when loaded and as defined by the US Army Corps of Engineers (ACOE). CT = < 3 psi MA = < 3 psi Low impact vehicles could include off -road vehicles (ORVs) or all-terrain vehicles/ utility vehicles (ATVs/UTVs), tracked vehicles with low ground pressure, or vehicles with oversized balloon-type tires. Maintenance Projects: Typically consist of activities limited to the repair and/or replacement of existing and lawfully located utility structures and/or facilities where no substantial change in the original structure or footprint is proposed. Maintenance activities also include vegetation management. Minimization: Causing as little disturbance to an area as practicable during construction. New Construction: Construction of new transmission or distribution facilities that previously did not exist or construction that substantially modifies existing facilities. All new (and existing) construction projects are required to go through a full permit review by Eversource Environmental Licensing and Permitting. Pre-Construction Notification (PCN): Project activities that do not qualify for Self- Verification (SV) or where otherwise required by the terms of the Massachusetts (MA) and Connecticut (CT) General Permits (GPs) must submit a PCN and obtain written verification before starting work in ACOE jurisdiction. Refer to MA and CT GP s for PCN thresholds. Projects that cannot be completed under a PCN must file for an Individual Permit with the ACOE. In CT, for coastal projects, notification is provided to ACOE by the CT Department of Energy and Environmental Protection (CT DEEP), Office of Long Island Sound Programs (OLISP) or by applicants as necessary. Written approval from ACOE is required. Protected Species: Species named and protected under the Massachusetts Endangered Species Act (MESA) regulations and/or the Connecticut Endangered Species Act (C.G.S. §§ 26-303 through 26-315). Rare Species: See Protected Species. Restoration: To return a disturbed area to its former, original or unimpaired condition. A site is considered fully restored when it has returned (as closely as practicable) to its original state. Restoration of disturbed areas should occur as soon as practicable following the completion of activities at that location. Revegetation: Establishment of plant material for temporary or permanent soil stabilization. Right of Way (ROW): A pathway, road, or corridor of land where Eversource has legal rights (either fee ownership, lease, or easement) to construct, operate, and main tain an electric power line and/or natural gas pipeline. Sediment Control: The practice of managing the erosion of soil materials mobilized by water, typically stormwater runoff, on-site for the purpose of protecting nearby wetland and water resources. Self-Verification (SV): Activities that are eligible for SV are authorized under the MA and CT GPs and may commence without written verification from the ACOE provided the prospective permittee has: i. Confirmed that the activity will meet the terms and conditions of applicable MA and CT GPs. Section 1 Introduction Eversource Best Management Practices Manual 1-4 ii. Submitted the Self-Verification Notification Form (SVNF) to the ACOE. In CT, coastal projects do not require filing of a SVNF. ACOE relies on CT DEEP submittals. Sensitive Environmental Area: For the purposes of this BMP Manual, this term shall be inclusive of all wetlands, streams, waterways, waterbodies, buffer zones, rare species habitat, and historical/cultural resources. Stabilization: A system of permanent or temporary measures used alone or in combination to minimize erosion from disturbed areas. Work: For the purposes of this BMP Manual, any form of temporary or permanent draining, dumping, damming, discharging, excavating, filling or grading; the erection, reconstruction, replacement or expansion of any buildings or structures; the driving of piles; the construction or improvement of roads and other ways; the changing of run -off characteristics; the intercepting or diverging of ground or surface water; the installation of storm drain systems (e.g., catch basins); the discharging of pollutants; the destruction of plant life; and any other changing of the physical characteristics of land including, but not limited to: on- and off-road utility corridors and substations. Types of work include but are not limited to the installation or maintenance of underground and overhead utilities, substations and other facilities. 1.4 Acronyms and Abbreviations The following acronyms and abbreviated are provided to clarify use of common terms throughout this document. All-terrain Vehicle ATV Best Management Practice BMP Certified Vernal Pool CVP Connecticut CT Connecticut Department of En ergy & Environmental Protection CT DEEP Connecticut Department of Transportation ConnDOT Connecticut General Statute Conn. Gen. Stat. Cross-Linked Polyethylene XLPE Eastern Box Turtle EBT Environmental Affairs Department EAD Eversource Energy Eversource General Permits GPs Geographic Information System GIS High-Pressure Fluid-Filled HPFF Horizontal Directional Drilling HDD Kilovolt kV Massachusetts MA Massachusetts Department of Agriculture MA DAR Massachusetts Department of Conservation and Recreation MA DCR Section 1 Introduction Eversource Best Management Practices Manual 1-5 Massachusetts Department of Environmental Protection MassDEP Massachusetts Endangered Species Act MESA Massachusetts Wetlands Protection Act MAWPA Massachusetts General Law M.G.L. Natural Diversity Database NDDB Natural Heritage and Endangered Species Program NHESP New England Cottontail NEC Off-Road Vehicle ORV Outstanding Resource Water ORW Pounds per Square Inch psi Pre-Construction Notification PCN Right of Way ROW Self-Verification SV Self-Verification Notification Form SVNF Species spp. Time of Year TOY United States U.S. United States Army Corps of Engineers ACOE United States Department of Agriculture USDA United States Geologic Survey USGS Utility Vehicle UTV Vegetation Management Plan VMP 1.5 BMP References The following table lists the public guidance documents utilized during the preparation of this BMP manual. Refer to these documents for additional information. BMP References General Best Management Practices (BMPs) Manual for Access Road Crossings of Wetlands and Waterbodies, EPRI, Palo Alto, CA (2002) 1005188. Gas Research Institute. Horizontal Directional Drilling Best Management Practices Manual (2002) ENSR Corporation, Westford, MA and Trenchless Engineering Corp., Houston, TX. Connecticut Connecticut Department of Transportation (ConnDOT). ConnDOT Drainage Manual (October 2000) http://www.ct.gov/dot/cwp/view.asp?a=1385&Q=260116 Section 1 Introduction Eversource Best Management Practices Manual 1-6 BMP References Connecticut Standard Specifications for Roads, Bridges and Incidental Construction, FORM 816 (2004) http://www.ct.gov/dot/cwp/view.asp?a=3609&q=430362 Connecticut Department of Energy & Environmental Protection. Connecticut Guidelines for Erosion and Sediment Control. (2002) http://www.ct.gov/deep/cwp/view.asp?a=2720&q=325660&deepNav_GID=1654%20 Connecticut Department of Energy & Environmental Protection, Bureau of Natural Resources, Division of Forestry. Best Management Practices for Water Quality While Harvesting Forest Products (2012) https://portal.ct.gov/- /media/DEEP/forestry/best_management_practices/BestPracticesManualpdf.pdf Regulations of Connecticut State Agencies (RCSA). Control of Particulate Matter and Visible Emissions. Section 22a-174-18. https://eregulations.ct.gov/eRegsPortal/Browse/RCSA/Title_22aSubtitle_22a - 174Section_22a-174-18/ Massachusetts Commonwealth of Massachusetts Department of Public Works Standard Specifications for Highways and Bridges (2020) https://www.mass.gov/doc/2020-standard-specifications-for-highways-and- bridges/download Massachusetts River and Stream Crossing Standards (Revised March 1, 2011) https://www.nae.usace.army.mil/Portals/74/docs/regulatory/StreamRiverContinuity/MA_RiverStrea mCrossingStandards.pdf Massachusetts Erosion and Sediment Control Guidelines for Urban and Suburban Areas. Original Print: March 1997. Reprint: May 2003. https://www.mass.gov/doc/complete- erosion-and-sedimentation-control-guidelines-a-guide-for-planners-designers-and/download The Massachusetts Unpaved Roads BMP Manual (Winter 2001) https://www.mass.gov/doc/unpaved-roads-bmp-manual/download The Massachusetts Anti-Idling Law. M.G.L. Chapter 90, Section 16A and 310 CMR 7.11. https://www.mass.gov/doc/massdep-faq-the-massachusetts-anti-idling-law/download SECTION 2 Eversource Best Management Practices Manual 2-1 Section 2 Project Planning After undergoing an initial screening review by the department conducting the proposed project, if sensitive environmental areas are identified, the project is required to go through a permit review by Eversource Environmental Licensing and Permitting. The permit review process is supported by Geographic Information Systems (GIS) or a similar program that references the most current spatial data for the project areas in question. Through the GIS review process various geo-processing tools are used to compose maps and provide a spatial reference to environmentally sensitive areas. In consultation with Eversource Environmental Licensing and Permitting, the Project Engineer, permitting specialist, or other project planner should determine regulatory jurisdiction and which (if any) environmental permits or approvals are required before starting any project. Questions regarding which activities may be conducted in regulated areas or within environmentally sensitive areas should be referred to Eversource Environmental Licensing and Permitting. Summaries of potentially applicable laws and regulations are provided in Appendices B and C of this document. Eversource employs a best practice mitigation hierarchy to 1) avoid environmental impacts wherever possible, followed by 2) minimization of environmental impacts where they cannot be avoided, and 3) mitigating and restoring any environmental impacts where necessary. 2.1 Regulated Areas 2.1.1 Types of Wetlands Wetland areas common to New England and common to both Connecticut and Massachusetts include, but are not limited to, the following: Forested Wetlands Forested wetlands are wetlands that ar e dominated by trees that are 20 feet or taller. These wetlands are typically drier with standing water typically occurring during periods of high precipitation, seasonally high groundwater, snowmelt, and runoff (e.g., early spring through mid-summer). Tree species typical of this type of wetland include red maple (Acer rubrum) and eastern hemlock (Tsuga canadensis). “Pit and mound” topography is common in forested wetlands, where mature trees grow on the higher and drier mounds and obligate wetland species are found in the lower pits. Scrub-Shrub Wetlands Scrub-shrub wetlands are dominated by woody vegetation less than 20 feet tall and may include peat bogs. Typical bog species include leatherleaf (Chamaedaphne calyculata), cotton grasses (Eriophorum sp.), cranberry (Vaccinium macrocarpon, V. oxycoccus), and black spruce (Picea mariana). Other non-bog scrub-shrub wetlands are characterized by buttonbush (Cephalanthus occidentalis), alders (Alnus spp.), dogwoods (Swida spp.), and arrowwoods (Viburnum spp.). Section 2 Project Planning Eversource Best Management Practices Manual 2-2 Marshes Marshes are dominated by erect, herbaceous vegetation and appear as grasslands or stands of reedy growth. These wetlands are commonly referred to by a host of terms, including marsh, wet meadow, or fen. These areas are flooded all or most of the year and, in New England, tend to be dominated by cattails (Typha spp.). Wet Meadows Typical wet meadow species include grasses such as bluejoint (Calamagrostis canadensis) and reed canary grass (Phalaris arundinacea), sedges (Carex spp.) and rushes (Juncus spp.), and various other forbs such as Joe-Pye-weeds (Eutrochium spp.) and asters (Aster spp.). Floodplains A floodplain is generally defined as an area of low-lying ground adjacent to a stream or river that is formed mainly of river sediments and is subject to inundation from floodwaters. State-specific regulatory definitions vary and are described as follows: • In Connecticut, areas that contain alluvial or floodplain soils are regulated as wetlands. These areas may flood so infrequently or be so freely drained that hydrophytic vegetation and hydric soils are not present. Soils in these areas must be examined carefully to determine whether well drained alluvial or floodplain soils are present. • In Massachusetts, a floodplain is a type of wetland resource area that floods following storms, prolonged rainfall, or snowmelt. There are three types of floodplain areas protected under the MAWPA: coastal areas, areas bordering rivers and streams, and isolated depressions that flood at least once a year. Streams A stream is any natural flowing body of water that empties to any ocean, lake, pond or other river. Perennial streams, or rivers, have flows throughout the year. Intermittent streams do not have surface flows throughout the year, though surface water may remain in isolated pockets. Vernal Pools Vernal pools are typically contained basin depressions lacking permanent aboveground outlets. These areas fill with water with the rising water table of fall and winter and/or with the meltwater and runoff of winter and spring snow and rain. The pools contain water for a few months in the spring and early summer. Due to periodic drying cycles, vernal pools do not support breeding fish populations and can thus serve as breeding grounds for a variety of organisms, including some rare and/or protected species of frogs and salamanders. 2.1.2 Rare Species Utility ROWs within Connecticut and Massachusetts overlap with, and in some circumstances create or enhance, habitat of rare/protected species of plants, vertebrate and invertebrate animals. Special requirements may need to be evaluated as part of new construction and/or some maintenance activities. Section 2 Project Planning Eversource Best Management Practices Manual 2-3 2.1.3 Historical/Cultural Other regulated factors taken into consideration during the project planning process include the presence of protected (i.e., threatened or endangered) specie s, non- native, invasive plant species and/or historical/cultural resources. Special requirements may need to be evaluated as part of new construction and/or some maintenance activities. 2.2 Meetings A pre-construction meeting is typically held prior to the commencement of all work with the purpose to appoint responsible parties, discuss timing of work, and further consider options to avoid and/or minimize disturbance to sensitive areas. The meeting confirms that there is consensus on work methods and responsibilities and ensure s that tasks will be fulfilled with as little disturbance to the environment as practicable. These meetings can occur on or off-site and should include all the applicable stakeholders (i.e., Eversource, contractors, consultants, inspectors and/or monitors, and regulatory agency personnel). A short and less formal briefing should suffice for smaller maintenance projects. 2.3 Site Staging and Parking During the project planning and permitting process, locations should be identified for designated crew parking areas, material storage, and staging areas. Where possible, these areas should be located outside of buffer zones, watershed protection areas, and other environmentally sensitive areas. Any proposed locations should be evaluated for all sensitive receptors and for new projects requiring permitting, should be incorporated onto permitting and access plans. 2.4 Construction Monitoring Construction projects require environmental monitoring, which can be conducted either internally or by consultants. Some permitted projects require oversight by designated and pre-approved compliance monitors. Environmental monitoring is a way to keep a chronological record of pre-construction site conditions, progress, and changes that are made, as well as to document issues and authorized solutions. If work will occur in a sensitive environmental area, permit conditions may dictate that construction be monitored by a qualified and pre-approved wetland or wildlife specialist. 2.5 Signage/Limit of Boundaries Where appropriate, wetland delineation flagging or signage shall be installed that makes clear where critical boundaries (i.e., the limits of jurisdictional wetland resource areas, rare species habitat, and/or historical/cultural resources) and setbacks occur. Appropriate signage shall also be installed to indicate regulatory authorization by agencies and to prohibit certain uses on ROWs, such as ORV traffic. Where appropriate, signage shall be installed along sediment and erosion control barriers at appropriate intervals, heights, and sizes to ensure that the presence and location of said barriers is clear to construction personnel d uring deep snow or other low visibility conditions. Inspection and maintenance of this signage shall be conducted on a regular basis to ensure effectiveness. Section 2 Project Planning Eversource Best Management Practices Manual 2-4 Examples of signage at wetlands SECTION 3 Eversource Best Management Practices Manual 3-1 Section 3 Construction Considerations This section addresses BMPs specific to construction of new access roads, repair of existing access roads, the installation of work pads, structure-related work, and soil stockpile management. Information regarding recommended erosion and sedimentation controls or stormwater controls is also discussed. Please refer to Appendix A for typical details and representative photographs of BMPs used for erosion and sedimentation control and water diversion during construction. During all project activities (e.g., maintenance, new construction), federal, state, and local regulatory authorities require steps be taken to avoid, minimize, and/or mitigate disturbance to the environment. Sensitive environmental areas should be avoided whenever practicable. However, some projects may require entrance into these areas in order to perform work. This section discusses measures that should be taken to minimize disturbance to if work must occur within sensitive environmental areas. BMPs were developed to aid in this process and should be carefully selected and implemented based on the proposed activities and the nature of sensitive area(s) encountered at each site. Proper selection of BMPs should take into consideration the project goals, permit requirements, and site-specific information. Once an assessment of the area is made and requirements of the project are established, all BMPs should be considered and implemented as appropriate. 3.1 Avoidance and Minimization Avoidance and minimization should always be considered before beginning any construction or maintenance project. Eversource and their contractors should utilize appropriate measures to avoid construction impacts to sensitive environmental areas including, but not limited to: wetlands, waterways, rare species habitats, known below and above ground historical/archeological resources, and other environmentally sensitive areas. Use existing ROW access whenever practicable. Keep to approved routes and roads and do not widen or deviate from them. Consult with the Eversource Environmental Licensing and Permitting Group, when avoidance is not practicable, to determine measures to minimize the extent of construction impacts. Alternate access routes and/or staging areas that will minimize construction impacts to the natural environment may be considered. 3.2 Rare Species Habitat Eversource Environmental Licensing and Permitting coordinates with state and local agencies when work is within areas designated as rare and/or sensitive species habitat. In order to protect these resources in Connecticut, the following must be reviewed: • Natural Diversity Database (NDDB) area mapping. • Critical Habitat mapping. • Eversource’s New England Cottontail (NEC) BMP map. • Prior NDDB Determinations. Section 3 Construction Considerations Eversource Best Management Practices Manual 3-2 The NDDB mapping is updated approximately every six months and is posted on the State’s GIS data download webpage. The Critical Habitat mapp ing is less frequently updated and also on the State’s GIS data download page. Eversource’s NEC BMP map and mapping which depicts prior NDDB Determinations shall be provided through Eversource Environmental Licensing and Permitting. In Massachusetts, Eversource has an annual Operations and Management Plan (OMP) which is updated and renewed at the start of each calendar year with the Natural Heritage Endangered Species Program (NHESP) which designates Priority Habitat (PH) in the State. All work in PH requires review of and compliance with the OMP which may include consultation with NHESP. The OMP establishes guidelines for work within known rare species habitat based on the type of species presence. These guidelines may include time of year (TOY) restrictions or similar measures to avoid impacts to rare species. Regardless of the State in which construction is taking place, the following shall be employed in all mapped, State-listed species and designated Critical Habitat areas: • Make every effort to avoid impacts to known populations of State-listed plants and other stationary resources. • Limit permanent impact through the use of temporary construction matting as opposed to gravel for access road and work pad construction. • If State-listed resources cannot be avoided, mitigation planning shall be discussed with Environmental Licensing and Permitting. • Consider time-of-year (TOY) restrictions to avoid impact to sensitive resources during critical life stages including but not limited to nesting season for ground and shrub nesting birds, pup rearing season for bats (if tree removal is necessary), flowering and seeding times for State-listed plants. Certain species, including the timber rattlesnake (Crotalus horridus), are one of the few venomous species in New England which can be a threat to worker safety. Protection measures provided by the respective State agency shall be followed and may require snake sweeps by a qualified herpetologist, contractor education, and field demarcation of hibernacula/known rattlesnake dens. 3.3 Hiking Trails The following practices shall be implemented in the event project areas intersect or overlap with recreational hiking trails. • Avoid using hiking trails as access roads or access routes for vehicles and equipment. • If a hiking trail must be used for vehicle or equipment access coordination with Eversource Vegetation Management Compliance or Oversight staff and/or Eversource Environmental Licensing and Permitting staff is required prior to use. • Utilize existing access roads to cross hiking trails to the maximum extent practicable. • If no existing access roads exist and a hiking trail must be crossed, minimize trail crossings by designating one location for use by equipment. • Signs, barriers, spotters or other means to alert the public to the work shall be Section 3 Construction Considerations Eversource Best Management Practices Manual 3-3 implemented. • Stockpiling logs and other cut material within 25 feet of hiking trails is not allowed unless approved by Eversource Vegetation Management Compliance or Oversight staff. • Spreading wood chips on hiking trails is not allowed unless approved by Eversource Vegetation Management Compliance or Oversight staff. • At the end of each workday all cut material must be removed from hiking trails. • As soon as possible after work is complete disturbed portions of hiking trails shall be returned as close to pre-construction condition as possible. This may include hand raking, hand cutting of stumps and/or hand removal of cut vegetation. • If any trees that are marked for trail navigation must be cut, the property manager or trail maintainer must be notified. • Posts or other markers that are used for trail navigation shall be protected at all times. Replacement in kind shall be completed by the contractor if disturbed or damaged during completion of the work. 3.4 Work on State-owned land in Connecticut For all work on State of Connecticut-owned land as depicted on the “DEEP Property” data layer available through the State’s GIS data download page, matting shall be employed to the greatest extent possible. Gravel access roads and work pads shall only be installed when terrain prohibits the installation of matting. All work must be coordinated through Eversource Environmental Licensing and Permitting for acquisition of necessary authorization prior to the start of construction on State-owned properties. 3.5 Historic/Cultural Resources Historic and cultural resources are diverse and include, but are not limited to, archaeological sites, historic structures, historic districts, stone walls, and ceremonial stone landscapes. Construction activities near or within significant resources are subject to restrictions outlined in any site or project-specific avoidance/protection plans. The locations of archaeological sites and other sensitive resource s such as ceremonial stone landscapes and burials are considered confidential and may only be disclosed on a need - to-know basis. 3.5.1 Stone Walls Stone walls can be considered significant resources for a number of reasons including unique construction methods, their function as a property boundary, their association with other historic resources such as archaeological sites or farmsteads, and/or their importance to the underlying landowner(s). Non-impact methods of managing work and access near stone walls should always be prioritized and removal, dismantlem ent, or other alterations to stone walls should be avoided, when possible. Non -impact methods of managing work near stone walls include: • Avoiding the stone wall altogether - This may involve re-routing an access road or selecting a new access point. Care should be taken not to incur additional impacts to other sensitive environmental areas (e.g., wetlands or rare species habitat). • Traversing the wall through an existing breach - In this scenario, the breach is Section 3 Construction Considerations Eversource Best Management Practices Manual 3-4 used as-is and the breach is not widened or expanded in any way. • Traversing the wall using timber matting to temporarily bridge over the wall (e.g., “air bridge”) - Although the construction of individual air bridges will vary depending on the surrounding topography, the height of the wall, and the individual operator, the timber mats should not touch the stone wall on any side, and a sufficient air gap between the top of the stone wall and the timber matting directly above should be left to ensure the stone wall is not damaged during the passage of heavy machinery. Before and after photographs of the portion of the stone wall to be crossed should be taken and provided to Eversource Environmental Licensing and Permitting. • Elevating work pads near stone walls using timber matting - If work pads cannot be reduced in size to avoid stone walls, timber matting may be used to elevate the work pad, or portions thereof, above the stone wall to avoid impacts. None of the timber mats should be in contact with the stone wall and before and after photographs of the stone wall should be taken. If implementation of the four non-impact measures noted above is not feasible and either temporary or permanent alterations to a stone wall are necessary, Eversource Environmental Licensing and Permitting must be contacted prior to any alterations occurring to secure the appropriate permissions. These permissions may take several weeks to secure and may require input from the cultural resources consultant or Eversource Real Estate and/or Legal Departments. Prior to alteration, proper documentation of the wall should be obtained and provided to Eversource Environmental Licensing and Permitting. At a minimum, this effort should include recording the following: • Wall dimensions (total length, width, average height) • Any existing breaches • Wall location and general orientation on project maps Photographs (including a scale, if possible) should also be taken of the entire wall clearly showing all sides, with increased attention on any areas of the wall that will be modified (e.g., expanded breaches) or will need to be rebuilt. The removal of dense vegetation along the stone wall prior to photography is highly recommended. Once permissions to alter a stone wall and appropriate documentation ha ve been secured, the following BMPs should be followed during alteration and rebuilding: • While it is preferred that alterations be conducted by hand following traditional dry stone construction methods, construction machinery may be used when appropriate to the level of effort required and taking care not to unreasonably scratch or mar the stones or to begin excavating into soils underneath the wall. • Any removed stones should be stockpiled nearby, outside any identified sensitive environmental areas such as wetlands or rare species habitat. • When rebuilding, the wall should be reconstructed in the same location as the original and should match the original wall as closely as possible; if present, it is preferred that weathered/moss-covered surfaces are exposed. • When alterations/rebuilding is complete, additional photographs from all sides should be taken and provided to Eversource Environmental Licensing and Section 3 Construction Considerations Eversource Best Management Practices Manual 3-5 Permitting. 3.5.2 Unanticipated Discoveries During construction activities, most notably ground disturbing activities such as excavation, trenching, or grading, it is possible to discover previously unknown archaeological resources. Any specific procedures outlined in project-specific documents such as Post-Review Discoveries or Unanticipated Discoveries Plans should be followed. If such documents do not exist and a contractor encounters an unanticipated discovery, the contractor shall immediately notify the Eversource Construction Representative/Supervisor, secure the site, and not restart work in the area of the discovery until after the Eversource Senior Cultural Resources Program Administrator has granted clearance. 