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4-2-24_Town-of-Barnstable_SandyNeck_263001
April 2, 2024 Job No. 2021-0262 Barnstable Conservation Commission By Hand Delivery Attn: Darcy Karle, Administrator 230 South Street Hyannis, MA 02601 Also sent via email to: Darcy.Karle@town.barnstable.ma.us and Kimberly.cavanaugh@town.barnstable.ma.us Re: Notice of Intent Application Proposed Sandy Neck Beach Long-Term Coastal Resiliency Project Town of Barnstable 425 Sandy Neck Road Barnstable, MA Parcel ID: 263001 Dear Darcy: On behalf of our client, the Town of Barnstable, we are submitting an original plus 1 copy of a Notice of Intent (NOI) Application, 7 packets for Commission Members, 2 original stamped engineering plan sets, and 7 copies of the engineering plan sets for the above referenced project. Please note this NOI submittal includes colored Sketch Plans that show the proposed project components including the parking lot design, ORV entrance modifications, and changes to the existing and proposed gatehouse areas, at a scale that is more easily readable by the Commission members as they review the proposed project. The sketch plans also include the locations of field staking (see blue numbered circles) that denote primary components of the proposed project. We recommend the Commission members contact Nina Coleman, Director of Natural Resources/Sandy Neck Beach Park Manager, for assistance during individual site visits (nina.coleman@town.barnstable.ma.us). Please schedule this for your April 16, 2024, public hearing. If you have any questions, or require any additional information, please give me a call at 508-495-6240 or send an email to bgurney@woodsholegroup.com. Thank you. Sincerely, Beth Gurney Environmental Permitting Specialist Enclosures: as stated cc: Mass. DEP/SERO – Wetlands/Waterways sero_noi@mass.gov MA Division of Fisheries & Wildlife – NHESP (hard copy and via MESAReview@mass.gov) MA Historic Commission Amber Unruh, Town of Barnstable Nina Coleman, Town of Barnstable Leslie Fields, Woods Hole Group, Inc. Notice of Intent Application Sandy Neck Beach Long-Term Coastal Resiliency Project for the Town of Barnstable April 2024 PREPARED FOR: Barnstable Conservation Commission 230 South Street Hyannis, MA 02601 PREPARED BY: Woods Hole Group, Inc. A CLS Company 107 Waterhouse Rd Bourne, MA 02532 USA 107 Waterhouse Road Bourne, MA 02532 Phone: 508-540-8080 Fax: 508-540-1001 e-mail: WHGroup@whgrp.com www. woodsholegroup.com Notice of Intent Contents: A. Notice of Intent Application & Town of Barnstable Submission Checklist B. Project Description C. Existing Environment D. Performance Standards Compliance Narrative E. Construction Protocol F. Alternatives Considered & Assessment of Impacts G. Avoidance, Minimization and Mitigation Measures H. Stormwater Management Report, by Tighe & Bond, dated March 2024 I. Accompanying Documents • Directions to Site • Permission to Access Property Form • NHESP Submittal Letter and Proof of Submission • NHESP Determination Letter, File No. 23-4196, dated 6/21/2023 • Permit Application: Archaeological Field Investigation, dated 12/13/2023 • Archaeological Permit to Conduct Field Investigation, dated 12/22/2023 • Intensive (Locational) Archaeological Survey Memorandum, dated 02/27/24 • Draft Spadefoot Toad Protection Plan, dated 03/31/24 • The Nature Conservancy Letter of Support • The Association to Preserve Cape Cod Letter of Support • Barnstable Conservation Commission - Continuance Assent Form • MEPA Certificate, EEA No. 16744, dated 10/10/2023 J. Abutters List and Abutter Notification K. Project Maps and Plans • Barnstable USGS Map, identifying locus • Assessors Map, identifying locus • Plan entitled, “Town of Barnstable Sandy Neck Beach Facility Reconfiguration”, by Tighe & Bond, Sheets 1-43, dated March 2024 • Sketch Plans entitled, “Proposed Sandy Neck Beach Facility Reconfiguration”, Sheets 1-3, dated 04/01/2024 Section A Notice of Intent Application & Checklist wpaform3.doc • rev. 12/4/2023 Page 1 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number 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): 425 Sandy Neck Road a. Street Address West Barnstable b. City/Town 02601 c. Zip Code Latitude and Longitude: 40.738822 N d. Latitude 70.381086 W e. Longitude f. Assessors Map/Plat Number 263001 g. Parcel /Lot Number 2. Applicant: a. First Name b. Last Name Town of Barnstable c. Organization 367 Main Street d. Street Address Barnstable e. City/Town MA f. State 02601 g. Zip Code h. Phone Number i. Fax Number j. Email Address 3. Property owner (required if different from applicant): Check if more than one owner a. First Name b. Last Name c. Organization d. Street Address e. City/Town f. State g. Zip Code h. Phone Number i. Fax Number j. Email address 4. Representative (if any): Leslie a. First Name Fields b. Last Name Woods Hole Group, Inc. c. Company 107 Waterhouse Road d. Street Address Bourne e. City/Town MA f. State 02532 g. Zip Code 508-495-6225 h. Phone Number 508-540-1001 i. Fax Number lfields@woodsholegroup.com j. Email address 5. Total WPA Fee Paid (from NOI Wetland Fee Transmittal Form): N/A - Town Project a. Total Fee Paid b. State Fee Paid c. City/Town Fee Paid wpaform3.doc • rev. 12/4/2023 Page 2 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number Barnstable City/Town A. General Information (continued) 6. General Project Description: Proposed retreat of beach parking facilities with dune enhancement. See Project Description in Section B for more details. 7a. Project Type Checklist: (Limited Project Types see Section A. 7b.) 1. Single Family Home 2. Residential Subdivision 3. Commercial/Industrial 4. Dock/Pier 5. Utilities 6. Coastal engineering Structure 7. Agriculture (e.g., cranberries, forestry) 8. Transportation 9. Other 7b. Is any portion of the proposed activity eligible to be treated as a limited project (including Ecological Restoration Limited Project) subject to 310 CMR 10.24 (coastal) or 310 CMR 10.53 (inland)? 1. Yes No If yes, describe which limited project applies to this project. (See 310 CMR 10.24 and 10.53 for a complete list and description of limited project types) 2. Limited Project Type If the proposed activity is eligible to be treated as an Ecological Restoration Limited Project (310 CMR10.24(8), 310 CMR 10.53(4)), complete and attach Appendix A: Ecological Restoration Limited Project Checklist and Signed Certification. 8. Property recorded at the Registry of Deeds for: Barnstable a. County b. Certificate # (if registered land) 358 c. Book 377 d. Page Number B. Buffer Zone & Resource Area Impacts (temporary & permanent) 1. Buffer Zone Only – Check if the project is located only in the Buffer Zone of a Bordering Vegetated Wetland, Inland Bank, or Coastal Resource Area. 2. Inland Resource Areas (see 310 CMR 10.54-10.58; if not applicable, go to Section B.3, Coastal Resource Areas). Check all that apply below. Attach narrative and any supporting documentation describing how the project will meet all performance standards for each of the resource areas altered, including standards requiring consideration of alternative project design or location. wpaform3.doc • rev. 12/4/2023 Page 3 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number 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. 12/4/2023 Page 4 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number 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 18,330 (Temp) 1. square feet 2. cubic yards beach nourishment e. Coastal Dunes 168,577 (Temp); 207,346 (Perm) 1. square feet 10,500 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 186,907 (Temp); 207,346 (Perm) 1. square feet 4. Restoration/Enhancement If the project is for the purpose of restoring or enhancing a wetland resource area in addition to the square footage that has been entered in Section B.2.b or B.3.h above, please enter the additional amount here. a. square feet of BVW b. square feet of Salt Marsh 5. Project Involves Stream Crossings a. number of new stream crossings b. number of replacement stream crossings wpaform3.doc • rev. 12/4/2023 Page 5 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number Barnstable City/Town C. Other Applicable Standards and Requirements This is a proposal for an Ecological Restoration Limited Project. Skip Section C and complete Appendix A: Ecological Restoration Limited Project Checklists – Required Actions (310 CMR 10.11). Streamlined Massachusetts Endangered Species Act/Wetlands Protection Act Review 1. Is any portion of the proposed project located in Estimated Habitat of Rare Wildlife as indicated on the most recent Estimated Habitat Map of State-Listed Rare Wetland Wildlife published by the Natural Heritage and Endangered Species Program (NHESP)? To view habitat maps, see the Massachusetts Natural Heritage Atlas or go to http://maps.massgis.state.ma.us/PRI_EST_HAB/viewer.htm. a. Yes No If yes, include proof of mailing or hand delivery of NOI to: Natural Heritage and Endangered Species Program Division of Fisheries and Wildlife 1 Rabbit Hill Road Westborough, MA 01581 Phone: (508) 389-6360 August 2021 b. Date of map If yes, the project is also subject to Massachusetts Endangered Species Act (MESA) review (321 CMR 10.18). To qualify for a streamlined, 30-day, MESA/Wetlands Protection Act review, please complete Section C.1.c, and include requested materials with this Notice of Intent (NOI); OR complete Section C.2.f, if applicable. If MESA supplemental information is not included with the NOI, by completing Section 1 of this form, the NHESP will require a separate MESA filing which may take up to 90 days to review (unless noted exceptions in Section 2 apply, see below). c. Submit Supplemental Information for Endangered Species Review 1. Percentage/acreage of property to be altered: (a) within wetland Resource Area ??? percentage/acreage (b) outside Resource Area percentage/acreage 2. Assessor’s Map or right-of-way plan of site 2. Project plans for entire project site, including wetland resource areas and areas outside of wetlands jurisdiction, showing existing and proposed conditions, existing and proposed tree/vegetation clearing line, and clearly demarcated limits of work (a) Project description (including description of impacts outside of wetland resource area & buffer zone) (b) Photographs representative of the site Some projects not in Estimated Habitat may be located in Priority Habitat, and require NHESP review (see https://www.mass.gov/ma- endangered-species-act-mesa-regulatory-review). Priority Habitat includes habitat for state-listed plants and strictly upland species not protected by the Wetlands Protection Act. MESA projects may not be segmented (321 CMR 10.16). The applicant must disclose full development plans even if such plans are not required as part of the Notice of Intent process. wpaform3.doc • rev. 12/4/2023 Page 6 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number 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. 23-4196 a. NHESP Tracking # 05/19/2023 b. Date submitted to NHESP 3. Separate MESA review completed. Include copy of NHESP “no Take” determination or valid Conservation & Management Permit with approved plan. 3. For coastal projects only, is any portion of the proposed project located below the mean high water line or in a fish run? a. Not applicable – project is in inland resource area only b. Yes No If yes, include proof of mailing, hand delivery, or electronic delivery of NOI to either: South Shore - Bourne to Rhode Island border, and the Cape & Islands: Division of Marine Fisheries - Southeast Marine Fisheries Station Attn: Environmental Reviewer 836 South Rodney French Blvd. New Bedford, MA 02744 Email: dmf.envreview-south@mass.gov North Shore - Plymouth to New Hampshire border: Division of Marine Fisheries - North Shore Office Attn: Environmental Reviewer 30 Emerson Avenue Gloucester, MA 01930 Email: dmf.envreview-north@mass.gov Also if yes, the project may require a Chapter 91 license. For coastal towns in the Northeast Region, please contact MassDEP’s Boston Office. For coastal towns in the Southeast Region, please contact MassDEP’s Southeast Regional Office. c. Is this an aquaculture project? d. Yes No If yes, include a copy of the Division of Marine Fisheries Certification Letter (M.G.L. c. 130, § 57). wpaform3.doc • rev. 12/4/2023 Page 7 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number 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. Sandy Neck Barrier Beach System b. ACEC 5. Is any portion of the proposed project within an area designated as an Outstanding Resource Water (ORW) as designated in the Massachusetts Surface Water Quality Standards, 314 CMR 4.00? a. Yes No 6. Is any portion of the site subject to a Wetlands Restriction Order under the Inland Wetlands Restriction Act (M.G.L. c. 131, § 40A) or the Coastal Wetlands Restriction Act (M.G.L. c. 130, § 105)? a. Yes No 7. Is this project subject to provisions of the MassDEP Stormwater Management Standards? a. Yes. Attach a copy of the Stormwater Report as required by the Stormwater Management Standards per 310 CMR 10.05(6)(k)-(q) and check if: 1. Applying for Low Impact Development (LID) site design credits (as described in Stormwater Management Handbook Vol. 2, Chapter 3) 2. A portion of the site constitutes redevelopment 3. Proprietary BMPs are included in the Stormwater Management System. b. No. Check why the project is exempt: 1. Single-family house 2. Emergency road repair 3. Small Residential Subdivision (less than or equal to 4 single-family houses or less than or equal to 4 units in multi-family housing project) with no discharge to Critical Areas. D. Additional Information This is a proposal for an Ecological Restoration Limited Project. Skip Section D and complete Appendix A: Ecological Restoration Notice of Intent – Minimum Required Documents (310 CMR 10.12). Applicants must include the following with this Notice of Intent (NOI). See instructions for details. Online Users: Attach the document transaction number (provided on your receipt page) for any of the following information you submit to the Department. 1. USGS or other map of the area (along with a narrative description, if necessary) containing sufficient information for the Conservation Commission and the Department to locate the site. (Electronic filers may omit this item.) 2. Plans identifying the location of proposed activities (including activities proposed to serve as a Bordering Vegetated Wetland [BVW] replication area or other mitigating measure) relative to the boundaries of each affected resource area. wpaform3.doc • rev. 12/4/2023 Page 8 of 9 4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 – Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Provided by MassDEP: MassDEP File Number Document Transaction Number 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. Town of Barnstable Sandy Neck Beach Facility Reconfiguration a. Plan Title Tighe & Bond b. Prepared By Brian Huntley & Daniel J. Boulais c. Signed and Stamped by March 2024 d. Final Revision Date Various e. Scale f. Additional Plan or Document Title g. Date 5. If there is more than one property owner, please attach a list of these property owners not listed on this form. 6. Attach proof of mailing for Natural Heritage and Endangered Species Program, if needed. 7. Attach proof of mailing for Massachusetts Division of Marine Fisheries, if needed. 8. Attach NOI Wetland Fee Transmittal Form 9. Attach Stormwater Report, if needed. E. Fees 1. Fee Exempt: No filing fee shall be assessed for projects of any city, town, county, or district of the Commonwealth, federally recognized Indian tribe housing authority, municipal housing authority, or the Massachusetts Bay Transportation Authority. Applicants must submit the following information (in addition to pages 1 and 2 of the NOI Wetland Fee Transmittal Form) to confirm fee payment: 2. Municipal Check Number 3. Check date 4. State Check Number 5. Check date 6. Payor name on check: First Name 7. Payor name on check: Last Name Chap 707/rev. March 2022 Page 1 CHAPTER 707 Regulation Governing Minimum Submission Requirements for a Notice of Intent Application The Barnstable Conservation Commission has adopted the following requirements in order to obtain more consistently complete submission documents necessary for a thorough and efficient review of all Notice of Intent (NOI) applications. Failure to complete any of the items in this checklist may result in your application being denied. Applicant or applicant’s agent should check each box denoting that the task has been completed or in certain instances, like field staking, denoting that the task will be completed. The following submission checklist covers the requirements of Chapter 237, Wetlands Protection, of the Part I General Ordinances of the Code of the Town of Barnstable. This checklist shall be submitted to the Barnstable Conservation Division with the NOI application. 1. Requirements a. The applicant understands, unless they’ve instructed otherwise, they are applying both under the Massachusetts Wetlands Protection Act M.G.L. c.131,§40 and Chapter 237 of the Town of Barnstable General Ordinances. b. Attach a written narrative to the NOI application (WPA Form 3), available at: www.mass.gov/eea/agencies/massdep/service/approvals/wpa-form-3.html describing any project impacts and proposed mitigation as they relate to the following: 1) Any of the interests of Chapter 237 of the General Ordinances and the MassDEP Wetlands Protection Act M.G.L. 131, §40. 2) The performance standards contained in the MassDEP Wetlands Protection Regulations (310 CMR 10.00) 3) Chapter 704: Regulation Governing Activity in the 100-ft. Buffer Zone. 4) Chapter 703: Private Docks and Piers. 5) Any other applicable regulations (310 CMR 10.00 or as promulgated under Chapter 237 of the General Ordinances). c. Enclose proper payment to cover the fee for Chapter 237 filings. Consult current Fee Schedule at www.townofbarnstable.us/Conservation d. Please indicate who is to record the Order of Conditions (check one): Applicant Agent 2. Abutter Notification (See Abutter Notification Regulation, Chapter 706) Town of Barnstable Conservation Commission 230 South Street Hyannis Massachusetts 02601 Office: 508-862-4093 E-mail: conservation@town.barnstable.ma.us Chap 707/rev. March 2022 Page 3 c. Provide a signed Permission to Access Property, Form PA. The form must be signed by the property Owner, or legal representative and submitted prior to NOI being docketed and application advertised. Form PA is available at www.townofbarnstable.us/Conservation/. Do not send the abutter letter out until the form is submitted to the Conservation Division office. d. For projects requiring mitigation plantings under Chapter 704 -3, 704-4, and 704-5, mitigation planting location(s) shall clearly be shown on landscaping planting plan. The planting plan shall include species list (chosen from the Town of Barnstable Conservation Commission approved planting lists), sizes, densities and/or quantities. The plan shall also provide area calculations between 0 to 50 and 50 to 100 separately for the amount of mitigation planting required, and the amount of mitigation planting proposed. e. Provide detailed, written street directions to the locus (site). f. Provide a copy of a U.S.G.S. locus map indicating the general area of the project site. g. Provide a check for the Town of Barnstable portion of the required filing fee. (The portion payable to the Commonwealth, see 7. e. below) h. Provide any other documentation, photographs, architectural renderings or other supporting data prepared by professionals competent in t he field which may be relevant to the application. 6. The site plan shall also show: a. All existing and proposed contours at 2-ft. minimum intervals (1-ft. preferred). b. Clear delineation of all existing and proposed structures and features. Building structures must be accurately dimensioned (fixed location) from property lines and wetland resource a reas. Plans shall provide sufficient detail to show all potential wetland impacts, mitigation, compensatory areas, engineered structures, utilities, landscaping, etc. within the area of jurisdiction. On complicated sites, existing and proposed conditions must be shown on separate sheets. c. Locus inset map of the site clearly showing its location relative to surrounding public streets. d. All wetland resource area flags by individual flag number (matched to the field) to clearly identify all resource areas on or within 100 feet of the work area. The individual who performed the flagging and date of flagging shall be identified on the plan next to the resource line. e. Section views showing changes in grade, cuts and fills. 7. SUBMISSION OF THE COMPLETED APPLICATION WITH PLANS: a. Provide a signed Permission to Access Property, Form PA. The form must be signed by the property Owner, or legal representative and submitted prior to NOI being docketed and application advertised . Form PA is available at www.townofbarnstable.us/Conservation/. Do not send the abutter letter out until the form is submitted to the Conservation Division office. b. Email NOI application and all associated materials in PDF format to Kimberly.Cavanaugh@town.barnstable.ma.us AND Darcy.Karle@town.barnstable.ma.us . Do not include copies of checks. All attachments must be named with the hearing date (year first), type, name, address. Examples 20220301 NOI Smith 21 Main Street or 2022031 NOI Plan Smith 21 Main Street. c. Provide two (2) full NOI applications with folded plans (colored ink stamp) with signature/date to the Town of Barnstable Conservation Division Office for administrative use; Section B Project Description Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page B1 of B13 Sandy Neck Beach Long-Term Coastal Resiliency Project B. PROJECT DESCRIPTION The Town of Barnstable owns Sandy Neck Beach Park (Sandy Neck), which serves as the Town’s only public beach on Cape Cod Bay. Sandy Neck includes 1,438 acres of barrier beach that is approximately six miles long and, in some locations, up to half a mile wide, allowing public access to pristine dunes, maritime forests, and beaches. The Sandy Neck Barrier Beach System is a designated Area of Critical Environmental Concern (ACEC), providing habitat for rare and endangered species. Figure B-1. Aerial Photography of Sandy Neck Beach Park (October 2022). Infrastructure at the Sandy Neck Beach Facility (Beach Facility) includes a parking lot with space for roughly 200 vehicles, a bathhouse with public restrooms, concessions, observation viewing decks, a Gatehouse, and an equipment garage. The site supports recreational activities for beachgoers, Off-Road Vehicle (ORV) users, campers, hikers, horseback riders, mountain bikers, and fishermen. It is a valuable resource to the Towns of Barnstable and Sandwich. In 2021, the Beach Facility generated approximately $1 million in revenue from ORV user fees, parking lot profits, licenses, and permits. Operations at Sandy Neck are 100% funded by user fees, providing access for the public and continued management of the Park’s natural resources. Over the past 10 years the primary dune system that protects the public infrastructure from storm and flood damage has been subjected to severe erosion and sediment loss. Since 2013 the Town has restored the primary dune seven (7) times, bringing in a total of 32,620 cubic yards of sediment at a cost of over $522,620 (Figure B-2). These dune restoration projects were necessary to provide continued protection for the existing infrastructure. Loss of park infrastructure from future erosion will not only reduce public access and use opportunities, but it will also reduce Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page B2 of B13 Sandy Neck Beach Long-Term Coastal Resiliency Project annual revenues which are generated from beach parking stickers, parking fees, concessions, and permit fees. Figure B-2. Examples of storm-induced erosion of the primary dune (left) and dune restoration (right). Loss of annual revenues will greatly impact the Town’s ability to continue providing high quality management of the natural resources, wildlife, endangered species, and recreational opportunities at Sandy Neck. Sediment transport and model studies have shown that with present day water levels, the existing dune is eroded by 20-, 50-, and 100-yr storm events, but the parking lot does not start to be eroded or undermined until the 100 -year storm event. By 2030 the parking lot is eroded by the 50-year storm, and by 2050 the parking lot is damaged during the 20-year storm. By 2070, erosion caused by the 50- and 100-year storms erodes most of the lower parking lot. These results show that future sea level rise will result in increased damage to the parking lot for smaller scale storms. The results also demonstrate the vulnerability of the parking lot and highlight the need for proactive steps by the Town of Barnstable to enhance resiliency of the Park. Unless proactive steps are taken to build resiliency, erosion over the next 50 years will cause the dune to retreat to a point approximately 60 to 75 ft landward of the existing dune crest, thereby damaging most of the parking lot. Flooding during current and future storms is also a problem at Sandy Neck Beach Park (Figure B - 3). The existing gatehouse and roadway at the entrance to the park is vulnerable to flooding with current sea level conditions. Flooding of the gatehouse area occurred in 2018 during winter storms Grayson and Riley (both causing flood damages to the structure), and more recently during one of the January 2024 storms (not causing flood damages to the structure). The Massachusetts Coast Flood Risk Model (MC-FRM) results show that the existing gatehouse will be vulnerable to sunny day flooding during high tides by the year 2050. Loss of gatehouse operations impacts the ability of staff to manage public access and to protect Sandy Neck’s natural resources. Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page B3 of B13 Sandy Neck Beach Long-Term Coastal Resiliency Project Figure B-3. Flooding of the gatehouse area during the 2018 winter storm Riley (left) and flooding caused from a spring high tide with increased impacts from SE winds and 20 mph wind gust in January 2024 (right). The Town’s primary goals for this project are to develop a long-term coastal resiliency project that (1) addresses coastal vulnerability to erosion, dune loss, and flooding; (2) is sustainable for at least 50 years; (3) supports current uses of the site th at are safe for the public; (4) enhances and protects coastal resources; (5) is economically viable, and (6) is permittable under current environmental regulations. The proposed project is one of six (6) different alternatives evaluated for the project. The selected alternative, referred to as the Full Relocation of the Parking Lot with an Enhanced Dune and no ORV Trail Relocation project, includes work at four (4) different areas within Sandy Neck Beach Park. (Figure B-4). These include: 1. Upper and lower parking lots 2. Entrance to the existing ORV trail 3. New gatehouse area approximately 350 ft up the access road from the existing gatehouse 4. Existing gatehouse area Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page B4 of B13 Sandy Neck Beach Long-Term Coastal Resiliency Project Figure B-4. Areas of work within the Project area. Engineering plans for the Project showing details of the proposed work are provided in Section M. The Project includes full relocation of the upper and lower parking lots behind the predicted limit of dune erosion in 50 years (i.e., 50-yr dune erosion line). This involves abandoning the seaward sides of both parking lots and building a new parking lot to the south and east of the existing lower lot (Figure B-5). One small section of the existing parking lot (12 parking spaces) will remain seaward of the 50-yr dune erosion line. This area of parking was maintained seaward of the 50- yr dune erosion line to improve traffic flow and reduce new impacts to wetland resource areas. This area will be maintained as staff parking, and in the future, if it is lost due to erosion, the pavement will be removed and the parking spaces abandoned. An enhanced dune approximately + 745 ft long with a crest elevation between 26 and 27.5 ft NAVD88 will be built along the seaward edge of the new parking lot. Seaward and landward slopes of the dune will be 4H:1V and the dune will be vegetated with beach grass. A rear dune with a 6H:1V slope will be constructed along the back (south) side of the new parking lot to provide stability for the parking area and shelter from car lights for the surrounding neighborhoods. This dune will be planted with beach grass and spaded native shrubs. Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page B5 of B13 Sandy Neck Beach Long-Term Coastal Resiliency Project A single emergency access path from the lower parking lot to the ORV trail will also be added. Stormwater management for this alternative includes a vegetated swale in the center of the lower parking lot that will be connected to a bioretention basin located southeast of the parking lot. The bioretention basin will be vegetated with native shrubs and beach grass. Figure B-5. Plan view of the selected alternative showing reconfigured parking lot, primary and back dune restoration area, emergency access path, vegetated swale and bioretention basin. The existing ORV trail will remain in place and the entrance to the ORV trail will be enhanced to provide improved public safety and additional air-up/air-down spaces (Figure B-6). The plan provides for 5 air-up spaces on the north side of the ORV trail and up to 1 2 air-down spaces on the south side of the trail. A portable compressor may be available in the afternoons so that spaces on the south side of the ORV trial can also be used for airing-up. A new compressor with flood-proof enclosure will be installed, and the existing dumpsters will remain in place. Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page B6 of B13 Sandy Neck Beach Long-Term Coastal Resiliency Project Figure B-6. Plan view of existing ORV trail entrance showing enhancements for additional air-up/air-down and public safety. The existing gatehouse will be moved approximately 350 ft further up the access road to a point that is naturally higher in elevation to reduce vulnerability to storm surge and nuisance flooding with future increases in sea level (Figure B-7). The new gatehouse will be located near the area where the existing sidewalk crosses the road. A new travel lane for outgoing traffic will be added to the west of the relocated gatehouse. Parking for three (3) vehicles and queue space for four (4) park visitors during times when the parking lot is full will be added. Bollard lighting will be installed along the edges of the sidewalk and gatehouse to improve public safety. A flagpole and historic rock will be located on the southwest side of the gatehouse. The area of the existing gatehouse will be reconfigured to add nine (9) new air-up spaces, a compressor with flood-proof enclosure, two (2) exit lanes and one (1) entrance lane, and seven (7) new parking spaces (Figure B-7). The surfaces for the parking and air-up spaces will be gravel and all travel lanes will be paved with asphalt as currently exists. Speed control features will be added to the road to improve public safety. The existing gravel parking area south of the current gatehouse will be restored with native buffer plantings, leaving a natural path for access to the marsh trail. The existing maintenance garage and natural surface parking area at the entrance to the Park will remain unchanged. Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page B7 of B13 Sandy Neck Beach Long-Term Coastal Resiliency Project Figure B-7. Plan view of existing gatehouse area showing reconfiguration for additional air- up/air-down and parking. View of new gatehouse area. Maintenance of the enhanced primary dune will be required to sustain a healthy and protective coastal dune over the 50-year time horizon. Renourishment will be necessary to maintain the dune at a 4H:1V slope, and the dune will then need to be re-vegetated with beach grass. As part of this NOI application, the Town is seeking authorization to place up to 4,000 CY of nourishment per year to restore storm damage to the dune. This volume is based on an average of nourishment volumes placed on the beach since 2013. The Town is seeking authorization to nourish the dune in perpetuity. Construction is expected to take place in the following two (2) Phases during winter months from October through March to minimize impacts to beach use during peak summer season and avoid impacts to rare species. The work is expected to take place over a 2.5- year period from 2024 to 2025, with construction limited to the winter months and uninterrupted summer beach use in between. • Phase 1: During the period October through March, construction activities will include (a) excavation and fill along the back side of the proposed lower parking lot to create the rear dune and bioretention basin, (b) excavate and transport parking lot demolition materials to approved offsite location, (c) grading and installation of the base layer and asphalt for the new parking lot, (d) install drainage structures, parking lot curbing, binder, and lane/parking space markings. The parking lot would then be allowed to settle over the summer season and construction during the second December through March period Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page B8 of B13 Sandy Neck Beach Long-Term Coastal Resiliency Project would include (e) stockpile sand in the parking lots for restoration of the primary dune, (f) construction and final grading of the primary dune, and (g) revegetation of the primary and rear dunes. • Phase 2: During the following October to March time period, construction activities will include (a) site grading at the entrance to the ORV trail for new air -up/air-down parking spots, (b) installation of the new air compressor with flood -proof enclosure, (c) site grading at the area of the new gatehouse and installation of the base layer and asphalt for the new exit lane, (d) relocate gatehouse building to the new site, (e) excavate asphalt in area of existing gatehouse and transport to approved offsite l ocation, (f) grading and installation of base layer and asphalt for entry/exit lates at the existing gatehouse area, (g) restore existing gravel parking area at east side of existing gatehouse area using native plantings, and (h) apply final asphalt topcoat and paint road and parking lot lines. Additional details on the construction methods for each element of the proposed project are provided in Section E. The Sandy Neck Beach Long-Term Coastal Resiliency project was filed with the Massachusetts Environmental Policy Act (MEPA) Office in 2023. A Certificate from the Secretary of Energy and Environmental Affairs on the Environmental Notification Form (ENF) was issued on October 10, 2023, indicating that the project does not require an Environmental Impact Report (EIR) (Section I). A Massachusetts Endangered Species Act (MESA) Checklist was also filed with the Natural Heritage and Endangered Species Program (NHESP). A Determination Letter was issued on June 21, 2023, indicating that the project will result in a Take (321 CMR 10.18 (2)(b)) of Spadefoot (Section I). Additional permits required for the project include: - Barnstable Conservation Commission: Order of Conditions - Massachusetts Division of Fisheries & Wildlife, Natural Heritage & Endangered Species Program (NHESP): MESA Determination - Massachusetts Division of Fisheries & Wildlife, NHESP Program: Conservation Management Permit - Old King’s Highway Historical District Committee: Certificate of Appropriateness - Coastal Zone Management: Federal Consistency (potential) - Barnstable Board of Health: Septic Modification An intensive archeological survey was conducted from February 19 -21, 2024, with three musket balls recovered from within a portion of the bioretention area near the lower parking lot. The Intensive (Locational) Archaeological Survey Memorandum which details the results and recommendations of this work is in Section I. A Phase 2 archaeological survey will be conducted within this area to determine if there are any significant artifacts that may affect the design of the bioretention area. Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page B9 of B13 Sandy Neck Beach Long-Term Coastal Resiliency Project A total of six (6) alternatives were evaluated for the project as summarized below. A detailed description of the alternatives considered is provided in Section F. • Do nothing • Stone Revetment with Vegetated Sand Cover and ORV Trail Relocation • Bio-Engineered Sand-Filled Coir Bags with Vegetated Sand Cover • Partial Relocation of the Parking Lot with an Enhanced Dune and ORV Trail Relocation • Full Relocation of the Parking Lot with an Enhanced Dune and ORV Trial Relocation • Full Relocation of the Parking Lot with an Enhanced Dune and no ORV Trail Relocation Environmental impacts associated with each alternative were evaluated and are discussed in Section F. Findings from the evaluation of environmental impacts were used to select the preferred alternative that minimizes impacts to wetland resources and meets the Town’s goals for the project. Table B-1 provides a summary of existing impacts at the site as well as permanent and temporary impacts resulting from the proposed project. Resource area impacts are classified as temporary or permanent, depending whether the work is within the limit of disturbance (temporary) or within the direct footprint of the Project (permanent). Table B-1 summarizes the proposed resource area restoration and extent of newly impacted resources, and Table B -2 provides permanent and temporary impacts to wetland resources including, coastal dune, barrier beach, land subject to coastal storm flowage, and estimated and priority habitat for rare species. Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page B10 of B13 Sandy Neck Beach Long-Term Coastal Resiliency Project Table B-1. Summary of Impacts for the Existing Site and the Full Relocation of Parking Lot with Enhanced Dune and no ORV Trail Relocation Alternative. Impacts Activity Area (acres) Existing Impacts Existing Parking Lot 1.71 Existing Gatehouse Area, Access Road, ORV Trail 2.51 TOTAL Area of Existing Impact 4.22 Permanent Impacts with Proposed Project* Parking Lot (maintains .84 acres of existing parking lot) 1.94 Pedestrian Walking Path and ADA Accessible Overlook 0.08 Stormwater Features in Parking Lot Area (vegetated swale and stone outlets to infiltration basins) 0.15 Emergency Access Trail 0.03 ORV Trail Entrance (additional air-down spaces & compressor building) 0.02 New Gatehouse Area (relocated gatehouse, travel lane & sidewalks) 0.09 Gatehouse Area, Access Road & ORV Trail 2.45 TOTAL Area of Proposed Permanent Impact 4.76 TOTAL Increase in Permanent Impact 0.54 TOTAL Area of Existing Development to Remain 3.29 TOTAL Area of New Development 1.47 Temporary Impacts Primary Dune Enhancement 1.47 Rear Dune Stabilization (to be restored upon project completion) 1.39 Construction Access (to be restored upon project completion) 1.14 Infiltration Basins (regraded and planted with native vegetation 0.29 TOTAL Area of Temporary Impact 4.29 Restoration Restoration of Existing Parking Lot to Primary Dune 0.82 Gravel Parking to Vegetated Buffer 0.06 TOTAL Area of Restoration 0.88 * Permanent impacts do not include areas of restoration. Table B-2. Permanent and Temporary Resource Area Impacts with the Full Relocation of Parking Lot with Enhanced Dune and no ORV Trail Relocation Alternative. Impact Resource Area Area (acres) Permanent Impacts* Coastal Dune, Barrier Beach, Land Subject to Coastal Storm Flowage 4.76 Estimated & Priority Habitat for Rare Species (includes upland spadefoot toad habitat) 1.54 Temporary Impacts* Coastal Dune, Coastal Beach, Barrier Beach, Land Subject to Coastal Storm Flowage 4.29 Estimated & Priority Habitat for Rare Species (includes upland spadefoot toad habitat) 3.60 * Permanent and temporary impacts to resources include areas of restoration. Existing impacted areas at the site cover 4.22 acres and the proposed project will impact 4.76 acres, resulting in an increase of .54 acres of permanent impact. Of the 4.76 acre proposed project, approximately 69% (3.29 acres) is already impacted (parking lots, access road, gatehouse, ORV trail) and 31% (1.47 acres) will be new impacts to previously undisturbed Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page B11 of B13 Sandy Neck Beach Long-Term Coastal Resiliency Project resources. The project includes 3.11 acres of impervious areas (compared to the 3.13 acres existing) and 1.65 acres of impervious materials such as pervious pavement, the vegetated swale and the new emergency access trail. The project will result in 4.29 acres of temporary impacts to wetland resources. Construction access areas to be restored upon completion of the project total 1.14 acres, enhancement of the primary dune totals 1.47 acres, and proposed work in the rear dune area totals 1.39 acres. The project will result in 0.88 acres of restoration in areas of the site that are currently altered. These include areas of the existing parking lot that will be restored to primary dune (0.87 acres), and the gravel parking area at the existing gatehouse that will be restored with native plantings (0.06 acres). The project’s ratio of impacts to mitigation is 0.6:1. Overall, the project will result in permanent impacts to 4.76 acres of wetland resource area, of which 1.54 acres are considered upland spadefoot toad habitat. Temporary impacts will occur over an additional 4.29 acres, of which 3.60 are considered upland spadefoot toad habitat. The proposed project meets all of the Town’s goals for the Sandy Neck Beach Long-Term Coastal Resiliency Project and minimizes impacts to the extent possible. During construction the following steps will be taken to avoid and/or minimize environmental impacts. • A mandatory pre-bid meeting will be held to discuss construction methodology. • A pre-construction will be held on site with the selected contractor, project engineer, and Town of Barnstable to discuss measures to protect wetland resources. • Install and maintain erosion and sedimentation controls in all construction and staging areas. • Time of year restrictions as determined by the regulatory agencies will be followed for all work to protect endangered species. • Implementation of a NHESP approved Spadefoot Toad Protection Plan. • Use of on-site planting material salvaged from the site where possible. • Use of a natural 6H:1V slope for the rear dune which will be planted with native species to restore suitable upland habitat for spadefoot toad. • Storage of all fuels, hydraulic oil, etc. in a locked storage trailer or removed off site daily. • Vehicles/equipment will be refueled away from the wetlands and stormwater systems . • Install flood-proof enclosures around air compressors. • Elevate the first floor of the gatehouse above the FEMA Base Flood Elevation. Since the entire site is located within sensitive environmental resources, it was not possible to completely avoid impacts and still meet the Town’s goals for the Project. As a result of the NHESP Determination letter indicating that the project will result in a Take of Spadefoot, t he Town and their endangered species consultant is preparing a Spadefoot Toad Protection Plan (a draft that will be reviewed NHESP can be found in Section I) and a Conservation Management Plan to demonstrate compliance with the performance standards for issuance of a Conservation Management Permit per 321 CMR 10.23. The Conservation Management Plan details mitigation Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page B12 of B13 Sandy Neck Beach Long-Term Coastal Resiliency Project measures proposed by the Town that will include one or more of the following activities designed to provide a long-term net benefit to the conservation of upland spadefoot toad habitat: • Acquisition and protection of suitable parcels offsite. • Protection of other critical parcels (potentially not located in the Town of Barnstable). • Land conservation (e.g., Conservation Restriction). • Conservation funding via escrow. The route that the Project team is currently exploring is land protection as there are two municipally held parcels abutting Sandy Neck Park (263/001) that are not protected open space. These parcels are 137/001 (1.02 acres) and 137/002 (8.08 acres), as seen in Figure B-8. Figure B-8. The two municipally held parcels abutting Sandy Neck Park (263/001) identified for mitigation. These parcels contain suitable upland habitat for Spadefoot Toads and are located adjacent to the existing upland spadefoot toad habitat at Sandy Neck. The Town is exploring Conservation Restrictions on these parcels to protect the land and permanently limit future land uses. Both parcels are protected under Article 97, information gathered by the Town includes the following: • Parcel 137-200 was acquired from the United Cape Cod Cranberry Co. under a deed recorded in the Registry in Book 1600, Page 107. The deeds state that the Town acquired the land through the Town's Conservation Commission. Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page B13 of B13 Sandy Neck Beach Long-Term Coastal Resiliency Project • Parcel 137-100 was acquired from Cape Holdings, Inc. under a deed recorded in the Barnstable County Registry of Deeds in Book 1610, Page 79. The recorded deed does not state the purpose for which the land was acquired and did not have the Town Meeting vote attached. However, I did identify that the land was acquired under Article 79 of the 3/6/1971 Town Meeting. During that time, the Town Meeting was the Town's legislative body before Barnstable had a Town Council. The vote authorized the acquisition of the parcel for conservation purposes and instructed the Conservation Commission to seek Self-Help grant funding from the state Department of Natural Resources (now the LAND grant program at EEA). Section C Existing Environment Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page C1 of C24 Sandy Neck Beach Long-Term Coastal Resiliency Project C. EXISTING ENVIRONMENT 1.0 PROPERTY OWNERSHIP Sandy Neck Beach Park is located and owned by the Town of Barnstable and serves as the Town’s only public beach on Cape Cod Bay. The Project is located at the Sandy Neck Public Beach Facility at 425 Sandy Neck Road. The Project site is located on a Town of Barnstable owned parcel (Map 263, Parcel 001). Sandy Neck Beach Park is roughly 1,438 acres of barrier beach, and the Sandy Neck Beach System includes an additional 3,300 acres of salt marsh. Neighboring parcels include property owned by the Town of Sandwich to the west and privately owned propert ies to the south as shown in Figure C-1. Figure C-1. Property ownership within the Project Area (Town of Barnstable). 2.0 HISTORY OF DEVELOPMENT Sandy Neck Road can be found along Route 6A (Old King's Highway), which provides access to the Project area and extends approximately 1.2 miles to Sandy Neck Public Beach Facility. The Sandy Neck Public Beach Facility's developed footprint includes a public beach (Bodfish Public Beach) with a upper and lower parking lots, bathhouse (structure includes a concession stand, bathrooms, and garage), an Off-Road Vehicle (ORV) trail, pedestrian walkways, observation decks, air-up/air-down infrastructure, a gatehouse and maintenance shed (Figure C-2). Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page C2 of C24 Sandy Neck Beach Long-Term Coastal Resiliency Project Figure C-2. Aerial photograph of the Sandy Neck Public Beach Facility. The existing gatehouse area serves as the entrance to the site and includes a gatehouse structure constructed in 1991. The Sandy Neck Access Road and parallel paved walkway continue north to a paved parking lot and other developed areas, including the bath house. A paved hard surface parking lot consisting of an upper and lower lot is located just north of the gatehouse at the northern end of Sandy Neck Road. The parking lot contains roughly 200 parking spaces currently utilized by day-pass holders, residents and ORV beach sticker holders, campers, concessions staff, and lifeguards. The parking lot was constructed prior to 1971, and the Blizzard of 1978 caused a portion of the parking lot to be lost and another portion to become buried under the primary frontal dune. In 2011, roughly $1.3 million was spent by the Town to rebuild the existing bathhouse in the upper parking lot. Funds from the project also went to building the maintenance garage structure for storage, septic system improvements, and a sidewalk that now r uns from the gatehouse to the main parking area. ORV beach access is gained through the Marsh Trail at the gatehouse area and a trail that bisects the Sandy Neck Access Road project area. The ORV area includes air-up/air- down infrastructure, such as air compressors and gravel parking spaces. The trail continues to the beach's eastern end via an open sand roadway. Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page C3 of C24 Sandy Neck Beach Long-Term Coastal Resiliency Project 3.0 HISTORIC AND ARCHAEOLOGICAL RESOURCES The Project area is located within the Sandy Neck Cultural Resources District (BRN.A), Barnstable Multiple Resource Area (BRN.N) and Old King's Highway Regional Historic District (BRN.O), inventoried in Massachusetts Historical Commission’s Massachusetts Cultural Resource Information System (MACRIS). The Project area includes two historical resources (Table C-1), the Bodfish Beach Park area, and the Edward T. Landers Memorial. Table C-1. Massachusetts Historical Commission’s Inventoried Resources. Record ID Historic Name Year Built Designation BRN.991 Bodfish, Benjamin Memorial Park C 1920 Local Historic District - 05/01/1973 National Register MRA -11/13/1987 National Register District -11/13/1987 BRN.922 Bodfish Park - Landers, Edward T. R. Memorial 1985 The address for BRN.922 is listed as Sandy Neck Rd Trail #1 off Sandy Neck Road; however, the Memorial is located at the existing gatehouse and will be relocated to the new gatehouse during the Project. The locations of both resources are shown in Figure C-3. Figure C-3. Inventoried resources included in MACRIS (MassEOEEA). During the MEPA ENF permitting process the Project received a comment letter from Massachusetts Historical Commission (MHC) indicating that: Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page C4 of C24 Sandy Neck Beach Long-Term Coastal Resiliency Project • An intensive archaeological survey is required before construction, and if significant archaeological resources are identified, plans must be made to avoid, minimize, or mitigate any adverse effects. • The Old King’s Highway Historical District Committee should be notified of plans to relocate the Edward T.R. Landers Memorial and the gatehouse building. To address the MHC comments, the Town of Barnstable retained the services of Archaeological and Historical Services, Inc. (AHS) to obtain a MHC Archaeological Field Investigation Permit and conduct an intensive (locational) survey of the Project Site (Section I). The survey was conducted between February 19-21, 2024. Preliminary survey results issued on February 27, 2024 (Section I). The final AHS report will be released in early June 2024. If significant archaeological resources are identified, the project team will make plans to avoid, minimize, or mitigate any adverse impacts. Additionally, the Project Team attended the Sept. 13, 2023, meeting of the Old King’s Highway Historical District Committee to present details of the project. No concerns or objections were voiced. A formal determination from the Committee will be issued at a later date when an application for relocating the gatehouse is filed. A recording of the meeting and minutes can be accessed by going to the Town of Barnstable Old King’s Highway Historical District Committee web site at the following link: (https://www.town.barnstable.ma.us/boardscommittees/OldKingsHighway/ 4.0 TOPOGRAPHY Topographic data from Sandy Neck was collected to define existing conditions and to evaluate the optimal engineering design for the resiliency of the Proposed Sandy Neck Beach Long -Term Coastal Resiliency Project area. A topographic survey was first conducted by a Woods Hole Group Professional Engineer & Land Surveyor in June and July 2022 to establish existing conditions and to locate the parking lot and other existing structures. Additional survey elevations were taken along the toe and crest of the primary frontal dune, proposed construction areas, and the isolated wetlands buffering the project area. Survey points were collected on multiple occasions by the Woods Hole Group and the Town of Barnstable (Table C-2). Figure C-4 shows the areas captured during the surveys. Table C-2. Topographic Survey Dates and Extents. Date Survey Area 6/29/2022 Existing Developed Footprint 7/18/2022 Existing Developed Footprint 7/28/2022 Isolated Wetlands 8/23/2022 Existing Developed Footprint 04/04/2023 Gatehouse Area Isolated Wetlands 04/14/2023 Coastal Dune 05/19/2023 Existing / Proposed Gatehouse Area Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page C5 of C24 Sandy Neck Beach Long-Term Coastal Resiliency Project Figure C-4. Survey elevations collected by Woods Hole Group and The Town of Barnstable between June 2022 – June 2023. 5.0 TIDES The nearest long-term tide gauge for the Project area is the National Oceanic and Atmospheric Administration (NOAA) tide gauge station #8447241 in Sesuit Harbor, MA. This tide station is located on the north side of Dennis, MA facing Cape Cod Bay. This station has been in operation since 1993. Water level datums for the Project were adopted from this station and are detailed in Table C-3. The mean tidal range is 9.59 ft. Mean Higher High Water (MHHW) and Mean Lower Low Water (MLLW) are defined as the average height of the tide recorded each day during a 19- year recording period at its highest and lowest, respectively. The largest tides of the year, occurring in winter and summer, are sometimes referred to as “King” tides and result in high tides representing the extreme spring tide. Table C-3. Tidal Datums for the Bay Side of the Project Area. Datum Abbreviation Elevation (ft NAVD88) Mean Higher High Water MHHW 4.69 Mean High Water MHW 4.23 North American Vertical Datum 1988 NAVD88 0.00 Mean Low Water MLW -5.36 Mean Lower Low Water MLLW -5.64 Highest Astronomical Tide HAT 7.12 Tidal Range MLW to MHW 9.59 Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page C6 of C24 Sandy Neck Beach Long-Term Coastal Resiliency Project 6.0 SEA LEVEL RISE The National Oceanic and Atmospheric Administration’s (NOAA) Center for Operational Oceanographic Products and Services maintains a series of tide gages along the coast of Massachusetts. Records from NOAA’s Boston tide gage (station ID 8443970) indicate that relative sea level has risen at a rate of 2.89 mm (+/- 0.15 mm) annually based on the monthly mean sea level between 1921 and 2021, resulting in a change of 0.95 feet (11.4 inches) in 100 years (Figure C-5). Figure C-5. Sea-level rise trend from Boston, Massachusetts (NOAA, 2023). Global sea-level rise projections for this area range from an additional 4.3 ft (under an intermediate sea level rise scenario) to 10.5 ft (under an extreme sea level rise scenario) by 2100. 7.0 STORM SURGE AND FUTURE FLOODING The Commonwealth’s High Sea Level Rise (SLR) scenario, as integrated into the Massachusetts Coast Flood Risk Model (MC-FRM), was used to evaluate the Project area’s vulnerability to high tide flooding in 2030, 2050, and 2070. Figures C-6 through C-8 present probabilistic flood risk maps for 2030, 2050, and 2070. Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page C7 of C24 Sandy Neck Beach Long-Term Coastal Resiliency Project Figure C-6. Probability of inundation in 2030 assuming a high sea-level rise scenario (MassCZM, 2023). While every effort has been made to assure the accuracy and correctness of the MC-FRM data presented, it is acknowledged that inherent mapping inaccuracies are present due to interpolation between MC-FRM calculation nodes. Further, areas of the coast that experience rapid changes in geomorphology during storm event s, such as dunes along barrier beaches, may not be fully characterized in the MC-FRM dataset. As a result, the maps presented for Sandy Neck Beach Park should be interpreted as representations of potential exposure to flooding in relation to existing topographic conditions. Review of Figures C-6 through C-8 show that the Park is vulnerable to storm surge flooding under present day conditions, with vulnerability increasing through 2070. The area of the gatehouse along the entrance road is most vulnerable, showing a 25% to 100% probability of annual flooding with present day conditions, increasing to 100% annual probability by 2050 and beyond. The current ORV trail through the dunes is also vulnerable, with a 2% to 5% chance of annual flooding in 2030 and a 100% chance of annual flooding in 2050 to 2070. The upper and lower parking lots are shown to be safe from flooding through 2070; however, with erosion of the frontal dune not accounted for in the MC-FRM model, there is a high probability that the lower parking lot will be vulnerable to flooding from Cape Cod Bay as soon as 2030. Lastly, while the concession building is shown to be vulnerable to flooding under present day conditions and all out years, survey data Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page C8 of C24 Sandy Neck Beach Long-Term Coastal Resiliency Project collected as part of this study indicate that the first-floor elevation is above the projected most severe flood elevations for the 0.1% chance storm through 2070. Figure C-9 shows the extents of mean higher high water (MHHW) for present day, 2030, 2050, and 2070 in the Sandy Neck Beach Park gatehouse area, based on data from the MC-FRM dataset. The risks of flooding from daily tides initiate from Barnstable Harbor o n the back side of the barrier beach. As soon as 2030, daily tidal flooding could be expected along the low -lying marsh trail that begins near the gatehouse and runs along the back of the barrier beach. By 2050 daily tidal flooding could begin to impact access to the gatehouse area and the entrance road will likely be inundated around the time of MHHW. Flooding impacts could also be expected along the existing ORV trail starting in 2050. By 2070 the extent of daily tidal flooding can be expected to expand across the entrance road near the gatehouse and at lower lying sections of the road leading to the main park area. Figure C-7. Probability of inundation in 2050 assuming a high sea-level rise scenario (MassCZM, 2023). Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page C9 of C24 Sandy Neck Beach Long-Term Coastal Resiliency Project Figure C-8. Probability of inundation in 2070 assuming a high sea-level rise scenario (MassCZM, 2023). Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page C10 of C24 Sandy Neck Beach Long-Term Coastal Resiliency Project Figure C-9. Present day Mean Higher High Tide (MHHW) flooding projections compared to MHHW in 2030, 2050, and 2070. 8.0 SEDIMENT CHARACTERIZATION Grab samples were also collected from the beach and dune at Sandy Neck Park to help characterize the sediments (Figure C-10). The samples were then sent to a laboratory for grain size analysis. The results showed that the beach is composed of medium-grained sand (D50 of 0.40 to 0.43 mm) and the dune is composed of fine-grained sand (D50 of 0.18). Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page C11 of C24 Sandy Neck Beach Long-Term Coastal Resiliency Project Figure C-10. Location of sediment grab Samples Collected on July 12, 2022. 9.0 REGULATED COASTAL RESOURCE AREAS Coastal wetland resource areas within the Project area as defined by the Massachusetts Department of Environmental Protection (DEP) Wetland Regulations (310 CMR 10) that will be impacted by construction of the proposed Project include: Coastal Beach, Coastal Dune, Barrier Beach, Salt Marsh and Land Subject to Coastal Storm Flowage. Specific impacts to each resource area are summarized in the following sections. In July 2022 and April 2023, a Woods Hole Group Professional Wetland Scientist surveyed isolated, freshwater wetlands found landward of the primary dune at Sandy Neck Beach Park. The delineated resource areas were surveyed with an RTK-GPS as shown in Figure C-11. Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page C12 of C24 Sandy Neck Beach Long-Term Coastal Resiliency Project Figure C-11. Delineated coastal resource areas within the Project Area. Coastal Beach 310 CMR 10.27 The 310 CMR 10.27 regulations define Coastal Beach as extending “from the mean low water line landward to the dune line, coastal bank line or the seaward edge of existing human -made structures, when these structures replace one of the above lines, whichever is closest to the ocean.” The Project area consists of coastal beach on its seaward side, between the ocean and the toe of the dune. The coastal beach is a gently sloping resource that serves as an important recreational beach for the Town of Barnstable (Figure C-12). Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page C13 of C24 Sandy Neck Beach Long-Term Coastal Resiliency Project Figure C-12. June 2022 photo looking northeast from the Coastal Dune onto the Coastal Beach. During coastal storms, the beach is typically inundated with surge and wave action. Significant storm events can result in an erosional scarp along the upper portion of the beach and/or along the toe of the dune. The beach width regularly changes with respect to seasonal wave conditions, becoming wider during the summer months and narrower during winter months (Figure C-13). Figure C-13. November 2021 photo depicting the scarp produced by wave erosion on the Coastal Beach. Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page C14 of C24 Sandy Neck Beach Long-Term Coastal Resiliency Project Coastal Dune 310 CMR 10.28 The 310 CMR 10.28 regulations define Coastal Dune as “any natural hill, mound, or ridge of sediment landward of a coastal beach deposited by wind action or storm overwash. Coastal dune also means sediment deposited by artificial means and serving the purpose of storm damage prevention or flood control.” Coastal dune extends landward of the coastal beach along the length of the Project. The existing developed footprint of Sandy Neck Beach Park is located within the coastal dune. The primary frontal dune resides between coastal beach and the existing parking lot. The primary frontal dune follows the edge of the pavement, including volume which has built up landward of the coastal beach on top of existing parking lot pavement (Figure C-14). Figure C-14. Coastal Dune located along the seaward edge of the existing parking lot. The Town has regularly utilized nourishment to mitigate the impacts of winter storms and erosion to protect the parking lot and the bathhouse and septic system (Figure C-15). A total of 32,620 cubic yards of sand nourishment has been placed along the primary frontal dune since 2013 (Table C-4). Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page C15 of C24 Sandy Neck Beach Long-Term Coastal Resiliency Project Figure C-15. Placement of sediment in 2014 (Town of Barnstable). Table C-4. History of Nourishment Along the Primary Frontal Dune. Date Cubic Yards December 2013 5,500 December 2014 4,300 February 2015 2,600 January 2016 8,500 March 2018 4,666 March 2021 2,854 March 2022 4,200 Total 32,620 Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page C16 of C24 Sandy Neck Beach Long-Term Coastal Resiliency Project Figure C-16. Photo showing general makeup of Coastal Dune at Sandy Neck, July 2022. Figure C-17. Aerial photography of the Coastal Dune from June 2023 (Steve Heaslip). Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page C17 of C24 Sandy Neck Beach Long-Term Coastal Resiliency Project Barrier Beach 310 CMR 10.28 The entirety of the Project area is located within the Sandy Neck Barrier Beach System. The 310 CMR 10.28 regulations define Barrier Beach as a “narrow low-lying strip of land generally consisting of coastal beaches and coastal dunes extending roughly parallel to the trend of the coast. It is separated from the mainland by a narrow body of fresh, brackish or saline water or a marsh system. A barrier beach may be joined to the mainland at one or both ends.” Salt Marsh 310 CMR 10.32 As defined in the 301 CMR 10.32 regulations, salt marsh is a “coastal wetland that extends landward up to the highest high tide line, that is, the highest spring tide of the year, and is characterized by plants that are well adapted to or prefer living in, saline soils”. Salt marsh is located near the existing gatehouse area near the southern end of the Project site. The large salt marsh area that buffers the Project Site is roughly 3,300-acres in size and known as Great Marsh, which is located between the Sandy Neck barrier beach system and Barnstable Harbor. Estimated Habitats of Rare Wildlife 310 CMR 10.37 The site of the proposed Project is located within estimated (EH 697) habitats of rare species as published by the Natural Heritage and Endangered Species Program. As described in the 301 CMR 10.37 regulations, Estimated Habitat Maps are “based on the estimated geographical extent of the habitats of all state-listed vertebrate and invertebrate animal species for which a reported occurrence within the last 25 years has been accepted by the Program and incorporate d into its official data base”. The Project site is also located with Priority Habitat of Rare Species (PH 892) which is codified under Massachusetts Endangered Species Act regulations 321 CMR 10.00. Priority Habitat of Rare Species and Estimated Habitat of Rare Wildlife are shown in Figure C -18 (Effective August 1, 2021). Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page C18 of C24 Sandy Neck Beach Long-Term Coastal Resiliency Project Figure C-18. The existing developed footprint within NHESP Estimated and Priority Habitat for Rare and Endangered Wildlife (MassGIS). Goddard Consulting conducted a habitat assessment of the Project area in July 2022, supplemented with an additional site survey in March 2023, culminating in a Rare Species Survey Report and Habitat Assessment (See Section I). The site is designated Priori ty habitat for four state listed species. Their use of the Project area is described in more detail below. Eastern Spadefoot Toad (Scaphiopus holbrookii) – State Threatened The Eastern Spadefoot toad inhabits sandy locations, often a mosaic of sandy open ground and shrub cover with temporary pools for breeding. These pools tend to be unique in that they often are very ephemeral, holding water for periods of time as short as t wo weeks before drying. The Eastern Spadefoot is a short-term, explosive breeder, which only emerges from its subterranean burrows during the appropriate weather conditions (typically large thunderstorms with pressure drops) to breed. This species only breeds when the weather and local environmental conditions are optimal; populations have been known to skip one or multiple breeding seasons until favorable conditions are present. Due to its fossorial (burrowing) nature, this species is very difficult to detect, often remaining underground for weeks, only emerging during breeding events and on some nights to forage. Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page C19 of C24 Sandy Neck Beach Long-Term Coastal Resiliency Project This species breeds in ephemeral pools and uses the adjacent sandy upland habitats for most of its life cycle. Numerous pools are interspersed across the site and larger Sandy Neck Beach property. The habitat between the pools is mostly all potential uplan d habitat for this species. A large known population of this species is present on site. All ephemeral waterbodies found proximal to the Project areas have, at least to some degree, breeding habitat potential. All natural sandy upland areas between the pools also offer suitable upland habitat for this species. The only areas that are not suitable habitat within the Project area are those that are paved, developed, gravel areas, seaward side of the primary dune, or the center of the ORV access road due to compaction and repeated use during the active season for this species. Plymouth Gentian (Sabatia kennedyana) – State Special Concern Plymouth Gentian is a semi-aquatic plant that typically grows along the upper edges of coastal plain ponds. These ponds are rare in Massachusetts, typically shallow, and prone to significant water level fluctuations. The edges of these ponds are unique habitats containing many rare and unique plant species. This plant prefers the areas of fluctuating water along the upper margins of these ponds where competition by woody stem and invasive species is low. Several areas of potential habitat were identified on both the larger property and the Project area. A survey was approved and conducted for this plant in the Summer of 2022, within the appropriate habitat and proximal to the Project area. Figure C-19 shows the plant was located within one of the isolated wetland areas. In general, this species is associated with wetland habitats. Least Tern (Sternula antillarum) – State Special Concern Least Terns are a summer colonial nesting bird that typically nests on coastal beaches made up of a sandy or gravelly beach habitat. The species prefer to nest on a beach that is lacking vegetation, and forage in shallow-water habitats such as bays, estuaries, tidal marshes, and ponds. The species does not typically utilize the Project area, and all work will be conducted outside of nesting season. Piping Plover (Charadrius melodus) – State Threatened Piping plovers are also known to nest in least tern colonies. Piping plovers are small shorebirds that breed on sandy, coastal beaches and dunes lacking any vegetation. The species build nests on coastal beaches between the high tide line and the toe of coastal dune. Piping plovers do not typically utilize the Project area, and all work will be conducted outside of nesting season. Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page C20 of C24 Sandy Neck Beach Long-Term Coastal Resiliency Project Figure C-19. Plymouth Gentian located on Sandy Neck. Land Subject to Flooding 310 CMR 10.57 The proposed Project area includes Land Subject to Flooding in the form of isolated wetlands as defined in 310 CMR 10.57 1(b) and 2(b). The regulation defines these areas as “an isolated depression or a closed basin which serves as a ponding area for run-off or high ground water which has risen above the ground surface”. The regulation notes that when these areas are “vernal pool habitat, they are significant to the protection of wildlife habitat”. It also defines Isolated Land Subject to Flooding as an “isolated depression or closed basin without an inlet or an outlet. It is an area which at least once a year confines standing water to a volume of at least ¼ acre-feet and to an average depth of at least six inches.” Isolated wetlands in the Project area are scattered throughout the barrier beach and dune system and consist of marshes and shrub swamps, consistent with the Massachusetts Department of Environmental Protection (DEP) detailed wetland maps. In addition to the marshes and shrub swamps, some isolated wetlands included dense cranberry cover under mature pitch pines , a wetland type more consistent with coniferous wooded swamps. The wetlands observed during the site visits were located in shallow to moderately deep swales in the barrier beach and dune system. During a July 2022 site visit, standing water was not present in any of the wetland areas. Edge of wetland determinations were made based on a combination of vegetation (>50% FAC or wetter) and indicators of hydrology (saturation, water-stained leaves, algal crusts, water marks, etc.) (Figures C-20 and C-21). Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page C21 of C24 Sandy Neck Beach Long-Term Coastal Resiliency Project Figure C-20. Isolated shrub swamp wetland found within the barrier beach and dune system, Sandy Neck, Barnstable, MA, July 2022. Figure C-21. Isolated freshwater wetland within the barrier beach and dune system, Sandy Neck, Barnstable, MA, April 2023. Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page C22 of C24 Sandy Neck Beach Long-Term Coastal Resiliency Project Area of Critical Environmental Concern (ACEC) In 1978, the Sandy Neck Barrier Beach System received the Commonwealth’s designation as an Area of Critical Environmental Concern (ACEC) due to its unique environmental significance. Both the towns of Barnstable (90% of the ACEC) and Sandwich (10% of the ACEC) nominated the site, in part for the essential habitat that it provides to species, including Significant Resource Areas (SRA) for multiple species. The Sandy Neck Barrier Beach System ACEC is 9,235 acres and one of New England's largest barrier beach systems. The north western exclusion boundary of the ACEC is Sandy Neck Road, and a portion of the Project site is located within the ACEC (Figure C -22). Figure C-22. The Sandy Neck Barrier Beach System Area of Critical Environmental Concern. Land Subject to Coastal Storm Flowage 310 CMR 10.04 All previously described resource areas are included in Land Subject to Coastal Storm Flowage. Land subject to coastal storm flowage is defined in 310 CMR 10.04 as "land subject to any inundation caused by coastal storms up to and including that caused by the 100-year storm, surge of record or storm of record, whichever is greater." Land subject to coastal storm flowage in the Project area was delineated based on the Special Flood Hazard Area boundary shown on the current effective FEMA Flood Insurance Rate Maps (Effective 2014). The Project is mapped within Zone VE and AE on FEMA flood zone map 25001C0532J. The existing parking lot and primary dune are located in a VE Zone, which is a special flood hazard area subject to wave action greater than 3 ft (velocity hazard) and inundation by the 1% annual chance flood. The mapped base flood Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page C23 of C24 Sandy Neck Beach Long-Term Coastal Resiliency Project elevation (BFE) of the VE Zone is 15 feet NAVD88. The landward portion of the site is mapped within a Zone AE with a BFE elevation of 13 feet NAVD88, and Zone X which is determined to be outside the 0.2% annual chance floodplain (Figure C-23). Figure C-23. Project area effective FEMA flood zones (FEMA). Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page C24 of C24 Sandy Neck Beach Long-Term Coastal Resiliency Project 10.0 REFERENCES CITED Massachusetts Office of Coastal Zone Management (CZM) and Department of Environmental Protection (MassDEP). “Applying the Massachusetts Coastal Wetlands Regulations:”, October 14, 2020. https://www.mass.gov/files/documents/2020/10/14/czm -coastal- maunual-2020-update.pdf. Executive Office of Environmental Affairs. “Sandy Neck Barrier Beach System ACEC Designation Document.” Department of Conservation & Recreation, December 1978. https://www.mass.gov/files/documents/2016/08/qn/sn-des.pdf. Section D Performance Standards Compliance Narrative Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page D1 of D7 Sandy Neck Beach Long-Term Coastal Resiliency Project D. PERFORMANCE STANDARDS COMPLIANCE NARRATIVE The proposed project is located within the jurisdiction of the Wetlands Protection Act, M.G.L. c. 131, s. 40 and the Barnstable Wetlands Protection Bylaw (Chapter 237). As such, all work for the proposed project was designed to comply with the requirements of the State (310 CMR 10.00) and local wetland regulations. All attempts have been made to design a construction plan that will have the least impact, both temporary and permanent, on th e site’s resources. The project will have impacts on the following Wetland Resources: • Coastal Beach • Coastal Dune • Barrier Beach • Estimated Habitats of Rare Wildlife The following section describes the existing resource areas listed above and demonstrates how this project meets the performance standards for work in each resource area. Compliance with the Town of Barnstable’s Guidelines for Activities in Land Subject to Coastal Storm Flowage is also described below. Excerpts from 310 CMR 10.27: Coastal Beaches (2) Definitions: Coastal Beach means unconsolidated sediment subject to wave, tidal and coastal storm action which forms the gently sloping shore of a body of salt water and includes tidal flats. Coastal beaches extend from the mean low water line landward to the dune line, coastal bankline or the seaward edge of existing human-made structures, when these structures replace one of the above lines, whichever is closest to the ocean. Tidal Flat means any nearly level part of a coastal beach which usually extends from the mean low water line landward to the more steeply sloping face of the coastal beach or which may be separated from the beach by land under the ocean. WHEN A COASTAL BEACH IS DETERMINED TO BE SIGNIFICANT TO STORM DAMAGE PREVENTION, FLOOD CONTROL, OR PROTECTION OF WILDLIFE HABITAT, 310 CMR 10.27(3) THROUGH (7) SHALL APPLY: (3) Any project on a coastal beach, except any project permitted under 310 CMR 10.30(3)(a), shall not have an adverse effect by increasing erosion, decreasing the volume or changing the form of any such coastal beach or an adjacent or downdrift coastal beach. Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page D2 of D7 Sandy Neck Beach Long-Term Coastal Resiliency Project The only work proposed on the Coastal Beach is temporary construction access for enhancement of the Primary Coastal Dune. This will involve rubber tired front end loaders placing and grading sand on the dune, sometimes working from the coastal beach and sometimes working from the landward side of the dune. All tire tracks will be graded from the beach upon completion of the dune, such that the elevation and volume of the beach will not be changed. By nourishing and restoring the coastal dune there will be an additional source of sediment to adjacent and downdrift beaches during storms. As such the project will have a positive impact on the beach. (4) Any groin, jetty, solid pier, or other such solid fill structure which will interfere with littoral drift, in addition to complying with 310 CMR 10.27(3), shall be constructed as follows: (a) It shall be the minimum length and height demonstrated to be necessary to maintain beach form and volume. In evaluating necessity, coastal engineering, physical oceanographic and/or coastal geologic information shall be considered. (b) Immediately after construction any groin shall be filled to entrapment capacity in height and length with sediment of grain size compatible with that of the adjacent beach. (c) Jetties trapping littoral drift material shall contain a sand by-pass system to transfer sediments to the downdrift side of the inlet or shall be periodically redredged to provide beach nourishment to ensure that downdrift or adjacent beaches are not starved of sediments. NA - The proposed project does not include a solid fill structure that would interfere with littoral drift. (5) Notwithstanding 310 CMR 10.27(3), beach nourishment with clean sediment of a grain size compatible with that on the existing beach may be permitted. The proposed project does not include beach nourishment; however, it does include dune enhancement and nourishment. Sediment used for the dune enhancement will be clean and compatible in size to what exists on the dunes and adjacent beach. Compatible grain size was determined through a comprehensive sediment sampling and analysis investigation that was performed in July 2023. These data will be used in identifying a suitable source of material at the time of construction. WHEN A TIDAL FLAT IS DETERMINED TO BE SIGNIFICANT TO MARINE FISHERIES OR THE PROTECTION OF WILDLIFE HABITAT, 310 CMR 10.27(6) SHALL APPLY: (6) In addition to complying with the requirements of 310 CMR 10.27(3) and (4), a project on a tidal flat shall if water-dependent be designed and constructed, using best available measures, so as to minimize adverse effects, and if non-water-dependent, have no adverse effects, on marine fisheries and wildlife habitat caused by: (a) alterations in water circulation; Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page D3 of D7 Sandy Neck Beach Long-Term Coastal Resiliency Project (b) alterations in the distribution of sediment grain size; and (c) changes in water quality, including, but not limited to, other than natural fluctuations in the levels of dissolved oxygen, temperature or turbidity, or the addition of pollutants. NA - The project is not located on or near a tidal flat. (7) Notwithstanding the provisions of 310 CMR 10.27(3) through (6), no project may be permitted which will have any adverse effect on specified habitat sites or rare vertebrate or invertebrate species, as identified by procedures established under 310 CMR 10.37. Portions of the proposed project will take place in Priority Habitat for the following species: Piping Plover, Least Tern, Eastern Spadefoot Toad, Plymouth Gentian, and Northern Diamond- backed Terrapin. The MESA Determination letter (23-4196) dated June 21, 2023 indicated that the proposed project will result in a Take (321 CMR 10.18 (2)(b)) of Spadefoot Toad due to the permanent loss or alteration of suitable habitat. The project team has consulted with staff from the Natural Heritage & Endangered Species Program (NHESP) and is currently preparing a Conservation Management Plan that demonstrates the project has avoided, minimized and mitigated impacts to state-listed species so that a Conservation and Management Permit (CMP; 321 CMR 10.23) can be issued. Impacts to remaining protected species will be avoided by working outside all Time of Year (TOYs) restrictions specified by NHESP. Excerpts from 310 CMR 10.28: Coastal Dunes (2) Definition: Coastal Dune means any natural hill, mound or ridge of sediment landward of a coastal beach deposited by wind action or storm overwash. Coastal dune also means sediment deposited by artificial means and serving the purpose of storm damage prevention or flood control. WHEN A COASTAL DUNE IS DETERMINED TO BE SIGNIFICANT TO STORM DAMAGE PREVENTION, FLOOD CONTROL OR THE PROTECTION OF WILDLIFE HABITAT, 310 10.28(3) THROUGH (6) SHALL APPLY: (3) Any alteration of, or structure on, a coastal dune or within 100 feet of a coastal dune shall not have an adverse effect on the coastal dune by: (a) affecting the ability of waves to remove sand from the dune; (b) disturbing the vegetative cover so as to destabilize the dune; (c) causing any modification of the dune form that would increase the potential for storm or flood damage; (d) interfering with the landward or lateral movement of the dune; (e) causing removal of sand from the dune artificially; or (f) interfering with mapped or otherwise identified bird nesting habitat. Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page D4 of D7 Sandy Neck Beach Long-Term Coastal Resiliency Project The entire project is proposed within the Coastal Dune resource. As designed, the project will not cause adverse impacts on the Coastal Dune. (a) The proposed project includes a wider and higher primary Coastal Dune that will serve to protect the park infrastructure. The enhanced dune will continue to serve as a sediment source to adjacent and downdrift beaches during storms with increased water levels and high energy waves. While the site will still include impervious infrastructure in the Coastal Dune, the amount of impervious infrastructure has been reduced by 871 square ft. As such the project will improve the ability of waves to remove sand from the dune. (b) All disturbed areas of Coastal Dune will be revegetated with native species to help stabilize the dune. Areas of the primary Coastal Dune seaward of the parking lot will be planted with beach grass to aid in capturing wind blown sediment and stabilizing the dune. (c) The purpose of the proposed project is to add resiliency to Sandy Neck Park by the addition of an enhanced primary Coastal Dune, landward retreat of the parking lot, and relocation of the gatehouse to naturally higher ground. The proposed modifications to the dune form will decrease the potential for storm and flood damage. (d) The prop osed project will improve the ability of the Coastal Dune to move landward or laterally. By adding a larger and higher primary Coastal Dune and moving the parking lot to a more landward location there will be more room for the dune to respond naturally to wind and wave transport processes. (e) The project does not include the remove of sand from the dune artificially, rather it proposes to bring in additional sand to enhance the Coastal Dune and rebuild the rear dune behind the new parking lot. (f) The project site is located within mapped h abitat for protected shorebirds; however, as proposed, the project will not interfere with this habitat. Impacts will be avoided by working outside the Time of Year (TOYs) restrictions specified by NHESP, and by enhancing the dune with slopes similar to what currently exists on the site. (4) Notwithstanding the provisions of 310 CMR 10.28(3), when a building already exists upon a coastal dune, a project accessory to the existing building may be permitted, provided that such work, using the best commercially available measures, minimizes the ad verse effect on the coastal dune caused by the impacts listed in 310 CMR 10.28(3)(b) through (e). Such an accessory project may include, but is not limited to, a small shed or a small parking area for residences. It shall not include coastal engineering structures. Currently, park infrastructure includes space s for 200 vehicles, bath house with public restrooms, concessions, observation viewing decks, gatehouse, and equipment garage. The proposed project includes relocating a portion of the existing infrastructure out of the predicted limit of dune erosion in 50 years and relocation of the gatehouse to higher ground. The Coastal Dune adjacent to the parking lot will be enhanced through nourishment and planted with dune grass to stabilize the dune. Adverse impacts to the Coastal Dune have been minimized by reducing the overall area of impervious surface, minimizing work in previously undisturbed areas, and revegetating disturbed dune areas. (5) The following projects may be permitted, provided that they adhere to the provisions of 310 CMR 10.28(3): Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page D5 of D7 Sandy Neck Beach Long-Term Coastal Resiliency Project (a) pedestrian walkways, designed to minimize the disturbance to the vegetative cover and traditional bird nesting habitat; (b) fencing and other devices designed to increase dune development; and(c) plantings compatible with the natural vegetative cover. Existing pedestrian walkways over the Coastal Dune will be re-established following dune enhancement. The walkways will be oriented in a way to minimize erosion and prevent the walkways from acting as conduits for flood waters. Sand fencing will be utilized to keep beach patrons on the walkways to allow for native vegetation to reestablish. These designated pathways will also be designed to minimize their impacts to the surrounding vegetation and nesting habitat. (6) Notwithstanding the provisions of 310 CMR 10.28(3) through (5), no project may be permitted which will have any adverse effect on specified habitat sites of Rare Species, as identified by procedures established under 310 CMR 10.37. See response to 310 CMR 10.27(7) above. Excerpts from 310 CMR 10.29: Barrier Beaches (2) Definition: Barrier Beach means a narrow low-lying strip of land generally consisting of coastal beaches and coastal dunes extending roughly parallel to the trend of the coast. It is separated from the mainland by a narrow body of fresh, brackish or saline water or a marsh system. A barrier beach may be joined to the mainland at one or both ends. (3) When a Barrier Beach Is Determined to Be Significant to Storm Damage Prevention, Flood Control, Marine Fisheries or Protection of Wildlife Habitat . 310 CMR 10.27(3) through (6) (coastal beaches) and 10.28(3) through (5) (coastal dunes) shall apply to the coastal beaches and to all coastal dunes which make up a barrier beach. See responses for 310 CMR 10.27(3) through (6) and 10.28(3) through (5) above. (4) Notwithstanding the provisions of 310 CMR 10.29(3), no project may be permitted which will have any adverse effect on specified habitat sites of rare vertebrate or invertebrate species, as identified by procedures established under 310 CMR 10.37. See response to 310 CMR 10.27(7) above. 310 CMR 10.37 - Estimated Habitats of Rare Wildlife (Endangered Species) See discussion(s) above. Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page D6 of D7 Sandy Neck Beach Long-Term Coastal Resiliency Project Town of Barnstable Guidelines for Activities in Land Subject to Coastal Storm Flowage V Zone and Coastal A Zone Guidelines A. Any proposed activity should not: 1. Adversely impact the ability of the V Zone and Coastal A Zone to absorb or dampen wave impacts by reducing native vegetation and pervious areas 2. Reduce the ability of the V Zone and Coastal A Zone to buffer more inland areas from flooding and wave damage. 3. Displace or divert flood waters to other areas by building coastal engineering structures such as retaining walls, permanent earthen berms, bulkheads, and revetments; except as allowed by state law for parcels with residential buildings constructed prior to August 10, 1978. 4. Cause or create the likelihood of damage by debris to other structures on land within the flood zone. 5. Cause ground or surface pollution triggered by coastal storm flowage. 6. Negate best management practices implemented for uses already permitted under Commission regulations such as Ch. 703 private docks & piers and Ch. 704 activity in the 100 ft. buffer zone. 7. Adversely impact areas that could be suitable for the inland migration of salt marshes as sea levels continue to rise. The proposed project is consistent with the Guidelines. (1) The project site , located in the VE Zone, will continue to absorb and dampen wave impacts. The enhanced Coastal Dune with periodic renourishment and 1V:4H slope will help absorb incoming wave energy during storms. (2) The purpose of the project is to provide an enhanced buffer for infrastructure at Sandy Neck Beach Park from storm generated waves by building a wider and higher dune and by moving vulnerable infrastructure landward. (3) The proposed dune enhancement does not extend further seaward than the existing Coastal Dune and the ends of the dune will be tied into the existing natural dune. As such, the project will not result in an increase in the velocity or elevation of flood waters, nor will it redirect or increase flows, or cause channelization to adjacent areas. (4) The enhanced dune will provide protection for the park infrastructure, minimizing the potential for storm debris from the site to be spread throughout the flood plain. (5) Given the porous nature of the enhanced Coastal Dune, pollution of the surrounding area is not expected. The stormwater system meets all requirements for treatment of stormwater before discharge to the environment. (6) The project does not involve work on private docks or piers. (7) The project is proposing to move structures and activity at the existing gatehouse further from the salt marsh resources. This will result in reduced impact to the existing salt marsh. Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page D7 of D7 Sandy Neck Beach Long-Term Coastal Resiliency Project B. These guidelines should not be construed to preclude the following activities, any of which may be permitted in the V Zone or Coastal A Zone at the Commission’s discretion: 1. Sacrificial sand dunes that allow for the littoral drift of sediment along the shore and other soft bio-engineering solutions for lessening coastal erosion from storm events. 2. Access paths and elevated boardwalks. 3. Maintenance activities such as vista pruning; invasive species control; repair/replacement of subsurface septic disposal systems; removal of underground fuel tanks or 21e cleanup. 4. Projects undertaken by a governmental agency that can be demonstrated to provide an overriding public benefit such as the area -wide improvement of water quality or the reduction of ground or surface water pollution. 5. The construction of water dependent facilities as defined in Ch. 704-2(F). 6. The building or rebuilding of residential living space provided that it is constructed above mean flood elevation, allowing for flood waters to flow unimpeded below; and subject to the state building code as enforced by the Building Commissioner. The proposed project is consistent activities that the Commission may permit at their discretion. (1) One of primary components of the proposed project is an enhanced sand dune that will allow continued littoral drift of sediment along the shore. (2) The project includes dune access paths over the enhanced dune and a new elevated overlook. (3) The project does not include maintenance activities listed in B.3. (4) The project is being proposed by the Town of Barnstable for the purpose of adding resiliency to Sandy Neck Park. The project will benefit the public by adding resiliency over the next 50-years and maintaining public access to the Park and it’s facilities. (5) The project does not involve the construction of water dependent facilities. (6) The project does not involve the building or rebuilding of residential living space. Section E Construction Protocol Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page E1 of E3 Sandy Neck Beach Long-Term Coastal Resiliency Project E. CONSTRUCTION METHODOLOGIES & PHASING Construction work is anticipated during the winter months from October through March to minimize impacts to beach use during the peak summer season and to avoid impacts to rare species. Two phases are expected. The first phase will include work on the rear dune, upper and lower parking lots, stormwater system, and the primary dune. Phase two will include improvements to the Off- Road Vehicle (ORV) trail entrance, relocating the gatehouse, and improving traffic patterns at the existing gatehouse location. Each phase will be completed in one construction season with an uninterrupted beach use season in between. The work is expected to take place over a 2.5 year period, with construction limited to the winter months and uninterrupted summer beach use in between. To minimize disruptions to the beach, each construction phase will be set up and decommissioned at the start and end. Phase 1 Phase 1 will include the construction between October and March of the rear dune and bioretention basin, demolition and reconstruction of the upper and lower parking lots, and construction/vegetation of primary dune. Construction will include mobilization of construction vehicles, equipment, and materials in support of subsequent construction activities, installation of erosion and sediment controls, clearing of vegetation where required, establishing survey control for layout of proposed structures, establishing traffic diversion/bypass meas ures, and establishing construction access and staging/storage areas. 