3.6 Human Remains In the event human remains are encountered, the contractor must immediately stop work and notify the Eversource Construction Representative/Supervisor, secure the site, and ensure that the remains are treated with the utmost dignity and respect. The remains should be covered and left undisturbed along with any associated artifacts. No photography of the remains is allowed and work will not resume in the area of the discovery until after the Eversource Senior Cultural Resources Program Administrator has granted clearance. In addition to these preliminary guidelines, all relevant state laws and guidelines, including, but not limited to, the Massachusetts Unmarked Burial Law (M.G.L. Chapter 38, Section 6) and the Connecticut Human Burials Law (Conn. Gen. State. Sec 10-388) must be adhered to. 3.7 Vernal Pools Construction within and across wetlands and in proximity to vernal pools should be limited to the extent practicable to avoid working in the periods between April 1 st and June 1st. This will allow for obligate vernal pool species to emigrate to the breeding areas, deposit egg masses, and allow for hatching and development of juveniles. Silt fence should be installed at the limits of the construction to prevent individual reptiles and amphibians from entering the workspace, but in a manner that does not impede movement to and from pools from adjacent forested uplands. Consider installing syncopated silt fencing. Protection Measures When performing construction activities in proximity to vernal pools, a number of protection measures should be implemented. Vegetation Removal • Maintain existing scrub-shrub vegetation (consistent with ROW vegetation management requirements) within 25 feet of vernal pools, except in areas where access roads and work pads must be installed. • Minimize removal of low growing (scrub-shrub) vegetation surrounding vernal pools by utilizing construction matting where access is needed. If vegetation must be cut adjacent to vernal pools, the cut vegetation (slash) should be left in place to serve as recruitment for leaf litter and coarse woody debris. Section 3 Construction Considerations Eversource Best Management Practices Manual 3-6 Erosion and Sedimentation Control • Where the potential for sediment intrusion and runoff into a vernal pool exists, sedimentation and erosion controls shall be installed. • Promptly remove erosion and sedimentation control devices upon final revegetation and stabilization of the ROW. Access Roads • Use construction mats, corduroy roads, or clean materials (i.e., clean riprap, gravel, stone or equivalent and rock fords) in locations where existing on -ROW access roads must be improved and are adjacent to vernal pools. • Man-made depressions along existing on-ROW access roads provide low-quality vernal pool breeding habitat (due to an insufficient hydroperiod). Access roads must be graded and/or improved to accommodate project construction vehicles which may eliminate these depressions and the associated potential for amphibian breeding habitat. Perform improvements to on-ROW access roads outside of the breeding and migration seasons of vernal pool species to avoid direct impacts to amphibians that may breed in the man-made depressions along existing on-ROW access roads. Scheduling and Site-Specific Considerations • To the extent practicable (and in consideration of circuit outages and other construction timing constraints), schedule access road and work pad installation in and around vernal pool habitats to minimize interference with amphibian breeding and migration seasons. • For project activities that must occur adjacent to vernal pools during amphibian migration periods, implement measures on a site-specific basis to facilitate unencumbered amphibian access to and from vernal pools. Consider the site- specific conditions including the type of construction activity that will occur in proximity to a vernal pool, the amphibian species known to occur in the vernal pool, and seasonal conditions. Identify appropriate mitigation measures. Options to be evaluated to allow amphibian access to vernal pools may include, but not be limited to: syncopated silt fencing in the immediate vicinity of vernal pools; elevated construction matting; and aligning erosion and sedimentation controls to avoid bifurcating vernal pool habitat. 3.7.1 Certified Vernal Pools (MA) Encroachment upon Certified Vernal Pools (CVP) in Massachusetts should be avoided to the maximum extent practicable. CVPs are considered Outstanding Resource Waters (ORWs) in Massachusetts and are regulated under the 401 Water Quality Certification program. Consult with Eversource Environmental Licensing and Permitting. 3.8 Access Roads Existing construction access roads are unpaved roadways that work crews use to access a site within a ROW. These access roads were generally either permitted previously or Section 3 Construction Considerations Eversource Best Management Practices Manual 3-7 constructed prior to the promulgation of regulations and are previously authorized under past general permits. 3.8.1 New Access Roads New access roads are generally associated with new or large -scale projects that have separate permitting requirements. Construction of new access roads will be based on plans that are reviewed and approved by applicable federal, state, and local agencies. If a new access road is needed and not associated with a large project, notify Eversource Environmental Licensing and Permitting to make a decision on best access routes and identification of the necessary permits and approvals required to construct the new road. Permit requirements must be followed. 3.8.2 Existing Access Roads The travel surface width of access roads in upland areas is not to exceed 16 feet. This does not include side slopes. Maintenance of existing access roads includes mowing of vegetation, grading, placement/replacement of stone, and the installation/maintenance of erosion control features (e.g., water bars, swales, sedimentation basins). When access roads are in wetlands, measures should be taken to avoid disturbance to wetlands, waterways, and other sensitive environmental areas. If avoidance is not practicable, then measures should be taken to minimize the extent of disturbance. Alternate access routes should always be considered. Below is a list of methods that should be considered where disturbance is necessary: • Minimize the width of typical access roads through wetlands. If an existing access road is evident in the wetland based on the presence of previously imported road- building materials (e.g., crushed stone), the existing width of the access road must be maintained. If unable to ascertain the original width of the access, then do not make the road wider than 16 feet (including side slopes). • To the extent practicable, use low-impact vehicles and/or vehicles with low ground pressure when driving through wetlands. • Coordinate the timing of work to minimize impacts during the regulatory low-flow period under normal conditions, when water/ground is frozen, after the spring songbird nesting season, and outside of the anticipated amphibian migration window (mid- February to mid-June). The ACOE defines the low-flow periods for streams as follows: o Connecticut streams—July 1 through September 30 o Massachusetts non-tidal streams—July 1 through February 28 o Massachusetts tidal streams—November 16 to February 15 • Use construction mats in wetlands to minimize soil disturbance and rutting when work needs to occur during non-frozen ground conditions. • If practicable, conduct work manually if warranted (decision to be made by the Eversource Project Team). Existing access roads are characterized by a clear dominance of imported fill material to a depth of at least three inches. When determining the presence and extent of an existing access road, soil probes shall be advanced as necessary to establish the boundary between fill and native soil. In some cases, hydrophytic vegetation may have become established or ponding may occur within the limits of imported fill. In these cases, the clear and Section 3 Construction Considerations Eversource Best Management Practices Manual 3-8 consistent presence of fill along a distinguished route is considered a previously authorized fill. Where the existing access road is not evident, Eversource Environmental Licensing and Permitting must be consulted to make a determination whether stone can be placed in the wetland. If stone is not evident, through soil cores, hand digging or other methods, construction mats must be used. If permanent access is warranted through the wetland, the new access road will need to have a permitting review and will likely require permits. The access road in the wetland should not exceed 16 feet in width (unless there is evidence that the road was originally wider than 16 feet). Over time, existing access roads require maintenance and repair. Travel by construction equipment and general traffic to reach a particular porti on of the ROW must be via the designated access road and route. Changes in the location of the access road or the use of alternate roads must be reviewed and approved by the Eversource Project Team prior to their construction or use. Access road routes were selected to prevent degradation of the utility corridor, and must be constructed, used, and maintained in accordance with this BMP Manual, as well as federal, state, and local requirements, and other project plans. In some situations, it may be necessary to construct redundant access roads, this practice should be avoided to the extent practicable. Some appropriate reasons for suggesting alternate routes are: • Poor site conditions along preferred route because of weather or season. • Property rights constraints, or property owner’s preference. • Equipment requirements. • Unanticipated off-site access limitations along existing roads. Unanticipated access opportunities (e.g., ice, snow, other developments) which may avoid environmental disturbance and/or reduce cost. General Design: New and Existing Access Roads Construction access roads that require new grading and/or filling or are to be heavily used require the creation of a stable, load-bearing surface resistant to erosion. If the existing soil and subsoil are not well drained, it may be necessary to import an aggregate road base (i.e., gravel borrow) such as that meeting the requirements of aggregate found in the: • Commonwealth of Massachusetts Department of Public Works Standard Specifications for Highways and Bridges, Section 400 • Connecticut Standard Specifications for Roads, Bridges and Incidental Construction, Section M1.02 When the construction access road follows the same route as the permanent design road, establishing the grades and subgrade for the permanent roadway early in the construction sequence is recommended. The travel surface of construction access roads shall typically not exceed 16 feet in width except for passing points, where necessary. Subgrading shall not extend beyond the space required for the finished road and normal side slopes. Where practicable, construction access roads should conform to the contours of the land, Section 3 Construction Considerations Eversource Best Management Practices Manual 3-9 avoiding grades steeper than 10 percent and creating side slopes no steeper than a ratio of 2:1. If the side slopes are steeper than 2:1, then use of engineered slope stabilization methods may be necessary. Consider the volume and type of construction traffic as well as the extent that natural ground must be altered to accommodate the traffic. If no grading is required and traffic is sporadic (i.e., access roads used to maintain utility lines) the measures used may be limited to water bars, or some top dressing with gravel or stone in areas where the vegetation over soft soil is destroyed by traffic. During wet weather, these roadways can generate significant quantities of sediment if not constructed with adequate stormwater management and erosion control measures. During active construction or maintenance activities, inspection of the construction access road and associated erosion and sedimentation measures should be conducted by the person(s) designated at the pre-construction meeting, should occur regularly while the activity is occurring, and repairs to controls should be made in a timely matter. Repairs may include re-grading and/or top dressing the traveled surface with additional aggregate to eliminate ruts, as well as those repairs required by each erosion and sedimentation measure used. When the roadway is no longer needed on a regular basis, the access road should be reviewed to ensure that the road is left in a condition that prevents future erosion and sedimentation (e.g., installation of water bars, gravel). In some cases, permit conditions may require that the access road be removed and that the disturbed area be restored (e.g., seeded and mulched) in accordance with applicable permits as required to match the pre-construction conditions. Erosion and Sedimentation Controls Construction personnel are reminded to control erosion and flow conditions during access road construction or maintenance activities by utilizing the following erosion and sedimentation measures which are described and illustrated further in Appendix A: • Outlet protection, a level spreader, a trench breaker, a sediment trap or basin, or a stone check dam may be used to de-energize concentrated flows from diversions and in temporary channels. • Geotextile silt fencing, compost filter berms, straw wattles and straw bale barriers may be utilized to provide protection at the toe of fill slopes and discharges from water bars. • Side slopes can be protected by installing erosion control blankets and seeding the area with a fast-growing native or annual grass mix. • Dust control should be employed when construction access road conditions create airborne dust. • Geotextile fabric shall be used beneath all new fill and construction entrances, where needed. **The use of hay and/or hay products is strictly prohibited.** **The use of nylon and/or plastic netting is strictly prohibited.** 3.8.3 Best Management Practices – New Access Roads The following are BMPs that are applicable to new access roads in uplands and are described at the following tabs: Construction Entrance Track Pad (see Figure A01 in Appendix A) Section 3 Construction Considerations Eversource Best Management Practices Manual 3-10 Stormwater Management BMPs (includes Water Bars [Figure A02], Drainage Swales [Figure A03], and Sedimentation Basins [Figures A38-A41] in Appendix A) Construction Entrance Track Pad Applications: Erosion and sedimentation control, roadway protection Limitations: • Maintenance is required if the pad becomes clogged with soil. • Muddy conditions may warrant the use of a tire wash station. Overview: Where access roads or construction areas connect to paved roads, a stone track pad must be installed at the construction entrance to prevent construction machinery from tracking soil onto paved roadways. Materials appropriate to construction site soil conditions should be employed and/or replenished, as necessary. Installation: • Use 3- to 6-inch washed stone to install stone tracking pad s at a minimum length of 50 feet and a minimum depth of 12 inches. • On sites with clayey soils, underlay stone tracking pads with a geotextile liner to prevent the stone from sinking into the soil. Maintenance: • Periodically inspect the stone in the entrance track pad. If the pad becomes clogged with soil, remove and refresh and/or clean stone. Additional Comments: If muddy conditions warrant the use of a tire wash station, procedures should be established to ensure soils are not tracked off site. Where appropriate and when safety and environmental conditions are considered, vehicle tires or tracks may be spun quickly (“burn out”) on the track pad to further facilitate the removal of soil. Section 3 Construction Considerations Eversource Best Management Practices Manual 3-11 Water Bar Applications: Erosion and sedimentation control Limitations: • Should never be used to direct a watercourse into another waterbody or to divert unfiltered runoff to a wetland. • Can impede vehicular movement. • Damage from vehicle traffic and stormwater flow may require water bars to be reinstalled/reworked at the beginning and end of each construction season. Overview: Water bars are linear features built diagonally across access roads or ROWs to redirect stormwater runoff away from the road surface at non-erosive intervals. In general, they consist of a trench dug at least 6 inches below grade followed by an earthen mound at least 6 inches above grade. Use water bars to prevent erosion on sloping roadways less than 100 feet wide. Water bars must be designed to be stable througho ut their useful life and meet the criteria in the table below. The maximum capacity should be the peak runoff from a 10-year storm. Installation: • Set water bar direction to utilize stable outlets and do not allow upslope water bar runoff to converge with down slope water bars. Water bars should be directed into well vegetated upland areas, sediment basins, or other erosion and sedimentation controls (e.g., straw bales, silt fence) as needed. • Construct the bar immediately after vegetation has been clear ed on constant or slightly increasing grades, not exceeding 2%. Avoid reverse grades. • Mark the location and width of the ridge and disk the entire length. • Fill ridge to above the design height and compact with wheeled equipment to the design cross section. • Construct sediment traps or outlet stabilization measures, as needed. • After the area has been permanently stabilized, remove the ridge and channel to blend with the natural ground level. • Seed and mulch diversions that are intended for use for more than 30 days. Minimum Cross Section Top Width (ft) Height (ft) Side Slopes 0 1.5 4:1 4 1.5 2:1 Section 3 Construction Considerations Eversource Best Management Practices Manual 3-12 Maximum Recommended Spacing1 Land Slope (%) Diversion Spacing (ft) < 5 125 5 to 10 100 10 to 20 75 20 to 30 50 > 35 25 1 Recommendations for ROW widths less than 100 feet as per the Massachusetts Erosion and Sediment Control Guidelines for Urban and Suburban Areas (MassDEP, March 1997). Maintenance: • Inspect each week and after rain events of 0.25 inches (MA) or 0.50 inches (CT) or greater, or more frequently per permit conditions or Eversource Environmental Licensing and Permitting. Repair damage caused by construction traffic or erosion. • Remove accumulated sediment and debris from the trench and stabilize outlets. • If necessary, repair ridge to a positive grade and cross section, and add gravel at crossing areas. • Use routine inspections to determine if the original spacing is adequate or if additional water bars need to be constructed. Drainage Swales Applications: Convey stormwater away from work area and/or improve water quality and reduce peak runoff. Limitations: • Vegetated swales need to have adequately established vegetation before flow is diverted to them. • Need to have adequate bottom stabilization to prevent scouring. Overview: Drainage swales usually consist of a ditch that is either vegetated or lined with riprap, erosion control blankets, or other materials. They are natural or constructed waterways/outlets that intercept, redirect, and convey storm water away from the work area to a stable location and are used in areas where concentrated runoff would otherwise cause erosion/flooding. Swales can be used to reduce erosion in uplands and/or prior to discharge of stormwater flows to natural receiving wa ters (e.g., wetlands or streams). They also help to reduce surface flow velocity and turbidity. Grass Lined Channels (Stabilized with vegetation) • Use where vegetative lining will provide sufficient stability, slopes are less than 5%, and space is available for a wide cross section. Installation: • Remove trees, brush, and stumps. Section 3 Construction Considerations Eversource Best Management Practices Manual 3-13 • Excavate and shape channel to dimensions on plans. Overcut 0.2 ft for vegetative growth. • Install temporary liner or riprap at inflows and stabilize outlets. • Vegetate immediately after construction and divert water until grass establishes. Install matting if flow cannot be diverted. • Install sod rather than seeding where slopes approach 5%. • Spread topsoil to a minimum of 4 inches where soil conditions are unfavorable. Seeded channels should be mulched. Vegetated Swales (Stabilized with dense vegetation) • Use for water quality improvement and peak runoff reduction. Applicable for small drainage areas with relatively small amount of impervious cover. The grassed waterway is used to convey runoff at a non-erosive velocity. Dense vegetation can be established and a stable outlet constructed. Installation: • General design parameters are as follows: minimum capacity 10-year, 24-hour storm; design slopes to prevent erosion during the 2-year storm event; maximum side slopes 3:1; bottom width 2 to 8 feet. • Vegetate with a native erosion control seed mix for use at moist sites and divert flow until established. Riprap Lined Channels (Contains lining of riprap or stone) • Use on sites where channel flow velocities exceed those acceptable for grass lined swales. Applicable where vegetative establishment is not possible or there are steep grades, wetness, highly erodible soils, seepage or prolonged base flow. Installation: • Remove trees, brush, and vegetation from channel area. • Stabilize inlets and install outlet protection. • Construct channel and install filter and lining as shown on plan. • Use the maximum stone size for riprap plus thickness of filter. Maintenance: • Swales need to be routinely maintained to prevent brush/sediment buildup. Inspect swale regularly and after every rain event (0.25 inches (MA) or 0.50 inches (CT), or greater). Repair and/or re-seed rill or gully erosion. Remove accumulated sediments and brush before it reaches a depth of 6 inches. Additional Comments: • Depth and spacing of swales should be dependent on runoff conditions of the specific site. • If required, install check dams constructed of riprap or other materials to slow flows along certain reaches of a swale. Section 3 Construction Considerations Eversource Best Management Practices Manual 3-14 • Remove temporary swales once construction is complete or areas are stabilized. If leaving swales in place will provide long -term benefits and be compatible with the ultimate use of the site, then they may remain in place. Sedimentation Basins Applications: Erosion and sedimentation control Limitations: • Traps and basins need to be adequately sized based on expected rain events and the contributing drainage area. Overview: Sediment traps and basins are used to filter and settle out suspended solids in stormwater runoff before water is released into a wetland or other unprotected and/or sensitive environmental area. A sediment trap is a temporary measure installed during construction to detain runoff, while a basin is a more permanent measure. Basins are also used where other erosion control measures are not adequate to prevent off-site sedimentation. Sediment traps and basins should have three components: a forebay, a check dam, and a basin. Debris and some sediments begin to settle out of the water in the forebay. The stone or straw bale check dam filters more suspended solids as water flows through. The actual basin is a low-velocity pool where suspended solids settle out of the water column before the water is released at the outlet. Based on the size of the project area, a qualified engineer may be required to calculate the appropriate size of the basin. State-specific guidance for basin sizing can be found in the following locations: • Massachusetts Erosion and Sediment Control Guidelines for Urban and Suburban Areas (Page 140); http://www.mass.gov/eea/docs/dep/water/esfull.pdf • 2002 Connecticut Guidelines for Soil Erosi on and Sediment Control (Section 5-11- 1); http://www.ct.gov/dep/cwp/view.asp?A=2720&Q=325660 . Installation: Drainage area of 5 acres or less: • Install to direct stormwater runoff to the sedimentation trap or basin. Form basin by excavating a depression similar to a small pond or by placing an earthen embankment across an existing drainage swale or naturally low area. • The ratio between the basin length and width should be greater than 3:1 (L:W). A ratio of 9:1 is recommended. • Clear, grub, and strip all vegetation and root material from area of embankment and place embankment fill in lifts (<9”/lift, max). Compact fill and construct side slopes 2:1 or flatter. Excavate rectangular outlet section from compacted embankment. • Filter fabric may be installed on bottom and sides of basin and covered by riprap. • Extend outlet apron/spillway below toe of dam on level grade until stable conditions are reached (5 feet minimum). Cover inside face of s tone outlet section with a 1- Section 3 Construction Considerations Eversource Best Management Practices Manual 3-15 foot layer of ½- to ¼-inch washed stone. • Use permanent or temporary seeding to vegetate embankments, spillways, and disturbed areas downgradient of the basin. Drainage area of 10 acres or less: • Locate the basin in an easily accessible upland area, not a wetland area. • Install the basin so that it intercepts the largest possible amount of runoff from the disturbed area. • Divert sediment-laden water to the upper end of the sediment pool to improve trapping effectiveness. • Basin should have a minimum volume based on ½-inch of storage for each acre of drainage area. • Size basin to provide a minimum detention of 12 to 24 hours at the maximum runoff quantity expected for the duration of the basin’s use. Maintenance: • Monitor the amount of sedimentation in the trap/basin. Install a stake with a marking at half the design depth. Remove sediment when it reaches this mark. • Inspect after every rain event. • Clean or replace the spillway gravel and re-seed/plant vegetation, as needed. • Monitor embankment, spillway, and outlet for erosion. Repair erosion problems immediately. Additional Comments: Construction of sediment traps and/or basins should occur before primary construction on a project begins. They are often a critical stormwater management component for larger construction sites and/or those with poorly drained upland soils. If compatible with the post-construction site use, it may be appropriate to leave sediment basins in place indefinitely. 3.8.4 Construction in Wetlands Access roads that are constructed in or across wetlands require the following considerations in addition to the considerations for access roads in uplands: • Construction of new access roads in wetlands, whether temporary or permanent, that do not utilize construction mats (e.g., earthen and/or rock fill roads, corduroy roads) requires considerable project specific permitting and design. These types of projects should comply with project specific permits and plans, while only using this BMP manual as a general reference source. Permits often also require wetlands replication when permanent new access roads are constructed in wetlands. • Avoid putting the construction access road in a wetland whenever practicable. Explore all feasible and prudent alternatives before determining that a wetland crossing is necessary. When avoidance is not practicable, consider crossings that will result in the least amount of disturbance. This may involve locating the construction access road so that it crosses the wetland at its narrowest width or uses areas previously disturbed for access or other purposes. Section 3 Construction Considerations Eversource Best Management Practices Manual 3-16 • Minimize the width of the temporary construction access road through the wetlands (generally no wider than 16 feet when using construction mats). It is preferable to have a passing point created before and after the wetland crossing, but internal passing points may be needed if the crossing is long or critical sight line restrictions exist. • Construct access roads so that wildlife is able to pass under or go through the road. In areas where the road is only one construction mat thick, allow for passageways or “gaps” between construction mats. In locations where the access road is greater than one mat thick, install elevated construction mat road crossings or ”bridges .” Gaps and/or bridges are to be placed along the access road at intervals no less than 50 feet. • Consider the soil conditions. Expect deep organic wetland soils to require geotextiles, construction mats, or other materials during use to keep imported road materials separated from wetland soils. In shallow organic or saturated soils, thick plywood sheets or AlturnaMATS® may be sufficient to support a stable travel surface for small, lightweight vehicles. In addition, in areas which are inundated or have deep organic wetland soils, it may be necessary to use more than one layer of construction mats. • Prevent obstructions to surface and subsurface flow across and through the construction access road. Provide adequate drainage. This may require the use of crushed stone, a layer of log corduroy, construction mat bridges, or multiple cross culverts, particularly if the wetland does not contain a well -defined watercourse channel and/or the wetland crossing is long. If the wetland soils are susceptible to seasonal high groundwater tables or flooding, then give additional consideration for maintaining flows across and/or over the construction access road without causing erosion or siltation during such times. • Plan in advance how the construction access road will be removed and the wetland restored. A road stabilization geotextile can facilitate the segregation of imported soils and crushed stone and/or log corduroy from the native wetland soils and make wetland restoration easier. However, after the end of an extensive project and a highly traveled crossing, stone removal from the wetland surface will still usually have to occur, even when placed in conjunction with geotextile. In some cases, access roads may not need to be constructed in a wetland to gain acce ss into or through a wetland if the work can be designed such that disturbances to the wetland are avoided or negligible. Options to be considered are presented below. Equipment Selection and Usage: • Low ground pressure equipment - Using equipment that reduces the pressure it exerts on the ground can minimize disturbance to sensitive areas. Employing the use of equipment with wide tires, rubberized tracks, and low ground pressure (<3 psi when loaded) can help minimize soil compaction. • Wide tires - Increasing the width of tires will increase traveling surface area and therefore reduce the amount of ground compaction that the equipment will cause. Ultimately, this will reduce rutting, and allow for easier maneuvering of the vehicle. However, wide tires may be costly and will require a wider travel area. • Rubberized tracks - Equipment with rubberized tracks spreads the weight of the vehicle over a much larger surface, reducing ground pressure and enabling the vehicle to move more freely through wet substrates. Each track can be between Section 3 Construction Considerations Eversource Best Management Practices Manual 3-17 1.5 and 3 feet wide, length depending on the width of the vehicle. This can greatly reduce rutting and allow the vehicle to move with less difficulty through wet substrates. • Lightweight equipment - Disturbance in a wetland area can be lessened by reducing the size of equipment (e.g., ORVs, Gator™) used in sensitive environmental areas. This reduces the amount of pressure to the travel surface as well as the necessary width of access ways. Timing of Work: • Work during frozen conditions. Activities conducted once wetland areas are frozen can minimize rutting and other disturbance to the surrounding environment. Work during this time also generally reduces disturbance of aquatic and terrestrial wildlife movement by avoiding sensitive breeding and nesting seasons. • Work during the “low flow” period. Conducting work during the low flow period can reduce disturbance to surface water and generally avoids spawning and breeding seasons of aquatic organisms. The ACOE defines the low-flow periods for streams as follows: o Connecticut streams—July 1 through September 30 o Massachusetts non-tidal streams— July 1 through September 30 o Massachusetts tidal streams—November 16 through February 15 Alternate Access: • Manual access – Consider accessing work areas on foot through terrestrial areas and/or by boat through open water or ponded areas. Smaller projects (e.g., repairs to individual structures or parts of structures) do not categorically require the use of heavy machinery and should be accessed manually to the extent practicable. • Limit trips – Multiple trips through a wetland have shown to increase the potential for damage and requirement for matting. Try to limit trip to one in and one out. Use of overhead/aerial access (e.g., helicopters): • Using overhead or aerial equipment can be expensive a nd is not always feasible, but it may be appropriate in some situations to get vehicles and other equipment to a site that may be otherwise very difficult to access. The use of overhead and/or aerial equipment may be beneficial for work in areas where larg e water bodies, deep crevices, or mountainous areas hinder ground access. Erosion and Sedimentation Controls: Construction personnel are reminded to control erosion and flow conditions during new access road construction by utilizing the following erosion and sedimentation measures which are described and illustrated further in Appendix A: • Straw wattles [Figure A26 in Appendix A], geotextile silt fencing [Figure A22 in Appendix A], and straw bale barriers [Figure A21 in Appendix A] may be installed at the edges of earthen roads or construction mat roads to prevent erosion of soil into wetlands from the road fill or tracked soil on construction mats. • In areas where silt fencing is required for more than one activity season, syncopated silt fencing [Figure A23 in Appendix A] may be installed to permit animal crossings. Section 3 Construction Considerations Eversource Best Management Practices Manual 3-18 • Side slopes of earthen roads can be protected by installing erosion control blankets [Figure A25 in Appendix A] and seeding [Figure A32 in Appendix A] the area with a fast-growing native or annual grass mix. • Dust control should be employed as necessary when construction access road conditions create airborne dust when necessary. Refer to Section 3.16 of this BMP Manual. Best Management Practices – Construction in Wetlands The following are BMPs that are applicable to new access roads in wetlands and are described at the following tab: Construction Mats (includes Elevated Construction Mats and AlturnaMATs®; see Figures A04 – A06 in Appendix A) Permeable Road (see Figure A08 in Appendix A) Dewatering (see Figures A39 – A41 in Appendix A) Construction Mats (i.e., timber or swamp mats) Applications: Wetland crossings, rut minimization • Used for access where the ground surface is unstable due to shallow, standing water, saturated soils, or other substrates not suitable for heavy vehicles. Limitations: • Only for temporary use. Generally, mats should be removed upon construction completion. • May float away in high water conditions. • Need to be installed with heavy machinery. • AlturnaMATs® limited to smaller vehicles and equipment. • Equipment operators should remain cautious so as not to drive off or slip off the side of the mats. • In winter, mats must be plowed and sanded or heated to prevent equipment fro m sliding off mats. Use of a deicing agent requires approval by Eversource Environmental Licensing and Permitting. Snow removal must be conducted in accordance with the Eversource Snow Removal BMP (refer to Section 3.15). Installation: • Place mats along the travel area without any gaps and so that each board is positioned perpendicular to the direction of traffic. Position mats so that they are offset far enough from the resource area so that ruts are not created when equipment enters and exits a sensitive area. • Remove mats by “backing” out of the site and removing mats one at a time. Regrade soils to pre-existing contours while taking care not to compact soils. • Clean mats after use to remove any invasive plant species seed stock. Cleaning methods may include, but are not limited to, shaking or dropping mats in a controlled manner with a piece of machinery to knock off attached soil and debris, Section 3 Construction Considerations Eversource Best Management Practices Manual 3-19 spraying with water or air, sweeping, or exposing the mats to high temperatures. • Clean mats that were used in wetlands dominated by invasive species using brooms, shovels, and compressed air, if needed. Additional Comments: Construction mats installed in wetlands categorized as ORW s in Massachusetts must be underlain by non-woven geotextile, which can be placed directly on the ground surface beneath the first layer of matting or atop the first layer of matting if additional layers of mats are to be installed. Lightweight, easy to maneuver alternatives to traditional mats are available. For example, AlturnaMATS® are half-inch thick polyethylene slip-resistant ground protection mats available in dimensions up to 4 feet by 8 feet and weigh between 21.5 and 86 pounds. Mat anchoring may be required for matting installed in areas prone to flooding, such as stream crossings, shorelines of lakes and ponds, floodplains where known base flood elevations are 2 feet or greater above the ground surface, and tidal areas, and when mats will be in place in these areas for more than two weeks during hurricane season. The need for, and type of, anchoring should be coordinated with Eversource Environmental Licensing and Permitting. Examples of mat anchoring include: • Linear ropes anchored using helical screws, manta ray anchors, or posts. • Cable or report in chain pockets and run linearly. Construction mat anchoring methods are illustrated in Figure A07 in Appendix A of this BMP Manual. Additional methods may be necessary depending on site and/or weather conditions. Permeable Road (i.e., rock sandwich, French Mattress, or road with continuous cross- drainage) Applications: Temporary wetland crossings, rut minimization Limitations: • Must be removed entirely at the end of construction unless project -specific permits have been obtained to allow for permanent wetland fill. • Not appropriate for areas where concentrated, high volume and/or velocity water flow will intersect the road (i.e., stream crossings). • Need to be installed with heavy machinery. • Equipment operators should remain cautious so as not to drive or slip off the side of the road. Overview: Permeable roads are used for access in situations not suitable for heavy vehicle use often due to unstable ground surfaces with shallow standing water, saturated soils, or other unstable substrate. Installation of a permeable road can also help reduce the potential for frost action and pothole creation by preventing groundwater from wicking up into the road fill material. Section 3 Construction Considerations Eversource Best Management Practices Manual 3-20 Installation: • Cover existing soil with a geotextile fabric prior to road construction. Excavation of existing soil is generally not recommended in order to minimize impacts to the resource area. Construct road on top of the soil surface, as shown on the typical on the next page. Drainage layer materials include 3- to 6-inch rock (12-inch minimum depth) or log corduroy (2-inch minimum diameter). • Install the road so that it is offset far enough from the resource area so that ruts are not created when equipment enters and exits a sensitive area. • Remove road by “backing” out of the site and removing road one section at a time. Regrade soils to pre-existing contours while taking care not to compact soils. Maintenance: • Regularly inspect and clean edges of cross-drainage layer along the sides of the road to prevent clogging by debris, leaf litter, sediment, etc. 3.8.5 Watercourse Crossings There are a number of BMPs that can be used to minimize disturbance to streams. For each application, consider the site and project needs to select a method that is cost effective and will incur the fewest secondary disturbances. Additional erosion and sedimentation controls (e.g., straw bales) may be required in conjunction with the stream crossing BMPs to protect sensitive areas. The stream crossing methodology chosen will depend largely on the equipment required for a particular task, the existing environmental conditions, and the duration of the crossing. In constructing any stream crossing, care should be taken to limit disturbance to the extent practicable within 100 to 200 feet of the stream banks (the riparian area). The riparian area provides habitat to a number of speci es and provides protection and shading to the stream. Erosion and Sedimentation Controls Construction personnel are reminded to control erosion and flow conditions during new watercourse crossings by utilizing the following erosion and sedimentation measur es which are described and illustrated further in Appendix A: • Straw wattles [see Figure A26 in Appendix A], geotextile silt fencing [see Figure A22 in Appendix A] and/or straw bale barriers [see Figure A21 in Appendix A] may be installed at the edges of earthen roads or construction mat roads to prevent erosion of soil into watercourses from the road fill or tracked soil on construction mats. These controls however should generally not be placed within a watercourse. • Side slopes of earthen roads can be protected by installing erosion control blankets [see Figure A25 in Appendix A] and seeding [see Figure A32 in Appendix A] the area with a fast-growing native or annual grass mix. Best Management Practices – Watercourse Crossings The following are BMPs that are applicable to new access roads watercourse crossings and are described at the following tabs: Stream Crossings without Bridges (includes limiting turbidity and stone crossing ; see Figures A05, A06, and A12 in Appendix A) Section 3 Construction Considerations Eversource Best Management Practices Manual 3-21 Bridged Crossings (includes construction mat bridges and rail car frame bridges; see Appendix A) Dewatering (see Figures A39 – A41 in Appendix A) Stream Crossings Without Bridges: Limiting Turbidity Applications: Stream crossing, turbidity control Limitations: • Limited to areas where stream banks and bottoms will not be significantly damaged by the crossing. Overview/Use: • In some situations, such as routine or emergency maintenance with small ORVs, pickup trucks or tracked equipment, it may be acceptable for equipment to simply travel (perpendicularly) through a stream. • Crossings are generally considered acceptable in situations where there is an existing or historic access road, a stable rock or sand/gravel stream bottom, and/or the crossing is at a relatively narrow reach of the stream and any adjacent wetlands. • Cross streams slowly to minimize in-stream turbidity. Stream Crossings Without Bridges: Stone Crossings Applications: Stream crossing, turbidity control Limitations: • Only use in small (less than 2 feet wide or braided) intermittent streams which do not appear on USGS topographic maps and have a downstream section with a gradient greater than 20%. • Not suitable in areas where there could be a potential for fish passage. • Stone size should be sufficient to allow for macroinvertebrate passage. • Not preferred for new access road crossings; generally more suitable for existing access road crossings. • Project-specific permitting may be required to allow for installation of stone within a stream bed. Consult with Eversource Environmental Licensing and Permitting prior to using this crossing method. Overview/Use: • Use to cross small streams with stable stream bottoms. • Carefully place 6-inch to 8-inch clean angular stone within stream at crossing. Limit width of stone to that needed for widest vehicle/equipment to crossing the stream. • Drive over stone slowly. • Leave riprap in intermittent streams for future use. More damage will occur by removing stone. Section 3 Construction Considerations Eversource Best Management Practices Manual 3-22 Bridged Crossings: Construction Mats as Temporary Bridge Applications: Watercourse crossings Limitations: • Installation requires machinery. • May become unstable under high flows. Overview/Use: • Untreated wooden construction mats may be used as a temporary bridge over a stream to allow construction vehicles access to the work site. Construction mat bridging is suitable for crossing intermittent and perennial streams. Before constructing a stream crossing, confirm that the construction mats are capable of supporting the equipment to be used. • Place small sections of matting on either side of the stream parallel to the flow of water at top of banks to act as supports. Then place mats perpendicular to the stream and resting on top of the initial construction mat supports. • Install non-woven geotextile between the first and second layers of matting; install erosion control barriers (e.g., straw bales, straw wattles, silt socks) along edges of timber matting to minimize potential for soil to discharge to the stream. • Use of non-woven geotextile fabric at ORW crossings (MA) is required. Bridged Crossings: Rail Car Frame as Temporary Bridge Applications: Watercourse crossings Limitations: • Requires heavy equipment for transport and installation. • Expensive. • Banks must be stable to support heavy loads. Overview/Use: • Used rail car frames can be used for crossing larger and deeply incised streams where construction mats are unsuitable. • Place the rail car frame perpendicular to the stream flow and between opposing banks. Use timber frame footings, if necessary. Next, place construction matting • Install non-woven geotextile between the first and second layers of matting; install erosion control barriers (e.g., straw bales, straw wattles, silt socks) along edges of timber matting to minimize potential for soil to discharge to the stream. Use of non-woven geotextile fabric at ORW crossings (MA) is required. Section 3 Construction Considerations Eversource Best Management Practices Manual 3-23 Culvert Installation/Repair/Replacement *Contact Eversource Environmental Licensing and Permitting prior to performing any culvert installations, repairs and/or replacements* Applications: Stream and wetland crossings Limitations: • Permitting and design are required for new culvert installation or expansion of existing culverts over streams and wetlands. Significant regulatory requirements must be followed. Permitting restrictions on time of year use. • Installation may require in-stream work; dewatering and sedimentation concerns. • Culverts are susceptible to washouts, sedimentation, erosion, and failure during heavy wet-weather events and flooding. • Culverts require routine and long-term maintenance because they often become clogged with debris or other obstructions. Overview: Culverts are installed to maintain wetlands or streams at road crossings. Hydraulic calculations are required at all crossings to determine the area that will drain to the culvert. General Design Guidelines: • Size culverts to handle the maximum expected flow of the wetland or watercourse. It is preferable to have one large culvert rather than multiple culverts. Corrugated culverts are favored because they slow the water velocity. HDPE corrugated pipes are preferred to metal. • Design culverts to withstand and accommodate high flows while maintaining existing low flows and not impeding on the movement of indigenous aquatic life. Culverts must be sized to accommodate flows from at least the 100-year storm and preferably 500-year storm. • The maximum velocity at the culvert outlet should be consistent with the velocity of the natural channel. To mitigate higher velocities, use outlet protection measures, energy dissipation, and channel stabilization, if necessary. • Refer to state specific stream crossing guidance documents for additional design requirements: o Connecticut: Stream Crossing Guidelines, CT DEEP, Inland Fisheries Division Habitat Conservation and Enhancement Program, February 26, 2008 (www.ct.gov/deep/lib/deep/fishing/restoration/streamcrossingguidelines.pdf) o Massachusetts: Massachusetts River and Stream Crossing Standards, River and Stream Continuity Partnership, March 1, 2006, Revised March 1, 2011 (https://www.nae.usace.army.mil/Portals/74/docs/regulatory/StreamRiverCo ntinuity/MA_RiverStreamCrossingStandards.pdf) Installation: • Construction mats may be placed over culverts to provide structural protection from heavy loads. Section 3 Construction Considerations Eversource Best Management Practices Manual 3-24 • Backfill culverts with natural substrate matching the upstream and downstream streambed substrate, even when fish passage is not a concern. Other aquatic organisms rely on natural streambed sediment to aid their movement. • Strive to install culverts with minimal disruption to the watercourse and riparian buffer zone. • Culvert length should be as short in length as practicable. Cut culverts to size if they are protruding into the natural streambed. Maintenance: • Remove debris and sediment from culverts to maintain an open channel for flow. A clogged culvert could result in flooding and washout. Pole Fords Applications: Stream Crossings Limitations: • Limited to streams with gently sloping adjacent land. Overview/Use: • Poled fords are used in remote locations where a stream crossing requires a functional BMP, but it is impractical to bring in larger materials. Sufficiently sized wood poles or saw logs of may be laid in the streambed parallel to the flow. • Gently slope the road to and from the streambed at a maximum ratio of 1:5 (V:H). To limit disturbance to the riparian area, install engineering fabric and cover with an aggregate bed at the approach and exit. • Use poles with a minimum length of ten feet. • Remove poles immediately after use. 3.9 Slope Excavation Engineering designs may be required for any changes in upland areas that could potentially direct or channel water across the face of slopes, particularly terrace escarpments or other highly erodible soils. No snow or soil piles, construction materials, or equipment should be stored in the immediate vicinity at the top of the terrace escarpment or other highly erodible soils. 3.10 Vegetation Removal and Preservation Care should be taken to limit disturbance to the extent practicable when removing vegetation. Grubbing is not preferred as it results in considerable ground disturbance that could result in erosion and should be avoided to the extent feasible. Utilize grubbing only when all other methods cannot be used to prepare stable and safe work areas. If grubbing is necessary, the area must be seeded and mulched to protect it prior to the end of the workday. During mowing and trimming, woody debris greater than two (2) inches in diameter should not be placed in wetlands, and no woody debris should be placed in standing water. Permit conditions may mandate all woody debris to be removed from sensitive environmental areas. Mowing must be kept to a minimum, particularly at road crossings. Section 3 Construction Considerations Eversource Best Management Practices Manual 3-25 3.10.1 ROW Vegetation and Eastern Box Turtle (EBT) – MA only Eastern box turtles (EBT) are often found near small streams and ponds and inhabit old fields, deciduous forests, and logged woodlands. Adults are completely terrestrial, while the young may be semiaquatic. EBTs hibernate on land by digging down in the soil between October and April. They have an extremely small home range and can usually be found in the same area year after year. EBT populations have been negatively impacted by the loss of suitable habitat. Some turtles may be killed directly by construction activities, but many more are lost when important habitat areas for shelter, feeding, hibernation, or nesting are destroyed. As remaining habitat is fragmented into smaller pieces, turtle populations can become small and isolated. Turtles are long-lived and the loss of even a single adult turtle can negatively impact the persistence of a local population. Therefore, vegetation removal in ROWs should be performed in a manner that minimizes impacts to turtle populations. Cleared and Maintained ROW—EBTs have been found to use existing ROWs for foraging and nesting. Whenever feasible, perform maintenance mowing in identified habitat during inactive periods (November 1st to March 31st). Turtle BMPs are not required for work performed during the inactive period. If mowing during the active turtle season (April 1 st to October 31st) is required, turtle sweeps should be conducted by trained personnel prior to mowing activities; mow vegetation to no lower than seven (7) inches. Use Brontosaurus or Fec on mower heads to minimize the impact to identified habitat areas. Do not used Flail -type mowers during the active season. Additionally: • Avoid direct harm to turtles. Visual inspections (“turtle sweeps”) of the work area must be conducted by trained personnel prior to the commencement of work. If turtles are encountered, they should be removed from the work area and reported to NHESP. Use extra care when using heavy machinery or traveling in vehicles through areas mapped as turtle habitat. Any silt fencing used in these areas should be removed as soon as site stabilization has occurred; fencing can be a barrier to turtle movements . Alternatively, install silt fencing in accordance with the Syncopated Silt Fence detail (see Appendix A). If required, excavation should be completed within one (1) day and/or open excavations should be backfilled daily to prevent turtles from becoming trapped. Uncleared ROW—When project work requires vegetation removal in an uncleared ROW, cut and mow uncleared portions of EBT habitat during the active season (April 1st to November 1st). If clearing must be conducted during hibernation periods, pre-planning will involve conducting a turtle survey and the possible use of telemetry. Consult Eversource Environmental Licensing and Permitting before performing work because this activity may not be covered under the OMP and may require a permit. 3.10.2 ROW Vegetation and Other Protected Turtles In addition to EBTs, some ROWs overlap with known habitat of other protected species of turtles. In Massachusetts, these species include Blanding’s Turtle, Bog Turtle and Northern Red-bellied Cooter. If any work, including but not limited to vegetation Section 3 Construction Considerations Eversource Best Management Practices Manual 3-26 management, is scheduled to occur in the habitats of these turtles at any time of the year, avoid wetland work. If unavoidable, operation and maintenance work in wetlands should be minimized to the greatest extent practicable. If work must occur in wetlands, the following guidelines apply: • Any work should be reported to NHESP • Work within wetlands mapped as habitat for the Bog Turtle or Northern Red - bellied Cooter must be reviewed on an individual basis by NHESP. Recommended Maintenance Activity if the Existing ROW is: Time Period Turtle Status Cleared and Maintained Uncleared April 1 to November 1 Active Perform only if required— Mow vegetation no lower than seven (7) inches and use recommended mower heads Recommended—Cut and mow uncleared areas November 1 to April 1 Inactive Recommended—Perform maintenance mowing Not recommended— Requires turtle survey at minimum before removing vegetation General Construction Recommendations –The following are general construction guidelines for protecting turtles: • Install silt fencing around the work area prior to construction activity. Consider using syncopated silt fencing (see Figure A23 in Appendix A). • Turtle training is required for all contractors. Apprise workers of the possible presence of turtles and provided a description of the species. Include a turtle sweep reminder on the Daily Tailboard. • Conduct a turtle sweep after installing silt fencing and before conducting work. • Perform daily turtle sweeps in work areas before performing any work. • Carefully move any turtles that are discovered to an area immediately outside of the fenced area. Position turtle in the same direction that it was walking. • Perform work with caution during early morning and evening hours. Take special care not to harm basking or foraging individuals. • Remove silt fencing after work is completed and soils are stable so that reptile and amphibian movement between uplands and wetlands is not restricted. • Return temporary cross-country access routes to pre-construction grade, seed if adequate root and seed stock are absent, and mulch. Do not seed pre -existing sandy soils that are within mapped rare turtle habitats unless directed by Eversource Environmental Licensing and Permitting in order to avoid alte ring nesting habitat. Section 3 Construction Considerations Eversource Best Management Practices Manual 3-27 3.10.3 Preservation of Existing Vegetation Preserve the existing vegetation (i.e., groundcovers, vines, shrubs, trees) when practicable to improve soil stability and decrease the runoff volume and velocity. Identify and protect specified trees for erosion and sediment control benefits and /or aesthetic purposes. Consider saving trees that provide shading or screening benefits, particularly in residential areas. Preserve existing vegetation by reducing the width of a cleared ROW at stream crossings. 3.10.4 Invasive Plant Species Invasive plant species are non-native species that invade natural communities and develop self-sustaining populations. The start of many infestations is often tied to a disturbance, and once established, the invasive species spread into undisturbed landscapes. They out-compete native species, disrupting ecological p rocesses, and cause a loss of economic value or output. It is illegal to transport, to introduce, and/or propagate state-listed invasive species. Cleaning, draining and drying equipment between sites is mandated for aquatic invasives, and recommended for t errestrial equipment. Power washing of equipment and gear between sites is recommended, where feasible. At a minimum, visual inspection and hand removal of any plants, seeds, propagules, insects, mud, etc. is encouraged to maintain compliance with state la ws and rules. The linear nature of utility maintenance activities in vegetated corridors entails that a range of vegetative communities may be encountered by equipment, vehicles and personnel during the course of a single maintenance project or when mobilizing from one project site to another. It is especially important to follow best management practices when mobilizing equipment, vehicles and personnel from an area infested with invasive species to an un-infested area. 3.10.4.1 Project Planning – Invasive Plant Species Prior to starting utility maintenance work, the project area should be evaluated to determine: • Do invasive plant species exist in the project area? • Do project activities have the potential to contact invasive plants or disturb soils in a manner that could potentially spread live plant parts or viable seeds? • If invasive species are not present, or if it is not possible or not feasible to identify invasive plant species within the project area, follow best management practices to minimize the disturbance and spread of soil and/or plant matter. 3.10.4.2 Species Identification It is imperative that workers who will be working or operating equipment in areas that may contain invasive plant species be trained in the identification and modes of dispersal of common, highly-prolific aquatic and terrestrial invasive plant species commonly found along road sides and in utility ROWs. See tables below for identification of the common invasive plants in Connecticut and Massachusetts. Section 3 Construction Considerations Eversource Best Management Practices Manual 3-28 Invasive Species in Massachusetts1 Botanical Name Common name Aegopodium podagraria Bishop’s goutweed; bishop’s weed Acer platanoides Norway maple Acer pseudoplatanus Sycamore maple Ailanthus altissima Tree of heaven Alliaria petiolata Garlic mustard Berberis thunbergii Japanese barberry Cabomba caroliniana Carolina fanwort; fanwort Celastrus orbiculatus Oriental bittersweet; Asian or Asiatic bittersweet Cynanchum louiseae Black swallow-wort; Louise’s swallow-wort Cynanchum nigrum – see Cynanchum louiseae Black swallow-wort; Louise’s swallow-wort Elaeagnus umbellata Autumn olive Euonymus alatus Winged euonymus; burning bush Euphorbia esula Leafy spurge; wolf's milk Fallopia japonica - see Polygonum cuspidatum Japanese knotweed; Japanese or Mexican bamboo Ficaria verna - see Ranunculus ficaria Lesser celandine; fig buttercup Frangula alnus European buckthorn; glossy buckthorn Glaucium flavum Sea or horned poppy; yellow hornpoppy Hesperis matronalis Dame’s rocket Iris pseudacorus Yellow iris Lepidium latifolium Broad-leaved pepperweed; tall pepperweed Lonicera japonica Japanese honeysuckle Lonicera morrowii Morrow’s honeysuckle Lonicera x bella [morrowii x tatarica] Bell’s honeysuckle Lysimachia nummularia Creeping jenny; moneywort Lythrum salicaria Purple loosestrife Myriophyllum heterophyllum Variable water-milfoil; two-leaved water- milfoil Myriophyllum spicatum Eurasian or European water-milfoil; spike water-milfoil Nasturtium amphibium - see Rorripa amphibia Water yellowcress; great yellowcress Nasturtium officinale - see Rorripa nasturtium- aquaticum Phalaris arundinacea Reed canary-grass Phragmites australis Common reed Section 3 Construction Considerations Eversource Best Management Practices Manual 3-29 Invasive Species in Massachusetts1 Botanical Name Common name Polygonum cuspidatum Japanese knotweed; Japanese or Mexican bamboo Polygonum perfoliatum Mile-a-minute vine or weed; Asiatic tearthumb Potamogeton crispus Crisped pondweed; curly pondweed Ranunculus ficaria Lesser celandine; fig buttercup Reynoutria japonica – see Polygonum cuspidatum Japanese knotweed; Japanese or Mexican bamboo Rhamnus cathartica Common buckthorn Rhamnus frangula – see Frangula alnus European buckthorn; glossy buckthorn Robinia pseudoacacia Black locust Rorippa amphibia Water yellowcress; great yellowcress Rosa multiflora Multiflora rose Salix atrocinerea/Salix cinerea Rusty Willow/Large Gray Willow complex Sisymbrium amphibium - see Rorripa amphibia Water yellowcress; great yellowcress Trapa natans Water-chestnut Vincetoxicum nigrum – see Cynanchum nigrum Black swallow-wort; Louise’s swallow-wort 1 Based on the Massachusetts Invasive Plants Advisory Group (MIPAG); Last Updated 6/2021 Invasive Species in Connecticut1 Botanical Name Common name Acer platanoides Norway maple Aegopodium podagraria Goutweed/Bishops Weed Ailanthus altissima Tree of heaven Alliaria petiolata Garlic mustard Ampelopsis brevipedunculata Porcelainberry Artemisia vulgaris Mugwort Berberis thunbergii Japanese barberry Berberis vulgaris Common barberry Cabomba caroliniana Fanwort Cardamine impatiens Narrowleaf bittercress Celastrus orbiculatus Asiatic bittersweet Centaurea stoebe Spotted knapweed Cynanchum louiseae Black swallow-wort Section 3 Construction Considerations Eversource Best Management Practices Manual 3-30 Invasive Species in Connecticut1 Botanical Name Common name Cynanchum rossicum Pale swallow-wort Elaeagnus umbellata Autumn olive Euonymus alatus Winged euonymus Euphorbia esula Leafy spurge Frangula alnus Glossy Buckthorn Froelichia gracilis Slender snake cotton Hesperis matronalis Dame’s rocket Hydrilla verticillata Hydrilla Iris pseudacorus Yellow iris Lepidium latifolium Perennial pepperweed Lonicera japonica Japanese honeysuckle Lonicera maackii Amur honeysuckle Lonicera morrowii Morrow’s honeysuckle Lonicera x bella Belle honeysuckle Lythrum salicaria Purple loosestrife Microstegium vimineum Japanese stiltgrass Myosotis scorpioides Forget-me-not Myriophyllum heterophyllum Variable-leaf watermilfoil Myriophyllum spicatum Eurasian watermilfoil Phalaris arundinacea Reed canary grass Phragmites australis Common reed Polygonum caespitosum Bristled knotweed Polygonum perfoliatum Mile-a-minute vine Potamogeton crispus Curly-leafed pondweed Ranunculus ficaria Fig buttercup Rhamnus cathartica Common buckthorn Robinia pseudoacacia Black locust Rosa multiflora Multiflora rose Rubus phoenicolasius Wineberry Trapa natans Water chestnut Tussilago farfara Coltsfoot 1 Based on the Connecticut Invasive Plants Council in accordance with Connecticut General Statutes §22a-381a through §22a-381d. The list was most recently re-printed in October 2018. Section 3 Construction Considerations Eversource Best Management Practices Manual 3-31 Avoidance and Minimization • If possible, avoid or minimize contact with invasive species by physically avoiding locations with invasive plant infestations. • In locations where invasive infestations exist, design the project to minimize contact with invasive species by choosing access routes and staging areas that are outside areas of infestation. • Sequence work to the extent possible such that work using clean equipment and materials proceeds in un-infested areas prior to moving into infested areas and not vice versa. • If it is unknown whether invasive species exist, design the project to limit travel across vegetated areas to the extent possible. • When possible, time work under conditions that minimize the risk of spread, (frozen ground, snow cover, absence of seeds or propagules). Vegetation Management • Control of invasive plants by chemical means should be performed by a licensed applicator in accordance with the requirements of the CT DEEP Pesticide Management Program, the Massachusetts Pesticide Control Act (MPCA; M.G.L. Chapter 132B) and 333 CMR 2.00, ROW Vegetation Management regulations (333 CMR 11.00), and the MAWPA. • Mechanical mowing of vegetation should adhere to principals of avoidance and minimization. Where possible avoid mowing invasive plants, especi ally plants that have the ability to sprout from stem and root fragments. For other invasive species, mowing should occur prior to seed set if possible. • If woody vegetation is removed from a project site, transport it in compliance with invasive pest or disease quarantine zones established by the United States Department of Agriculture (USDA), the Connecticut Agricultural Experiment Station, MA DCR, and MA DAR. • Any restoration seed mixes used should be free of any species identified as invasive by the Connecticut Invasive Plants Council in accordance with Connecticut General Statutes §22a-381a through §22a-381d (in Connecticut) or the Massachusetts Invasive Plants Advisory Group (in Massachusetts). Soil Disturbance and Management • Where possible, avoid soil disturbance as it may increase the chances of colonization by invasive seeds or propagules. • Stabilize disturbed soils as soon as possible by seeding and/or using mulch, straw or gravel that is free of invasive plant material. • Where possible, when excavating soils, top layers of soil containing plant material and roots should be segregated from sub soils and left on site. • Cover soil and other material containing invasive plant material during transport. • Do not transport fill and material containing invasive plant material onto a project site. • If fill and materials containing invasive species must be transported off site, do not reuse, stockpile or dispose of these materials in such a manner that could promote Section 3 Construction Considerations Eversource Best Management Practices Manual 3-32 the spread of invasive plants. Decontamination Procedures • When utility maintenance activities require work in areas infested with invasive species, implement decontamination procedures per NHDOT’s Best Management Practices for Roadside Invasive Plants manual. • In order to minimize the spread of invasive plant seeds and material: o Clean vehicles, equipment, materials, gear, footwear or clothing of all visible soil and plant material on site in the infested area, or as near as practical to the infested area, prior to leaving the project site. o Do not decontaminate equipment next to streams or water bodies that could potentially transport seeds or propagules. o Decontaminate equipment and materials that may be contaminated by aquatic plant materials adjacent to the surface water they were exposed to prior to use in another surface water body. o Do not transport water withdrawn from a surface water body and discharge it to another water body. Methods of Cleaning • Use a brush, broom or hand tools to manually clean. • Clean debris off equipment such as construction matting by shaking or dropping mats in a controlled manner to dislodge attached soil and debris. • Compressed air. • Containment must be in compliance with wastewater discharge regulations when using low-or high-pressure wash stations. 