1-1. Furnish and install warning signs, barricades, and temporary traffic control devices in accordance with the contractor’s accepted traffic control plan. Upper and lower parking areas will be closed for the duration of the Phase 1 construction while ORV use may be continued and will be used for emergency beach access. 1-2. Furnish and install perimeter and storm drain inlet erosion and sediment controls following layout on Erosion and Demolition Plan Sheets C-201 and C-202. 1-3. Demolish existing asphalt pavement, curbing and subbase of existing parking lot and transport materials to an approved offsite location. Demolish existing storm drain structures in parking lot. Do not disturb existing storm drain structures in Sandy Neck Road. Do not disturb existing septic system, related equipment, and structures. (See Erosion and Demolition Plan Sheets C-201 and C-202). 1-4. Excavate and fill along the southerly side of the proposed lower parking lot to create the rear dune and bioretention basin. 1-5. Stabilize slopes of rear dune and bioretention area with plantings following the Site Landscaping Plans C-501, C-502, C-503, and C-504). 1-6. Install drainage structures, complete grading and installation of asphalt base layer for the new parking lots. 1-7. Install parking lot pavement binder course, curbing, pavement top course, and lane/parking space markings. 1-8. Demobilize all construction equipment in preparation for summer beach season. Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page E2 of E3 Sandy Neck Beach Long-Term Coastal Resiliency Project 1-9. In December following the summer season, establish stockpile locations in the parking lot for sand to restore the primary dune. 1-10. Import sand for restoration of the primary dune. 1-11. Construction and final grading of the primary dune with work from the beach and parking lot sides of the dune. 1-12. Install mobi-mats along beach access paths following Site Layout and Materials Plans C-301 and C-302. 1-13. Stabilize slopes of primary dune prior to April 1 following the Site Landscaping Plans C-501, C-502, C-503, and C-504. 1-14. Install pedestrian ramp and overlook on crest of primary dune 1-15. If required, conduct a site walkthrough with Town of Barnstable Conservation Commission to get site approval to remove erosion and sediment controls. 1-16. Remove perimeter erosion and sediment controls. 1-17. Remove warning signs, barricades, and temporary traffic control devices. Phase 2 Phase 2 will begin in the second construction period, approximately 6 months after completion of the Phase 1 work. Phase 2 will require reestablishing all sediment and erosion controls and maintaining controls throughout the construction process. Phase 2 will have work in three different locations – the ORV access trail, the existing gatehouse location, and the new gatehouse location. Phase 2 is the final construction phase in the project. 2-1. Furnish and install warning signs, barricades, and temporary traffic control devices in accordance with the contractor’s accepted traffic control plan. Access to the parking lot and the ORV trail may be restricted during stages of work. Maintain emergency beach access although moving the guardhouse and realigning the road may shut down beach access during this stage. 2-2. Furnish and install perimeter and storm drain inlet erosion and sediment controls following layout on sheet C-203 and C-204. 2-3. Conduct site grading for the new apron at the entrance to the ORV trail. Do not disturb existing drainage in Sandy Neck Road. 2-4. Complete paving new apron at ORV trail. 2-5. Complete striping of crosswalk at new apron. 2-6. Conduct grading for air-up/air-down spaces. 2-7. Install new air compressor with flood-proof enclosure at entrance to ORV trail. 2-8. Stabilize all disturbed areas around ORV trail entrance. 2-9. Install temporary trailer near existing gatehouse for continued staff operations. 2-10. Prepare area of the new gatehouse. 2-11. Conduct site grading at the area of the new gatehouse. 2-12. Install drainage structures, water service, electric service, and sanitary sewer infrastructure for new gatehouse. 2-13. Install gravel base and asphalt for the new exit lane. Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page E3 of E3 Sandy Neck Beach Long-Term Coastal Resiliency Project 2-14. Relocate gatehouse to the new site prepared in 2-9 through 2-12 and as shown on Gatehouse Site Layout and Materials Plan Sheet C-305. 2-15. Provide ADA accessibility to relocated gatehouse. 2-16. Complete interior and exterior renovations to gatehouse for improved use 2-17. Install walking paths and crosswalk striping around relocated gatehouse. 2-18. Demolish asphalt in area of existing gatehouse and transport to approved offsite location. 2-19. Grade area and install road subbase for entry/exit lanes at the existing gatehouse area. 2-20. Pave new entry/exit lanes. 2-21. Install gravel for parking and air-up areas. 2-22. Remove existing gravel parking area at east side of existing gatehouse area and restore using native plantings. 2-23. Install pavement markings on new entry/exit lanes and at new gatehouse. 2-24. Stabilize all disturbed areas. 2-25. If required, conduct a site walkthrough with Town of Barnstable Conservation Commission to get site approval to remove erosion and sediment controls. 2-26. Remove perimeter and inlet erosion and sediment controls. 2-27. Remove warning signs, barricades, and temporary traffic control devices. Section F Alternatives Analysis Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page F1 of F29 Sandy Neck Beach Long-Term Coastal Resiliency Project F. ALTERNATIVES CONSIDERED & ASSESSMENT OF IMPACTS A range of alternatives were identified and evaluated for the Sandy Neck Long-Term Coastal Resiliency Project (Project). The purpose of the alternatives assessment was to identify and evaluate a number of practicable and feasible alternatives that would achieve the goals and objectives of the overall Project, while avoiding and/or minimizing short and long-term adverse impacts. This section provides a description of alternatives that were considered as well as environmental impacts and other criteria used to select the preferred alternative. The Town’s goals for the project are to evaluate, design, permit, and implement a long -term coastal resiliency project at Sandy Neck Beach that: • Addresses coastal vulnerability to erosion, dune loss, and flooding • Is sustainable for at least 50 years • Supports current uses of the site that are safe for the public • Enhances and protects coastal resources • Is economically viable • Is permittable under current environmental regulations The following six (6) alternatives were developed and evaluated: • Do Nothing with Offsite Parking • Stone Revetment with Vegetated Sand Cover and Off-Road Vehicle (ORV) Trail Relocation • Bio-Engineered Sand-Filled Coir Bags with Vegetated Sand Cover • Partial Relocation of the Parking Lot with an Enhanced Dune and ORV Trail Relocation • Full Relocation of the Parking Lot with an Enhanced Dune and ORV Trial Relocation • Full Relocation of the Parking Lot with an Enhanced Dune and no ORV Trail Relocation A summary of the alternatives evaluated for the Project is provided in the following sections. The alternatives involve work at different locations across the Sandy Neck project site. Some alternatives are focused only on the parking lot, while others would involve work at multiple locations as shown in Figure F-1. For orientation purposes the locations shown in Figure F-1 are referred to as: 1 - Existing Gatehouse Area 2 - Proposed Area for New Gatehouse 3 - Entrance to Existing ORV Trail 4 - ORV Trail 5 - Upper and Lower Parking Lot Areas Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page F2 of F29 Sandy Neck Beach Long-Term Coastal Resiliency Project Figure F-1. Sandy Neck project area showing locations for work considered with the project alternatives. 1.0 Do Nothing with Offsite Parking The Do Nothing alternative would essentially leave the dune and beach infrastructure as is, with no changes to improve resiliency of the parking lot or gatehouse. This alternative would require the Town to continue frequent renourishment of the dune every 1-3 years and would leave the parking lot vulnerable to damage from erosion. For example, with rising sea level conditions in 2030, the parking lot is predicted to sustain damage by a 100-yr return period storm (Figure F-2). By 2070 it would only take a 20-yr return period storm to cause damage to the parking lot. A shoreline change assessment conducted in 2016 (CLE, 2016) showed that unless proactive steps are taken to build resiliency, erosion over the next 50 years will cause the dune to retreat to a point approximately 75 ft landward of the existing dune crest (red dashed 50-yr dune line in Figure F-2). This would result in the loss of most of the existing parking lot infrastructure. Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page F3 of F29 Sandy Neck Beach Long-Term Coastal Resiliency Project Figure F-2. Model simulations of erosion in the lower parking with the Do Nothing alternative during 2030 (top) and 2070 (bottom) time horizons. The Do Nothing alternative would also leave the gatehouse vulnerable to flooding during periods of high tide as soon as the year 2050 (Figure F-3). This sunny day flooding would limit access to the park during high tide on a daily basis, and would interfere with staff operations at the gatehouse. Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page F4 of F29 Sandy Neck Beach Long-Term Coastal Resiliency Project Figure F-3. Projected flooding during MHHW during present day, 2030, 2050, and 2070 time horizons. Off-site parking was evaluated in conjunction with the Do Nothing alternative as a way to supplement the capacity of the parking lots damaged over time, or potentially eliminate the need for on-site parking in the future. This evaluation explored options for off-site parking with capacity for 100 or more cars and options for transportation/bussing between the off -site locations and the Park. Existing parking lots within 8 miles of the Park that have the capacity for 100 or more cars were identified at the Cape Cod Community College, Sandwich High School, and the Barnstable County Court House. Operation of a Town -managed shuttle program or contracting with a local bus service to transport patrons between Sandy Neck Beach Park and one or more off-site lots was also explored. While a variety of off-site parking options could be implemented that would increase the number of parking spaces for daily visitors, and potentially increase access to the Park for visitors not currently able to visit the beach, these options alone will n ot be enough to make up for parking lost due to expected erosion and storm damage if the Town does not move forward with a long - term resiliency plan. The potential for off-site parking should be pursued by the Town in parallel with implementing the long-term resiliency plan. This will give the Town time to pilot the off-site parking options to determine the most successful approach. The Do Nothing alternative would result in the loss of valuable recreational resources and current uses of the site would be significantly impacted. Valuable natural resources and habitat for estimated and priority habitat of rare wildlife would be lost to erosion and frequent flooding. Revenue needed to support park operations would drop as visitors would no longer be able to utilize the parking lots and ORV access would be restricted. Costs for annual nourishment would escalate to over $3.5 million over the 50-yr project lifetime, with additional costs needed for parking lot repairs. Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page F5 of F29 Sandy Neck Beach Long-Term Coastal Resiliency Project 2.0 Stone Revetment with Vegetated Sand Cover and ORV Trail Relocation The Stone Revetment alternative includes construction of 656 linear feet of stone revetment along the seaward side of the existing upper and lower parking lots (Figure F-4). The revetment would be constructed in the footprint of the existing coastal dune. The crest elevation of the structure would match the existing grades of the upper and lower parking lots at 23 and 18 ft NAVD88, respectively. The crest of the revetement would be approximately 10 ft widewith a seaward slope of 1.5H:1V. The design would include a base layer of bedding stones, a layer of 2- 3 ton stones, and an armor layer of 5 ton stones. Toe stones sized at 5-tons would anchor the structure at elevation 3.4 ft NAVD88. Following construction of the revetment, the structure would be covered with sand to replicate the existing dune. Beachgrass would be planted on the face of the restored dune to aid in sand stabilization, and a minimum of four (4) feet of sand would be required to be maintained across the face of the revetment on an annual basis. Figure F-4. Plan view (top) and cross-section (bottom) of the Stone Revetment with Vegetated Sand Cover alternative (design modified from CLE Engineering, 2016). The existing parking lots would remain; however, the ORV trail would be rerouted to the coastal dune approximately 120 to 150 ft behind (south) the parking lots and would merge with the existing ORV Trail near where it crosses the dune crest (Figure F-4). With this alternative, the existing gatehouse would be abandoned and a new 25 x 40 -foot administration building with adjacent entrance booth would be built in the upper parking lot. A new stormwater management system would also be installed in the lower parking lot. Performance & Longevity: Performance modeling of the Stone Revetment alternative for present day water levels at a transect through the lower parking lot is shown in Figure F-5. The model indicates that the 50- and 100-year return period storms erode the sand dune/cover on top of Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page F6 of F29 Sandy Neck Beach Long-Term Coastal Resiliency Project the revetment, leaving the stones exposed during future storms, until such time as the revetment can be covered with additional sand. The 20-year return period storm erodes a significant portion of the dune, leaving a thin veneer of sand across the face of the revetment. Model runs for water levels in 2030, 2050, and 2070 show complete removal of the sand dune/cover on top of the revetment for all storms simulated. While the revetment “holds the line” in preventing erosion of the parking lot, waves striking the hard engineering structure cause scour at the base of the revetment, leading to loss of beach width and volume. If nourishment material is not maintained following storms, this scour could lead to undermining and eventual failure of the structure. An annual program of dune renourishment to cover the revetment would be important with this alternative to ensure adequate sand cover and sediment supply to the barrier beach system, and to minimize wave-induced scour of the beach. By moving the gatehouse from its current location to higher ground at the entrance to the upper parking lot, this alternative would reduce vulnerability to flooding, under current day and future water levels. Figure F-5. Cross-shore storm simulations for the Stone Revetment alternative with present day sea level showing the initial and eroded profiles for a transect running through the lower parking lot. If the sand cover is not maintained and the face of the revetment remains exposed, additional damage from wave runup and overtopping can be expected. The USACE Coastal Engineering Manual (CEM) relates overtopping rates to the potential for structure damage. Table F-1 shows the calculated overtopping rates for this alternative given the various return period storm scenarios. Red highlighted cells indicate storm and water level scenarios likely to cause damage to the revetment, yellow cells indicate conditions unsafe to park or drive in the parking lot behind the revetment, and grey highlighted cells indicate conditions unsafe for pedestrians on the parking lot behind the revetment. The results indicate that the revetment is potentially damaged from wave overtopping during all storms in 2070, and there is potential for damage in 2050 during the 50 and 100-year storm events. These more damaging events would likely require significant repairs or replacement of the revetment before its 50-year design lifetime has been met. Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page F7 of F29 Sandy Neck Beach Long-Term Coastal Resiliency Project Continued Public Use of the Site: This alternative would maintain current uses of the upper and lower parking lots and would continue to provide 200 parking spaces. The design would allow for 4 air-down and 6 air-up spaces along the relocated ORV trail, which represents a decrease over the existing capacity. Public access to the bathhouse and concession facility would remain unchanged. Reduced vulnerability to flooding at the relocated gatehouse would allow park staff the ability to check beach stickers and continue providing services to park visitors. The relocated ORV trail would maintain the ability for sticker holders to access the beach. Table F-1. Overtopping Rates and Damage Potential for Various Return Period Storms and Climate Conditions. Overtopping Rate (liters/sec/meter) Year Storm Return Period Initial Eroded Upper Parking Lot Lower Parking Lot Upper Parking Lot Lower Parking Lot 2070 100 48.48 585.74 320.82 1307.58 50 21.77 388.09 179.12 956.50 20 4.76 180.84 62.05 543.81 2050 100 0.10 22.24 23.42 270.12 50 0.01 4.10 5.83 117.14 20 0.00 0.19 0.46 25.76 2030 100 0.00 0.01 0.55 24.13 50 0.00 0.00 0.02 2.96 20 0.00 0.00 0.00 0.01 Present Day 100 0.00 0.00 0.00 1.71 50 0.00 0.00 0.00 0.01 20 0.00 0.00 0.00 0.00 (red=damage to the revetment; yellow=damage to vehicles in the parking lot; grey=damage to pedestrian s in the parking lot) Resource Area Impacts/Benefits: The Stone Revetment alternative would result in permanent impacts to approximately 1.41 acres of previously unaltered coastal dune, barrier beach, and estimated and priority habitat of rare wildlife from the revetment, administration building, and relocated ORV trail. Temporary construction impacts of 0.48 acres would occur in coastal beach, coastal dune, barrier beach and estimated and priority habitat of rare wildlife. Restoration of the ORV trail would benefit 0.70 acres of coastal dune , barrier beach and estimated and priority habitat of rare wildlife for spadefoot toad. Costs: Cost estimates for construction and maintenance over 50-years for the Stone Revetement with Vegetated Sand Cover and ORV Trail Relocation alternative are summarized in Table F-2. The costs include initial construction, annual nourishment, beachgrass plantings, and revetement maintenance over a 50-year period. The cost estimates assume that mobe/demobe costs will be 10% of the revetment construction cost and annual sand nourishment volumes will be equal to the average of the nourishment volumes placed on the beach since 2013. A unit cost of $30/cubic yard was assumed for the purchase, trucking, and spreading of nourishment material and annual inflation of 3.8% was assumed over the 50-year time period. Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page F8 of F29 Sandy Neck Beach Long-Term Coastal Resiliency Project Table F-2. Cost Estimates for Construction and Maintenance Over 50-Years for the Stone Revetment with Vegetated Sand Cover and ORV Trail Relocation Alternative. Description Estimated Initial Construction Costs Estimated Maintenance Costs (50 Years) Total Estimated Cost Description Budgeted Cost/Event Total (50 Years incl 3.8% annual inflation) Initial Construction + Maintenance Over 50 Years Stone revetment with vegetated sand cover $4.2 mil Annual sand nourishment (49 events at 3,624 cy/yr) $108,720 $15.5 mil $22.8 mil Annual beachgrass plantings (49 events at 4,000 sq ft/yr) $6,000 $0.9 mil Revetment repair & maintenance (every 10 yrs) $196,800 $2.2 mil Permittability: The Stone Revetment alternative would site the structure in coastal dune and barrier beach resources, both of which are protected under the Massachusetts Wetlands Protection Regulations 310 CMR 10.28 and 10.29, respectively. The regulations recognize coastal dunes and barrier beaches as important resources that provide storm damage prevention and flood control functions for neighboring resources and upland areas. 310 CMR 10.28(3) indicates that projects on coastal dunes must not have an adverse effect on t he coastal dune by: (a) Affecting the ability of waves to remove sand from the dune; (b) Disturbing the vegetative cover so as to destabilize the dune; (c) Causing any modification of the dune form that would increase the potential for storm or flood damage; (d) Interfering with the landward or lateral movement of the dune; (e) Causing removal of sand from the dune artificially; or (f) Interfering with mapped or otherwise identified bird nesting habitat. Construction of this alternative in the coastal dune would not comply with performance standards c, d, or f listed above, and as such, the Stone Revetment with Vegetated Sand Cover and ORV Trail Relocation alternative is not considered a permittable project under the Massachusetts Wetlands Protection Regulations. 3.0 Bio-Engineered Sand-Filled Coir Bags with Vegetated Sand Cover The Bio-Engineered Sand-Filled Coir Bags with Vegetated Sand Cover alternative includes a 800 linear foot long bio-engineered coir bag array along the back edge (south) of the existing dune (Figure F-6). The array would include three (3) stacked coir bags, two (2) on the bottom and one (1) on the top, each measuring 5 x 4 ft. Bags at the bottom of the array would be anchored using Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page F9 of F29 Sandy Neck Beach Long-Term Coastal Resiliency Project 10 to 12-inch diameter posts spaced 6 feet apart. The stacked coir bag array would be covered with compatible sand to restore the profile of the current dune with a crest elevation of 25 ft NAVD88 and a seaward slope of 1.5H:1V. Sturdy drift fence would be installed along the toe of the restored dune to minimize wave-induced erosion. Jute erosion matting would be placed on top of the sand cover and planted with beachgrass. To provide additional resiliency and protect the coir bags from degradation, sand cover would be maintained across the face of the coir array on an annual basis. A new stormwater management system would be installed in the lower parking lot and the existing parking lots and gatehouse would remain in their current locations. Figure F-6. Plan view (top) and cross-section (bottom) of the Bio-Engineered Sand-Filled Coir Bags with Vegetated Sand Cover alternative. Performance & Longevity: Performance modeling of the Bio-Engineered alternative for present day water levels at a transect in the lower parking lot is shown in Figure F-7. The simulations show that 50- and 100-yr storms erode all of the sand cover in front of the coir bags leaving them exposed to direct wave action. Once the bags are exposed, the potential for failure of the array increases significantly as direct wave activity could cause the bags to lose sediment and shift in position. If the bags become exposed, the parking lot behind the coir bags would be susceptible to undermining and damage from direct wave action. Areas susceptible to damage are indicated by the zone of erosion in Figure F-7. As would be expected, the potential for erosion of the sand dune cover and damage of the coir bag array increases as sea levels rise in 2030, 2050, and 2070. Damage to the upper parking lot with this alternative would not impact the existing septic system, although erosion from a 50- or 100-year storm in future years 2050 and 2070 could approach the northern edge of the septic system. Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page F10 of F29 Sandy Neck Beach Long-Term Coastal Resiliency Project Figure F-7. Cross shore storm simulations for the Bio-Engineered Sand-Filled Coir Bags with Vegetated Sand Cover alternative with present day sea level showing initial and eroded profiles in the lower parking lot. The design life of a coir bag system is typically 5 to 7 years provided sand cover is maintained to protect from direct wave action and ultraviolet degradation of the coir. By placing the coir bags along the back side of the dune, and maintaining the sand cover, the design life could likely be extended to 10 years, as the potential for exposure would be reduced. However, even in years when the sand cover is not completely eroded, it would be important to follow an annual program of dune nourishment to ensure adequate sand cover and sediment supply to the barrier beach system. Continued Public Use of the Site: This alternative would maintain current uses of the upper and lower parking lots and would continue to provide 200 parking spaces. Public access to the bathhouse and concession facility would remain unchanged, and ORV trail use with the current air-up and air-down capacity would not be improved. The gatehouse would not be moved with this alternative and therefore would remain vulnerable to flooding from Barnstable Harbor during storms and future sunny day flood events. Resource Area Impacts/Benefits: The Bio-Engineered alternative would result in permanent impacts to approximately 0.53 acres of previously unaltered coastal dune, barrier beach, and estimated and priority habitat of rare wildlife resources. Construction of the coir array would also result in 0.48 acres of temporary impacts to coastal beach, coastal dune, barrier beach, and estimated and priority habitat of rare wildlife. Costs: Cost estimates for construction and maintenance over 50-years for the Bio-Engineered Sand-Filled Coir Bags with Vegetated Sand Cover alternative are summarized in Table F-3. The costs include initial construction, annual nourishment, beachgrass plantings, and coir bag repair/replacement over a 50-year period. Reconstruction of one-half of the coir bag array was assumed every ten (10) years. The cost estimates include mobe/demobe costs at 10% of the coir- bag construction cost and annual sand nourishment volumes equal to the average of the nourishment volumes placed on the beach since 2013. A unit cost of $30/cubic yard was assumed Zone of Possible Erosion Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page F11 of F29 Sandy Neck Beach Long-Term Coastal Resiliency Project for the purchase, trucking, and spreading of nourishment material and annual inflation of 3.8% was assumed over the 50-year time period. Table F-3. Cost Estimates for Construction and Maintenance Over 50-Years for the Bio- Engineered Sand-Filled Coir Bags with Vegetated Sand Cover Alternative. Description Estimated Initial Construction Costs Estimated Maintenance Costs (50 Years) Total Estimated Cost Description Budgeted Cost/Event Total (50 Years incl 3.8% annual inflation) Initial Construction + Maintenance Over 50 Years Bio-engineered sand-filled coir bags with vegetated sand cover $3.6 mil Annual sand nourishment (49 events at 3,624 cy/yr) $108,720 $15.5 mil $31.1 mil Annual beachgrass plantings (49 events at 4,000 sq ft/yr) $6,000 $0.9 mil Coir bag replacement (400 linear feet every 10 yrs) $1.0 mil $11.1 mil Permittability: Coir bag shore protection systems have been permitted in coastal dunes by local and state regulatory agencies in Massachusetts. When considering compliance with the Massachusetts Wetlands Protection Regulations, these systems differ from stone revetments like the one evaluated for the previous alternative. Coir bag arrays tend to absorb wave energy thereby reducing the potential for storm or flood damage caused by scour in front of the system. Once exposed to direct wave action, sand inside the bags can leach out and provide a source of sediment for the beach. The primary volume of the coir bags is composed of sand and as such they do not cause removal of sand from the dune artificially. And finally, the coir bag arrays are generally considered to be temporary structures that need repair and/or replacement on a regular basis. For these reasons, local and state regulatory agencies have found bio-engineered coir bags to comply with the performance standards for work in coastal dunes and barrier beaches. 4.0 Partial Relocation of the Parking Lot with an Enhanced Dune and ORV Trail Relocation This alternative includes partial relocation of the lower parking lot, leaving approximately one - third of the existing upper and lower parking lots seaward of the 50 -yr dune erosion line (Figure F-8). An enhanced dune approximately 600 ft long with a crest elevation between 26 to 27.5 ft NAVD88 would be built along the seaward edge of the parking lot. Seaward and landward slopes of the dune would be 4H:1V. The ORV trail would be relocated behind the new portion of parking lot and two (2) emergency access paths from the lower parking to the ORV trail would be added. Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page F12 of F29 Sandy Neck Beach Long-Term Coastal Resiliency Project A rear dune would be constructed along the back (south) side of the new ORV trail to provide stability for the trail. The existing gatehouse would be abandoned and a new 25 x 40 -foot administration building with adjacent entrance booth would be built in th e upper parking lot. A new stormwater management system would be installed in the lower parking lot. Figure F-8. Plan view of the Partial Relocation of the Parking Lot with Enhanced Dune and ORV Trail Relocation alternative. Performance & Longevity: Results from dune performance modeling for the Partial Parking Lot Relocation alternative during 20-, 50- and 100- year storm events and projected sea levels in 2030 and 2070 are shown in Figure F-9. The results indicate that the partially relocated parking lot would be safe from erosion, even with a 100-yr storm and higher sea levels in 2030. However, by 2050 the parking lot would be damaged during the 100 -yr storm, and erosion caused by the 50- yr storm would be at the seaward edge of the parking lot. To maintain a healthy and protective coastal dune over the 50-year time horizon, renourishment would be required approximately every 5 years. Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page F13 of F29 Sandy Neck Beach Long-Term Coastal Resiliency Project Figure F-9. Cross shore storm simulations for the Partial Parking Lot Relocation alternative with sea levels in 2030 and 2050 showing initial and eroded profiles in the lower parking lot. Continued Public Use of the Site: This alternative would maintain public access to the bathhouse and concession facility; however, there would be a loss of 6 parking spaces (200 to 194 spaces). Reduced vulnerability to flooding at the relocated gatehouse would allow park staff the ability to check beach stickers and continue providing services to park visitors with future increases in sea level. The relocated ORV trail would maintain the ability for sticker holders to access the beach and the number of air-up/air-down spots would be increased significantly (15 air-down and 30 air-up facilities). Resource Area Impacts/Benefits: Partial Relocation of the Parking Lot alternative would result in new permanent impacts to approximately 1.74 acres of previously undisturbed coastal dune, barrier beach, and upland Eastern Spadefoot Toad habitat from construction of the new parking lot, bioretention basin, and ORV trail relocation. Restoration of the existing ORV trail and enhancement of the primary and rear dunes would restore 3.30 acres of coastal dune, barrier beach, and upland spadefoot toad habitat. Costs: Construction and maintenance costs over 50 years for the Partial Relocation of the Parking Lot alternative are summarized in Table F-4. The costs include initial construction, annual nourishment, and beachgrass plantings over a 50-year period. The cost estimates include Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page F14 of F29 Sandy Neck Beach Long-Term Coastal Resiliency Project mobe/demobe costs at 10% of the construction cost and annual sand nourishment volumes equal to the average of the nourishment volumes placed on the beach since 2013. A unit cost of $30/cubic yard was assumed for the purchase, trucking, and spreading of nourishment material and annual inflation of 3.8% was assumed over the 50-year time period. Table F-4. Cost Estimates for Construction and Maintenance Over 50 Years for the Partial Relocation of the Parking Lot with an Enhanced Dune and ORV Trail Relocation Alternative. Description Estimated Initial Construction Costs Estimated Maintenance Costs (50 Years) Total Estimated Cost Description Budgeted Cost/Event Total (50 Years incl 3.8% annual inflation) Initial Construction + Maintenance Over 50 Years Partial Relocation of the Parking Lot with an Enhanced Dune and ORV Trail Relocation $4.0 Mil Sand Nourishment (9 events at 7,249 cy/ event) $217,470 5.6 Mil 12.2 Mil Beach Grass Plantings (9 events at 46,840 sq ft/yr) $70,290 1.2 Mil Annual Maintenance of Lot $10,000 1.4 Mil Permittability: Discussions held during pre-application meetings with Mass DEP and the Natural Heritage and Endangered Species Program (NHESP) indicated that permits could likely be issued for this alternative, provided that the parking lot relocation minimizes increases in impervious surfaces, avoids direct impacts to isolated wetlands, and minimizes impacts to upland spadefoot toad habitat. This alternative results in a decrease of 0.26 acres of impervious parking area and also avoids impacts to isolated wetlands. Impacts to upland spadefoot toad habitat cannot be avoided while still retaining the ORV trail; however, by relocating the trail, this alternative helps to restore connectivity of spadefoot toad habitat which is bisected by the current layout of the ORV trail. Unavoidable impacts to upland spadefoot toad habitat would likely result in a determination from NHESP for a “take” of spadefoot toad. In this case, it would be necessary for the Town and their consulting team to work with NHESP to develop a Conservation M anagement Plan that meets the performance standards for issuance of a Conservation and Management Permit per 321 CMR 10.23. 5.0 Full Relocation of the Parking Lot with an Enhanced Dune and ORV Trial Relocation This alternative includes full relocation of the upper and lower parking lots behind the 50-yr dune erosion line (Figure F-10). The connection between the upper and lower parking lots would be moved behind the bathhouse and would result in the loss of garage space that currently exists on the back side of the bathhouse. An enhanced dune approximately + 745 ft long with a crest elevation between 26 and Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page F15 of F29 Sandy Neck Beach Long-Term Coastal Resiliency Project 27.5 ft NAVD88 would be built along the seaward edge of the parking lot. Seaward and landward slopes of the dune would be 4H:1V and would be planted with beach grass. A new natural (sand & gravel) surface ORV trail from the upper parking lot, along the back side of the lower parking lot, would allow staff to more efficiently monitor ORV traffic at the site. Two (2) emergency access paths from the lower parking lot to the ORV trail would be added. A rear dune with a slope of 6H:1V would be constructed along the edge of the new ORV trail to provide stability for the trail and screening for the surrounding neighborhoods from car headlights. The rear dune would be planted with native shrubs and beach grass. The existing gatehouse would be abandoned and a new 25 x 40-foot administration building with adjacent entrance booth would be built in the upper parking lot. Stormwater management for this alternative would include a vegetated swale in the center of the lower parking lot that would be connected to a vegetated bioretention basin located southeast of the parking lot. The existing entrance to the ORV trail would also be reconfigured for 15 air-down spaces and 12 air- up spaces would be provided along the new ORV trail. Performance & Longevity: Results from dune performance modeling for the Full Relocation of the Parking Lot alternative during 20-, 50-, and 100-yr storm events and a projected sea level in 2070 are shown in Figure F-11. The results indicate that the more landward reconfigured parking lot is safe from erosion, even with a 100-year storm and higher sea levels in 2070. For the 100-yr storm scenario, approximately 38 feet of dune remains to protect the parking lot. With the higher return period 50- and 20-year storms, approximately 53 and 68 feet of dune remains to protect the parking lot. To maintain a healthy and protective coastal dune over the 50-year time horizon, renourishment would be required approximately every 5 years. Continued Public Use of the Site: This alternative would maintain public access to the bathhouse and concession facility and would create a total of 203 parking spaces (3 more than the existing lot). Reduced vulnerability to flooding at the relocated gatehouse would allow park staff the ability to check beach stickers and continue providing services to park visitors with future increases in sea level. The relocated ORV trail would maintain the ability for sticker holders to access the beach and the number of air-up/air-down spots would be increased (15 air-down and 12 air-up facilities). Public review of this alternative voiced concerns that traffic flow along the new access lane between the upper and lower parking lots, where cars and ORVs would have shared use of the travel lane, could create a pinch point that would result in traffic congestion and public safety concerns. Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page F16 of F29 Sandy Neck Beach Long-Term Coastal Resiliency Project Figure F-10. Plan view of the Full Relocation of the Parking Lot with an Enhanced Dune and ORV Trial Relocation. Resource Area Impacts/Benefits: Full Relocation of the Parking Lot alternative would result in new permanent impacts to approximately 1.17 acres of previously undisturbed coastal dune, barrier beach and upland Eastern Spadefoot Toad habitat from construction of the new parking lot, administration building, bioretention basin, vegetated swale, emergency access paths, and reconfigured ORV entrance area. Enhancement of the primary and rear dunes dune and restoration of the ORV trail would benefit 3.70 acres of coastal dune, barrier beach, and estimated and priority habitat for rare species. Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page F17 of F29 Sandy Neck Beach Long-Term Coastal Resiliency Project Figure F-11. Cross shore storm simulations for the Full Parking Lot Relocation alternative with sea level in 2070 showing initial and eroded profiles in the lower parking lot. Costs: Construction and maintenance costs over 50 years for the Full Relocation of the Parking Lot alternative are summarized in Table F-5. The costs include initial construction, annual nourishment, and beachgrass plantings over a 50-year period. The cost estimates include mobe/demobe costs at 10% of the construction cost and annual sand nourishment volumes equal to the average of the nourishment volumes placed on the beach since 2013. A unit cost of $30/cubic yard was assumed for the purchase, trucking, and spreading of nourishment material and annual inflation of 3.8% was assumed over the 50-year time period. Permittability: Discussions held during pre-application meetings with Mass DEP and the Natural Heritage and Endangered Species Program (NHESP) indicated that permits could likely be issued for this alternative, provided that the parking lot relocation minimizes increases in impervious surfaces, avoids direct impacts to isolated wetlands, and minimizes impacts to upland spadefoot toad habitat. This alternative results in no net increase in impervious parking over existing conditions and avoids impacts to isolated wetlands. Impacts to upland spadefoot toad habitat cannot be avoided with this alternative; however, by relocating the ORV trail the connectivity of spadefoot toad habitat, which is bisected by the current layout of the ORV trail, would be restored. Unavoidable impacts to upland spadefoot toad habitat would likely result in a determination from NHESP for a “take” of spadefoot toad. In this case, it would be necessary for the Town and their consulting team to work with NHESP to develop a Conservation M anagement Plan that meets the performance standards for issuance of a Conservation and Management Permit per 321 CMR 10.23. Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page F18 of F29 Sandy Neck Beach Long-Term Coastal Resiliency Project Table F-5. Cost Estimates for Construction and Maintenance Over 50 Years for the Full Relocation of the Parking Lot with an Enhanced Dune and ORV Trail Relocation Alternative. Description Estimated Initial Construction Costs Estimated Maintenance Costs (50 Years) Total Estimated Cost Description Budgeted Cost/ Event Total (50 Years incl 3.8% annual inflation) Initial Construction + Maintenance Over 50 Years Full Relocation of the Parking Lot with an Enhanced Dune and ORV Trail Relocation $5.3 Mil Sand Nourishment (9 events at 7,249 cy/ event) $217,470 5.6 Mil 13.5 Mil Beach Grass Plantings (9 events at 46,840 sq ft/yr) $70,290 1.2 Mil Annual Maintenance of Lot $10,000 1.4 Mil 6.0 Full Relocation of the Parking Lot with an Enhanced Dune and no ORV Trail Relocation1 This alternative includes full relocation of the upper and lower parking lots behind the 50-yr dune erosion line. The only exception is 12 parking spaces which were maintained in the upper lot landward of the 50-yr dune erosion for staff parking. The intent is to maintain these parking spaces until such time as they need to be abandoned (Figure F-12). The connection between the upper and lower parking lots would be located on the seaward side of the bathhouse, which would allow the existing garage to remain in place. A single emergency access path from the lower parking lot to the ORV trail would also be added. An enhanced dune approximately 600 ft long with a crest elevation between 26 and 27.5 ft NAVD88 would be built along the seaward edge of the parking lot using 10,500 cubic yards of compatible sediment. The seaward and landward slopes of the dune would be 4H:1V and the dune would be vegetated with beach grass. A rear dune would be constructed along the back (south) side of the new parking lot using 12,550 cubic yards of compatible sediment. The purpose of the rear dune is to provide stability for the parking area and shelter for surrounding neighborhoods from car lights. The rear dune would be planted with beach grass and spaded shrubs. Stormwater management for this alternative would 1This alternative’s design has been modified since the MEPA ENF Certificate was issued on October 10th, 2023 and public meeting on June 22, 2023. Since receiving the ENF Certificate the Project team worked wherever possible to avoid or minimize damage to wetland resource areas and upland spadefoot toad habitat to the greatest extent feasible. As the Project advanced to 90% design, changes were mad e to enhance pedestrian safety, improve vehicular traffic, reduce the amount of impervious area, and decrease impacts to previously undisturbed resources. Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page F19 of F29 Sandy Neck Beach Long-Term Coastal Resiliency Project include a vegetated swale in the center of the lower parking lot that would be connected to a bioretention basin located southeast of the parking lot. Figure F-12. Plan view of the Full Relocation of the Parking Lot with an Enhanced Dune and no ORV Trial Relocation. The existing ORV trail would remain in place and the entrance to the ORV trail from Sandy Neck Rd. would be enhanced to provide improved public safety and additional air-up/air-down spaces (Figure F-13). A new compressor with flood-proof enclosure would be installed and the existing dumpsters would remain in place. The existing gatehouse would be moved approximately 350 ft further up the access road to a point that is naturally higher in elevation to reduce vulnerability to sunny day flooding with future increases in sea level (Figure F-14). The new gatehouse would be located near the area where the existing sidewalk crosses the road. A new travel lane for outgoing traffic would be added to the west of the relocated gatehouse and a natural stormwater retention basin would be constructed alongside the road south of the new gatehouse . Parking for three (3) vehicles and queue space for four (4) park visitors during times when the parking lot is full would be added. Bollard lighting would be installed along the e dges of the sidewalk and gatehouse to improve public safety. A flagpole and historic rock would be located on the southwest side of the gatehouse. Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page F20 of F29 Sandy Neck Beach Long-Term Coastal Resiliency Project Figure F-13. Plan view of existing ORV trail entrance showing enhancements for additional air-up/air-down and public safety. Figure F-14. Plan view of new gatehouse area. The area of the existing gatehouse would be reconfigured to add nine (9) new air -up spaces, a compressor with flood-proof enclosure, two (2) exit lanes and one (1) entrance lane, and seven (7) new parking spaces (Figure F-15). Surfaces for the parking and air-up spaces would be gravel and all travel lanes would be paved with asphalt as currently exists. Speed control features would be added to the road to improve public safety. The existing gravel parking area south of the current gatehouse would be restored with native buffer plantings, leaving a natural path for access to the marsh trail. The existing maintenance garage and natural surface parking area at the entrance to the Park would remain unchanged with this alternative. Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page F21 of F29 Sandy Neck Beach Long-Term Coastal Resiliency Project Figure F-15. Plan view of existing gatehouse area showing reconfiguration for additional air - up/air-down and parking. Performance & Longevity: Results of dune performance modeling for this alternative are the same as for the previous alternative. The enhanced dune provides protection for the parking lots during a 100-yr storm event through 2070 (Figure F-16). Maintenance of a healthy and protective coastal dune over the 50-year time horizon will require renourishment approximately every 5 years. Figure F-16. Cross shore storm simulations for the Full Parking Lot Relocation alternative with sea level in 2070 showing initial and eroded profiles in the lower parking lot. Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page F22 of F29 Sandy Neck Beach Long-Term Coastal Resiliency Project Continued Public Use of the Site: This alternative would maintain public access to the bathhouse and concession facility and would maintain the same number of parking spaces as currently exist (200 spaces). Public safety and traffic congestion concerns with previous alternatives would be eliminated with this alternative by separating ORV traffic from regular vehicles. Reduced vulnerability to flooding at the relocated gatehouse would allow park staff the ability to check beach stickers and continue providing services to park visitors with future increases in sea level. The enhanced ORV trail entrance and gatehouse area would provide fourteen (14) air -up and twelve (12) air-down spaces with improved public safety as visitors are outside their cars checking tire pressure. Resource Area Impacts/Benefits: The Full Relocation of the Parking Lot with an Enhanced Dune and No ORV Trail Relocation alternative would result in new permanent impacts to approximately 1.47 acres of previously undisturbed coastal dune, barrier beach and upland Eastern Spadefoot Toad habitat from construction of the new parking lot, bioretention basin, vegetated swale, emergency access paths, reconfigured ORV entrance area and the new gatehouse are a with additional travel lane. Enhancement of the primary benefit 0.87 acres of currently disturbed coastal dune, barrier beach, and estimated and priority habitat for rare species. Costs: Construction and maintenance costs over 50-years for the Full Relocation of the Parking Lot with Enhanced Dune and no ORV Trail Relocation alternative are summarized in Table F-6. The costs include initial construction, annual nourishment, and beachgrass plantings over a 50- year period. The cost estimates include mobe/demobe costs at 10% of the construction cost and annual sand nourishment volumes equal to the average of the nourishment volumes placed on the beach since 2013. A unit cost of $30/cubic yard was assumed for the purchase, trucking, and spreading of nourishment material and annual inflation of 3.8% was assumed over the 50-year time period. Permittability: Discussions held during pre-application meetings with Mass DEP and the Natural Heritage and Endangered Species Program (NHESP) indicated that permits could likely be issued for this alternative, provided that the parking lot relocation minimizes increases in impervious surfaces, avoids direct impacts to isolated wetlands, and minimizes impacts to upland spadefoot toad habitat. This alternative results in an increase in parking area over the existing site of 0.23 acres, however, 0.56 acres will include pervious materials (pervious pavement and vegetated swale for stormwater improvements). The design avoids impacts to isolated wetlands. Unavoidable impacts to upland spadefoot toad habitat have been determined by NHESP to result in a “take” of spadefoot toad (Section J). The Town and their consulting team are working with NHESP to develop a Conservation Management Plan that meets the performance standards for issuance of a Conservation and Management Permit per 321 CMR 10.23. Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page F23 of F29 Sandy Neck Beach Long-Term Coastal Resiliency Project Table F-6. Cost Estimates for Construction and Maintenance Over 50 -Years for the Full Relocation of the Parking Lot with an Enhanced Dune and no ORV Trail Relocation Alternative. Description Estimated Initial Construction Costs Estimated Maintenance Costs (50 Years) Total Estimated Cost Description Budgeted Cost/ Event Total (50 Years incl 3.8% annual inflation) Initial Construction + Maintenance Over 50 Years Full Relocation of the Parking Lot with an Enhanced Dune and no ORV Trail Relocation $5.6 Mil Sand Nourishment (9 events at 7,249 cy/ event) $217,470 5.6 Mil 13.8 Mi Beach Grass Plantings (9 events at 46,840 sq ft/yr) $70,290 1.2 Mil Annual Maintenance of Lot $10,000 1.4 Mil 7.0 Summary of Impacts and Selection of Preferred Alternative Environmental impacts and the ability of the six (6) alternatives described above to meet the Town’s goals for the Sandy Neck project are summarized in this section. Both the potential adverse impacts and benefits from the various alternatives are addressed. Although environmental impacts are unavoidable, the project design has focused on minimizing potential adverse impacts, while achieving project objectives. Environmental impacts are quantified in Tables F-7 through F-16 for each alternative in terms of acres of resource impacted from permanent, temporary, and restoration activities. The ability of the project alternatives to meet the Town’s goals are summarized and rationale for selection of the preferred alternative are summarized in Table F-17. Based on this information the Full Relocation of Parking Lot with Enhanced Dune and no ORV Trail Relocation Alternative was selected as the preferred alternative. Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page F24 of F29 Sandy Neck Beach Long-Term Coastal Resiliency Project Table F-7. Physical Impacts - Stone Revetment with Vegetated Sand Cover and ORV Trail Relocation Alternative. Impacts Activity Area (acres) Existing Impacts Existing Parking Lots 1.71 Existing Gatehouse Area, Access Road, ORV Trail 2.51 TOTAL Area of Existing Development 4.22 Permanent Impacts with Proposed Project* Existing Parking Lot to Remain 1.71 Revetment & Sand Cover 0.68 New Administration Building 0.05 New ORV Trail 0.68 Existing Gatehouse Area & Access Road 2.04 TOTAL Area of Permanent Impact 5.16 TOTAL Change in Permanent Impact 0.94 TOTAL Area of Existing Development to Remain 3.75 TOTAL Area of New Development 1.41 Temporary Impacts Construction access (to be restored upon project completion) 0.48 TOTAL Area of Temporary Impact 0.48 Restoration Existing ORV Trail 0.70 TOTAL Area of Restoration 0.70 * Permanent impacts do not include areas of restoration. Table F-8. Permanent and Temporary Resource Area Impacts with Stone Revetment with Vegetated Sand Cover and ORV Trail Relocation Alternative. Impact Type Resource Area Area (acres) Permanent Impacts* Coastal Dune, Barrier Beach, Land Subject to Coastal Storm Flowage 5.86 Estimated & Priority Habitat for Rare Species (no impacts to upland spadefoot toad habitat) 5.86 Temporary Impacts* Coastal Dune, Barrier Beach, Land Subject to Coastal Storm Flowage 0.14 Coastal Beach, Barrier Beach, Land Subject to Coastal Storm Flowage 0.34 Estimated & Priority Habitat for Rare Species (excluding upland spadefoot toad habitat) 0.48 * Permanent and temporary impacts to resources include areas of restoration. Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page F25 of F29 Sandy Neck Beach Long-Term Coastal Resiliency Project Table F-9. Physical Impacts - Bio-Engineered Sand-Filled Coir Bags with Vegetated Sand Cover Alternative. Impacts Activity Area (acres) Existing Impacts Existing Parking Lots 1.71 Existing Gatehouse Area, Access Road, ORV Trail 2.51 TOTAL Area of Existing Development 4.22 Permanent Impacts with Proposed Project* Existing Parking Lot to Remain 1.71 Bio-Engineered Coir Array & Sand Cover 0.53 Existing Gatehouse Area, Access Road, ORV Trail 2.74 TOTAL Area of Permanent Impact 4.98 TOTAL Change in Permanent Impact 0.76 TOTAL Area of Previously Disturbed Resource to Remain 4.45 TOTAL Area of Previously Undisturbed Resource to Remain 0.53 Temporary Impacts Construction access (to be restored upon project completion) 0.48 TOTAL Area of Temporary Impact 0.48 * Permanent impacts do not include areas of restoration. Table F-10. Permanent and Temporary Resource Area Impacts with the Bio-Engineered Sand-Filled Coir Bags with Vegetated Sand Cover Alternative. Impact Type Resource Area Area (acres) Permanent Impacts* Coastal Dune, Barrier Beach, Land Subject to Coastal Storm Flowage 5.46 Estimated & Priority Habitat for Rare Species (no impacts to upland spadefoot toad habitat) 5.46 Temporary Impacts* Coastal Dune, Barrier Beach, Land Subject to Coastal Storm Flowage 0.11 Coastal Beach, Barrier Beach, Land Subject to Coastal Storm Flowage 0.37 Estimated & Priority Habitat for Rare Species (excluding upland spadefoot toad habitat) 0.48 * Permanent and temporary impacts to resources include areas of restoration. Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page F26 of F29 Sandy Neck Beach Long-Term Coastal Resiliency Project Table F-11. Physical Impacts – Partial Relocation of the Parking Lot with an Enhanced Dune and ORV Trail Relocation Alternative. Impacts Activity Area (acres) Existing Impacts Existing Parking Lots 1.71 Existing Gatehouse Area, Access Road, ORV Trail 2.51 TOTAL Area of Existing Development 4.22 Permanent Impacts with Proposed Project* Parking Lot (maintains 1.02 acres of existing parking lot) 1.71 New Administration Building (in area of existing parking lot) 0.03 New ORV Trail 0.41 Stormwater Features in Parking Lot Area (bioretention basin, vegetated swale, parking lot islands) 0.59 Sand Slope on Back of Parking Lot 0.37 Existing Gatehouse Area & Access Road (no change over existing) 1.92 TOTAL Area of Permanent Impact 5.03 TOTAL Change in Permanent Impact 0.81 TOTAL Area of Previously Disturbed Resource to Remain 3.29 TOTAL Area of Previously Undisturbed Resource to Remain 1.74 Temporary Impacts Construction Access (to be restored upon project completion) 0.75 TOTAL Area of Temporary Impact 0.75 Restoration ORV Trail 0.82 Primary Dune 1.73 Rear Dune (on back side of parking lot) 0.75 TOTAL Area of Restoration 3.30 Table F-12. Permanent and Temporary Resource Area Impacts with Partial Relocation of the Parking Lot with an Enhanced Dune and ORV Trail Relocation Alternative. Impact Type Resource Area Area (acres) Permanent Impacts* Coastal Dune, Barrier Beach, Land Subject to Coastal Storm Flowage 8.33 Estimated & Priority Habitat for Rare Species (includes upland spadefoot toad habitat) 8.33 Temporary Impacts* Coastal Dune, Coastal Beach, Barrier Beach, Land Subject to Coastal Storm Flowage 0.75 Estimated & Priority Habitat for Rare Species (includes upland spadefoot toad habitat) 0.75 * Permanent and temporary impacts to resources include areas of restoration. Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page F27 of F29 Sandy Neck Beach Long-Term Coastal Resiliency Project Table F-13. Physical Impacts – Full Relocation of Parking Lot with Enhanced Dune and ORV Trail Relocation Alternative. Impacts Activity Area (acres) Existing Impacts Existing Parking Lots 1.71 Existing Gatehouse Area, Access Road, ORV Trail 2.51 TOTAL Area of Existing Development 4.22 Permanent Impacts with Proposed Project* Parking Lot (maintains 0.78 acres of existing parking lot) 1.97 New ORV Trail 0.32 Stormwater Features in Parking Lot Area (bioretention basin, vegetated swale, parking lot islands) 0.44 Emergency Access Paths 0.03 ORV Trail Entrance (additional air-down spaces & compressor building) 0.03 New Gatehouse Area (relocated gatehouse, travel lane & sidewalks) 0.09 Gatehouse Area, Access Road & ORV Trail (no change over existing) 2.51 TOTAL Area of Permanent Impact 5.39 TOTAL Change in Permanent Impact 1.17 TOTAL Area of Previously Disturbed Resource to Remain 3.34 TOTAL Area of Previously Undisturbed Resource to Remain 2.05 Temporary Impacts Construction Access (to be restored upon project completion) 1.20 TOTAL Area of Temporary Impact 1.22 Restoration Primary Dune 2.22 Rear Dune (on back side of parking lot) 0.73 ORV Trail 0.75 TOTAL Area of Restoration 3.70 Table F-14. Permanent and Temporary Resource Area Impacts with Full Relocation of Parking Lot with Enhanced Dune and ORV Trail Relocation Alternative. Impact Type Resource Area Area (acres) Permanent Impacts* Coastal Dune, Barrier Beach, Land Subject to Coastal Storm Flowage 9.09 Estimated & Priority Habitat for Rare Species (includes upland spadefoot toad habitat) 3.75 Temporary Impacts* Coastal Dune, Coastal Beach, Barrier Beach, Land Subject to Coastal Storm Flowage 1.22 Estimated & Priority Habitat for Rare Species (includes upland spadefoot toad habitat) 0.77 * Permanent and temporary impacts to resources include areas of restoration. Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page F28 of F29 Sandy Neck Beach Long-Term Coastal Resiliency Project Table F-15. Summary of Impacts for the Existing Site and the Full Relocation of Parking Lot with Enhanced Dune and no ORV Trail Relocation Alternative. Impacts Activity Area (acres) Existing Impacts Existing Parking Lot 1.71 Existing Gatehouse Area, Access Road, ORV Trail 2.51 TOTAL Area of Existing Impact 4.22 Permanent Impacts with Proposed Project* Parking Lot (maintains .84 acres of existing parking lot) 1.94 Pedestrian Walking Path and ADA Accessible Overlook 0.08 Stormwater Features in Parking Lot Area (vegetated swale and stone outlets to infiltration basins) 0.15 Emergency Access Trail 0.03 ORV Trail Entrance (additional air-down spaces & compressor building) 0.02 New Gatehouse Area (relocated gatehouse, travel lane & sidewalks) 0.09 Gatehouse Area, Access Road & ORV Trail 2.45 TOTAL Area of Proposed Permanent Impact 4.76 TOTAL Increase in Permanent Impact 0.54 TOTAL Area of Existing Development to Remain 3.29 TOTAL Area of New Development 1.47 Temporary Impacts Primary Dune Enhancement 1.47 Rear Dune Stabilization (to be restored upon project completion) 1.39 Construction Access (to be restored upon project completion) 1.14 Infiltration Basins (regraded and planted with native vegetation 0.29 TOTAL Area of Temporary Impact 4.29 Restoration Restoration of Existing Parking Lot to Primary Dune 0.82 Gravel Parking to Vegetated Buffer 0.06 TOTAL Area of Restoration 0.88 * Permanent impacts do not include areas of restoration Table F-16. Permanent and Temporary Resource Area Impacts with the Full Relocation of Parking Lot with Enhanced Dune and no ORV Trail Relocation Alternative. Impact Resource Area Area (acres) Permanent Impacts* Coastal Dune, Barrier Beach, Land Subject to Coastal Storm Flowage 4.76 Estimated & Priority Habitat for Rare Species (includes upland spadefoot toad habitat) 1.54 Temporary Impacts* Coastal Dune, Coastal Beach, Barrier Beach, Land Subject to Coastal Storm Flowage 4.29 Estimated & Priority Habitat for Rare Species (includes upland spadefoot toad habitat) 3.60 * Permanent and temporary impacts to resources include areas of restoration. Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page F29 of F29 Sandy Neck Beach Long-Term Coastal Resiliency Project Table F-17. Summary of Resource Area Impacts, Ability to Meet Project Goals, and Reason for Selection of Preferred Alternative. Alternative Resource Area Impacts Meets Project Goals Reason for Selection or Dismissal Coastal Resiliency Sustainable for 50- Years Continued Public Use of Site Economically Viable Permittable No Action Natural loss of resources from erosion No No No: Does not maintain current use over long-term No: Yes Dismissed: Does not meet project goals Stone Revetment with Vegetated Sand Cover and ORV Trail Relocation Increase of 0.94 acres of permanent impact to coastal dune, barrier beach, & rare species habitat; Restoration of 0.70 acres of coastal dune, barrier beach, & rare species habitat No: Revetment prevents further retreat of the shoreline but results in increased beach erosion and loss of sediment from the littoral system No: Requires annual sediment cover for the revetment Yes: Maintains current uses; no change in parking or number of air-up/air-down and improves gatehouse operations No: High cost over 50-yr lifetime of project No: Does not comply with performance standards for work in a coastal dune Dismissed: Smaller resource area impacts with some restoration, but does not meet project goals Bio-Engineered Sand- Filled Coir Bags with Vegetated Sand Cover Increase of 0.76 acres of permanent impact to coastal dune, barrier beach, & rare species habitat; No resource area restoration No: Bio-engineered alternative does not protect the parking lot from damage/erosion if the coir bags become damaged No: Requires annual sediment cover for the bio-engineered coir bags and reconstruction of the array ~ every 10 years No: Partially maintains current uses; no change in parking or number of air- up/air-down, but does not allow gatehouse to operate during future sunny day flooding No: Highest cost over 50-yr lifetime of project Yes: Likely permittable with time of year restrictions on work Dismissed: Smallest resource area impacts with no restoration and does not meet project goals Partial Relocation of the Parking Lot with an Enhanced Dune and ORV Trail Relocation Increase of 0.81 acres of permanent impact to coastal dune, barrier beach, & rare species habitat; Restoration of 3.30 acres of coastal dune, barrier beach, & rare species habitat Yes: Partial retreat of the parking lot and dune restoration provide protection for the parking lot from erosion; gatehouse relocation reduces vulnerability No: Does not provide protection past 2030 for the 100-yr storm event No: Does not maintain all current uses; reduces number of parking spaces, increases air-up/air-down capacity and creates traffic congestion and public safety issues in the parking lot; allows continued use of gatehouse during future sunny day flooding Yes: Lowest cost over 50-yr lifetime of project Yes: Likely permittable with time of year restrictions on work and an approved Conservation Management Dismissed: Moderate resource area impacts with moderate restoration, but does not meet project goals Full Relocation of the Parking Lot with an Enhanced Dune and ORV Trial Relocation Increase of 1.17 acres of permanent impact to coastal dune, barrier beach, & rare species habitat; Restoration of 3.70 acres of coastal dune, barrier beach, & rare species habitat Yes: Full retreat of the parking lot and dune restoration provide protection for the parking lot from erosion; gatehouse relocation reduces vulnerability Yes: Provides protection through 2070 for the 100-yr storm event No: Does not maintain all current uses; slightly increases number of parking spaces and air-up/air-down capacity, but creates traffic congestion and public safety issues in the parking lot; allows continued use of gatehouse during future sunny day flooding Yes: Lower cost over 50-yr lifetime of project Yes: Likely permittable with time of year restrictions on work and an approved Conservation Management Plan Dismissed: Highest resource area impacts with significant restoration, but does not meet project goals Full Relocation of the Parking Lot with an Enhanced Dune and no ORV Trail Relocation Increase of 1.03 acres of permanent impact to coastal dune, barrier beach, & rare species habitat; Restoration of 3.72 acres of coastal dune, barrier beach, & rare species habitat Yes: Full retreat of the parking lot and dune restoration provide protection for the parking lot from erosion; gatehouse relocation reduces vulnerability Yes: Provides protection through 2070 for the 100-yr storm event Yes: Maintains current uses with same number of parking spaces, increased air-up/air-down capacity, and allows continued use of the gatehouse during future sunny day flooding Yes: Lower cost over 50-yr lifetime of project Yes: Likely permittable with time of year restrictions on work and an approved Conservation Management Plan Selected: Moderate resource area impacts with significant restoration and meets all project goals Section G Mitigation Measures Woods Hole Group, Inc. • A CLS Company Town of Barnstable – Notice of Intent Page G1 of G1 Sandy Neck Beach Long-Term Coastal Resiliency Project G. AVOIDANCE, MINIMIZATION AND MITIGATION MEASURES During planning and design for the Sandy Neck Long-Term Coastal Resiliency Project (Project), steps were taken to avoid, minimize and mitigate environmental impacts where possible. A summary of these steps is provided below: The proposed project meets all the Town’s goals for the Sandy Neck Beach Long-Term Coastal Resiliency Project and minimizes impacts to the extent possible. During construction the following steps will be taken to avoid and/or minimize environmental impacts. • A mandatory pre-bid meeting will be held to discuss construction methodology. • A pre-construction will be held on site with the selected contractor, project engineer, and Town of Barnstable to discuss measures to protect wetland resources . • Install and maintain erosion and sedimentation controls in all construction and staging areas. • Time of year restrictions as determined by the regulatory agencies will be followed for all work to protect endangered species. • Implementation of a NHESP approved Spadefoot Toad Protection Plan. • Use of on-site planting material salvaged from the site where possible . • Use of a natural 6H:1V slope for the rear dune with will be planted with native species to restore suitable habitat for spadefoot toad. • Storage of all fuels, hydraulic oil, etc. in a locked storage trailer or removed off site daily. • Vehicles/equipment will be refueled away from the wetlands and stormwater systems . • Install flood-proof enclosures around air compressors. • Elevate the first floor of the gatehouse above the FEMA Base Flood Elevation . Since the entire site is located within sensitive environmental resources, it was not possible to completely avoid impacts and still meet the Town’s goals for the Project. The Natural Heritage and Endangered Species Program (NHESP) has issued a determination letter indicating that the Project will result in a Take of Spadefoot Toad due to the permanent loss or alteration of suitable habitat. The Town and their endangered species consultant will be preparing a Conservation Management Plan, in consultation with NHESP, that demonstrates compliance with the performance standards for issuance of a Conservation Management Permit per 321 CMR 10.23. This Plan will detail mitigation measures proposed by the Town that will include one or more of the following actions intended to provide a long-term net benefit to the conservation of upland spadefoot toad habitat: • Acquisition and protection of suitable parcels offsite. • Protection of other critical parcels (potentially not located in the Town of Barnstable). • Land conservation (e.g., Conservation Restriction). • Conservation funding via escrow. Section H Stormwater Management Report Sandy Neck Beach Facility Reconfiguration Barnstable, MA STORMWATER MANAGEMENT REPORT Town of Barnstable March 2024 CONTENTS Table of Contents Tighe&Bond i Section 1 Registered Professional Engineer's Certification Section 2 Project Description 2.1 Project Introduction.......................................................................2-1 2.2 Existing Conditions ........................................................................2-1 2.3 Floodplain Management..................................................................2-2 2.4 Proposed Improvements.................................................................2-3 2.5 Method of Hydrology and Hydraulic Analysis......................................2-4 Section 3 Regulatory Compliance 3.1 LID Measures................................................................................3-1 3.2 Standard 1: No New Untreated Discharges........................................3-1 3.3 Standard 2: Peak Discharge Rate Attenuation ...................................3-1 3.4 Standard 3: Groundwater Recharge .................................................3-2 3.5 Standard 4: Water Quality..............................................................3-2 3.6 Standard 5: Land Uses with Higher Potential Pollutant Loads (LUHPPLs)3-3 3.7 Standard 6: Critical Areas...............................................................3-3 3.8 Standard 7: Redevelopment Projects................................................3-4 3.9 Standard 8: Construction Period Pollution Prevention, Erosion and Sedimentation Control ...................................................................3-4 3.10 Standard 9: Long-Term Operation and Maintenance Plan.......................3-4 3.11 Standard 10: Prohibition of Illicit Discharges .....................................3-4 3.12 Local Stormwater Management Regulations ......................................3-4 Table of Contents Tighe&Bond ii Appendices A Massachusetts Stormwater Checklist B Figures Figure 1: USGS Site Locus Map Figure 2: Priority Resource Map Figure 3: Orthophotograph Figure 4A: Site 1 – Beach Parking Lot Existing Conditions Drainage Area Map Figure 4B: Site 2 – Gatehouse Existing Conditions Drainage Area Map Figure 5A: Site 1 – Beach Parking Lot Proposed Conditions Drainage Area Map Figure 5B: Site 2 – Gatehouse Proposed Conditions Drainage Area Map C NRCS Soils Information and Test-pit Logs D Stormwater Calculations E Construction Period Erosion and Sediment Control Plan F Long-Term Pollution Prevention and Stormwater Operation & Maintenance Plan G Illicit Discharge Statement Figures 1 Site Locus Map 2 Priority Resource Map 3 Orthophotograph 4 Existing Conditions Drainage Area Maps: Figure 4A – Site 1 - Beach Parking Lot Existing Conditions Drainage Area Map Figure 4B – Site 2 – Gatehouse Existing Conditions Drainage Area Map 5 Proposed Conditions Drainage Area Map Figure 5A – Site 1 - Beach Parking Lot Proposed Conditions Drainage Area Map Figure 5B – Site 2 – Gatehouse Proposed Conditions Drainage Area Map Tables 2.1 Soil Descriptions 2.2 Design Rainfall Depths 3.1 Stormwater Discharge Velocity Summary 3.2 Peak Discharge Rate Comparison SECTION 1 SECTION 2 Tighe&Bond Sandy Neck Beach Facility Reconfiguration Stormwater Management Report 2-1 Section 2 Project Description 2.1 Project Introduction On behalf of Town of Barnstable (the “Applicant”), Tighe & Bond has prepared the following Stormwater Management Report to support local and state permitting efforts for the Sandy Neck Beach Facility Reconfiguration Project (the “Project”), located at 425 Sandy Neck Road (the “Property”), in the Town of Barnstable, Massachusetts. The Project is currently serving as a public beach on the Cape Cod Bay and allows access to the historic sand dunes, maritime forest and miles long sandy beach. Currently, the parking lot and the beach facility are threatened by the erosion of the primary dune system and flooding from the Barnstable harbor. The proposed improvements include relocating and reconfiguring the existing gatehouse and the existing parking areas by the beach and the gatehouse, improving the parking, access, and circulation at the off-road recreational vehicle (ORV) trail. The Project also aims to improve the existing site stormwater runoff quality and quantity with a proposed stormwater management system including catch basins, stormwater treatment units, subsurface infiltration chambers, vegetated swale, sediment forebays, and surface infiltration basins. The proposed improvements occur in two locations: the beach parking lot (Site 1) and the relocated gatehouse (Site 2). A United States Geological Survey (USGS) Site Locus figure, Priority Resource figure and Orthophotograph of the Project site are provided in Appendix B as Figures 1-3 (respectively). Project plans are provided separately. 