3.11 Work Pads 3.11.1 De-Energized and Energized Applications: Work in wetlands • Reconnaissance of each work pad area in or adjacent to wetlands should be performed to determine if the construction mat work pad areas could be located outside of wetland resource areas. Wetland disturbances should be avoided or minimized where practicable. Coordinate work pad locations and/or configurations with Eversource Environmental Licensing and Permitting. Limitations: • Requires heavy machinery for installation. • Significant amount of time required for installation and removal. • Pads for live line work require a considerably larger footprint. • Several layers of matting may be needed in deep, construction areas. • Animals may be injured or killed when attempting to cross work pads. Section 3 Construction Considerations Eversource Best Management Practices Manual 3-33 • May not be suitable in deep/open water wetlands. • Must be underlain with non-woven geotextile if within an ORW (MA only). How to Use: • Work at structures may require placement of construction mats to provide safe and stable work pad areas for employees and contractors. • Live line work, which is work that is done while the line is energized, requires a much larger work pad area. Efforts should be avoid or minimize impacts to wetlands to the extent practicable. • Sizes of work pads vary based on the type of work being proposed. • Work pad areas may extend into wetlands where structures that require maintenance either fall within or are in proximity to wetlands. In these cases, untreated wooden construction mats shall be used to limit disturbance. • Install silt fencing around work pads in identified amphibian and reptile priority habitat and where matting is greater than one mat thick. The exclusionary silt fencing will deter animals from moving across work pads and reduce the likelihood of being crushed by heavy equipment. • Following construction activities all mats at each work pad and vehicle access locations must be removed. • Remove mats by “backing” out of the site and removing mats one at a time. Regrade soils to pre-existing contours while taking care not to compact soils, if necessary. • In areas with invasive species, plant material should be removed from mats following removal from the infested area to prevent the spread of invasive species. Refer to the tables in this section for additional details regarding invasive plant species. 3.11.1.1 Best Management Practices – Work Pads De-energized work requires smaller work pad areas, while live line work (i.e., work that is done while the line is energized) requires a much larger work pad areas. De-energized construction mat work pads (see Figure A14 Appendix A) 3.12 Structure-Related Work 3.12.1 Wetland Structure-related activities that may occur in wetlands include structure replacement/ installation (including casing installation), guy wire anchor installation, counterpoise installation, and pole butt removal. Access to these areas and completion of the activities can cause disturbance to wetland vegetation and soils. Therefore, structure-related activities in wetlands should entail use of adequately sized work pads and proper dewatering methods if/as needed. Inspection of the construction access and asso ciated dewatering measures should occur daily during construction to ensure that controls are in working order and repairs to damaged/deteriorating controls are made in a timely matter. Repairs may include re-grading the traveled surface to eliminate ruts as well as those repairs required by each erosion and sedimentation measure used. Section 3 Construction Considerations Eversource Best Management Practices Manual 3-34 Structure Replacement/Installation Replacement structures will often be replaced within a few feet of the original structure to maintain the required distances and line sags between other existing structures. Therefore, options for relocating proposed replacement structures are limited. Pole replacement will also require placement of construction mats in wetlands to provide a safe work pad for the required structure replacement activities. Usually, there are no alternatives that allow for this work to be conducted from nearby upland areas or to install the replacement structures in upland areas. Each structure replacement area should be assessed to determine the required footprint needed for construction mat work pads. Typical installation is as follows: • At each pole location, remove wetland topsoil with an excavator and stockpile. Segregate wetland soils as necessary. • If a borehole is drilled, collect and dispose of drilling spoils in an upland area. • A galvanized steel casing is then driven into place at least 12 inches below the ground surface. The new pole is installed within the casing with a crane. The casing is then backfilled with crushed rock and compacted. • Stockpiled wetland topsoil is placed above the casing to the ground surface. No net fill in wetlands occur, as the original poles are removed. • Following installation of the new structures, the old structures are removed. Each pole is cut with a chainsaw and allowed to fall to the ground, which in wetland areas is protected by construction mats. If the pole is to be bucked into sections, conduct sawing activities in uplands when feasible. Pole butts will remain in place; if removing the pole butt will cause more damage than if left in place. • Remove the pole and all appurtenant accessories (e.g., cross-arms, insulators) and properly dispose off-site. Remove each pole butt by pulling with an excavator positioned on a construction mat. If it is apparent that pole removal will compromise the integrity of the new pole installation, or that removal will result in additional disturbance to wetland areas, cut off the old pole at least 12 inches below ground level and backfill to match adjacent grades. Guy Wire Anchor Installation Guy wire anchors supporting the structures may also require replacing. There are two types of anchors: 1) helical and 2) plate type. Helical anchors are preferred over plate anchor because the installation of the helical anchor results in less disturbance to the wetland. • Load test the existing anchor to determine whether it will support the pole structure. Consult with Eversource Engineering to determine load testing requirements. In the event the existing anchor cannot be re-used, remove it and install a new anchor. • Screw in place a special triple helix (“screw type”) anchor with an anchor installation rig operated from the matting area. Add rod sections as needed until proper holding capacity of the anchor is achieved. Consult with Eversource Engineering to determine anchor installation requirements. o Helical anchors are turned into the ground with only the rods protruding. Disturbance to the wetland from the helical anchor is minimal. Section 3 Construction Considerations Eversource Best Management Practices Manual 3-35 • Plate anchors are used in wetlands when proper holding cannot be achieved with screw anchors. To install a plate anchor, a pit is excavated to a sufficient depth and if necessary, a concrete footing would be installed several feet below surface grade. Consult with Eversource Engineering to determine plate anchor installation requirements. o When excavating to install plate anchors, segregate the top 12 inches of wetland topsoil from the underlying material. When the plate anchor has been set, backfill the excavation with underlying material. Utilize segregated wetland topsoil to restore pre-construction grades. Counterpoise Installation/Grounding To install grounding equipment in wetlands, use hand digging or minimally invasive methods to dig around the structure and restore soil to previous grades. In some cases, grounding rods can be driven directly into the ground with hand tools. Where work is occurring in the vicinity of wetland areas, sedimentation and erosion controls will be used to limit disturbance to wetlands. Underground Facility Repair/Replacement Underground facilities such as cables and conduits may be present beneath wetland areas. In the event underground facilities require repair, BMPs are required for both access and construction. Construction mats are used for access where warranted, and sedimentation and erosion controls are used to isolate the work area. During excavation activities, excavate wetland topsoil and stockpile separately from subsurface soils. Dewatering is often required during excavation and repair activities. An alternative to repairing a subsurface line by excavation is to install a new line via trenching or horizontal directional drilling (HDD). The decision to use one of these alternatives is made on a case by case basis. Consult with Eversource Environmental Licensing and Permitting to determine if any permits will be needed. Pole Butt Removal When transmission poles are decommissioned or otherwise taken out of service, in most cases the entire pole shall be removed. Treated wood pole butts shall be removed completely from the ground and properly disposed at an off-site location. Locations where the removal of pole butts may cause significant disturbance to wetlands or other sensitive environmental areas will be considered for exception to this practice on a site -by-site basis. The Transmission Line Construction and Maintenance Manager, in consultation with Eversource Environmental Licensing and Permitting, will be responsible for determining if a pole butt can be removed if located in a sensitive environmental area. All pole butt holes must be backfilled and compacted (every 3 feet) with appropriate fill material. Existing material on-site can be reused if it does not include materials that can rot (e.g., vegetation) and cause settling. Disposal Treated and non-treated wood products owned by the Transmission Group shall be stored in an area(s) designated by the Transmission Line Construction/Contract Field Services Supervisor until collected by an approved disposal vendor. Section 3 Construction Considerations Eversource Best Management Practices Manual 3-36 Concrete Wash Outs Concrete wash outs shall be used for the management of concrete waste. Concrete and concrete wash out water shall not be deposited or discharged directly on the ground, in sensitive environmental areas, or in catch basins or other drainage structures. Where possible, concrete wash outs shall be located away from sensitive environmental areas, including buffer zones. Consult with Eversource Environmental Licensing and Permitting to determine concrete wash out locations prior to their use. Following the completion of concrete pouring operations, the wash outs shall be properly disposed of off-site with other construction debris. 3.13 Underground Cable and Gas Piping-Related Work Gas piping-related activities will typically occur within roadways or along roadway shoulders. There may be some instances where wetland permitting is required when wetlands are located adjacent to or in the vicinity of roadways. However, when work is performed within the roadway/shoulder, permitting is typically not required. Verify permitting requirements with Eversource Environmental Licensing and Permitting. In all cases, BMPs should be followed to ensure environmental compliance. Typical examples of underground cable and conduits include: High-Pressure, Fluid-Filled Pipe-Type Cable: A high-pressure, fluid-filled (HPFF) pipe-type of underground transmission line, consists of a steel pipe that contains three high-voltage conductors. The fluid also transfers heat away from the conductors. The fluid is usually static and removes heat by conduction. XLPE Cable (cross-linked polyethylene): Hydronic tubing that is manufactured from polyethylene plastic with a three-dimensional molecular bond that is created within the structure of the plastic. The cross-linked polyethylene (XLPE) underground transmission line is often called solid dielectic cable. The solid dielectric material replaces the pressurized liquid or gas of the pipe-type cables. XLPE cable has become the national standard for underground electric transmission lines less than 200 kV. Roadways and Shoulders When working in roadways, particularly in residential areas, the following activities should be performed in addition to standard construction BMPs: • Repave disturbed paved areas and return to original elevations on the same day that construction is performed. • Restore all non-paved areas to pre-existing (or improved) conditions. Replace any sod or other plantings in kind or with an acceptable alternative. • Employ dust control as necessary to minimize airborne dust. • Streets should be swept daily or as necessary to remove dirt and debris from resulting from construction from the roadway surface. Dirt and debris swept from the roadway surface should be collected and prope rly disposed of as construction waste. Under no circumstances should dirt and debris be swept off of the roadway surface to the road shoulder or deposited in any catch basins. • Discharge trench dewatering volumes to an appropriate dewatering structure setu p on adjacent undeveloped, unimproved uplands away from wetlands (refer to Appendix A). Consult with Eversource Environmental Licensing and Permitting staff Section 3 Construction Considerations Eversource Best Management Practices Manual 3-37 to determine appropriate locations for placement of dewatering structures. • Trench dewatering may also be discharged to areas of open trench to allow for infiltration. • For minor volumes or short-term duration dewatering needs, trench dewatering may be pumped to frac tanks for transport off-site and discharge to an appropriate dewatering structure located at a contractor yard or similar location. • Trench dewatering may only be discharged to stormwater catch basins after all necessary federal, state and local permits have been obtained to do so (this typically requires design and implementation of an effe ctive treatment system to remove all potential contaminants, such as suspended solids or other chemical contaminants). Consult with Eversource Environmental Licensing and Permitting if discharge to catch basins is required. Under certain circumstances, gas piping must be installed beneath existing culverts within roadways. Take care to ensure that any saturated material excavated from the trench be properly stored and disposed as to not cause sedimentation issues. Implement dewatering methodologies, as required. There may be cases where a drainage ditch or swale must be crossed to gain construction access from paved roads onto ROWs along the roadway shoulder. Install construction mats, mat bridges, or temporary culverts, as necessary, t o facilitate access. Culverts should be for temporary use, sized for peak flow, and removed after construction is complete. Consult with Eversource Environmental Licensing and Permitting prior to installation. Bridges and Culverts Attachment of gas piping to bridges or culverts is the environmentally preferable method for crossing a wetland or watercourse. Consult with the appropriate people (engineers, the Department of Transportation (DOT), etc.) to determine if attachment to a bridge or culvert is a technically feasible option at the desired crossing location. Eversource Environmental Licensing and Permitting should also evaluate the impacts to FEMA flood storage quantities and potential Coast Guard permitting requirements. Ensure that proper erosion and sedimentation controls are in place on either side of the bridge or culvert throughout construction. Rivers and Streams There are two primary approaches for crossing a river or stream with a gas pipeline: direct bury (open trenching) and trenchless methods (e.g., HDD, standard bore/pipe jacking). Direct bury methods involve erecting a coffer dam to isolate the work area and redirecting water flow using gravity or pumping to move water from one side of the work area to the other. Direct bury methods have larger direct environmental impacts than trenchless methods. Typical coffer dam examples are included in Figures A42 and A43 in Appendix A. Trenchless methods use specialized equipment to install piping beneath a waterbody (or a major roadway, railroad, etc.). The most common method used for gas piping is HDD which uses remote controlled, steerable drilling equipment to install pipe along a long arc alignment. The drilling process can be divided into three steps: pilot, reaming, and pull- in. The first step is to drill a pilot bore-hole. Next, a larger diameter fly cutter is used to Section 3 Construction Considerations Eversource Best Management Practices Manual 3-38 enlarge the opening. A specialized bentonite slurry drilling fluid is injected into the bore- hole to stabilize the surrounding soil and to lubricate and cool the drill bit. For the final step, a barrel reamer is used to further enlarge the bore -hole and to pull the pipe into place. A notable environmental concern with HDD is called “frac-out.” This occurs when drilling fluid breaks through the soil surface and into the waterbody. Regulatory agencies may require a “frac-out plan” which details preventative controls and response measures should frac-out occur. A typical frac out plan is included in Appendix D; however, HDD contractors should be required to provide a detailed frac-out plan specific to the project and their practices. These plans may be subject to environmental regulatory agency review. Consult with Eversource Environmental Licensing and Permitting for permit requirements. 3.14 Construction Material along the ROW Once a site is prepared by clearing and/or installing erosion and sediment controls, materials may be stored along the ROW prior to the start of construction. Such materials may include the following: piping, poles, cross-arms, cable, insulators, stone, and other engineered backfill materials. In general, the stockpiling of stone and other unconsolidated material on construction mats should be avoided. If it is determined necessary due to access and work pad constraints, the material should be placed on a geotextile fabric and be properly contained with a sedimentation barrier such as straw wattle or bales. No construction materials should be placed in wetlands or other sensitive resource areas. 3.15 Winter Construction 3.15.1 Snow Management Snow should not be stockpiled or disposed in any waterbody or near water supply sources. These include wetlands, rivers/streams, the ocean, reservoirs, ponds, stormwater catch basins, wellhead protection area, in high or medium yield aquifer, or within 200 feet of a private well. In addition to water quality impacts and flooding, snow disposed in surface water can cause navigational hazards when it freezes into ice blocks. Maintain a minimum buffer of 25 feet between any snow disposal area and the high water mark of any surface water. A silt fence or equivalent barrier should be installed between the snow storage area and the high water mark of rivers, streams, ponds, or the ocean. Consult with Eversource Environmental Licensing and Permitting regarding any specific state and local snow management requirements. Avoid disposing of snow on top of storm drain catch basins or in storm water drainage swales or ditches. Snow combined with sand and debris may block a storm drainage system and cause localized flooding. A high volume of sand, sediment, and litter released from melting snow also may be quickly transported through the system into surface water and could also result in fines or a violation. All debris in a snow storage area should be cleared from the site and properly disposed of no later than May 15 of each year. Care shall be taken not to plow road materials away when removing snow. Section 3 Construction Considerations Eversource Best Management Practices Manual 3-39 3.15.2 De-Icing Where permitted, calcium chloride is the preferred de-icing agent when applied according to manufacturer’s guidelines in upland areas. Sand should be used on construction mats through wetland areas. Consult with Eversource Environmental Licensing and Permitting on de-icing agents when working in a facility or substation near resource areas. Many municipalities have specific de-icing agent requirements for work within 100 feet of wetlands and other sensitive environmental areas. 3.15.3 Snow and Ice Management on Construction Mats Promptly and properly remove snow from construction mats to avoid ice formation. Remove snow from construction mats before applying sand to avoid forming ice. A round street sweeping brush mounted on the front of a truck may be an effective way to remove snow from construction mats. Propane heaters may also be suitable solutions for snow removal and/or de-icing of construction mats. Sand should be collected from the construction mats and disposed of in an upland area prior to removing construction mats from wetlands. Once construction mats are removed, wetlands shall be inspected for sand buildup that may have fallen through construction mats. Sand deposited in wetlands or other sensitive environmental areas shall be completely removed by the contractor. Consult with Eversource Environmental Licensing and Permitting prior to commencing work in wetlands or other sensitive environmental areas. 3.16 Dust Control Dust control measures are used to reduce surface and air movement of dust from exposed soil surfaces during land disturbance, demolition, and construction activities. These practices reduce the amount of dust in the air and decrease the potential for accidents, respiratory problems, and airborne sedimentation. Construction activities should be scheduled appropriately to minimize the amount of site surface exposed at one time in order to reduce the amount of areas requiring dust control. Use dust control measures on disturbed soil surfaces and exposed soil surfaces, especially during hot or dry weather periods and in areas with excessively well-drained soils. Repetitive treatments should be used as needed, or required by permits, and until the surface is permanently stabilized. Type Description/Use Vegetative Cover • Most effective and practical method. • Use in disturbed areas not subject to traffic. • Follow seeding requirements as directed by local guidelines or permit requirements. Stone • Cover soil surface with crushed stone/coarse gravel. Water/Sprinkling • Sprinkle exposed soils until wet (Water trucks may be used depending on size of the site). • Do not excessively wet the soil as this causes run-off and also wastes water. Section 3 Construction Considerations Eversource Best Management Practices Manual 3-40 Barriers • Board fences, wind fences, and sediment fences control air currents and blowing soil. • Wind barriers protect soil downgradient for a distance of ten times the barrier height. • Perennial grasses and stands of existing trees also serve as wind barriers, stressing the importance of planning work phasing properly and minimizing the amount of exposed soil. Plastic Covering • Cover soil piles with sheets of plastic/tarp to minimize dust. Calcium Chloride • Loose, dry granules of calcium chloride may be applied with a mechanical spreader. • Apply at a rate that keeps the surface moist but not high enough to cause water pollution or plant damage. This method should be done under consultation with an expert in order to maintain this balance and to determine if the site is applicable. 3.16.1 Soil Stockpile Management Some projects may involve excavation and stockpiling of soil. Stockpiles should be located outside sensitive areas to the extent practicable and managed to prevent erosion and sedimentation of adjacent areas. Typical measures include the installation of protective measures (e.g., siltation fence and/or straw bales) around the perimeter of the stockpile. The stockpile must be seeded if left in place for more than 30 days. No snow or soil piles, construction materials, or equipment should be stored in the immediate vicinity at the top of a terrace escarpment slope. 3.16.2 Stockpiles on Construction Mats When soil (or gravel) stockpiles must be staged on construction mat work pads in wetlands, stockpiles should be placed atop areas of matting underlain with non -woven geotextile (either directly atop the mats or between layers of matting) to minimize the potential for material to filter through gaps in matting and deposit in wetlands. Use of construction mat stringers as physical barriers at the edge of the work pad should also be considered. These barriers are recommended to minimize the potential for stockpiled material to get pushed off the work pad into wetlands. Consult with Eversource Environmental Licensing and Permitting for site-specific guidance. 3.16.3 Regulated Soils Management When polluted/contaminated soil is encountered, it must be handled in accordance with the appropriate regulatory requirements. In addition to the measures discussed above, contaminated soils should be stockpiled on and covered by polyethylene sheeting. Sheeting used to cover the stockpile should be weighted down to prevent the wind migration of contaminated dust. For soil stockpiles in substations, contact Eversource Environmental Licensing and Permitting. If soil/water must be stored and/or disposed, comply with existing soil and groundwater management guidelines. Coordinate with the Environmental Affairs Department (EAD) to ensure appropriate procedures are followed. Section 3 Construction Considerations Eversource Best Management Practices Manual 3-41 3.16.4 Best Management Practices – Soil Stockpile Management The following BMP is applicable to soil stockpile management and is described at: Soil Stockpile Management (see Figure A19 in Appendix A) 3.17 Anti-Idling Laws Connecticut and Massachusetts have promulgated anti-idling laws for the purpose of improving air quality by reducing unnecessary air pollution from idling vehicles. State Idling Time Limit (in minutes) Connecticut 3 Massachusetts 5 Details of these laws and the statutory exceptions to the limits noted above are presented in the following sections. 3.17.1 Connecticut The Regulations of Connecticut State Agencies (RCSA) section 22a-174-18(b)(3) states: a mobile source shall not operate for more than three (3) consecutive minutes when such mobile source is not in motion except if the vehicle is operating for one of the conditions exempted in the regulation. These exemptions for mobile sources not in motion include: • When a mobile source is forced to remain motionless because of traffic conditions or mechanical difficulties over which the operator has no control. • When it is necessary to operate defrosting, heating or cooling equipment to ensure the safety or health of the driver or passengers . • When it is necessary to operate auxiliary equipment that is located in or on the mobile source to accomplish the intended use of the mobile source. • To bring the mobile source to the manufacturer’s recommended operating temperature. • When the outdoor temperature is below 20 degrees Fahrenheit. • When the mobile source is undergoing maintenance that requires such mobile source be operated for more than three (3) consecutive minutes. • When a mobile source is in queue to be inspected by U.S. military personnel prior to gaining access to a U.S. military installation. 3.17.2 Massachusetts The Massachusetts Anti-Idling Law (M.G.L. Chapter 90, Section 16A and its implementing regulations set forth at 310 CMR 7.11 applies to all vehicles and limits unnecessary engine idling of stopped vehicles to five (5) minutes. This law shall not apply to: • Vehicles being serviced, provided that operation of the engine is essential to the proper repair thereof. Section 3 Construction Considerations Eversource Best Management Practices Manual 3-42 • Vehicles engaged in the delivery or acceptance of goods, wares, or merchandise for which engine assisted power is necessary and substitute alternate means cannot be made available. • Vehicles engaged in an operation for which the engine power is necessary for an associate power need other than movement, and substitute alternate power means cannot be made available provided that such operation does not cause or contribute to a condition of air pollution. SECTION 4 Eversource Best Management Practices Manual 4-1 Section 4 Inspection and Maintenance A pre-construction meeting will be held to discuss how often and who is responsible for monitoring erosion and sediment controls to document their condition and recommend maintenance or other corrective actions, as necessary. All BMPs will be inspected at least once per week during active construction and until disturbed areas have stabilized following post-construction site restoration. Construction sites will be inspected after major storm events (rainfall events greater than 0.25 inches (MA) or 0.50 inches (CT)), or as directed by Eversource Environmental Licensing and Permitting. 4.1 During Construction Construction sites, construction access roads, and the associated erosion and sediment controls should be inspected by the person(s) designated at the pre-construction meeting, as required by permit conditions. Any damage observed must be repaired in a timely manner, at least within 48 hours of observation. Repairs may include re-grading and/or top dressing the surface with additional aggregate to eliminate ruts as well as t hose repairs required by each erosion and sediment measure used. All inspections will be documented in a written report submitted to Eversource Environmental Licensing and Permitting and saved to the project folder. Copies will be distributed to the relevant contractors if/as directed by Eversource Environmental Licensing and Permitting. 4.1.1 Maintenance of Erosion and Sedimentation Controls Spare erosion and sedimentation control materials such as straw wattles, straw bales and silt fencing should be kept on site or be readily available so they may be replaced if they become non-functional due to deterioration or damaged during a storm, extreme water or wind, or other unexpected events. 4.1.2 Rapid Wetland Response Restoration In the event of unintended discharges of sediment into wetlands, Eversource Environmental Licensing and Permitting will direct the contractor(s) to quickly control, contain and remove sediment using non- or marginally invasive methods. Responding quickly to unintended discharges minimizes the difficulty and cost of restoration if the sediment is left in place for an extended period of time. Eversource Environmental Licensing and Permitting will direct sediment removal activities at the time of discharge and will notify the appropriate regulators of the discharge and the recommended corrective actions. 4.1.3 Vehicle Storage and Refueling All storage and refueling of vehicles and other equipment must occur outside of and as far away as practical from sensitive environmental areas such as wetlands, unless specifically authorized by Eversource Environmental Licensing and Permitting and an alternate protocol is developed and approved internally. The recommended minimum distance from wetlands for storage of fuel and refueling is 100 feet. Additionally, equipment should be checked regularly for evidence of leaks. Construction material storage should also be located at least 100 feet from wetlands. Section 4 Inspection and Maintenance Eversource Best Management Practices Manual 4-2 Storage of larger, less mobile equipment such as drill rigs or large cranes, may be permitting within wetlands subject to prior approval from Eversource Environmental Licensing and Permitting. Secondary containment shall be in place at each piece of equipment during non-working hours. Refueling of larger, less mobile equipment such as drill rigs or large cranes, may be allowed within wetlands only with prior approval from Eversource Environmental Licensing and Permitting and if specified precautions and protocols are followed. A proper location for refueling should be identified and designated before site work begins. At a minimum, if refueling must be conducted in wetlands, the contractor shall provide adequate secondary containment during refueling operations and shall maintain a spill kit on-site at all times. 4.1.4 Spills Spill kits consist of emergency cleanup and spill containment materials that can be used in the event of a fuel or other chemical spill. Spill kits must be kept on site and accessible at all times in case of an emergency spill. Such kits should generally contain multiple absorbent socks and/or pillows and wipes and temporary disposal bags. Follow the applicable Eversource Contractor Work Rules. 4.1.5 Post-Construction Post-construction inspections of restored areas will be conducted at regular intervals throughout the growing season, as required by any applicable permits, and/or after major storm events. Sites should be inspected for success or failure of revegetation, invasive species colonization, and erosion and sedimentation. In the event additional measures are required to achieve site restoration and stabilization, corrective actions shall be identified and implemented. All information collected during inspections, regular maintenance, and repair procedures should be documented in project folders. In addition, photogra phic or diagrammatic logs may be kept to record certain events and for documentation of project progress and any noteworthy observations. The construction work is not complete until all areas are restored. SECTION 5 Eversource Best Management Practices Manual 5-1 Section 5 Rehabilitation and Restoration 5.1 Restoration All areas disturbed by construction, repair, and maintenance activities shall be substantially restored to pre-construction conditions. Please refer to Appendix A for photos and typical details for loaming, seeding, and mulching. Prompt restoration minimizes the extent and duration of soil exposure and prot ects disturbed areas from erosion due to stormwater runoff, ice, wind and gravity. Stabilization should be conducted as soon as practicable. Where appropriate, it is preferable to allow sensitive environmental areas, such as wetlands and rare species habitat to revegetate naturally. Consult Eversource Environmental Licensing and Permitting for project-specific restoration requirements. 5.1.1 Seed Mixes Several different seed mixes are available for upland and wetland restoration. State - specific comprehensive summaries of seed mixes for both temporary and permanent seeding of disturbed sites can be found within the following documents: • Massachusetts: Massachusetts Erosion and Sediment Control Guidelines for Urban and Suburban Areas, page 157: https://www.mass.gov/doc/complete- erosion-and-sedimentation-control-guidelines-a-guide-for-planners-designers- and/download • Connecticut: 2002 Connecticut Guidelines for Soil and Erosion Sediment Control, page 5-3-8: https://portal.ct.gov/DEEP/Water/Soil-Erosion-and-Sediment-Control- Guidelines/Guidelines-for-Soil-Erosion-and-Sediment-Control Upland Seed Mix: If significant grading or upland alteration has occurred, annual rye grass seed shall be placed for temporary stabilization following manufacturer’s recommendations after re-grading activities. Wetland Seed Mix: If significant grading or wetland alteration has occurred, a wetland seed mix shall be placed following manufacture’s recommendations after re-grading activities. 5.1.2 Upland The following restoration techniques apply to restoration projects in upland areas. • Soil excavated during construction and not used as backfill must be eve nly spread across disturbed areas to restore grades. Topsoil shall be stripped and separated to the extent practicable for re-use. Permanent soil protection shall be provided for all areas disturbed by construction activities. All areas will be seeded either by hydroseeding or broadcast seeding. Interim stabilization measures are required if areas cannot be seeded due to the time of year . Interim measures may include the application of mulch. • Topsoil removed during construction activities will be replac ed, seeded, and mulched. • All areas that are broadcast seeded shall be treated with a layer of mulch, such as Section 5 Rehabilitation and Restoration Eversource Best Management Practices Manual 5-2 straw, up to one (1) inch thick to enhance moisture retention, dissipate disturbance from precipitation, and detract birds foraging on broadcast seed. • Rehabilitation of access routes and other areas must be performed as soon as practicable after construction is completed, including reestablishment of water bars or other BMPs to control erosion of the access road, and the removal and restoration of temporary wetland or waterway crossings. o Temporary breaks in construction activities may warrant seeding and mulching of disturbed areas as interim erosion control measures. Consult with Eversource Environmental Licensing and Permitting to determine project-specific requirements. • Erosion control measures shall remain in place until soils are adequately stabilized, as confirmed by Eversource Environmental Licensing and Permitting. Once soils are stable, erosion controls – especially silt fence, which presents an obstacle to movement of small animals, shall be removed and properly disposed off -site. Stakes should be removed from straw bales and spread as mulch to remove barriers to wildlife movement. • The use of hay and/or hay products is strictly prohibited to prevent the spread of invasive plant species seed stock. • If a grading operation at a site is suspended for a period of more than twenty -nine (29) consecutive days, the disturbed area shall be stabilized by seeding, mulching, and/or other appropriate means within the first seven (7) days of the suspension of grading. • Within seven (7) days after a final grade is established in any grading operation, the disturbed area shall be stabilized by seeding, loaming, and/or other appropriate means. 5.1.3 Wetland/Watercourses Re-grading of Ruts: Upon removal of construction mats, or other BMPs, the wetland/watercourse should be inspected for rutting or disturbance from eroded upland soils. Any rutting should be re-graded to pre-existing contours and upland soils removed from wetland areas while taking care not to compact soils. The following restoration techniques apply to restoration projects in wetlands: Maintenance, Repair, and Emergency Projects (When No Permit is Required) • Remove mats by “backing” out of the site and removing mats one at a t ime. Re- grade soils to pre-existing contours while taking care not to compact soils. • Soils excavated from wetland areas shall be segregated and stockpiled separately (i.e., topsoil/muck apart from mineral subsoil) in a dry/upland area at least 100 feet from wetland boundaries unless other provisions have been made to facilitate restoration activities. • Excavated wetland soils that have been stockpiled during underground utility installations within wetlands shall be replaced in the same order (i.e., mineral subsoil beneath organic topsoil/muck) to the extent practicable and restored to pre-disturbance grades. o Grading activities should include the elimination of ruts within the Section 5 Rehabilitation and Restoration Eversource Best Management Practices Manual 5-3 area to be restored. • If replacement of soil associated with temporary wetland or watercourse crossings for access roads is necessary, disturbed areas must be restored to pre-disturbance grades, either seeded and mulched, or allowed to revegetate from the natural seed bank. • Disturbed wetland areas shall generally be allowed to revegetate from the natural seed bank. Measures to discourage the establishment or spread of plant species identified as non-native, invasive species by federal or state agencies shall be utilized. Consult with Eversource Environmental Licensing and Permitting to evaluate means and methods of wetland vegetate re-establishment. • Any restoration plantings or seed mixes used in restoration shall consist of species native to the project area and, if feasible, from local nursery stock. • Any stream banks and beds damaged shall be restored through use of 100 percent natural fiber geotextile erosion control blankets and/or coir logs. The use of erosion control products containing plastic and/or nylon is strictly p rohibited. • All seeded areas shall be treated with a layer of mulch (i.e., straw; the use of hay and/or hay products is strictly prohibited) up to one (1) inch thick to enhance moisture retention, dissipate disturbance from precipitation, and detract songbi rds foraging on broadcast seed. 5.2 Private Property 5.2.1 Improved Areas If access is over an off-ROW property, then it is the responsibility of a construction representative to determine if legal access rights are available to cross the property. Access to and along the ROW over private property must be improved to the extent necessary to ensure suitable passage for construction equipment, provide erosion control, and maintain proper drainage. Upon completion of construction activities, altered yards, lawns, agricultural areas, and other improved areas must be restored to a condition equal to or better than before their use for the construction project. 5.2.2 Overall Work Site Construction personnel should remove all work-related trailers, buildings, rubbish, waste soil, temporary structures, and unused materials upon satisfactory completion of work. All areas should be left clean, without any litter or equipment (e.g., wire, pole butts, anchors, insulators, cross-arms, cardboard, coffee cups, water bottles) and stabilized to match pre- construction conditions to the maximum extent practicable. Debris and spent equipment should be returned to the operating facility or contractor staging area for disposal or recycling as appropriate. 5.2.3 Material Storage/Staging and Parking Areas Upon completion of all work, all material storage yards, staging areas, and parki ng areas shall be completely cleared of all waste and debris. Unless otherwise directed or unless other arrangements have been made with an off-ROW or off-property owner, material storage yards and staging areas shall be returned to the condition that exis ted prior to the installation of the material storage yard or staging area. Regardless of arrangements Section 5 Rehabilitation and Restoration Eversource Best Management Practices Manual 5-4 made with a landowner, all areas shall be restored to their pre-construction condition or better. Any temporary structures erected by the contractor, inc luding fences, shall be removed by the contractor and the area restored as near as possible to its original condition, including seeding and mulching as needed. 5.3 Work in Agricultural Lands Transmission lines often cross agricultural lands. In some instances, this may affect ongoing agricultural activities in and around the ROWs. If a construction or maintenance project occurs within agricultural lands, Eversource will work closely with landowners, licensees and stakeholders to minimize agricultural impacts. Whenever practical, Eversource will make reasonable efforts to coordinate the schedule of construction-related activities around the growing and harvest seasons to minimize the impacts on agricultural operations. When this is not practical, Eversource will pursue reasonable measures to mitigate any impacts. Eversource recognizes that disturbed soils, or soils compacted by heavy construction equipment, may affect the soil’s ability to support certain agricultural activities. Eversource will take reasonable steps to avoid or minimize soil compaction an d will restore soils that are compacted by construction equipment. Typical measures to avoid or minimize soil compaction include the use of construction mats for access to, and work pads at, structures within the project scope. Eversource will also work with affected landowners to determine the appropriate method for restoring the soils and is open to discussing and implementing the landowners’ alternative restoration suggestions. After the transmission improvement is complete, Eversource will remove all construction-related equipment and debris from the ROW. APPENDIX A EXISTING ROADWAY ELEVATION VIEW PLAN VIEW DITCHFLOW FLOWF L OW FLOWCONSTRUCTION ACCESS ROAD CONSTRUCTION ENTRANCE TRACK PAD SCALE: DATE: FIGURE:Tighe & Bond, Inc. F:\Projects\E\E5034 Eversource L&P 2019\088 - CT-MA BMP Manual\Drawings_Figures\AutoCAD\Sheet\Const Entr.dwgDec 15, 2021-3:23pm Plotted By: ASapelli12/2021 NO SCALE LEVEL TO EXISTING GRADECRUSHED AGGREGATE TEMPORARY CULVERT IF NEEDED CRUSHED AGGREGATE NOTES: 1. CRUSHED AGGREGATE TO CONSIST OF 3-INCH TO 6-INCH STONE. 2. AGGREGATE TO BE UNDERLAIN WITH NON-WOVEN GEOTEXTILE FABRIC. NON-WOVEN GEOTEXTILE A01 A-1 WATER BARS SCALE: DATE: FIGURE:Tighe & Bond, Inc. F:\Projects\E\E5034 Eversource L&P 2019\088 - CT-MA BMP Manual\Drawings_Figures\AutoCAD\Sheet\Water Bars.dwgDec 15, 2021-3:21pm Plotted By: ASapelli12/2021 NO SCALE ROAD S U R F A C E WATER FLOWS OFF ROAD ONTO LEVEL SPREADER/VEGETATED SURFACE NOTE: FILL FOR BERMS SHALL BE A COMBINATION OF GRAVEL, SAND AND SILT TO ENSURE WATER TIGHTNESS AND STABILITY. 6' MIN.9"COMPACTED BERM EXCAVATED SWALE 18"ROAD SURFACE ELEVATION VIEW COMPACTED BERM A02 A-2 VEGETATED SWALES SCALE: DATE: FIGURE:Tighe & Bond, Inc. F:\Projects\E\E5034 Eversource L&P 2019\088 - CT-MA BMP Manual\Drawings_Figures\AutoCAD\Sheet\Vegetated Swale.dwgDec 15, 2021-3:30pm Plotted By: ASapelli12/2021 NO SCALE DRAINAGE SWALE AT ROADWAY 2'2'2'1'1' 2 1 2 1 4" TOPSOIL & SEEDED EXISTING GRADE ROADWAY EROSION CONTROL BLANKET VARIES 3'VARIES GRASS-LINED CHANNEL 4" TOPSOIL & SEEDED21 2 1 NOTE: 1. USE OF PRODUCTS WITH PLASTIC AND/OR NYLON NETTING IS PROHIBITED. A03 A-3 ALTURNAMAT SCALE: DATE: FIGURE:Tighe & Bond, Inc. F:\Projects\E\E5034 Eversource L&P 2019\088 - CT-MA BMP Manual\Drawings_Figures\AutoCAD\Sheet\Alturnamat.dwgDec 15, 2021-3:21pm Plotted By: ASapelli12/2021 NO SCALE 4'8'PLAN VIEW ELEVATION VIEW INDIVIDUAL MAT UTILITY POLE MUDDY/UNSTABLE GROUND IN OR NEAR WETLAND AREA UTILITY POLE A04 A-4 R PLAN VIEW ELEVATION VIEW CONSTRUCTION MAT (WETLAND CROSSING) SCALE: DATE: FIGURE:Tighe & Bond, Inc. J:\E\E5034 Eversource L&P 2019\088 - CT-MA BMP Manual\Drawings_Figures\AutoCAD\Sheet\Construction Mat-Wetland-A1.dwgApr 07, 2022-2:19pm Plotted By: AGordon12/2021 NO SCALE NOTES: 1. CONSTRUCTION MAT DIMENSIONS OF 12'x4'x8", 16'x4'x8" OR OTHER TO BE USED. EXISTING GRAVEL FILL (WHERE PRESENT) (8'-12' WIDE) INDIVIDUAL MAT TRANSVERSE CONSTRUCTION MATS EXISTING GRAVEL FILL (WHERE PRESENT) (8'-12' WIDE) MUDDY/UNSTABLE GROUND IN OR NEAR WETLAND AREA UPLAND DIRECTION OF TRAFFIC WET/MUDDYAREA A05 CONSTRUCTION MATS PLACED LONGITUNINALLY ALONG WHEEL TRACKS A-5 CONSTRUCTION MAT - AIR BRIDGE SCALE: DATE: FIGURE:Tighe & Bond, Inc. J:\E\E5034 Eversource L&P 2019\088 - CT-MA BMP Manual\Drawings_Figures\AutoCAD\Sheet\Elevated Animal Crossing.dwgNov 22, 2021-2:28pm Plotted By: TMP12/2021 A06 NO SCALE PLAN VIEW ELEVATION VIEW 10'± CONSTRUCTION MATS GROUND SURFACE 10'± NOTES 1. CONSTRUCTION MATS SHOULD BE PLACED CLOSELY TOGETHER SO THERE ARE NO GAPS BETWEEN EACH MAT SECTION. 2. CONSTRUCTION MAT DIMENSIONS OF 12'x4'x8", 16'x4'x8" OR OTHER TO BE USED. 3. AIR BRIDGING MAY ALSO BE USED TO AVOID IMPACTS TO UNDERGROUND UTILITIES, STONE WALLS, RARE PLANTS OR OTHER SENSITIVE FEATURES. CONSULT WITH EVERSOURCE ENVIRONMENTAL. 4. ADDITIONAL MEASURES MAY BE REQUIRED.16'-0"CONSTRUCTION MATS A-6 CONSTRUCTION MAT (AIR BRIDGE) CONSTRUCTION MAT ANCHORING SCALE: DATE: FIGURE:Tighe & Bond, Inc. F:\Projects\E\E5034 Eversource L&P 2019\088 - CT-MA BMP Manual\Drawings_Figures\AutoCAD\Sheet\Construction Mat Anchor.dwgFeb 04, 2022-10:09am Plotted By: ASapelli12/2021 NO SCALE A07 HELICAL ANCHOR (TYP) POINTS OF ATTACHMENT (TYP) CABLE OR ROPE (TYP) PLAN VIEW NOTES: 1. TYPICAL HELICAL ANCHOR AND CABLE CONFIGURATION FOR MAT CONTAINMENT IN FLOODPLAINS/LAND SUBJECT TO FLOODING. 2. TYPICAL POINT OF ATTACHMENT HEAVY STAPLES, EYEBOLTS OR OTHER SUITABLE HARDWARE TO SECURE ATTACHMENT OF MAT TO LINEAR CABLE. IF CHAIN POCKETS ARE PRESENT IN THE MATS CABLE OR ROPE CAN BE LOOPED THROUGH RODS. A-6A-7 WETLAND AREA PLAN VIEW NOTES: 1. DRAINAGE LAYERS MAY BE USED AS AN ALTERNATIVE TO CULVERTS, OR IN COMBINATION WITH CULVERTS, TO PROVIDE ADEQUATE CROSS-DRAINAGE. 2. FILTER FABRIC "JOINTS" SHOULD OVERLAP AT LEAST 18" (WHERE ONE PIECE OF FILTER FABRIC ENDS AND A NEW PIECE OF FABRIC IS ADDED TO CONTINUE THE ROAD). 3. EROSION AND SEDIMENTATION CONTROLS MAY BE INSTALLED ADJACENT TO THE SIDES OF THE ROAD WHEN CONDITIONS WARRANT. PERMEABLE ROAD SCALE: DATE: FIGURE:Tighe & Bond, Inc. F:\Projects\E\E5034 Eversource L&P 2019\088 - CT-MA BMP Manual\Drawings_Figures\AutoCAD\Sheet\Permeable Road.dwgDec 15, 2021-3:26pm Plotted By: ASapelli12/2021 NO SCALE ELEVATION VIEW DRAINAGE LAYER OF 3"-6" ROCK (MINIMUM 12" THICK) OR LOG CORDUOY (MINIMUM 2" LOG DIAMETER) GRANULR FILL TOP GEOTEXTILE LAYER BOTTOM GEOTEXTILE LAYER MUDDY/UNSTABLE GROUND IN OR NEAR WETLAND AREA DIRECTION OF TRAFFIC A08 A-7A-8 TEMPORARY CONSTRUCTION CULVERT SCALE: DATE: FIGURE:Tighe & Bond, Inc. F:\Projects\E\E5034 Eversource L&P 2019\088 - CT-MA BMP Manual\Drawings_Figures\AutoCAD\Sheet\Culv_Cros_Temp.dwgDec 15, 2021-3:24pm Plotted By: ASapelli12/2021 NO SCALE FLOWFLOW PLAN VIEW ELEVATION VIEW NOTES: 1. CAPACITY OF PIPES COMBINED SHOULD ACCOUNT FOR SIGNIFICANT STORM EVENTS. 2. INSTALLATION OF NEW CULVERTS MAY REQUIRE PERMITS. CONSULT WITH EVERSOURCE ENVIRONMENTAL LICENSING AND PERMITTING PRIOR TO CONSTRUCTION. COARSE AGGREGATETOP OF BANK EARTHEN FILL COVERED WITH LARGE ANGULAR ROCKS DIVERSION BAR ROCK LAYER SHOULD BE HALF THE DIAMETER OF THE PIPE, 30CM, OR AS NEEDED TO SUPPORT LOADS - WHATEVER IS GREATER COARSE AGGREGATE EARTHEN FILL COVERED WITH LARGE ANGULAR ROCKS NON-WOVEN GEOTEXTILE FABRIC A09 A-8A-9 FLOWFLOW PLAN VIEW SECTION A-A NOTE: 1. INSTALLATION OF NEW OR REPLACEMENT STREAM CROSSINGS, INCLUDING BOX CULVERTS, IS SUBJECT TO ENVIRONMENTAL PERMITTING. CONSULT WITH EVERSOURCE ENVIRONMENTAL LICENSING AND PERMITTING. PERMANENT, OPEN BOTTOM BOX CULVERT CROSSING SCALE: DATE: FIGURE:Tighe & Bond, Inc. F:\Projects\E\E5034 Eversource L&P 2019\088 - CT-MA BMP Manual\Drawings_Figures\AutoCAD\Sheet\Box Culvert _Permanent.dwgDec 15, 2021-3:21pm Plotted By: ASapelli12/2021 NO SCALE OPEN BOTTOM BOX CULVERT TOP OF BANK ACCESS ROAD GRADE TOP OF BANK ACCESS ROAD ARCH BOX CULVERT TOP OF BANK EDGE OF WATER A A A10 A-9A-10 PERMANENT OPEN BOTTOM BOX CULVERT ARCH CULVERT SCALE: DATE: FIGURE:Tighe & Bond, Inc. F:\Projects\E\E5034 Eversource L&P 2019\088 - CT-MA BMP Manual\Drawings_Figures\AutoCAD\Sheet\Arch Culvert.dwgDec 15, 2021-3:21pm Plotted By: ASapelli12/2021 NO SCALE NOTES: 1. CHAMBERS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F2418 "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS", OR ASTM F2922 "STANDARD SPECIFICATION FOR POLYETHYLENE (PE) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 2. CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 34"16"6"24" MINACCESS ROAD 3 4" CRUSHED STONE GEOTEXTILE FABRIC FOR SEPARATION CORRUGATED ARCH SYSTEM UNDISTURBED STREAM BED ORDINARY BORROW A11 A-10A-11 POLE FORD SCALE: DATE: FIGURE:Tighe & Bond, Inc. F:\Projects\E\E5034 Eversource L&P 2019\088 - CT-MA BMP Manual\Drawings_Figures\AutoCAD\Sheet\Pole Ford.dwgDec 15, 2021-3:26pm Plotted By: ASapelli12/2021 NO SCALE A12 NOTES: 1. POLES AND NONWOVEN GEOTEXTILE MUST BE REMOVED IMMEDIATELY AFTER USE. 2. LENGTH OF POLES SHALL BE AT LEAST 10 FEET. 3. USE OF HARDWOODS PROHIBITED. 4. CONSULT WITH EVERSOURCE ENVIRONMENTAL LICENSING AND PERMITTING PRIOR TO INSTALLATION OF POLED FORDS. UNDISTURBED VEGETATION TOP OF BANK PLAN VIEW ELEVATION VIEW FLOW FLOW 10' MIN NONWOVEN GEOTEXTILE 8 TO 10-INCH POLES STREAM A-11A-12 LEGEND REPLACEMENT POLE LOCATION CONSTRUCTION MAT - 16'x4'x 8" TYPICAL SIZE.12'x4'x8" OR OTHER SIZE ACCEPTABLE. WORK SPACE REQUIREMENTS - LIVE LINE WORK (DETERMINED BASED ON PROJECT SPECIFIC NEEDS) LIMIT OF RIGHT-OF-WAY WETLAND AREA CONSTRUCTION MAT LAYOUT (LIVE LINE WORK) WETLAND BOUNDARY 16' WIDE ACCESS 16'x4' CONSTRUCTION MATS WORK PAD SIZE TO BE DETERMINED BY PROJECT SPECIFIC NEEDS SCALE: DATE: FIGURE:Tighe & Bond, Inc. F:\Projects\E\E5034 Eversource L&P 2019\088 - CT-MA BMP Manual\Drawings_Figures\AutoCAD\Sheet\Construction Mat-Live Line Work.dwgDec 15, 2021-3:24pm Plotted By: ASapelli12/2021 NO SCALE WETLAND BOUNDARY A13 A-12A-13 LEGEND REPLACEMENT POLE LOCATION CONSTRUCTION MAT - 16'x4'x 8" TYPICAL SIZE.12'x4'x8" OR OTHER SIZE ACCEPTABLE. WORK SPACE REQUIREMENTS - DE-ENERGIZED WORK(DETERMINED BASED ON PROJECT SPECIFIC NEEDS) LIMIT OF RIGHT-OF-WAY WETLAND AREA CONSTRUCTION MAT LAYOUT (DE-ENERGIZED LINE WORK) WETLAND BOUNDARY 16' WIDE ACCESS 16'x4' CONSTRUCTION MATS WORK PAD SIZE TO BE DETERMINED BY PROJECT SPECIFIC NEEDS SCALE: DATE: FIGURE:Tighe & Bond, Inc. F:\Projects\E\E5034 Eversource L&P 2019\088 - CT-MA BMP Manual\Drawings_Figures\AutoCAD\Sheet\Swamp Mat -Deenergized Work.dwgDec 15, 2021-3:28pm Plotted By: ASapelli12/2021 NO SCALE A14 A-13A-14 CONCRETE WASHOUT AREA SCALE: DATE: FIGURE:Tighe & Bond, Inc. F:\Projects\E\E5034 Eversource L&P 2019\088 - CT-MA BMP Manual\Drawings_Figures\AutoCAD\Sheet\Concrete Washout.dwgDec 15, 2021-3:23pm Plotted By: ASapelli12/2021 NO SCALE NOTES: 1. CONCRETE WASHOUT AREA(S) SHALL BE INSTALLED PRIOR TO CONCRETE PLACEMENT ON SITE. THE CONCRETE WASHOUT AREA SHALL BE ENTIRELY SELF-CONTAINED. 2. THE CONTRACTOR SHALL SUBMIT THE DESIGN, LOCATION AND SIZING OF THE CONCRETE WASHOUT AREA(S) WITH THE PROJECTS'S EROSION AND SEDIMENTATION CONTROL PLAN. 3. LOCATION: WASHOUT AREA(S) ARE TO BE LOCATED AT LEAST 50 FEET FROM ANY STREAM, WETLAND, STORM DRAINS, OR OTHER SENSITIVE RESOURCE. THE FLOOD CONTINGENCY PLAN MUST ADDRESS THE CONCRETE WASHOUT IF THE WASHOUT IS TO BE LOCATED WITHIN THE FLOODPLAIN. SIZE: THE WASHOUT MUST HAVE SUFFICIENT VOLUME TO CONTAIN ALL LIQUID AND CONCRETE WASTE GENERATED BY WASHOUT OPERATIONS INCLUDING, BUT NOT LIMITED TO, OPERATIONS ASSOCIATED WITH GROUT AND MORTAR. 4. SURFACE DISCHARGE IS UNACCEPTABLE. THEREFORE, STRAW BALES OR OTHER CONTROL MEASURES, SHOULD BE USED AROUND THE PERIMETER OF THE CONCRETE WASHOUT AREA FOR CONTAINMENT. 5. SIGNS SHOULD BE PLACED AT THE CONSTRUCTION ENTRANCE, AT THE CONCRETE AREA(S) AND ELSEWHERE AS NECESSARY TO CLEARLY INDICATE THE LOCATION OF THE CONCRETE WASHOUT TO OPERATORS OF CONCRETE TRUCKS AND PUMP RIGS. WASHOUT AREA(S) SHOULD BE FLAGGED WITH SAFETY FENCING OR OTHER APPROVED METHOD. 6. WASHOUT AREA(S) ARE TO BE INSPECTED AT LEAST ONCE A WEEK FOR STRUCTURAL INTEGRITY, ADEQUATE HOLDING CAPACITY AND CHECKED FOR LEAKS, TEARS OR OVERFLOWS. (AS REQUIRED BY THE CONSTRUCTION SITE ENVIRONMENTAL INSPECTION REPORT) WASHOUT AREA(S) SHOULD BE CHECKED AFTER HEAVY RAINS. 7. HARDENED CONCRETE WASTE SHOULD BE REMOVED AND DISPOSED OF WHEN THE WASTE HAS ACCUMULATED TO HALF OF THE CONCRETE WASHOUT'S HEIGHT. THE WASTE CAN BE STORED AT AN UPLAND LOCATION. ALL CONCRETE WASTE SHALL BE DISPOSED OF IN A MANNER CONSISTENT WITH ALL APPLICABLE LAWS, REGULATIONS, AND GUIDELINES. STRAW BALES OR COMPACTED EARTH BERM (SEE NOTE 3) VARIES SEE NOTE 2 SIDE SLOPES (SEE BELOW) DEPTH VARIES SEE NOTE 2 10 MIL POLYETHYLENE SHEETING SAND BAGS TO SECURE SHEETING (OR METHOD AS DIRECTED BY ENGINEER) SIDE SLOPES TO BE 2:1 OR 3:1 (NOMINAL) A15 A-14A-15 CONCRETE WASH OUT ROAD TRENCH (DUCT BANK) SCALE: DATE: FIGURE:Tighe & Bond, Inc. F:\Projects\E\E5034 Eversource L&P 2019\088 - CT-MA BMP Manual\Drawings_Figures\AutoCAD\Sheet\Road Treanch - 6-Way Ductbank.dwgDec 15, 2021-3:26pm Plotted By: ASapelli12/2021 NO SCALE30" MIN.FINISHED GRADE EQUALDUCTBANK MARKING TAPE (TYP) #4 REBAR (TYP) 112" MIN (TYP)" 3" MIN SEPARATION (TYP)EQUAL#4 REBAR (TYP) 18" OC 3" MIN (TYP) 3" MIN (TYP) BASE AND INTERMEDIATE SPACERS 48" OC EBR PVC (TYP) 4500 psi CONCRETE NOTES: 1. GEOTECH TEST, IN ACCORD WITH ASTM D608, THE BOTTOM OF EXCAVATION TO ACHIEVE 85% OF MAXIMUM DRY DENSITY, PRIOR TO CONCRETE PLACEMENT. A16 A-15A-16 ROAD TRENCH - DUCT BANK SCALE: DATE: FIGURE:Tighe & Bond, Inc. F:\Projects\E\E5034 Eversource L&P 2019\088 - CT-MA BMP Manual\Drawings_Figures\AutoCAD\Sheet\Road Treanch - Duct Bank.dwgDec 15, 2021-3:27pm Plotted By: ASapelli12/2021 NO SCALE A17 A-16A-17 ROAD TRENCH (6-WAY DUCT BANK) TREE PROTECTION SCALE: DATE: FIGURE:Tighe & Bond, Inc. F:\Projects\E\E5034 Eversource L&P 2019\088 - CT-MA BMP Manual\Drawings_Figures\AutoCAD\Sheet\Tree Prot.dwgDec 15, 2021-3:29pm Plotted By: ASapelli12/2021 NO SCALE PROTECTED ROOT ZONE NO STORAGE OF EQUIPMENT OR STOCKPILING OF MATERIALS WITHIN DRIPLINE EXISTING GRADE 2"X4" DIMENSIONAL LUMBER ATTACHED WITH METAL STRAPPING (OPTIONAL) AT TWO LOCATIONS (MINIMUM), DO NOT DAMAGE BARK, 6" SPACING OF BOARDS, CUT BOARDS TO FIT EXISTING ROOT SYSTEM (APPROXIMATE) PRUNE PER ISA STANDARDS REMOVE DEAD WOOD AND DAMAGED BRANCHES TIE UP BRANCHES IF RISK OF DAMAGE FROM CONSTRUCTION EQUIPMENT PRUNE ANY ROOTS EXPOSED AND/OR DAMAGED BY EXCAVATION WITH A SHARP SAW A18 A-17A-18 SOIL STOCKPILE MANAGEMENT SCALE: DATE: FIGURE:Tighe & Bond, Inc. F:\Projects\E\E5034 Eversource L&P 2019\088 - CT-MA BMP Manual\Drawings_Figures\AutoCAD\Sheet\Soil_Stpl_Mgmt.dwgDec 15, 2021-3:27pm Plotted By: ASapelli12/2021 NO SCALE ELEVATION VIEW PLAN VIEW STRAW BALES AND/OR SILT FENCE CONTAMINATED SOILS MUST BE ON AND COVERED WITH POLYETHYLENE SHEETING TO LIMIT EROSION. SHEETING NOT REQUIRED FOR NON-CONTAMINATED SOILS IF SEDIMENTATION AND EROSION CONTROLS COMPLETELY ENCLOSE STOCKPILE. STRAW BALES AND/OR SILT FENCE CONTAMINATED SOILS MUST BE ON AND COVERED WITH POLYETHYLENE SHEETING TO LIMIT EROSION. SHEETING NOT REQUIRED FOR NON-CONTAMINATED SOILS IF SEDIMENTATION AND EROSION CONTROLS COMPLETELY ENCLOSE STOCKPILE. SOIL SANDBAGS AS REQUIRED TO SECURE SHEETING POLYETHELENE SHEETING SANDBAG EACH BALE IN PAVED AREAS (TYP) BALES TO BUTT TOGETHER AA NOTE: 1. SANDBAGS (OR SIMILAR) MAY BE USED TO SECURE POLYETHYLENE SHEETING ON TOP OF THE STOCKPILE. 2. STRAW PRODUCTS ONLY; THE USE OF HAY OR HAY PRODUCTS IS STRICTLY PROHIBITED. SECTION A-A 2 STAKES EACH BALE IN UNPAVED AREAS (TYP) SOIL STOCKPILE STRAW BALE A19 A-18A-19 TOPSOIL SEGREGATION SCALE: DATE: FIGURE:Tighe & Bond, Inc. F:\Projects\E\E5034 Eversource L&P 2019\088 - CT-MA BMP Manual\Drawings_Figures\AutoCAD\Sheet\Topsoil.dwgDec 15, 2021-3:29pm Plotted By: ASapelli12/2021 NO SCALE NOTES: 1. TOPSOIL SEGREGATION TO BE USED IN WETLANDS AND AGRICULTURAL LAND. 2. IF WORKING WITHIN WETLANDS, MATTING BENEATH STOCKPILES MUST BE LINED OR UNDERLAIN BY GEOTEXTILE FABRIC. 3. STOCKPILES SHOULD BE ENCLOSED BY STRAW BALES OR WATTLES. WETLAND TRENCH TIMBER MAT STRAW BALE OR WATTLE A20 A-19A-20 STRAW BALE BARRIER SCALE: DATE: FIGURE:Tighe & Bond, Inc. F:\Projects\E\E5034 Eversource L&P 2019\088 - CT-MA BMP Manual\Drawings_Figures\AutoCAD\Sheet\Straw Bales.dwgDec 15, 2021-3:28pm Plotted By: ASapelli12/2021 NO SCALE DETAIL B RUNOFF SECTION A-A WORK ZONE PLAN FLOWWORK ZONE FLOWDETAIL A A A 6" MIN. FABRIC 6" MIN.FABRIC2"(TYP)18"4'-6"2"x2" WOOD STAKES SPACED AT 4'-5'± OC SILT FENCE GRADE SEE DETAIL B SILT FENCE SUITABLE BACKFILL SILT FENCE WOOD POSTS @4'-5'± O.C. FINISHED GRADE BUTT BALES TOGETHER SILT FENCE SEE DETAIL A (2) 2"x2"x3' STAKES AT EACH BALE EXISTING GROUND (2) 2"x2"x3' STAKES AT EACH BALE NOTE: USE OF HAY AND/OR PRODUCTS CONTAINING WEED SEED IS PROHIBITED. A21 A-20A-21 SILT FENCE SCALE: DATE: FIGURE:Tighe & Bond, Inc. F:\Projects\E\E5034 Eversource L&P 2019\088 - CT-MA BMP Manual\Drawings_Figures\AutoCAD\Sheet\Silt Fence.dwgDec 15, 2021-3:27pm Plotted By: ASapelli12/2021 NO SCALE 6" MIN.FABRIC6" MIN. FABRIC A A 18"4'-6"DETAIL AFLOWWORK ZONE FLOWPLAN WORK ZONE SECTION A-A RUNOFF DETAIL B SILT FENCE SEE DETAIL A 2"x2" WOOD STAKES SPACED AT 4'-5'± O.C. SILT FENCE GRADE SEE DETAIL B EXISTING GROUND SILT FENCE SUITABLE BACKFILL FINISHED GRADE A22 A-21A-22 SYNCOPATED SILT FENCE SCALE: DATE: FIGURE:Tighe & Bond, Inc. F:\Projects\E\E5034 Eversource L&P 2019\088 - CT-MA BMP Manual\Drawings_Figures\AutoCAD\Sheet\Syncopated Silt Fence.dwgDec 15, 2021-3:29pm Plotted By: ASapelli12/2021 NO SCALE SECTION A-A DETAIL A DETAIL B PLAN A A WORK ZONE WORK ZONE EXISTING GROUND 4'-6"18"FLOWFLOW2' GAP 2"X2" WOOD STAKES SPACED @ 4'-5'± O.C. FINISHED GRADE SILT FENCE SILT FENCE RUNOFF SEE DETAIL B SUITABLE BACKFILL 6" MIN. FABRIC 6" MIN. FABRIC 50' LENGTH SILT FENCE50' LENGTH SILT FENCE 20' LENGTH SILT FENCE 1'GAPA23 A-22A-23 REINFORCED SILT FENCE SCALE: DATE: FIGURE:Tighe & Bond, Inc. F:\Projects\E\E5034 Eversource L&P 2019\088 - CT-MA BMP Manual\Drawings_Figures\AutoCAD\Sheet\Silt Fence-Wire.dwgDec 15, 2021-3:27pm Plotted By: ASapelli12/2021 NO SCALE24"SECTION ELEVATION RUNOFF FILTRATION GEOTEXTILE GRADE A24 24" MAX18" MIN6'-0" MAX WITH WIRE TOP AND BOTTOM STRAND SHALL BE 10 GAUGE MIN. WIRE FILTRATION GEOTEXTILE MIDDLE AND VERTICAL WIRES SHALL BE 1212" GAUGE MIN. 4"8"STEEL POST COMPACTED FILL NOTES: 1. USE FILTRATION GEOTEXTILE A MINIMUM OF 36" IN WIDTH AND FASTEN ADEQUATELY TO THE POSTS AND WIRES AS DIRECTED. 2. USE A WIRE A MINIMUM OF 32" IN WIDTH AND WITH A MINIMUM OF 6 LINE WIRES WITH 12" STAY SPACING. 3. PROVIDE 5'-0" STEEL POST OF THE SELF-FASTENER ANGLE STEEL TYPE. 4. FOR MECHANICAL SLICING METHOD INSTALLATION, GEOTEXTILE SHALL BE A MAXIMUM OF 18" ABOVE GROUND SURFACE. 5. EXTEND GEOTEXTILE AND WIRE INTO TRENCH. A-23A-24 NOTES: 1. EROSION CONTROL BLANKET SHOULD BE INSTALLED VERTICALLY DOWNSLOPE. 2. STAKES/STAPLES SHOULD BE PLACED NO MORE THAN 3 FT. APART VERTICALLY, AND 1 FT. APART HORIZONTALLY. 3. SLOPE SURFACE SHOULD BE FREE OF STICKS, ROCKS, AND OTHER OBSTRUCTIONS. 4. BLANKETS SHOULD BE ROLLED OUT LOOSELY AND STAKED/STAPLED TO MAINTAIN DIRECT SOIL CONTACT. DO NOT STRETCH THE BLANKETS. 5. USE OF PRODUCTS WITH PLASTIC AND/OR NYLON NETTING IS PROHIBITED.MAXIMUM SLOPE=30%6"4' ≤ 1 ' 2- 3 " EROSION CONTROL BLANKET SCALE: DATE: FIGURE:Tighe & Bond, Inc. F:\Projects\E\E5034 Eversource L&P 2019\088 - CT-MA BMP Manual\Drawings_Figures\AutoCAD\Sheet\E-Blanket.dwgDec 15, 2021-3:25pm Plotted By: ASapelli12/2021 NO SCALE SOIL SHOULD BE TAMPED DOWN OVER BLANKET STAKE/STAPLE (TYP) STAKE/STAPLE≤ 3'A25 A-24A-25 EROSION CONTROL BLANKETS STRAW WATTLE/MULCH LOG SCALE: DATE: FIGURE:Tighe & Bond, Inc. F:\Projects\E\E5034 Eversource L&P 2019\088 - CT-MA BMP Manual\Drawings_Figures\AutoCAD\Sheet\Straw Wattle2.dwgDec 15, 2021-3:28pm Plotted By: ASapelli12/2021 NO SCALE PLAN SECTION WORK ZONE FLOW WORK ZONE STAKE EVERY 10'± STRAW WATTLES OR MULCH LOGS WOODEN STAKE 3"-4"12"NOTE: 1. USE OF PRODUCTS WITH PLASTIC AND/OR NYLON NETTING IS PROHIBITED. AREA TO BE PROTECTED AREA TO BE PROTECTED A26 A-26 STRAW WATTLE (ON SLOPE) SCALE: DATE: FIGURE:Tighe & Bond, Inc. F:\Projects\E\E5034 Eversource L&P 2019\088 - CT-MA BMP Manual\Drawings_Figures\AutoCAD\Sheet\Straw Wattle.dwgDec 15, 2021-3:28pm Plotted By: ASapelli12/2021 NO SCALE ELEVATION VIEW SHALLOW DITCH PREPARED FOR STRAW WATTLE INSTALLATION STRAW WATTLE WOODEN STAKE FOOT TAMPED BACKFILL ON UPSLOPE SIDE 1. USE OF PRODUCTS WITH PLASTIC AND/OR NYLON NETTING IS PROHIBITED. 2. VERTICAL SPACING FOR SLOPE INSTALLATIONS TO BE DETERMINED BY SITE CONDITIONS: SLOPE GRADIENT AND SOIL TYPE. CONFIRM SPACING PER MANUFACTURER'S SPECIFICATIONS. SEE BELOW FOR TYPICAL REQUIREMENTS. COORDINATE SPACING AND LOCATION WITH EVERSOURCE ENVIRONMENTAL LICENSING AND PERMITTING. ·1:1 SLOPES = 10 FEET APART ·2:1 SLOPES = 20 FEET APART ·3:1 SLOPES = 30 FEET APART 3. MINIMUM 12" DIAMETER WATTLES SHOULD BE USED FOR HIGHLY DISTURBED AREAS (E.G. HEAVILY USED ACCESS ROADS WITH ADJACENT WETLANDS). MINIMUM 8" DIAMETER WATTLES SHOULD BE USED FOR LESS DISTURBED SOILS. NOTES: STRAW WATTLE WOODEN STAKE A2 A-26A-27 A27 COMPOST FILTER TUBE SCALE: DATE: FIGURE:Tighe & Bond, Inc. F:\Projects\E\E5034 Eversource L&P 2019\088 - CT-MA BMP Manual\Drawings_Figures\AutoCAD\Sheet\Compost Filter Tube.dwgDec 15, 2021-3:22pm Plotted By: ASapelli12/2021 NO SCALE PLAN SECTION WORK ZONE FLOW WORK ZONE STAKE EVERY 10'± COMPOST FILTER TUBE 1"x1" WOODEN STAKE 3"-4"12"NOTES: 1. TUBES FOR COMPOST FILTERS SHALL BE JUTE MESH OR APPROVED BIODEGRADABLE MATERIAL. 2. TAMP TUBES IN PLACE TO ENSURE GOOD CONTACT WITH SOIL SURFACE. 3. PROVIDE 3' MINIMUM OVERLAP AT ENDS OF TUBES TO JOIN IN A CONTINUOUS BARRIER AND MINIMIZE UNIMPEDED FLOW. 4. COMPOST MATERIAL SHALL BE DISPERSED ON SITE WITHIN LIMITS OF WORK, AS DIRECTED. 5. INSTALL TUBES ALONG CONTOURS AND PERPENDICULAR TO SHEET OR CONCENTRATED FLOW. 6. DO NOT INSTALL IN PERENNIAL, EPHEMERAL, OR INTERMITTENT STREAMS. 7. CONFIGURE TUBES AROUND EXISTING SITE FEATURES TO MINIMIZE SITE DISTURBANCE AND MAXIMIZE CAPTURE AREA OF STORMWATER RUN-OFF. COMPOST FILTER TUBE 12"-18" DIA. (TYP)AREA TO BE PROTECTED AREA TO BE PROTECTED A28 A-27A-28 TURBIDITY CURTAIN SCALE: DATE: FIGURE:Tighe & Bond, Inc. F:\Projects\E\E5034 Eversource L&P 2019\088 - CT-MA BMP Manual\Drawings_Figures\AutoCAD\Sheet\Turbidity Curtain.dwgDec 15, 2021-3:29pm Plotted By: ASapelli12/2021 NO SCALE A A BAFFLE ELEVATION DIELECTRIC SEAM BOTTOM HEM 1 4" Ø HDG STEEL PROOF-COIL CHAIN 516" Ø ANCHOR CONNECT QUICK-LINK 3 8" Ø POLYPROPYLENE ANCHOR LIFTING LINE DIELECTRIC SEAM BAFFLE SKIRT 8OZ. NONWOVEN GEOTEXTILE UNICELLULAR POLYSTYRENE FOAM FLOATATION 20' TYP VERIFY IN FIELD 10' TYP VERIFY IN FIELD6"ØNOTES: 1. TURBIDITY CURTAIN BY ENVIRONETICS, INC. OR APPROVED EQUAL. 2. TURBIDITY CURTAIN SHALL NOT BE EXTENDED ACROSS CHANNEL FLOWS. 3. TURBIDITY CURTAIN MATERIAL SHALL BE ULTRAVIOLET LIGHT RESISTANT. TYPE I II III IV DESCRIPTION FLATWATER LIGHTWEIGHT MIDDLEWEIGHT HEAVYWEIGHT CONDITIONS CALM AND PROTECTED SEMI-PROTECTED AREA, CURRENTS UP TO 2 FT/S EXPOSED AREA, CURRENTS UP TO 5 FT/S EXPOSED TO WIND, CURRENT, AND TIDES GAP (IN.) 0 12 12 0 GAP, SEE TABLE SECTION A-A A29 A-28A-29 CATCH BASIN INLET PROTECTION (STRAW BALES) SCALE: DATE: FIGURE:Tighe & Bond, Inc. F:\Projects\E\E5034 Eversource L&P 2019\088 - CT-MA BMP Manual\Drawings_Figures\AutoCAD\Sheet\CB Inlet Prot.dwgDec 15, 2021-3:21pm Plotted By: ASapelli12/2021 NO SCALE GUTTER LINE GUTTER LINE PLAN ELEVATION NOTES: 1. A MINIMUM OF TWO WOOD STAKES ARE REQUIRED PER STRAW BALE. 2. STEEL DOWELS MAY BE USED WHERE WOOD STAKES CANNOT BE DRIVEN INTO THE GROUND. 3. "SILT SACKS", "DANDY BAG II" OR OTHER SIMILAR SILT RETENTION DEVICES SHALL BE INSTALLED IN LIEU OF STRAW BALES FOR CATCH BASINS LOCATED IN EXISTING PAVED AREAS. 4. STRAW PRODUCTS ONLY; THE USE OF HAY OR HAY PRODUCTS IS STRICTLY PROHIBITED. 2" X 2" X 3' STAKES OR STEEL DOWELS (TYP) 2" X 2" X 3' STAKES OR STEEL DOWELS (TYP) STRAW BALE CATCH BASIN FRAME AND COVER EXISTING GRADE A30 A-29A-30 CATCH BASIN INLET PROTECTION (SILT SACK) SCALE: DATE: FIGURE:Tighe & Bond, Inc. F:\Projects\E\E5034 Eversource L&P 2019\088 - CT-MA BMP Manual\Drawings_Figures\AutoCAD\Sheet\Silt Sack.dwgDec 15, 2021-3:27pm Plotted By: ASapelli12/2021 NO SCALE PLAN VIEW NOTES: 1. FILTER BASKET SHALL BE "SILT SAK" BY JENNIAN, MELROSE, MA; "DANDY BAG" BY DANDY PRODUCTS (1-800-591-2284); DRAIN PAC (91-800-272-2832); OR APPROVED EQUIVALENT SUBJECT TO CONSULTATION WITH EVERSOURCE ENVIRONMENTAL LICENSING AND PERMITTING. 2. FILTER BASKETS SHOULD BE USED IN COMBINATION WITH ANOTHER INLET PROTECTION MEASURE SUCH AS SEDIMENT FILTER FABRIC IF DRAINAGE AREA IS SMALL WITH SHALLOW FLOWS. ELEVATION VIEW FINISH GRADE GUTTER LINEGUTTER LINE SEDIMENT FILTER FABRICCATCH BASIN FRAME & COVER FILTER BASKET SEDIMENT FILTER FABRIC A31 A-30A-31 LOAM AND SEED SCALE: DATE: FIGURE:Tighe & Bond, Inc. F:\Projects\E\E5034 Eversource L&P 2019\088 - CT-MA BMP Manual\Drawings_Figures\AutoCAD\Sheet\Loam and Seed.dwgDec 15, 2021-3:26pm Plotted By: ASapelli12/2021 NO SCALE SEED MIX FOR LAWNS: TALL FESCUE - 70% KENTUCKY BLUEGRASS - 10% PERENNIAL RYEGRASS - 20% APPLY AT 2LBS PER 1000 S.F. FINISH GRADE 3" MINIMUM TOPSOIL SUB-GRADE NOTE: THE SEED MIX UTILIZED SHALL CONSIST OF QUICK GROWING, DROUGHT TOLERANT, NATIVE GRASSES, SUCH AS RYES. THE SEED MIX UTILIZED WITHIN THE BUFFER ZONE TO WETLAND RESOURCE AREAS MAY CONSIST OF QUICK GROWING, DROUGHT TOLERANT, NATIVE GRASSES BUT MUST CONTAIN AT LEAST 50% OF A NATIVE SEED MIX WITH HIGH HABITAT VALUE, SUCH AS ONES WHICH CONTAIN PERENNIAL SHRUBS, WILDFLOWERS. CONSULT WITH EVERSOURCE ENVIRONMENTAL LICENSING AND PERMITTING FOR PROJECT SPECIFIC REQUIREMENTS. A32 A-31A-32 STRAW MULCH SCALE: DATE: FIGURE:Tighe & Bond, Inc. F:\Projects\E\E5034 Eversource L&P 2019\088 - CT-MA BMP Manual\Drawings_Figures\AutoCAD\Sheet\Straw Mulch.dwgDec 15, 2021-3:28pm Plotted By: ASapelli12/2021 NO SCALE STRAW MULCH: 1" THICK MAX UNSTABLE SOILS NOTES: 1. STRAW PRODUCTS ONLY; THE USE OF HAY OR HAY PRODUCTS IS STRICTLY PROHIBITED. 2. MULCH APPLICATION SHALL NOT EXCEED 1" IN THICKNESS. 3. WOOD CHIPS MAY BE SUBSTITUTED FOR STRAW MULCH SUBJECT TO EVERSOURCE ENVIRONMENTAL LICENSING AND PERMITTING APPROVAL. 4. CONSULT WITH EVERSOURCE ENVIRONMENTAL LICENSING AND PERMITTING FOR PROJECT SPECIFIC REQUIREMENTS. A33 PLAN VIEW ELEVATION VIEW LIMIT OF SOIL DISTURBANCESTRAW MULCH A-32A-33 COIR LOG SCALE: DATE: FIGURE:Tighe & Bond, Inc. F:\Projects\E\E5034 Eversource L&P 2019\088 - CT-MA BMP Manual\Drawings_Figures\AutoCAD\Sheet\Coir log.dwgDec 15, 2021-3:22pm Plotted By: ASapelli12/2021 NO SCALE STREAM BED COIR LOG AND EROSION CONTROL SEED MIX TOP OF BANK/OHW WOODEN STAKES (2 FT. LONG) NORMAL WATER LEVEL NOTES: 1. USE OF PRODUCTS WITH PLASTIC AND/OR NYLON NETTING IS PROHIBITED. 2. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. 3. INSTALLATION MAY INCLUDE SEEDING AND/OR OTHER NATIVE PLANT INSTALLATION. CONSULT EVERSOURCE ENVIRONMENTAL LICENSING AND PERMITTING. TYPICAL STAKING UPLAND 3' 3' A34 A-33A-34 LEVEL SPREADER SCALE: DATE: FIGURE:Tighe & Bond, Inc. F:\Projects\E\E5034 Eversource L&P 2019\088 - CT-MA BMP Manual\Drawings_Figures\AutoCAD\Sheet\Level Spreader.dwgDec 15, 2021-3:26pm Plotted By: ASapelli12/2021 NO SCALE SECTION A-A PLAN VIEW 3 1 3 1 4' WIDTH 12" MIN. NOTE: WHERE GROUND DOWNSTREAM OF LEVEL SPREADER HAS BEEN DISTURBED, VEGETATIVE COVER SHALL BE ESTABLISHED. FILTER FABRIC 3/4" CRUSHED STONE 2" CRUSHED STONE EXISTING GROUND 4" LOAM AND SEED COVER CREST WITH EROSION CONTROL BLANKET LEVEL SPREADER LEVEL SPREADER MEET EXISTING GRADE4'A A A35 A-34A-35 CHECK DAMS SCALE: DATE: FIGURE:Tighe & Bond, Inc. F:\Projects\E\E5034 Eversource L&P 2019\088 - CT-MA BMP Manual\Drawings_Figures\AutoCAD\Sheet\Check Dams.dwgDec 15, 2021-3:22pm Plotted By: ASapelli12/2021 NO SCALE A36 SWALE ELEVATION VIEW STRAW BALE CHECK DAM ACCESS ROAD SURFACE STABLE UPLANDS ACCESS ROAD PLAN VIEW CHECK DAM (SEE BELOW)SWALE EROSION CONTROL BLANKETS (OPTIONAL) STRAW BALE CHECK DAM SWALE ELEVATION VIEW STONE CHECK DAM ACCESS ROAD SURFACE EROSION CONTROL BLANKETS (OPTIONAL) STONE CHECK DAM NOTES: 1. CHECK DAMS SHALL BE CONSTRUCTED OF STONE OR STRAW PRODUCTS ONLY; THE USE OF HAY OR HAY PRODUCTS IS STRICTLY PROHIBITED. 2. HEIGHT AND SPACING OF CHECK DAMS IS DEPENDENT ON SLOPES AND RUNOFF CONDITIONS. CONSULT WITH EVERSOURCE ENVIRONMENTAL LICENSING AND PERMITTING PRIOR TO INSTALLATION FOR PROJECT SPECIFIC REQUIREMENTS. 3. REMOVE TEMPORARY CHECK DAMS UPON SWALE STABILIZATION AND/OR COMPLETION OF CONSTRUCTION. A-35A-36 TRENCH BREAKER SCALE: DATE: FIGURE:Tighe & Bond, Inc. F:\Projects\E\E5034 Eversource L&P 2019\088 - CT-MA BMP Manual\Drawings_Figures\AutoCAD\Sheet\Trench Breaker.dwgDec 15, 2021-3:29pm Plotted By: ASapelli12/2021 NO SCALE BOTTOM OF DITCH SECTION ELEVATION GRADED RIGHT-OF-WAY GRADED RIGHT-OF-WAY SANDBAGS COMPACTED FILL PIPELINE CROSS-COUNTRY BURIED PIPELINE BOTTOM OF DITCH SECTION ELEVATION EXISTING ROAD EXISTING ROAD SANDBAGS COMPACTED FILL PIPELINE IN-ROAD BURIED PIPELINE A37 A-36A-37 SEDIMENT TRAP SCALE: DATE: FIGURE:Tighe & Bond, Inc. F:\Projects\E\E5034 Eversource L&P 2019\088 - CT-MA BMP Manual\Drawings_Figures\AutoCAD\Sheet\E-Sediment Trap.dwgDec 15, 2021-3:25pm Plotted By: ASapelli12/2021 NO SCALE GROUND SLOPE 2' HIGH CLEAN STONES (d =6") GROUND SLOPE STRAW BALE SECTION A-A AA 2' 15'-20' (TYP) OR AS DIRECTED SEDIMENT FREE WATER 10'-15' (TYP) OR AS DIRECTED 50 PUMP DISCHARGE LINE FILTER BAG FLAT STONE FILTER FABRIC MAT SEDIMENT STRAW BALE FILTER FABRIC MAT PUMP DISCHARGE SEDIMENT LADEN WATER FILTER BAG. CAPACITY OF FILTER BAG SHALL BE ADEQUATE TO HANDLE DEWATERING PUMP DISCHARGE. TO NATURAL WATER COURSE NOTES: 1. LOCATION OF SEDIMENT TRAP SUBJECT TO CONSULTATION WITH EVERSOURCE ENVIRONMENTAL LICENSING AND PERMITTING. 2. SEDIMENT TRAPS OR SETTLING BASINS SHALL BE USED FOR CONSTRUCTION DEWATERING. 3. DISCHARGE AWAY FROM WORK AREA/DEWATERING AREA. A38 A-37A-38 DEWATERING BASIN SCALE: DATE: FIGURE:Tighe & Bond, Inc. F:\Projects\E\E5034 Eversource L&P 2019\088 - CT-MA BMP Manual\Drawings_Figures\AutoCAD\Sheet\Dewat_Basin1.dwgDec 15, 2021-3:24pm Plotted By: ASapelli12/2021 NO SCALE PERSPECTIVE PLAN VIEW SECTION FILTER FABRIC MAT LINING ON BOTTOM AND SIDES PUMP DISCHARGE HOSE STRAW BALES EMBEDDED 4" AND STAKED AS REQUIRED PUMP DISCHARGE HOSE STRAW BALES EMBEDDED 4" AND STAKED AS REQUIRED PUMP DISCHARGE HOSE STRAW BALES EMBEDDED 4" AND STAKED AS REQUIRED SET 2 STRAW BALES 2" BELOW ADJOINING FILTER FABRIC MAT LINING ON BOTTOM AND SIDES NOTE: PLACE DEWATERING/PUMPING SETTLING BASINS IN A WELL-VEGETATED AREA, OUTSIDE OF WETLANDS WHENEVER PRACTICABLE. A39 A-38A-39 DEWATERING FILTER BAG SCALE: DATE: FIGURE:Tighe & Bond, Inc. F:\Projects\E\E5034 Eversource L&P 2019\088 - CT-MA BMP Manual\Drawings_Figures\AutoCAD\Sheet\Dewat_Basin2.dwgDec 15, 2021-3:24pm Plotted By: ASapelli12/2021 NO SCALE PERSPECTIVE HOSE INLET STRAW BALES SECTION PLAN DISCHARGE HOSE ONE PER FILTER BAG HOSE CLAMP FILTER BAG SET ON FILTER FABRIC 15'STAKES MAXFILTER BAG FILTER BAG NOTE: PLACE FILTER BASINS IN A WELL-VEGETATED AREA, OUTSIDE OF WETLANDS WHENEVER PRACTICABLE.16'4'2 STAKES PER BALE (TYP ALL BALES) A40 A-39A-40 DEWATERING BASIN (FILTER BAG) DEWATERING (FRAC TANK) SCALE: DATE: FIGURE:Tighe & Bond, Inc. F:\Projects\E\E5034 Eversource L&P 2019\088 - CT-MA BMP Manual\Drawings_Figures\AutoCAD\Sheet\Frac Tank.dwgDec 15, 2021-3:25pm Plotted By: ASapelli12/2021 NO SCALE CONTINGENCY TREATMENT FOR REGULATED GROUNDWATER PROCESS A41 A-40A-41 DEWATERING BASIN (FRAC TANK) COFFER DAM AND STREAM FLOW BYPASS (GRAVITY) SCALE: DATE: FIGURE:Tighe & Bond, Inc. F:\Projects\E\E5034 Eversource L&P 2019\088 - CT-MA BMP Manual\Drawings_Figures\AutoCAD\Sheet\Coffer Dam Gravity.dwgDec 15, 2021-3:22pm Plotted By: ASapelli12/2021 NO SCALE FLOW FLOW DRY WORK AREA PLAN VIEW - GRAVITY COFFER DAM BYPASS HOSE TEMPORARY COFFER DAM (SANDBAGS OR SIMILAR) A42 A-42 COFFER DAM AND STREAM FLOW BYPASS (PUMPING) SCALE: DATE: FIGURE:Tighe & Bond, Inc. F:\Projects\E\E5034 Eversource L&P 2019\088 - CT-MA BMP Manual\Drawings_Figures\AutoCAD\Sheet\Coffer Dam.dwgDec 15, 2021-3:22pm Plotted By: ASapelli12/2021 NO SCALE FLOW FLOW DRY WORK AREA PLAN VIEW - PUMP COFFER DAM DISCHARGE HOSE PUMP TEMPORARY COFFER DAM (SANDBAGS OR SIMILAR) TEMPORARY SPLASH PAD TO SLOW VELOCITY A43 A-41A-43 APPENDIX B Table of Contents B-i APPENDIX B Appendix B B.1 Applicable Laws/Regulations ............................................................B- 1 B.2 Geographic Areas Subject to Jurisdiction ...........................................B- 1 B.3 Applicable Regulatory Agencies ........................................................B- 2 B.4 Maintenance, Repair, or Emergency Projects .....................................B- 3 B.4.1 Maintain, Repair and/or Replace .............................................B- 3 B.4.2 Emergency Projects ..............................................................B- 3 B.5 Municipal Permitting .......................................................................B- 4 B.6 CT Department of Energy & Environmental Protection .........................B- 4 B.7 U.S. Army Corps of Engineers ..........................................................B- 5 B.8 Culvert Installation .........................................................................B- 8 B.8.1 Municipal Permitting .............................................................B- 8 B.8.2 CT Department of Energy & Environmental Protection ...............B- 9 B.8.3 U.S. Army Corps of Engineers ................................................B- 9 Tighe&Bond Eversource Best Management Practices Manual –January 2022 B-1 Appendix B B.1 Applicable Laws/Regulations In Connecticut, there are no fewer than eight potentially pertinent regulatory programs associated with activities proposed in environmentally sensitive areas. The fol lowing list of laws and regulations are most likely to apply to electrical utility projects in the State. • Connecticut Inland Wetlands and Watercourses Act (C.G.S. §§ 22a-36 through 22a- 45a) • Municipal inland wetland and zoning regulations • Connecticut General Permit for Water Resource Construction Activities (C.G.S. §§ 22a-6, 22a-45a and 22a-378a) • Connecticut Environmental Policy Act (C.G.S. §§ 22a-1a through 22a-1h) • Connecticut Coastal Management Act (C.G.S. §§ 22a-359 through 22a-363; 22a-28 through 22a-35; 22a-90 through 22a-112; 33 U.S.C. § 1314) • Connecticut Water Diversion Policy Act (C.G.S. §§ 22a-365 through 22a-379) • Connecticut Endangered Species Act (C.G.S. §§ 26-303 through 26-315) • Section 10 of the Rivers and Harbors Act of 1899 (C.G.S. §§ 22a-426; 33 U.S.C. § 403) • Section 401 of the Clean Water Act (33 U.S.C. § 1251) • Section 404 of the Clean Water Act (33 U.S.C. § 1344) B.2 Geographic Areas Subject to Jurisdiction The following areas are subject to regulatory jurisdiction by at least one of the regulatory programs discussed in this section: It is important to note that more than one jurisdictional resource type may be present at any given location. • Inland wetlands, watercourses (rivers, streams, lake s, ponds), and floodplains • Areas subject to municipal wetlands bylaws or ordinances (these vary by town) • Coastal Resource Areas (beaches, dunes, bluffs, escarpments, coastal hazard areas, coastal waters, nearshore waters, offshore waters, estuarine embayments, developed shorefront, intertidal flats, islands, rocky shorefronts, shellfish concentration areas, shorelands, and tidal wetlands) • Navigable waters • Essential Fish Habitat (EFH) • Rare species habitat as mapped by the Connecticut Natural Diversity Database (NDDB) • Historic/cultural Resources including archaeological resources and above -ground historic resources Eversource Best Management Practices Manual –January 2022 Appendix B B-2 B.3 Applicable Regulatory Agencies Activities subject to jurisdiction under the above-referenced programs will generally be subject to review by one or more regulatory agencies (refer to list below). Most stream and wetland crossings will require notification or consultation with municipal Inland Wetland and Watercourses Agencies, and may require permitting with the U.S. Army Corps of Engineers (ACOE) and Connecticut Department of Energy & Environmental Protection (CT DEEP) u nder Sections 404 and 401 of the Clean Water Act. Coordination with CT DEEP may also be required for projects located within areas mapped by the Connecticut Natural Diversity Database. • Municipal Conservation Commissions • Connecticut Department of Energy & Environmental Protection (CT DEEP) Land and Water Resources Division (LWRD) • CT DEEP Wildlife Division • CT DEEP Office of Environmental Review • United States Army Corps of Engineers (ACOE) New England District • CT State Historic Preservation Office (CT SHPO) The State of Connecticut and the Federal Government define wetlands differently. According to the Inland Wetlands and Watercourses Act, inland wetlands are defined as “land, including submerged land, not regulated pursuant to Sections 22a-28 through 22a- 35 of the Connecticut General Statutes, as amended, which consists of any of the soil types designated as poorly drained, very poorly drained, alluvial, and floodplain by the National Cooperative Soil Survey, as it may be amended from time to time by the United States Department of Agriculture Natural Resource Conservation Service. Such areas may include filled, graded, or excavated sites which possess an aquic (saturated) soil moisture regime as defined by the National Cooperative Soil Survey.” State wetland identification is based solely on the presence of these soil types. “Watercourses" means rivers, streams, brooks, waterways, lakes, ponds, marshes, swamps, bogs and all other bodies of water, natural or artificial, vernal or intermittent, public or private, which are contained within, flow through or border upon this state or any portion thereof. Intermittent watercourses shall be delineated by a defined permanent channel and bank and the occurrence of two or more of the following characteristics: (A) Evidence of scour or deposits of recent alluvium or detritus, (B) the presence of standing or flowing water for a duration longer than a particular storm incident, and (C) the presence of hydrophytic vegetation. The Federal Government defines wetlands as “Those areas that are inundated or saturated by surface or ground water at a frequency and duration sufficient to support, and that under normal circumstances do support, a prevalence of vegetatio n typically adapted for life in saturated soil conditions.” Federal wetland identification is based on a three- parameter approach, where a prevalence of hydrophytic vegetation, hydric soils, and wetland hydrology is used to make a wetland determination. Eversource Best Management Practices Manual –January 2022 Appendix B B-3 B.4 Maintenance, Repair, or Emergency Projects Most regulatory programs contain provisions that allow normal maintenance of existing structures and/or response to emergency situations that require immediate attention. Prior to commencement of new construction, all jurisdictional wetland areas within the work corridor should be delineated by a qualified wetland and soil scientist. The specialist shall delineate areas in accordance with the General Statutes of Connecticut (revised January 1, 2007) as set forth at Title 22a Chapter 440 “Inland Wetlands and Watercourses Act”, the U.S. Army Corps of Engineers 1987 Wetland Delineation Manual, and any local inland wetland regulations, ordinances or bylaws that may ex ist. Refer to each set of regulations regarding applicable wetland definitions. Wetland areas shall be clearly demarcated using appropriate flagging tape or similar means. It is important to note that certain jurisdictional wetland areas in Connecticut can actually occur in uplands, such as floodplains. In addition, Upland Review Areas generally apply to work activities and vary in each community. This makes consultation with a wetland specialist particularly important. B.4.1 Maintain, Repair and/or Replace Exemptions or considerations for maintenance, repair, and/or replacement of existing electrical utility structures exist in some environmental regulations, but not all. The exemptions are limited to work related to existing and lawfully located structures where no change in the original structure or footprint is proposed. It is not for the selected contractor of a particular project to make a determination as to whether an activity is exempt. This determination will be made prior to work by the Eversource project manager, in consultation with Eversource environmental staff. These exemptions/considerations are afforded at: • CT Inland Wetlands & Watercourses Act (RCSA § 22a-39-4) • CT General Permit (Section 3) • CT Coastal Management Act (RCSA § 22a-363b) • CT GP [33 CFR 323.4(a)(2)] • CT Water Diversion Policy Act (RCSA § 22a-377(b)1) B.4.2 Emergency Projects Emergency provisions are generally afforded to activities that need to abate conditions that pose a threat to public health or safety. These provisions generally do not allow work beyond what is necessary to abate the emergency condition and will generally require an after-the-fact permit. It is not for the selected contractor of a particular project to make a determination as to whether an activity is an emergency. This determination will be made prior to work by the Eversource project manager, in consulta tion with Eversource Environmental Licensing and Permitting. It is important to note that invocation of an emergency provision does not release the project proponent from reporting requirements. Emergency provisions are afforded at: • CEPA (RCSA § 22a-1a-3) • CT Coastal Management Act (RCSA § 22a-29) • CT GP [33 CFR Part 323.4(a)(2)] Eversource Best Management Practices Manual –January 2022 Appendix B B-4 B.5 Municipal Permitting Work within wetlands, watercourses and designated Upland Review Areas typically requires notification to municipal staff, (Department of Public Works and/or the Inland Wetland and Watercourse Agency staff). In October 1996 the Connecticut Department of Public Utility Control opened a docket (Docket Number 95 -08-34) to conduct a generic investigation on the allocation of siting jurisdiction over utility plant facil ities. This included an investigation as to whether local authorities (including local Inland Wetlands and Watercourses Agencies) have jurisdiction over public utility projects. The investigation resulted in several orders which provide guidance on how pub lic utility companies should coordinate with municipalities on the construction of new facilities, upgrades, significant maintenance activities, and routine maintenance activities. • For the construction of new facilities, alterations to existing facilities (including upgrades) or significant maintenance involving substantial disturbance of soil, water or vegetation which would regularly fall under the review requirements of certain local authorities (ie. Planning and Zoning Authority; Inland Wetlands Commission; Public Works Department; Historic District Commission), the utility shall at least notify and consult with such local authority, or its designated agent or staff, toward the development of mutually agreeable schedules and procedures for the proposed activity. • For routine maintenance activities or alterations to existing facilities (including upgrades) involving minor disturbance of soil, water or vegetation which would regularly fall under the review and approval requirements of certain local authorities, the utility shall make local authorities or their designated agent or staff aware of such ongoing activities. B.6 CT Department of Energy & Environmental Protection If the project requires formal permitting with the ACOE (Pre-Construction Notification (PCN) or Individual Permit), copies of the application should be forwarded to CT DEEP for review under Section 401 of the Clean Water Act. The CT DEEP requires that a GP Addendum form be completed and submitted along with the ACOE application. If the project qualifies for Self-Verification Notification (SVNF) under the ACOE GP, the project also is granted authorization (Water Quality Certification, WQC) with no formal application under Section 401 of the Clean Water Act, provided the project meets the additional WQC general conditions. The general conditions commonly applicable to utility projects include: • Prohibiting dumping of any quantity of oil, chemicals, or other deleterious material on the ground; • Immediately informing the CT DEEP Oil and Chemical Spill Response Division at (860) 424-3338 (24 hours) of any adverse impact or hazard to the environment including any discharge or spillage of oil or chemical liquids or solids; • Separating staging areas at the site from the regulated area s by silt fences or stray/hay bales at all times; • Prohibiting storage of any fuel and refueling of equipment within 25 feet from any wetland or watercourse; • Following the document “Connecticut Guidelines for Soil and Erosion Control,” inspecting employed controls at least once per week, after each rainfall, and at least daily during prolonged rainfall, and correcting any deficiencies within 48 hours of being found. Eversource Best Management Practices Manual –January 2022 Appendix B B-5 • Prohibiting the storage of any materials at the site which are buoyant, hazardous, flammable, explosive, soluble, expansive, radioactive, or which could in the event of a flood be injurious to human, animal or plant life, below the elevation of the • 500 year flood. Any other material or equipment stored at the site below this elevation must be firmly anchored, restrained or enclosed to prevent flotation. The quantity of fuel for equipment at the site stored below such elevation shall not exceed the quantity of fuel that is expected to be used by such equipment in one day. • Immediately informing CT DEEP at (860) 424-3019 and the ACOE at (617) 647- 8674 of the occurrence of pollution or other environmental damage in violation of the WQC, and within 48 hours support a written report including information specified in the general conditions. If the project falls within areas mapped by the Connecticut Natural Diversity Database, or is less than 0.50 miles upstream or downstream of a mapped area, a data request and possible coordination will be required with the Natural Diversity Database. If a project is located within tidal, coastal or navigable waters of the state or in tidal wetlands, permitting may be required with the CT DEEP LWRD. For the routine maintenance of previously permitted structures or structures that were in place prior to June 24, 1939, no permitting is required. For significant maintenance of previously permitted structures or structures that were in place prior to June 24, 1939, a Certificate of Permission is required. For new projects a Structures, Dredging and Fill Permit and/or a Tidal Wetlands Permit may be required. The CT DEEP LWRD should be consulted prior to preparing permits to conduct a pre-application meeting and determine the appropriate permitting route. B.7 U.S. Army Corps of Engineers Work within wetlands and waters of the United States is subject to jurisdiction under Section 404 of the Clean Water Act, which is administered by the ACOE. Work within navigable waters is also administered by the ACOE under Section 10 of the Rivers and Harbors Act of 1899. The ACOE has issued Department of the Army General Permits for the State of Connecticut and Land Located within the Boundaries of an Indian Reservation (CT GPs) which establishes categories for projects based on their nature of impacts. The current permit was issued on December 15, 2021, and expires on December 15, 2026. Applications are not required for Self-Verification (SV) projects, but submittal of a Self- Verification Notification Form (SVNF) before the work occurs and submittal of a Compliance Certification Form within one month after the work is completed is required. The SVNF and Compliance Certification Form entail self-certification by applicants that their project complies with the terms and conditions of SV under the CT GPs. Pre- Construction Notification (PCN) projects require the submittal of an application to the ACOE, followed by a screening of the application by the ACOE, the U.S. Fish and Wildlife Service (USFWS), U.S. Environmental Protection Agency (US EPA), National Marine Fisheries Service (NMFS) and CT DEEP, and consultation with the Connecticut Commission on Culture and Tourism and Tribal Historic Preservation Officers (THPOs). PCN projects may not proceed until written approval from the ACOE is received. Written approval is generally provided within 45 days of the multi-agency screening. After written approval is received, a Work-Start Notification Form must be submitted before the work occurs, and a Compliance Certification Form must be submitted within one month after the work is completed. Eversource Best Management Practices Manual –January 2022 Appendix B B-6 For work proposed within a FEMA floodway or floodplain, the ACOE recommends that the applicant apply for and receive a Flood Management Certification (if required), prior to applying to the ACOE. Additionally, applications for PCN inland projects that propose fill in ACOE jurisdiction must include an Invasive Species Control Plan (ISCP), unless otherwise directed by the ACOE. An Individual Permit (IP) requires a formal permit application to be submitted to the ACOE. The application is reviewed in detail by both state and federal agencies, and a Public Notice is released for public comment. Projects which trigger an IP generally result in significant impacts to wetlands and/or watercourses. Stream and wetland crossings are only subject to jurisdiction under the ACOE if there is a discharge of dredge or fill material into wetlands or waters of the United States. Equipment access through a stream or wetland with no structural BMP is not regulated by the ACOE if there is no discharge of dredge or fill material (note that equipment rutting as a result of not using an appropriate BMP can be considered a “disch arge of dredge material”). Similarly, the use of a timber or rail car bridge that extends from bank to bank with no stream impacts is not regulated by the ACOE. Additionally, the use of timber mats and stone is considered “fill material” by the ACOE, and must be calculated to determine overall impacts. Temporary mats are not counted towards the 1-acre PCN threshold if they are adequately cleaned after previous use, removed immediately after completion of construction and disposed of at an upland site. Maintenance, including emergency reconstruction of currently serviceable structures, is exempt from ACOE jurisdiction and does not require formal permitting. Maintenance does not include any modification that changes the character, scope, or size of the origina l fill design. Emergency reconstruction must occur within a reasonable period of time after damage occurs to qualify for this exemption. Stream and wetland crossings that involve the discharge of dredge and fill material may be conducted under SV if the work complies with the general conditions and SV criteria of the CT GPs. The following are SV criteria that are commonly applicable to stream and wetland crossings in utility rights of way. See Section 1.8 for additional criteria for culvert crossings: • The work results in less than 5,000 square feet of impacts to wetlands or Waters of the United States. Replacement of utility line projects with impacts solely within wetlands greater than 5,000 square feet may be eligible for SV Authorization after consultation with the ACOE about the specific project; • Temporary fill, with the exceptions of swamp and timber mats, discharged to wetlands shall be placed on geotextile fabric laid on the pre-construction wetland grade. Unconfined temporary fill discharged into flowing water (rivers and streams) shall consist only of clean stone. All temporary fill shall be removed as soon as it is no longer needed, and disposed of at an appropriate upland site. • Any unconfined in-stream work, including construction, installation or removal of sheet pile cofferdam structures, is conducted during the low -flow period between July 1 and September 30. However, installation of coffer dams, other than sheet pile cofferdams, is not restricted to the low -flow period and must be installed between July 1 and March 31 and must not encroach > 25% of the stream width measured from OHW during the prohibited work window; • No work will occur in the main stem or tributary streams of the Connecticut River watershed that are being managed for Atlantic salmon (Salmo salar). (Work of this Eversource Best Management Practices Manual –January 2022 Appendix B B-7 nature requires screening for potential impacts to designated Essential Fish Habitat.); • The work does not result in direct or secondary impacts to Special Wetlands, Threatened, Endangered or Special Concern Species, or Significant Natural Communities identified by the Connecticut Natural Diversity Database. Work within 750 feet of vernal pools shall be minimized; • The project does not require an ACOE permit with associated construction activities within 100 feet of Special Wetlands; • The project does not result in fill placed within a FEMA established floodway, unless the applicant has a State of Connecticut Flood Management Certification pursuant to Section 25-68d of the Connecticut General Statutes; • The project does not result in fill placed within a FEMA established floodplain that would adversely affect the hydraulic characteristics of the floodplain; • The project does not entail stormwater detention or retention in inland waters or wetlands; • The project is not located in a segment of a National Wild and Scenic River System (includes rivers officially designated by Congress as active study status rivers for possible inclusion) or within 0.25 miles upstream or downstream of the main stem or tributaries to such a system; • The project has no potential for an effect on a historic property which is listed or eligible for listing in the National Register of Historic Places; • The project does not impinge upon the value of any National Wildlife Refuge, National Forest, or any other area administered by the U.S. Fish and Wildlife Service, U.S. Forest Service or National Park Service; • Section 106 needs to be taken into account for all work that requires federal permitting – including SV; • The project does not use slip lining, plastic pipes, or High Density Polyethylene Pipes (HDPP). • Appropriate BMPs are employed in regard to heavy equipment in wetlands (General Condition 16) and sedimentation and erosion controls (General Condition 20). • Disturbed inland wetland areas are restored in accordance with General Condition 18. Stream and wetland crossings that involve the discharge of dredge and fill material may be conducted under PCN if the work complies with the general conditions and PCN criteria of the CT GPs. The following are PCN criteria that are commonly applicable to stream and wetland crossings in utility ROWs. See Section 1.8 for additional criteria for culvert crossings: • The work results in less than one acre of impacts to wetlands or Waters of the United States; • The project does not result in fill placed within a FEMA established floodplain that would adversely affect the hydraulic characteristics of the floodplain; • The project does not entail stormwater detention or retention in inland waters or wetlands. • Temporary fill, with the exceptions of swamp and timber mats, discharged to Eversource Best Management Practices Manual –January 2022 Appendix B B-8 wetlands shall be placed on geotextile fabric laid on the pre-construction wetland grade. Unconfined temporary fill discharged into flowing water (rivers and streams) shall consist only of clean stone. All temporary fill shall be removed as soon as it is no longer needed, and disposed of at an appropriate upland site. • Appropriate BMPs are employed in regard to heavy equipment in wetlands (General Condition 16) and sedimentation and erosion controls (General Condition 20). • Disturbed inland wetland areas are restored in accordance with General Condition 18. Stream and wetland crossings that cannot meet SV or PCN criteria may require review under an IP. The ACOE should be consulted before assuming an IP will be required, as exceptions can be made under certain circumstances. GP1. Aids to navigation & temporary recreational structures (Coastal only) GP2. Repair or maintenance of existing currently serviceable, authorized or grandfathered structures/fills and removal of structures (Coastal and Inland) GP3. Moorings (Coastal only) GP4. Pile-supported structures & floats, including boat lifts/hoists & other miscellaneous structures & work (Coastal only) GP5. Boat ramps and marine railways (Coastal and Inland) GP6. Utilities including lines, outfall and intake structures and appurtenant structures (Coastal and Inland) GP7. Dredging, transport & disposal of dredged material, beach nourishment & rock removal and rock relocation (Coastal only) GP8. Discharges of dredged or fill material incidental to the co nstruction of bridges (Coastal only) GP9. New shoreline and bank stabilization projects and Living Shorelines (Coastal and Inland) GP10. Aquatic habitat restoration, establishment and enhancement activities (Coastal and Inland) GP11. Fish and wildlife harvesting activities (Coastal and Inland) GP12. Oil spill and hazardous material response operations (Coastal and Inland) GP13. Cleanup of hazardous and toxic waste and removal of contaminated soil (Coastal and Inland) GP14. Scientific measurement and monitoring devices (Coastal and Inland) GP15. Survey and exploratory survey activities (Coastal and Inland) GP16. Aquaculture & Mariculture Activities (Coastal only) GP17. New and expansion of recreational, residential, institutional, and commercial developments (Inland only) GP18. Wetland crossings for linear transportation projects (Inland only) GP19. Stream, river and brook crossings (not including wetland crossings) (Coastal and Inland) GP20. Energy generation and renewable energy generation facilities and hydropower projects (Coastal and Inland) GP21. Temporary fill not associated with a regulated General Permit activity (Inland only) GP22. Modification and Improvement of Existing Minor drainage features and Mosquito Control (Coastal only) GP23. Agricultural Activities (Inland only) Eversource Best Management Practices Manual –January 2022 Appendix B B-9 B.8 Culvert Installation New culvert installation or existing culvert replacements will require notification or consultation with municipal staffers which might include the Department of Public Works and/or the inland wetlands officer, and may require permitting with the ACOE under Section 404 of the Clean Water Act or Section 10 of the Rivers and Harbors Act of 1899, and the CT DEEP under Section 401 of the Clean Water Act. Coordination with CT DEEP may also be required for projects located within areas mapped by the Connecticut N atural Diversity Database. For work within tidal, coastal or navigable waters or in tidal wetlands, permitting will be required with the CT DEEP LWRD. B.8.1 Municipal Permitting See Section 1.5 for general local permitting guidance. • For the installation of new culverts and the replacement of culverts that involve substantial disturbance of soil, water or vegetation which would regularly fall under the review and approval requirements of certain local authorities (i.e., Planning and Zoning Authority; Inland Wetlands Commission; Public Works Department; Historic District Commission), the utility shall at least notify and consult with such local authority, or its designated agent or staff, toward the development of mutually agreeable schedules and procedures for the proposed activity. • For the replacement of culverts involving only minor disturbance of soil, water or vegetation which would regularly fall under the review and approval requirements of certain local authorities, the utility shall make local authorities or their designated agent or staff aware of such ongoing activities. B.8.2 CT Department of Energy & Environmental Protection If the project requires formal permitting with the ACOE, copies of the application should be forwarded to CT DEEP for review under Section 401 of the Clean Water Act. CT DEEP requires that a PGP Addendum form be completed and submitted along with the ACOE application. If a culvert project falls within areas mapped by the Connecticut Natural Diversity Database or falls within 0.50 miles upstream or downstream of a mapped area, a data request and possible coordination will be required with the Natural Diversity Database. If a culvert project is located within tidal, coastal or navigable waters of the state or in tidal wetlands, permitting will be required with the CT DEEP LWRD. For new projects a Structures, Dredging and Fill Permit and/or a Tidal Wetlands Permit will be required. For replacement structures which were previously permitted, or which were in place prior to June 24, 1939, a Certificate of Permission may only be required, which entails a shorter permitting process. B.8.3 U.S. Army Corps of Engineers See Section 1.7 for general ACOE permitting requirements. Open bottom arches, bridge spans or embedded culverts are preferred over traditional culverts and are required for SV projects. However, where site constraints make these approaches impractical, the ACOE should be consulted. New bridge or open-bottom structure crossings may be conducted under SV or PCN if the following criteria are met in addition to meeting any applicable general criteria listed in section 1.7 of this manual: • The work spans at least 1.2 times the watercourse bank full width; Eversource Best Management Practices Manual –January 2022 Appendix B B-10 • The structure has an openness ratio equal to or greater than 0.25 meters; • The structure allows for continuous flow of the 50-year frequency storm flows. New culvert installations may be conducted under SV if the work complies with the general conditions and SV criteria of the CT GPs. The following are SV criteria that are commonly applicable to new culvert installations in utility right of ways: • Work is conducted in accordance with the design requirements listed in Section 3.1.3 of the BMP Manual; Plastic and High Density Polyethylene Pipes (HDPE) are not used; • The work results in less than 5,000 square feet of impacts to wetlands or Waters of the United States; • Any unconfined in-stream work, including construction, installation or removal of sheet pile coffer dam structures, is conducted during the low-flow period between July 1 and September 30, except in instances where a specific written exception has been issued by the Connecticut Department of Energy & Environmental Protection. However, installation of coffer dams, other than sheet pile coffer dams, is not restricted to the low-flow period; • No open trench excavation is conducted within flowing waters. Work within flowing waters can be avoided by using temporary flume pipes, culverts, coffer dams, etc. to isolate work areas and maintain normal flows; • The tributary watershed to the culvert does not exceed 1.0 square mile (640 acres); • The culvert gradient (slope) is not steeper than the streambed gradient immediately upstream or downstream of the culvert; • For a single box or pipe arch culvert crossing, the inverts are set not less than 12 inches below the streambed elevation; • For a multiple box or pipe arch culvert crossing, the inverts of one of the boxes or pipe arch culverts are set not less than 12 inches below the elevation of the streambed; • For a pipe culvert crossing, the inverts are set such that not less than 25% of the pipe diameter or 12 inches, whichever is less, is set below the streambed elevation; • The culvert is backfilled with natural substrate material matching upstream and downstream streambed substrate; • The structure does not otherwise impede the passage of fish and other a quatic organisms; • The structure allows for continuous flow of the 50-year frequency storm flows; • The work does not result in direct or secondary impacts to Special Wetlands, Threatened, Endangered or Special Concern Species, or Significant Natural Communities identified by the Connecticut Natural Diversity Database. Work within 750 feet of vernal pools shall be minimized; • The project does not require an ACOE permit with associated construction activities within 100 feet of Special Wetlands; • The project does not result in fill placed within a FEMA established floodway, unless the applicant has a State of Connecticut Flood Management Certification pursuant to section 25-68d of the Connecticut General Statutes; Eversource Best Management Practices Manual –January 2022 Appendix B B-11 • The project does not result in fill pl aced within a FEMA established floodplain that would adversely affect the hydraulic characteristics of the floodplain; • The project does not entail stormwater detention or retention in inland waters or wetlands; • The project is not located in a segment of a National Wild and Scenic River System (includes rivers officially designated by Congress as active study status rivers for possible inclusion) or within 0.25 miles upstream or downstream of the main stem or tributaries to such a system; • The project has no potential for an effect on a historic property which is listed or eligible for listing in the National Register of Historic Places; • The project does not impinge upon the value of any National Wildlife Refuge, National Forest, or any other area administered by the U.S. Fish and Wildlife Service, U.S. Forest Service or National Park Service. • Appropriate BMPs are employed with regard to sedimentation and erosion controls (General Condition 20). New culvert installations may be conducted under PCN if the work complies with the general conditions and PCN criteria of the GP. The following are PCN criteria that are commonly applicable to new culvert installations in utility right of ways: • Work is conducted in accordance with the design requirements listed in Section 3.1.3 of the BMP Manual; • The work results in less than one acre of impacts to wetlands or Waters of the United States; • The project does not result in fill placed within a FEMA established floodplain that would adversely affect the hydraulic characteristics of the floodplain; • There is no practicable alternative location for the crossing that would have less environmental impacts; • The use of a bridge or open-bottom structure is determined to be not practicable; • For a single box or pipe arch culvert crossing, the inverts are set not less than 12 inches below the streambed elevation; • For a multiple box or pipe arch culvert crossing, the inverts of one of the boxes or pipe arch culverts are set not less than 12 inche s below the elevation of the streambed; • For a pipe culvert crossing, the inverts are set such that not less than the pipe diameter or 12 inches, whichever is less, is set below the streambed elevation; • The culvert is backfilled with natural substrate material matching upstream and downstream streambed substrate; • The culvert has an openness ratio equal to or greater than 0.25 meters; • The structure does not result in a change in the normal water surface elevation of the upstream waters or wetlands; • The structure allows for continuous flow of the 50-year frequency storm flows; • Appropriate BMPs are employed with regard to sedimentation and erosion controls (General Condition 20). Eversource Best Management Practices Manual –January 2022 Appendix B B-12 New culvert installations that cannot meet SV or PCN criteria may require review under an IP. The ACOE should be consulted before assuming an IP will be required, as exceptions can be made under certain circumstances. In-kind replacement of culverts using the same materials is exempt from Section 404 of the Clean Water Act, and does not require permitting with the ACOE. The ACOE, however, should be consulted before assuming an activity is exempt from their jurisdiction. Consult with Eversource Environmental Licensing and Permitting. Bridge or open-bottom structure replacements may be conducted under SV if the conditions for a new bridge or open -bottom structure replacement have been met. In addition, bridge or open-bottom structure replacements should not result in a change in the normal surface elevation of the upstream waters or wetland, and the replacement structure should have a riparian bank on one or both sides for wildlife passage. Culvert replacements may be conducted under SV if the conditions for new culvert installation are met. Bridge or open-bottom structure replacements may be conducted under PCN if the conditions for a new bridge or open-bottom structure replacement have been met. Culvert replacements may be conducted under PCN if the following conditions are met: • The work results in 5,000 square feet to less than one acre of impacts to wetlands or Waters of the United States; • The use of a bridge or open-bottom structure is determined to be not practicable; • For a single box or pipe arch culvert crossing, the inverts are set not less than 12 inches below the streambed elevation; • For a multiple box or pipe arch culvert crossing, the inverts of one of the boxes or pipe arch culverts are set not less than 12 inches below the elevation of the streambed; • For a pipe culvert crossing, the inverts are set such that not less than the pipe diameter or 12 inches, whichever is less, is set below the streambed elevation; • The culvert is backfilled with natural substrate material matching upstream and downstream streambed substrate; • The culvert has an openness ratio equal to or greater than 0.25 meters; • The structure does not result in a change in the normal water surface elevation of the upstream waters or wetlands; • The structure allows for continuous flow of the 50-year frequency storm flows; • Appropriate BMPs are employed with regard to sedimentation and erosion controls (General Condition 20). APPENDIX C Table of Contents C-i Appendix C C.1 Applicable Laws/Regulations ............................................................C- 1 C.2 Geographic Areas Subject to Jurisdiction ...........................................C- 1 C.2.1 Endangered Species ..............................................................C-2 C.2.2 Vernal Pools ........................................................................C- 2 C.2.3 Essential Fish Habitat and Wild & Scenic River Designation ........C- 2 C.2.4 Cold Water Fisheries Resources ..............................................C- 3 C.2.5 Outstanding Resource Waters ................................................C- 3 C.2.6 Historic and Cultural Resources ..............................................C- 3 C.3 Applicable Regulatory Agencies ........................................................C- 3 C.4 Maintenance, Repair, or Emergency Projects .......................................C-4 C.4.1 Maintain, Repair and/or Replace .............................................C- 4 C.4.2 Emergency Projects ..............................................................C- 4 C.5 Municipal Permitting .......................................................................C- 5 C.6 MA Department of Environmental Protection ......................................C- 7 C.7 U.S. Army Corps of Engineers ..........................................................C- 8 C.8 Temporary Stream Crossings .........................................................C- 13 C.8.1 U.S. Army Corps of Engineers ..............................................C- 13 Appendix C C-1 Eversource Best Management Practices Manual –January 2022 Appendix C – Massachusetts Environmental Regulations C.1 Applicable Laws/Regulations In Massachusetts, there are no fewer than nine potentially pertinent regulatory programs associated with activities proposed in environmentally sensitive areas. The following list of laws and regulations are most likely to apply to electrical utility projects in the Commonwealth. • Massachusetts Wetlands Protection Act (M.G.L. 131 § 40) (MA WPA) • Municipal wetland bylaws/ordinances (varies by municipality) • Massachusetts Endangered Species Act (M.G.L. 131A) (MESA) • “Chapter 91” Public Waterfront Act (M.G.L. c. 91 §§ 1 through 63) • Massachusetts Environmental Policy Act (M.G.L. c. 30 §§ 61 through 62H) (MEPA) • Section 10 of the Rivers and Harbors Act of 1899 (33 U.S.C. § 403) • Section 401 of the Clean Water Act (33 U.S.C. § 1251; 314 CMR 9.00) o Administrative Consent Order (ACO) • Section 404 of the Clean Water Act (33 U.S.C. § 1344) • Massachusetts Watershed Protection Act (M.G.L. 92A §1/2) (MA WsPA) C.2 Geographic Areas Subject to Jurisdiction The following areas are subject to regulatory jurisdiction by at least one of the regulatory programs discussed in this section: It is important to note that more than one jurisdictional resource area type may be present at any given location. • Massachusetts Wetlands Protection Act Resource Areas: o (Coastal) Land Under the Ocean; Designated Port Areas; Coastal Beaches; Coastal Dunes; Barrier Beaches; Coastal Banks; Rocky Intertidal Shores; Salt Marshes; Land Under Salt Ponds; Land Containing Shellfish; Banks of or Land Under the Ocean, Ponds, Streams, Rivers, Lakes or Creeks that Underlie Anadromous/Catadromous (“Fish Run”); Land Subject to Coastal Storm Flowage o (Inland). Bank; Bordering Vegetated Wetland; Land Under Water Bodies and Waterways; Land Subject to Flooding; 200-foot Riverfront Area; and the 100-foot Buffer Zone to Bank and BVW • Areas subject to municipal wetlands bylaws or ordinances (note: varies by community) • Estimated and/or Priority Habitat of State-listed Rare Species • Outstanding Resource Waters (ORWs; include Certified Vernal Pools, public surface water drinking supplies, tributaries to drinking water supplies and vegetated wetlands adjacent thereto) • Essential Fish Habitat (EFH) • Areas of Critical Environmental Concern (ACECs) • Great Ponds Appendix C C-2 Eversource Best Management Practices Manual –January 2022 • Navigable waterways • Wild and Scenic Rivers • Quabbin Reservoir, Ware River and Wachusett Reservoir watersheds C.2.1 Endangered Species The Massachusetts Natural Heritage and Endangered Species Program (NHESP), a department of the Massachusetts Division of Fisheries and Wildlife (MassWidlife) maintains the current list of rare and endangered species and species of special concern in Massachusetts. Publicly available data only allows for identification of designated Priority Habitats of Rare Species and Estimated Habitats of Rare Wildlife, not specific species information. Priority and Estimated Habitat locations are available online via the Massachusetts Geographic Information System (MassGIS) viewer. Species specific information is provided for planned linear transmission maintenance activities which are reviewed by NHESP as part of Eversource’s annual Operation and Maintenance (O&M) Plan. Projects/ activities which are not covered in the O&M Plan must file an independent request for information or initiate coordination with NHESP through Eversource Environmental Licensing and Permitting. Applicable regulations and agency are listed below: • Massachusetts Endangered Species Act: 321 CMR 10.00 – Division of Fisheries and Wildlife – NHESP C.2.2 Vernal Pools NHESP maintains a database of certified and potential vernal pools in Massachusetts. These data are available on the NHESP website and MassGIS. Certified Vernal Pools (CVP) are considered Outstanding Resource Waters (ORWs). The current version of the Department of the Army General Permits for the Commonwealth of Massachusetts (MA GPs), effective date April 16, 2018 (expiration date: April 5, 2023) includes General Conditions for protection of vernal pools, regardless of whether or not the vernal pool is certified by NHESP, and including the vernal pool depression, the vernal pool envelope (area within 100 feet of the vernal pool depression’s edge), and the critical terrestrial habitat (area within 100-750 feet of the vernal pool depression’s edge). Temporary impacts associated with construction mats in previously disturbed areas of existing utility projects rights-of-way are exempt from GP requirements regarding work in the vernal pool envelope or critical terrestrial habitat, provided that a V egetation Management Plan (VMP) exists that avoids, minimizes and mitigates impacts to aquatic resources. Applicable regulations and agencies for Certified Vernal Pools (CVPs) are listed below: • Wetlands Protection Act: 310 CMR 10.00 – Municipal Conservation Commissions (and MassDEP) • 401 Water Quality Certification for Discharge of Dredged or Fill Material, Dredging, and Dredged Material Disposal in Waters of the U.S. within the Commonwealth: 314 CMR 9.00 – MassDEP • Department of the Army General Permits for the Commonwealth of Massachusetts – ACOE C.2.3 Essential Fish Habitat and Wild & Scenic River Designation Essential Fish Habitat (EFH) is a habitat essential for spawning, breeding, feeding, or growth to maturity of federally managed species. This website provides more information: https://www.fisheries.noaa.gov/region/new-england-mid-atlantic#habitat. Consultation Appendix C C-3 Eversource Best Management Practices Manual –January 2022 with the ACO is recommended to confirm the location of Essential Fish Habitat with respect to a proposed project. Massachusetts has approximately 8,229 miles of river, of which 147.1 miles are designated as wild & scenic, as summarized below: • Nashua River (Main Stem from the confluence of the North and South Rivers in Lancaster, and extending north to the MA-NH border; some geographic exclusions) • Squannacook River (from headwaters in Ash Swamp/Townsend, extending downstream to the confluence with the Nashua River in Shirley/Ayer; some geographic exclusions) • Nissitissit River (from headwaters in Brookline (NH) to confluence with the Nashua River in Pepperell) • Sudbury River (14.9-mile segment from Danforth Street Bridge/Framingham downstream to the Route 2 Bridge/Concord; 1.7 -mile segment • Assabet River • Concord River • Westfield River (Main Stem, East Branch, Middle Branch, West Branch, and named tributaries • Taunton River (main stem from headwaters at the confluence of the Town and Matfield Rivers (Bridgewater) downstream 40 miles to confluence with the Quequechan River at the Route 195 Bridge (Fall River) Currently, there are no river segments under study in Massachusetts for National Wild and Scenic designation (https://www.rivers.gov/study.php). Wild and Scenic designations should be verified via the National Wild and Scenic Rivers System website (https://www.rivers.gov/massachusetts.php) during project planning and permitting. The ACOE reviews projects for impacts to both EFH and National Wild and Scenic Rivers. • Department of the Army General Permits for the Commonwealth of Massachusetts – ACOE C.2.4 Cold-water Fishery Resources The Massachusetts Division of Fisheries and Wildlife (MassWildlife) maintains a list of waters that are known to have cold-water fishery resources (CFRs) which are waters in which the mean of the maximum daily temperature over a seven day period generally does not exceed 68°F (20°C) and, when other ecological factors are favorable (such as habitat), are capable of supporting a year round population of cold-water stenothermal aquatic life. CFRs are not currently regulated in and of themselves in Massachusetts. However, MassDEP is particularly concerned with water quality impacts to CFRs due to erosion and sedimentation as a result of construction projects. Appendix C C-4 Eversource Best Management Practices Manual –January 2022 C.2.5 Outstanding Resource Waters Outstanding Resource Waters (ORWs) include Certified Vernal Pools (CVPs), surface drinking water supplies, tributaries to surface drinking water supplies and vegetated wetlands adjacent thereto. CVPs are designated by NHESP and locations are available through MassGIS. Locations of surface drinking water supplies and other ORWs, typically identified as Zone A, are also available through MassGIS. The applicable regulations and agency are listed below: • 401 Water Quality Certification for Discharge of Dredged or Fill Material, Dredging, and Dredged Material Disposal in Waters of the U.S. within the Commonwealth: 314 CMR 9.00 – MassDEP C.2.6 Historic/Cultural Resources The Massachusetts Historical Commission (MHC) is the State Historical Preservation Office (SHPO) and, along with the Board of Underwater Archaeological Resources (BUAR), are the state agencies responsible for protecting the Commonwealth’s historic and cultural resources. Additional stakeholders for cultural resources include the Massachusetts Commission on Indian Affairs, Native American tribes with interests in the state, and local historical commissions. C.3 Applicable Regulatory Agencies Activities subject to jurisdiction under the above-referenced programs will generally be subject to review by one or more regulatory agencies (refer to list below). New stream and wetland crossings not related to maintenance will require permitting with municipal Conservation Commissions, and may require permitting with the U.S. Army Corps of Engineers (ACOE) and Massachusetts Department of Environmental Protection (MassDEP) under Sections 404 and 401 of the Clean Water Act. Any non -maintenance work within Land Under Water will require permitting with the MassDEP Division of Wetlands and Waterways. Coordination with NHESP may also be required for projects located within areas mapped as Priority and/or Estimated Habitat for state-listed rare species. For work within navigable waters, consultation may be required with the Massachusetts Office of Coastal Zone Management (MA CZM). • Municipal Conservation Commissions • Massachusetts Department of Environmental Protection (MassDEP) Division of Wetlands and Waterways • Massachusetts Division of Fisheries and Wildlife: Natural Heritage and Endangered Species Program (NHESP) • Massachusetts Executive Office of Energy and Environmental Affairs (EEA) • United States Army Corps of Engineers (ACOE) New England District • Massachusetts Office of Coastal Zone Management (MA CZM) • Massachusetts Division of Conservation and Recreation (MA DCR) C.4 Maintenance, Repair, or Emergency Projects Most regulatory programs contain provisions that allow normal maintenance of existing structures and/or response to emergency situations that require immediate attention. C.4.1 Maintain, Repair and/or Replace Exemptions or considerations for maintenance, repair, and/or replacement of existing electrical utility structures exist in some environmental regulations, but not all. The exemptions are limited to work related to existing and lawfully located structures where Appendix C C-5 Eversource Best Management Practices Manual –January 2022 no change in the original structure or footprint is proposed. It is not for the selected contractor of a particular project to make a determination as to whether an activity is exempt. This determination will be made prior to the commencement of work by the Eversource project manager in consultation with Eversource Environmental Licensing and Permitting. These exemptions/considerations are afforded at: • MAWPA (M.G.L Chapter 131, § 40, paragraph 1) • MAWPA regulations for Riverfront Area (310 CMR 10.58(6)) • MEPA regulations (301 CMR 11.01(2)(b)(3)) • 33 CFR Part 323.4(a)(2) • MESA (M.G.L. Chapter 131A, § 3; 321 CMR 10.14(5-7) and (12) • MAWPA (350 CMR 11.05(11) and (12)) • National Pollutant Discharge Elimination System (NPDES), Construction General Permit (as modified effective February 16, 2012) Certain operation and maintenance activities that will directly impact Waters of the United States through the discharge of fill (e.g., construction mats) are subject to Sections 401 and 404 of the Clean Water Act. C.4.2 Emergency Projects Emergency provisions are generally afforded to activities that need to abate conditions that pose a threat to public health or safety. These provisions generally do not allow work beyond what is necessary to abate the emergency condition and will generally require an after-the-fact permit. It is not for the selected contractor of a particular project to make a determination as to whether an activity is an emergency. This determination will be made prior to work by the Eversource project manager, in consultation with Eversource environmental staff. It is important to note that invocation of an emergency provision does not release the project proponent from reporting requirements. Emergency provisions are afforded at: • MAWPA regulations (310 CMR 10.06) • MEPA (301 CMR 11.00) • MA 401 WQC (314 CMR 9.12) • Chapter 91 (310 CMR 9.20) • MESA (321 CMR 10.15) C.5 Municipal Permitting Work within wetlands, watercourses and Buffer Zones typically requires permitting with municipal Conservation Commissions. Work that entails “maintaining, repairing or replacing, but not substantially changing or enlarging, an existing and lawfully located structure or facility used in the service of the public and used to provide electric service” is exempt under the Massachusetts Wetlands Protection Act (MA WPA) per MGL Chapter 131 Section 40. However, individual municipalities may establish their own wetland s bylaws under Home Rule authority which could require permitting for operation and maintenance activities. The following table lists communities in which Eversource operates and maintains infrastructure and which have a wetland bylaw. Appropriate municipal Appendix C C-6 Eversource Best Management Practices Manual –January 2022 permitting or notification should be completed in these towns as required prior to conducting operation and maintenance activities. Bylaws may be revised, or new bylaws enacted, at any time. Consult with Eversource Environmental Licensing and Permitting prior to the commencement of work. TABLE C-1 Eversource Energy Communities with Municipal Wetland Bylaws1 Community Date of Bylaw Utility Maintenance Exemption Notification Required Acton 7/8/2003 Yes No Amherst 2/12/2014 Yes Yes Andover 5/11/1999 Yes Yes Aquinnah 6/23/2020 Yes Yes Arlington 5/15/2000 No Yes Ashland 5/6/2009 Yes Yes Attleboro 12/12/2007 No No Auburn 5/1/2012 Yes Yes Avon 5/7/2019 Yes Yes Barnstable 11/7/1987/rev. 7/7/2003 Yes Yes Bedford 1987/rev. 2016 Yes Yes Belchertown 6/7/2020 Yes Yes Bellingham 12/2015 No Yes Berlin 2/15/2021 Yes Yes Bolton 5/7/2012 Yes No Boston 12/11/2019 Yes Yes Bourne 10/26/2009 No Yes Brewster 1/1/2013 Yes Yes Bridgewater 11/13/1990 Yes Yes Brookline 5/28/2013 Yes Yes Burlington 5/2021 Yes Yes Canton 5/10/2017 Yes Yes Carlisle 2002 Yes No Carver 1998 Yes Yes Chatham 5/10/2004 Yes Yes Chicopee 4/3/2002 Yes Yes Chilmark 10/12/1993 No Yes Dartmouth 1990/rev. 8/25/2015 Yes Yes Dedham 11/182013 Yes Yes Deerfield 11/6/1989 Yes Yes Dennis 5/5/1989 Yes Yes Dover 5/2/1994 Yes Yes Duxbury Yes No East Longmeadow 10/1992 Yes Yes Eastham 1980/rev. 1999 Yes Yes Edgartown 1985/rev. 6/25/1991 No Yes Fairhaven 5/10/1988 Yes No Falmouth 4/2/1979/rev. 7/16/1993 Yes Yes Appendix C C-7 Eversource Best Management Practices Manual –January 2022 TABLE C-1 Eversource Energy Communities with Municipal Wetland Bylaws1 Community Date of Bylaw Utility Maintenance Exemption Notification Required Framingham 4/26/2005 Yes Yes Grafton 5/11/1987 Yes Yes Greenfield 11/23/2001 Yes No Hadley 5/1/2008 No Yes Hampden 8/5/1992 Yes Yes Harwich 7/1/2003/rev. 11/25/2020 No Yes Holden 2011 Yes Yes Holliston 5/2021 Yes Yes Hopkinton 5/2/1995/rev. 5/7/2012 Yes Yes Holyoke 11/2005 Yes Yes Kingston 2004 No Yes Leicester 11/2015 Yes Yes Lenox3 12/18/1985 Yes No Lexington 5/3/1982 No Yes Lincoln 3/24/2007 No Yes Longmeadow 10/2000 Yes No Ludlow 5/1/2002 Yes No Marshfield 1988/rev. 4/23/2018 Yes Yes Mashpee 2/1/1988 Yes Yes Maynard 12/3/2005 Yes Yes Medfield 1926 Yes No Medway 7/2014 Yes Yes Milford 5/2010 Yes No Millis 5/13/1191 Yes No Millville 5/13/2013 Yes Yes Natick 4/27/2000 Yes No Needham 9/1/1988 Yes Yes New Bedford 2017 Yes Yes Norfolk 11/9/2010 Yes Yes Northampton 8/17/1989 Yes Yes Northborough 5/21/1990 Yes Yes Northbridge 5/6/2008 Yes Yes Oak Bluffs 4/1983 No Yes Orleans 5/5/1987 Yes Yes Palmer 8/12/2013 Yes Yes Pelham 5/2/1987 Yes Yes Pembroke 4/22/2008 Yes No Plymouth 4/5/1989 Yes Yes Plympton 5/16/2012 Yes Yes Provincetown 5/2019 Yes Yes Richmond 5/2015 Yes Yes Rochester As of 12/2015 Yes Yes Appendix C C-8 Eversource Best Management Practices Manual –January 2022 TABLE C-1 Eversource Energy Communities with Municipal Wetland Bylaws1 Community Date of Bylaw Utility Maintenance Exemption Notification Required Sandwich 5/4/1992 Yes Yes Sharon As of 12/2015 Yes No Sherborn 2013 Yes No Shutesbury 5/2/1987 Yes Yes Southampton 9/21/2021 Yes Yes Southborough 4/10/1995 Yes Yes South Hadley 12/27/2005 No Yes Southwick 6/6/1989 Yes Yes Springfield 5/5/1993 Yes Yes Stoneham 4/2013 Yes Yes Stow 5/21/2003 No Yes Sudbury Yes Yes Sunderland 4/27/1990 Yes Yes Sutton 5/11/2015 Yes Yes Tisbury 1/1/1983 Yes No Truro 9/30/2010 No Yes Upton 2009 Yes Yes Walpole 2002 Yes Yes Wareham 4/25/2016 Yes Yes Watertown 10/2010 Yes Yes Wayland 5/1/2002 Yes No Wellfleet 4/20/1986/rev. 10/6/2021 Yes Yes Wendell 3/10/1988 Yes Yes West Tisbury 6/3/2004 Yes Yes Westborough 10/20/2008 Yes Yes Westfield 5/20/2003 Yes Yes Westport4 4/11/1995 No Yes Westwood 1989 Yes Yes Wilbraham 5/27/1997 Yes Yes Winchester No Yes Woburn 6/24/1987 Yes Yes Worcester 7/1/2007 Partial Yes Yarmouth 12/1/2016 No Yes 1 Information based on the Massachusetts Association of Conservation Commissions website as of 2019 and municipal websites. 2 Refer to municipal bylaws prior to conducting work in the community. 3 Berkshire Scenic Mountain Act, as adopted by the Town of Lenox and administered by the Lenox Conservation Commission. 4 Town of Westport Soil Conservation Bylaw, as administered by the Westport Conservation Commission. . C.6 MA Department of Environmental Protection Review and approval under the Commonwealth’s Water Quality Certification Regulations Appendix C C-9 Eversource Best Management Practices Manual –January 2022 is required for “discharge of dredged or fill materials, dredging, and dredged material disposal activities in waters of the United States within the Commonwealth which require federal licenses or permits and which are subject to state water quality certification under 33 U.S.C. 1251, et seq. The federal agency issuing a permit initially determines the scope of geographic and activity jurisdiction” (314 CMR 9.01(2)). An individual Water Quality Certification is required from the Massachusetts Department of Environmental Protection (MassDEP) for any activity identified at 314 CMR 9.04. In accordance with 314 9.04 (4) activities which are exempt from MGL Chapter 131 Section 40 but are subject to 33 U.S.C. 1251, et seq., and will result in any discharge of dredge or fill material to bordering vegetated wetlands or land under water require an individual 401 Water Quality Certification. Eversource entered into an Administrative Consent Order (ACO) with MassDEP in 2017. This ACO serves as a general permit under the 401 Water Quality regulations (314 CMR 9.00) and establishes general conditions for routine operation and maintenance activities within existing ROWs. C.7 U.S. Army Corps of Engineers Work within wetlands and waters of the United States is subject to jurisdiction under Section 404 of the Clean Water Act, which is administered by the ACOE. The General Permits for the Commonwealth of Massachusetts (MA GPs) establish categories for projects based on their nature of impacts. The MA GPs were most recently issued on April 16, 2018, and expire on April 5, 2023. Certain minor activities are eligible for Self-Verification (SV), which requires submittal of a Self-Verification Notification Form (SVNF) prior to the commencement of work. Activities eligible for Self-Verification are authorized under the MA GPs and may proceed without written verification from the ACOE as long as the SVNF has been submitted and the activity meets the terms and conditions of the applicable MA GPs. Activities requiring Pre-Construction Notification (PCN) require the submittal of an application to the ACOE, followed by a screening of the application by the ACOE, the U.S. Fish and Wildlife Service, U.S. Environmental Protection Agency, National Marine Fisheries Service, MassDEP, and consultation with the Massachusetts Historical Commission, Tribal Historic Preservation Officers (THPOs) and the Massachusetts Board of Underwater Archaeological Resources (BUAR). PCN projects may not proceed until written verification from the ACOE is received. An Individual Permit (IP) requires a formal permit application to be submitted to the ACOE. The application is reviewed in detail by both state and federal agencies, and a public notice is released for public comment. Projects which trigger an Individual Permit generally result in significant impacts to wetlands and/or watercourses outside the limits of the MA GPs. Work within, or above, Navigable Waters is also administered by the ACOE under Section 10 of the Rivers and Harbors Act of 1899. ACOE permitting does not apply to activities that fall under the maintenance exemption set forth at 33 CFR 323.4(a)(2) – Discharges Not Requiring Permits: “Maintenance, including emergency reconstruction of recently damaged parts, of currently serviceable structures such as dikes, dams, levees, groins, riprap, breakwaters, causeways, bridge abutments or approaches, and transportation structures. Maintenance does not include any modification that changes the character, scope, or size of the original fill design. Emergency reconstruction must occur within a reasonable period of time after damage occurs in order to qualify for this exemption.” Appendix C C-10 Eversource Best Management Practices Manual –January 2022 Maintenance projects that occurred prior to the ACOE jurisdiction over fill activities, or that were properly permitted, can proceed under the maintenance exemption noted above, provided that the same temporary fill areas are used. However, it is recommended that a formal determination be requested from the ACOE to confirm these activities are exempt. The repair, rehabilitation or replacement of a previously authorized, currently serviceable structure or fill (with some minor deviations in the structure’s configuration or filled area) are regulated under MA GP1 and subject to SV or PCN. Also, operation and maintenance related activities that do not meet the above exemption may qualify for SV. In that case, it is recommended that a copy of the SVNF be submitted to MassDEP. The MA GPs are listed below. MA GPs specifically, and typically, applicable to utility projects are emphasized by bold italic font: GP1. Repair, Replacement and Maintenance of Authorized Structures and Fills GP2. Moorings GP3. Pile-Supported Structures, Floats and Lifts GP4. Aids to Navigation, and Temporary Recreational Structures GP5. Dredging, Disposal of Dredged Material, Beach Nourishment, and Rock Removal and Relocation GP6. Discharges of Dredged or Fill Material Incidental to the Construction of Bridges GP7. Bank and Shoreline Stabilization GP8. Residential, Commercial and Institutional Developments, and Recreational Facilities GP9. Utility Line Activities GP10. Linear Transportation Projects Including Stream Crossings GP11. Mining Activities GP12. Boat Ramps and Marine Railways GP13. Land and Water-Based Renewable Energy Generation Facilities and Hydropower Projects GP14. Temporary Construction, Access, and Dewatering GP15. Reshaping Existing Drainage Ditches, New Ditches, and Mosquito Management GP16. Response Operations for Oil and Hazardous Substances GP17. Cleanup of Hazardous and Toxic Waste GP18. Scientific Measurement Devices GP19. Survey Activities GP20. Agricultural Activities GP21. Fish and Wildlife Harvesting and Attraction Devices and Activities GP22. Habitat Restoration, Establishment and Enhancement Activities GP23. Previously Authorized Activities In general, the following cumulative thresholds apply for determining the level of ACOE permitting required: Table C-2 MA GPs Permits Limits Resources SV Limits (SV Eligible) PCN Limits (PCN Eligible) IP Limits (IP Required) Non-tidal waters of the US 0 to 5,000 sf 5,000 sf to 1 acre >1 acre Tidal waters of the US Not eligible All discharges ≤1/2 acre >1/2 acre SAS in tidal waters of the US excluding vegetated shallows Not eligible All discharges ≤1,000 sf >1,000 sf Appendix C C-11 Eversource Best Management Practices Manual –January 2022 SAS in tidal waters of the US consisting of vegetated shallows only Not eligible All discharges ≤100 sf (compensatory mitigation is required >100 sf *Special Aquatic Sites (SAS) consist of wetlands, mud flats, vegetated shallows, sanctuaries and refuges, coral reefs, and riffle and pool complexes. These are defined at 40 CFR 230 Subpart E. Stream and wetland crossings are only subject to jurisdiction under the ACOE if there is a discharge of dredge or fill material into wetlands or waters of the United States . Equipment access through a stream or wetland with no structural BMP is not regulated by the ACOE if there is no discharge of dredge or fill material (note that equipment rutting as a result of not using an appropriate BMP can be considered a “disch arge of dredge material”). Similarly, the use of a timber or rail car bridge that extends from bank to bank with no stream impacts is not regulated by the ACOE. The use of timber mats, stone, and log corduroy is considered “fill material” by the ACOE under the MA GPs, and must be calculated to determine overall impacts. Maintenance, including emergency reconstruction of currently serviceable structures, is exempt from ACOE jurisdiction and does not require formal permitting. Maintenance do es not include any modification that changes the character, scope, or size of the original fill design. Emergency reconstruction must occur within a reasonable period of time after damage occurs to qualify for this exemption. New culvert installation or existing culvert replacements may require permitting with local Conservation Commissions under the MAWPA, and may also require permitting with the ACOE under Section 404 of the Clean Water Act or Section 10 of the Rivers and Harbors Act of 1899, and the MassDEP under Section 401 of the Clean Water Act. Stream and wetland crossings (including culvert installations) that involve the discharge of dredge and fill material may be conducted under SV if the following criteria are met. • The use of construction mats of any area can be used to conduct activities that were previously authorized, authorized under Self-Verification, or not subject to regulation. Other temporary or permanent fill and associated secondary impacts must meet the SV limits. • Authorized construction mats must be removed immediately upon work completion, and the wetlands must be restored per the General Conditions. Appendix C C-12 Eversource Best Management Practices Manual –January 2022 The project has no potential for an effect on a historic property within the permit area or any known historic property that may occur outside the permit area. • Any in-water work controls that encroach upon more than 25 percent of the stream width are limited to a Time of Year (TOY) restriction in consideration of spawning, breeding and migration to maintain upstream fish passage. Activities within streams proposed during the TOY restrictions are generally ineligible for SV authorization. • The work does not result in direct or secondary impacts to Special Aquatic Sites. • No work occurs in Navigable Waters (waters subject to the ebb and flow of the tide and, in Massachusetts, the non-tidal consist of the Merrimack River, Connecticut River, and Charles River to the Watertown Dam). • Span streams or size culverts or pipe arches such th at they are at least 1.2 times the bankfull width. Spans are strongly preferred as they avoid or minimize disruption to the streambed and avoid entire streambed reconstruction and maintenance inside the culvert or pipe arch, which may be difficult in smaller structures. Footings and abutments for spans and scour protection should be landward of 1.2 times bankfull width. • Embed culverts or pipe arches below the grade of the streambed. This is not required when ledge/bedrock prevents embedment, in which case spans are required. The following depths are recommended to prevent streambed washout, and ensure compliance and long-term success: o ≥ 2 feet for box culverts and pipe arches, or o ≥ 2 feet and at least 25% for round pipe culverts. • Match the culvert gradient (slope) with the stream channel profile. • Construct crossings with a natural bottom substrate within the structure matching the characteristics of the substrate in the natural stream channel and the banks (mobility, slope, stability, confinement, grain and rock size) at the time of construction and over time as the structure has had the opportunity to pass substantial high flow events. • Construct crossings with appropriate bed forms and streambed characteristics so that water depths and velocities are comparable to those found in the natural channel at a variety of flows at the time of construction and over time. In order to provide appropriate water depths and velocities at a variety of flows and especially low flows, it is usually necessary to reconstruct the streambed (sometimes including a low flow channel) or replicate or preserve the natural channel within the structure. Otherwise, the width of the structure needed to accommodate higher flows will create conditions that are too shallow at low flows. Flows could go subsurface within the structure if only large material is used without smaller material filling the voids. • Openness, which is the is the cross-sectional area of a structure opening divided by its crossing length when measured in consistent units, is > 0.82 feet (0.25 meters). Banks on each side of the stream inside the crossing matching the horizontal profile of the existing stream and banks outside the crossing are recommended. To prevent failure, all constructed banks should have a height to width ratio of no greater than 1:1.5 (vertical:horizontal) unless the stream is naturally incised. Tie these banks into the up and downstream banks and configure them to be stable during expected high flows. Appendix C C-13 Eversource Best Management Practices Manual –January 2022 • The project is not located within a vernal pool depression, or vernal pool envelope, and does not individually or cumulatively impact greater than 25% of the vernal pool critical terrestrial habitat. It is feasible for some temporary impacts associated with the use of construction mats in previously disturbed ROWs to occur within the vernal pool envelope or critical terrestrial habitat if a Vegetation Management Plan demonstrates avoidance, minimization and mitigation impacts to aquatic resources. • Culvert extensions do not qualify for SV. • Culvert projects using slip lining do not qualify for SV, either as new work or maintenance activities. • No open trench excavation in flowing waters. No work in riffles and pools. • The project does not entail stream relocation. • Work is not conducted within riffles or pools. • Normal flows within the stream boundary’s confines must be maintained, i.e., temporary flume pipes, culverts, cofferdams, etc. • Water diversions (i.e., bypass pumping or water withdrawals) may be used immediately up and downstream of the work footprint. • The project is (a) not located in the designated main stem of, or within 0.25 miles up or downstream of the designated main stem of, or in tributaries within 0.25 miles of the designated main stem of a National Wild and Scenic River System; (b) not in “bordering or contiguous wetlands” that are adjacent to the designated main stem of a National Wild and Scenic River; or (c) does not have the potential to alter flows within a river within the National Wild and Scenic River System. • The project is not located within areas containing USFWS or National Marine Fisheries Service (NMFS)-listed species or critical habitat. The project is not “likely to adversely affect” listed species or habitat per the federal Endangered Species Act (ESA) or result in a “take” of any federally-listed threatened or endangered species of fish or wildlife. • The project does not impinge upon the value of any National Wildlife Refuge, National Forest, National Marine Sanctuary, or any other area administered by the U.S. Fish and Wildlife Service, U.S. Forest Service or National Park Service. • The project is not located on ACOE properties and ACOE-controlled easements. • The project does not propose temporary or permanent modification or use of a federal project beyond minor modifications required for normal operation and maintenance. • The project minimizes use of heavy construction equipment, and, where required, either has low ground pressure (typically less than 3 psi) or it must be placed on construction mats. • Construction mats must be placed in the wetland from the upland or from equipment positioned on swamp mats if working within a wetland. • Temporary fill must be stabilized. Unconfined, authorized temporary fill must consist of clean material that minimizes impacts to water quality. Temporary fill placed during the growing season must be removed before the beginning of the next growing season. If temporary fill is placed during the non -growing season, it may remain throughout the following growing season but must be removed before the beginning of the next growing season. Appendix C C-14 Eversource Best Management Practices Manual –January 2022 • Appropriate erosion, sedimentation and turbidity controls are used and maintained during construction. • Appropriate measures must be taken to minimize flooding to the maximum extent practicable. Wetland and stream crossings may be authorized under PCN if the following criteria are met: • The work results in less than one acre of impacts to inland, non -tidal, wetlands or waters of the United States. Stream and wetland crossings that cannot meet SV or PCN criteria may require review under an IP. The ACOE should be consulted before assuming an IP will be required, as exceptions can be made under certain circumstances. C.8 Temporary Stream Crossings C.8.1 U.S. Army Corps of Engineers See Section C.7 for general ACOE permitting requirements for stream crossings. To qualify for SV, temporary stream crossings (typically culverts) that are not spans must be designed in accordance with below. 1) Installed outside of the TOY restrictions and must be removed before the beginning of the TOY restriction of that same season. Temporary crossings that must remain into the TOY restriction will require PCN review. 2) Impacts to the streambed or banks require restoration to their original condition (see “Stream Simulation: An Ecological Approach to Providing Passage for Aquatic Organisms at Road-Stream Crossings,” for stream simulation restoration methods). Use geotextile fabric or other appropriate bedding for stream beds and approaches where practicable to ensure restoration to the original grade. The requirements in GCs 17, 18 and 19 are particularly relevant. 3) Avoid excavating the stream or embedding crossings. 4) For Culverts: a. The water height should be no higher than the top of the culvert’s inlet and the culvert is large enough to pass debris. b. Install energy dissipating devices downstream if necessary to prevent scour. c. The TOY restrictions in GC 18 and the restrictions in GC 17(f) are particularly relevant. 5) Removed upon the completion of work. Impacts to the streambed or banks requires restoration to their original condition using stream simulation methods. In-kind repair, replacement and maintenance of currently serviceable, authorized fills are eligible for SV. However, the conditions of the original authorization apply, and minor deviations in fill design are allowed. In-kind repair and maintenance of culverts that includes an expansion or change in use requires PCN. Replacement of non-serviceable fills, including an expansion or change in use, also requires PCN. In-kind replacement using the same materials is exempt from Section 404 of the Clean Water Act, and does not require permitting with the ACOE. The ACOE, however, should be consulted before assuming an activity is exempt from their jurisdiction. APPENDIX D D-1 FRAC-OUT PLAN Horizontal directional drilling (HDD) for subsurface utility installations is considered to be the most effective and least environmentally damaging technique when compared to traditional mechanical dredging and trenching. This method ensures the placement of the pipeline at the target burial depth with no wetland or water body disturbance. HDD installation is the preferred method for crossing sensitive resources–the alternative is open cut trenching. The HDD procedure uses bentonite slurry, a fine clay material as a drilling lubricant. Directional drilling has the small potential to release bentonite slurry into the surface environment through frac-outs. This term describes the situation caused when th e drilling head and its accompanying inert clay lubricant slurry, hits a subterranean fractured substrate. When the pressurized lubricant slurry reaches the fracture it can follow the fracture up or otherwise force itself to the surface or into the water if drilling is occurring under a waterbody. If a "frac-out” occurs under these water features, the potential exists for the inert clay (a non - toxic bentonite-based substance) to be released into the water column. In large quantities, the release of drilling mud into a waterbody could affect fisheries or other aquatic organisms by settling and temporarily inundating the habitats used by these species. Properly monitoring the slurry pressures and amounts significantly decreases risk of significant quantities o f drilling fluid being released into the environment. Frac-out is most likely to occur near the bore entry and exit points where the drill head is shallow. Should a frac-out occur during HDD operations, the following measures will be taken. • Temporarily suspend forward drilling progress. • Monitor frac-out for 4 hours to determine if the drilling mud congeals. (Bentonite will usually harden, effectively sealing the frac-out location.) • If drilling mud congeals, take no other action that would potentially suspend sediments in the water column. • If drilling mud does not congeal, erect appropriate isolation/containment measures (i.e. turbidity curtains and/or underwater boom and curtain). • If the fracture becomes excessively large, a spill response team would be called in to contain and clean up excess drilling mud in the water. Phone numbers of spill response teams in the area will be on site. • Following containment, evaluate the current drilling profile (i.e. drill pressures, pump volume rates, drilling mud consistency) to identify means to prevent further frac-out events. • If the fracture is mitigated and controlled, forward progress of the drilling may resume.