2.2 Existing Conditions The Site is located within the RF-1 Residential District and Resource Protection Overlay District. Currently, the Site consists of paved and gravel parking areas, paved access road, sand, and coastal vegetation. The site is adjacent to residential areas to the south, wetlands and sand dunes to the east and west, and public beach and ocean to the north. There is an existing paved access road, gatehouse, ORV trail, paved parking area, and a concessions/restroom building. The site generally drains to surrounding wetlands and runoff currently creates a flooding condition in the eastern portion of the beach parking area. Wetland resource areas were delineated in July 2020 by the Woods Hole Group. The Natural Resources Conservation Service (NRCS) soil data was obtained through the Web Soil Survey portal on the United States Department of Agriculture (USDA) NRCS website. The areas surrounding the property were queried for soil types according to the record soil survey maps maintained by NRCS. Soils within the project area, as published in the USDA Soil Survey for Barnstable County, Version 15, dated February 20, 2024, include Hooksan Sand, Hooksan Dune, and Urban Land. The NRCS Soils Mapping is provided in Appendix C. The hydrologic soil group (HSG) and further description for each soil association is presented in Table 2.1 below. Section 2 Project Description Tighe&Bond Sandy Neck Beach Facility Reconfiguration Stormwater Management Report 2-2 Table 2.1 Soil Descriptions Soil Map Designation Soil Name Hydrologic Soil Group (HSG) 612D Hooksan sand, 15 to 35 percent slopes A 613C Hooksan-Dune land complex, 15 to 35 percent slopes A 602 Urban land N/A The HSG rating for soil types is based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long duration storms. Soils designated as HSG A are generally well draining and have a high capacity for water infiltration. A subsurface exploration program was conducted on April 25, 2023. The explorations included one test pit to determine soil textures and seasonal high groundwater within the project site. The test pit was located within the existing beach parking area and the soil was classified as fill and fine sand. The classification of sand on the site supports an infiltration rate of 8.27 inches per hour, per the Massachusetts Department of Environmental Protection (MassDEP) Stormwater Handbook (Handbook). Seasonal high groundwater was not observed. The results of the subsurface explorations are generally consistent with the mapping available from Web Soils Survey. Additional subsurface investigations will be required within the limits of the proposed stormwater infiltration areas to confirm soil texture and infiltrative capacities of the parent material that will be located under the systems. The MassDEP Form 11, USGS Surficial Geology Map, and the NRCS Soil Survey are provided in Appendix C. Under existing conditions at Site 1, untreated stormwater flows from the highpoint located in the western portion of the parking lot north and south to existing catch basins and east to the lower parking area where it floods the eastern portion of the lot. There are also areas where runoff flows into adjacent wetlands, sand dunes, and Sandy Neck Beach. Under existing conditions at Site 2, untreated stormwater flows in Sandy Neck Beach Road flows either north toward an existing low point in the road, or south to an existing vegetated depression in the dune. Runoff near the gate house is captured and infiltrated into an existing underground infiltration system. The individual runoff curve numbers (RCN) used in the calculation of the composite RCN for each drainage area are based on the values provided in TR-55, Urban Hydrology for Small Watersheds. RCN values vary depending on the type of ground cover and soil HSG. Existing Conditions Drainage Areas were delineated based on topography and stormwater discharge location. A summary of each existing drainage area, including area, RCN, and time of concentration calculations are provided in the HydroCAD reports in Appendix D. Existing Conditions Drainage Area Maps are provided as Figures 4A and 4B in Appendix B. Section 2 Project Description Tighe&Bond Sandy Neck Beach Facility Reconfiguration Stormwater Management Report 2-3 2.3 Floodplain Management The Federal Emergency Management Agency’s (FEMA) Flood Insurance Rate Map (FIRM) Community Panel Number 0532J, effective July 16, 2014 shows the project site within Zone VE with Base Flood Elevation BFE) of 15-feet. Therefore, the limits of land subject to coastal storm flowage is present within this site. 2.4 Proposed Improvements The project includes site improvements at two locations: the existing Sandy Neck Beach parking lots that abut the beach – referenced as Site 1 in this report, and the existing gatehouse area along Sandy Neck Beach Road – referenced as Site 2. The scope of work for Site 1 involves relocating the existing parking facilities behind the predicted limits of 50-year dune loss and constructing a new primary dune along the beach to protect the relocated infrastructure. The existing concessions building, septic system, and pedestrian areas adjacent to the building will remain in their current locations. The scope of work for Site 2 includes relocating the gatehouse to a higher elevation (northeast of its current location) and improving both the pedestrian and vehicular circulation around the relocated structure. The existing gatehouse area will be reconfigured to provide additional staff parking and air-up infrastructure, while reducing the amount of impervious coverage (and stormwater runoff) in that area. The Project aims to improve the existing site stormwater runoff quality and quantity at both sites by utilizing stormwater features including catch basins, stormwater treatment units, subsurface infiltration chambers, a vegetated swale, sediment forebays, and surface infiltration basins. The stormwater design of Sites 1 and 2 has been prepared in accordance with recommendations in the Massachusetts Department of Environmental Protection (MassDEP) Stormwater Handbook. Under proposed conditions at Site 1, runoff from the upper parking area, including the building roof, is collected in either catch basins or a sediment forebay, directed to a stormwater treatment unit, and piped to a subsurface infiltration system that is sized to mitigate peak flows and retain the required water quality volume. The runoff from the lower parking lot is directed to a vegetated swale that flows into a sediment forebay which then outlets into an infiltration basin at the base of the proposed embankment. Under proposed conditions at Site 2, runoff from the project area - including building rooftops, driveways, paved and gravel parking areas - sheet flows to a series of sediment forebays that outlet to an existing depression along Sandy Neck Beach Road. Site 2 is fully within the zone of coastal storm flowage as defined in 310 CMR 10.04, which allows Standard 2 of the Mass Stormwater Standards to be waived for this portion of the project. Despite this, the existing depression is capable of retaining a 25-year storm event without any runoff discharge to the abutting wetland resource area. Proposed conditions drainage areas were delineated based on topography and stormwater discharge locations. A summary of each proposed conditions drainage area, including area, RCN, and time of concentration calculations are provided in the HydroCAD reports in Appendix D. Existing and proposed conditions drainage area maps - which include a Section 2 Project Description Tighe&Bond Sandy Neck Beach Facility Reconfiguration Stormwater Management Report 2-4 breakdown of the new and redevelopment areas, as well as the existing and proposed impervious coverages - are provided as Figures in Appendix B. A brief description of the proposed Best Management Practices incorporated into the stormwater management system are as follows: Sediment Forebay: Sediment forebay will serve as pretreatment device for the Site’s unlined natural infiltration basins. The sediment forebays are designed to slow incoming stormwater runoff and facilitate the gravity separation of suspended solids. Deep-Sump, Hooded Catch Basins: Catch basins provided throughout the site collect stormwater runoff from the proposed parking areas and are connected to the project’s stormwater collection system. The deep-sump and hooded outlet provide runoff an opportunity to separate from solids and floatable pollutants prior to discharge and are used as a pretreatment device throughout the project. Proprietary Treatment Devices: Structural stormwater treatment devices, proposed as Stormceptor STC 450I, are designed to mechanically separate pollutants from stormwater flows through centrifugal force and vortex separation. The unit has been sized in accordance with guidance provided by MassDEP to insure proper sediment removal efficiencies. Water Quality Swale: A Water Quality Swale is proposed as a means of conveyance and treatment of stormwater runoff. The swale has been provided to convey runoff to a sediment forebay that discharges to an infiltration basin. Infiltration Basin: The proposed surface infiltration basins are the discharge points for the runoff from the relocated gatehouse and the lower parking lot. The infiltration basins have been designed in accordance with the Massachusetts Stormwater Handbook to provide the required groundwater recharge and water quality volume for the project. Infiltration Basin 1 is located south of the lower parking lot and Infiltration Basin 2 is located southwest of the relocated gatehouse. Subsurface Infiltration System: The subsurface infiltration system consists of pre- fabricated chambers set in a bed of gravel. The system utilizes a pretreatment system of deep sump catch basins, a proprietary treatment device and a sediment forebay. The system has been sized to infiltrate the required recharge volume. Once full, the subsurface infiltration system will discharge through an outlet to a manhole. 2.5 Method of Hydrology and Hydraulic Analysis The following storm drainage design criteria were used for all hydrologic and hydraulic analyses: 1. Design storm rainfall data was used per Massachusetts Department of Transportation Drainage Manual 2000 and Town of Barnstable Design Manual. 2. Piped storm drainage system and the outlets are designed for a 10-year storm event. Section 2 Project Description Tighe&Bond Sandy Neck Beach Facility Reconfiguration Stormwater Management Report 2-5 3. Minimum time of concentration = 6 minutes. 4. For SCS peak flow calculations, Curve Number were as follows: a. Impervious (Pavement/Roof Areas) = 98 b. Porous Pavement = 45 c. Sand Cover (HSG A) = 39 d. Gravel Surface = 96 5. Minimum diameter pipes, excluding roof leaders, underdrains and foundation drains = 12 inches 6. Minimum pipe slope = 0.5 percent 7. The stormwater management Plan for the site is designed to treat the Water Quality Volume, remove Total Suspended Solids and promote groundwater recharge while reducing peak flow. 8. Watershed areas delineated using polylines in AutoCAD Civil 3D 2021. 9. Comparative hydrology analyzed using Hydro CAD Stormwater Modeling software Version 10.00-20. Runoff computations, storm drainage calculations, and suspended solids removal rates are included in Appendix D. A hydrologic analysis of the pre-development and post-development site was performed to determine the impacts of the proposed project to peak discharge rates and stormwater runoff volumes. HydroCAD 10.00-20 is a hydrology and hydraulics software using Technical Release (TR) 20 and TR-55 methodologies for the determination of stormwater runoff quantities. The HydroCAD Report for both pre- and post-development conditions for the 2-, 10-, and 100-year storm events is provided in Appendix D. Table 2.2 below presents the design rainfall depths for the 2, 10, and 100-year storms, as provided by the National Oceanic and Atmospheric Administration’s (NOAA) National Weather Service. Table 2.2 Design Rainfall Depths Storm Event Rainfall Depth (inches) 2-Year 3.39 10-Year 4.95 100-Year 7.42 SECTION 3 Tighe&Bond Sandy Neck Beach Facility Reconfiguration Stormwater Management Report 3-1 Section 3 Regulatory Compliance The project is required to comply with the ten MassDEP Massachusetts Stormwater Standards (Standards) under the Massachusetts Wetlands Protection Act and the Town of Barnstable Stormwater Regulations/Bylaw. The Massachusetts Stormwater Checklist is provided in Appendix A. 3.1 LID Measures MassDEP allows for reductions in structural stormwater Best Management Practice (BMP) requirements for water quantity and quality when certain criteria are met. The proposed project includes environmentally sensitive site design and low impact development techniques; however, the applicant is not requesting credit for LID measures. 3.2 Standard 1: No New Untreated Discharges The project will not result in any new stormwater conveyance discharging untreated stormwater directly to the Waters of the Commonwealth. Further documentation pertaining to stormwater treatment is provided in Section 3.5. It is not anticipated that erosive stormwater velocities will be encountered post- construction subsequently causing erosion and siltation to Waters of the Commonwealth. All discharges have been designed to meet the thresholds identified in Volume 3 of the Massachusetts Stormwater Handbook. A summary of stormwater discharge velocities is provided in Table 3.1, below, accompanied by permissible velocities as provided by MassDEP. Table 3.1 Stormwater Discharge Velocities Discharge Location 100-year Storm Event (cfs) 100-Year Storm Event Velocity (fps) Maximum Permissible Velocity of 6” Dia. Rip-Rap (fps)1 Infiltration Basin 1: Spillway (20’ wide) 0 0 5 1 Maximum Permissible Velocity is based on the Minnesota Stormwater Manual All outfalls will be equipped with stone outlet protection as shown on the Site Plans. These devices are designed based on the anticipated flow from each outfall to dissipate energy and reduce the opportunity for erosion to develop. 3.3 Standard 2: Peak Discharge Rate Attenuation Since the proposed project alters existing drainage patterns, stormwater management features are required to attenuate peak discharge rates through the use of infiltration. At Site 1, runoff from the upper parking area is collected by deep-sump hooded catch basins or a sediment forebay and a proprietary water quality unit, and conveyed to a subsurface Section 3 Regulatory Compliance Tighe&Bond Sandy Neck Beach Facility Reconfiguration Stormwater Management Report 3-2 infiltration system where the runoff is infiltrated. Runoff from the lower lot is collected by a water quality swale and a sediment forebay and conveyed to and an infiltration basin where the runoff is infiltrated. As mentioned earlier, Site 2 is completely within land subject to coastal storm flowage as defined in 310 CMR, so Standard 2 can be waived. Table 3.2 presents the results of the pre-development stormwater runoff analysis versus the post-development stormwater runoff analysis, previously described in Section 2.4, for the project. Table 3.2 Peak Discharge Rate Comparison 2-Year Storm Event (cfs) 10-Year Storm Event (cfs) 100-Year Storm Event (cfs) Site 1 Design Point 1 Existing 0.03 0.09 0.22 Proposed 0.03 0.09 0.21 Design Point 2 Existing 0.69 1.08 1.71 Proposed 0.00 0.35 2.87 Design Point 3 Existing 0.00 0.00 0.06 Proposed 0.00 0.00 0.04 Design Point 4 Existing 0.65 1.14 1.91 Proposed - - - Design Point 5 Existing 0.00 0.04 0.68 Proposed 0.00 0.04 0.74 Design Point 6 Existing 2.96 5.39 9.37 Proposed - - - Design Point 7 Existing 0.01 0.36 3.02 Proposed 0.00 0.08 0.91 Design Point 8 Existing 0.00 0.02 0.42 Proposed - - - Table 3.2 illustrates that peak discharge rates at Site 1 for the project and at each individual Design Point, are matched or reduced under proposed conditions for the 2- and 10-year storm events. There is a slight increase at some Design Points for the 100-year events, but because of the locations of those Design Points, there is no off-site flooding as a result of the increases. 3.4 Standard 3: Groundwater Recharge The proposed project will allow treated stormwater runoff from the proposed project to infiltrate to groundwater. The infiltration systems have been designed in accordance with the MassDEP Stormwater Handbook and provide the required recharge volume. Recharge calculations are provided below. Site 1 For Class A Soils: F = Target depth factor = 0.60 inch Total post-construction impervious Area = 68,853 sf Rv0 = F * Impervious Area = 68,853 sf * 0.60 inch * (1ft/12”) = 3,443 ft3 Section 3 Regulatory Compliance Tighe&Bond Sandy Neck Beach Facility Reconfiguration Stormwater Management Report 3-3 Total Required Recharge Volume = 3,443 ft3 Infiltration Basin 1 collects impervious from nodes 8S, 10S, and 13S, which combined have 37,592 sf of impervious draining to the basin. Rv0 = F * Impervious Area = 37,592 ∗ 0.60 ∗ "= 1,879.6 = Basin 1 Required Recharge Volume Infiltration Basin 1 provides approximately 23,341 ft3 of storage below the outlet. Subsurface infiltration chambers collect impervious from nodes 1S, 3S, and 5S, which combined have 30,053 sf of impervious draining to the basin. Rv0 = F * Impervious Area = 30,053 sf*0.60in*(1 ft)/12"= 1,503 ft^3 Subsurface Infiltration Chambers Required Recharge Volume = 1,503 ft3 Subsurface Infiltration Chambers provide approximately 2,616 ft3 of storage below the outlet. Total Recharge Volume Provided = The volume of water stored below the outlets: = 23,341 cf (Infiltration basin) + 2,616 (Chambers) = 25,957 ft3 Groundwater Recharge Time and Drawdown The following Equation from the Massachusetts Stormwater Handbook was calculated using the basin volume: Timedrawdown = ( )( )AreaBottomK Vs Vs = Storage Volume = 8,925 ft3 (100-year event) K = 0.69 ft/hr (8.27 in/hr Rawls Rate) Bottom Area = 3,523 ft2 at elev. 5.0 Timedrawdown = , .! "#$%&, ’(= 3.67 ℎ* Section 3 Regulatory Compliance Tighe&Bond Sandy Neck Beach Facility Reconfiguration Stormwater Management Report 3-4 Site 2 For Class A Soils: F = Target depth factor = 0.60 inch Total post-construction impervious Area = 26, 440 sf Rv0 = F * Impervious Area = 26,440 sf * 0.60 inch * (1ft/12”) = 1,322 ft3 Total Required Recharge Volume = 1,322 ft3 Infiltration Basin 2 collects impervious from nodes 3S, which has 10,031 sf of impervious draining to the basin. Rv0 = F * Impervious Area = 10,031 ∗ 0.60 ∗ "= 502 = Basin 1 Required Recharge Volume Infiltration Basin 2 provides approximately 2,509 ft3 of storage. Groundwater Recharge Time and Drawdown Since infiltration occurs in the basin, the following Equation from the Massachusetts Stormwater Handbook was calculated using the basin volume: Timedrawdown = ( )( )AreaBottomK Vs Vs = Storage Volume = 1,830 ft3 (100-year event) K = 0.69 ft/hr (8.27 in/hr Rawls Rate) Bottom Area = 776 ft2 at elev. 6.0 Timedrawdown = , .! "#$%&++! ’(= 3.42 ℎ* 3.5 Standard 4: Water Quality Standard 4 of the Massachusetts Stormwater Standards addresses stormwater quality requirements. This standard requires that new stormwater management systems be designed to achieve an 80% Total Suspended Solids (TSS) removal rate prior to discharge. MassDEP has published presumed removal rates for each of the BMP’s featured in their design guidelines. Additionally, this standard addresses the required volume of stormwater runoff that is to be treated by the BMPs, as well as components of a long-term source control and pollution prevention plan. Site 1 Sediment Forebay Volumes: Section 3 Regulatory Compliance Tighe&Bond Sandy Neck Beach Facility Reconfiguration Stormwater Management Report 3-5 Sediment Forebay 1 collects runoff from nodes 1S, 3S and 5S: Total Impervious = 30,053 sf VWQ = DWQ * Impervious Area = 0.1" ∗⥂ "∗ 30,053 2 = 250.4 Total Required Water Quality Volume: 250 ft3 Total Water Quality Volume Provided in sediment forebay = 817 ft3 Sediment Forebay 2 collects runoff from nodes 8S, 10S, and 13S: Total Impervious = 37,592 sf VWQ = DWQ * Impervious Area = 0.1" ∗⥂ "∗ 37,592 2 = 313.3 Total Required Water Quality Volume: 313.3 ft3 Total Water Quality Volume Provided in sediment forebay = 613 ft3 Basin Volume: Infiltration Basin 1 collects impervious from nodes 8S, 10S, and 13S, which combined have 37,592 sf of impervious draining to the basin. 100% of those areas are considered new development, so a Water Quality depth of 1” is used: VWQ = DWQ * Impervious Area = 1" ∗ "∗ 37,592 = 3,133 Required Water Quality Volume of Infiltration Basin 1 = 3,133 ft3 Based on the Hydrocad model, Infiltration basin 1 provides 23,341 ft3 of storage below the primary outlet at elevation 7.50. Subsurface Infiltration Chamber Volume: Subsurface infiltration chambers collect impervious from nodes 1S, 3S, and 5S, which combined have 30,053 sf of impervious draining to the basin. 100% of those areas are considered re-development and Water Quality depth of 1” is used: VWQ = DWQ * Impervious Area = 1" ∗ "∗ 30,053 = 2,504.4 Required Water Quality Volume of Infiltration Chamber = 2,504 ft3 Based on the Hydrocad model, Infiltration Chambers provide 2,616 ft3 of storage below the primary outlet at elevation 17.50. Section 3 Regulatory Compliance Tighe&Bond Sandy Neck Beach Facility Reconfiguration Stormwater Management Report 3-6 Site 2 Sediment Forebay Volumes: Sediment Forebay 1 and 2 collects runoff from Hydrocad node 3S: Total Impervious = 10,031 sf VWQ = DWQ * Impervious Area = 0.1" ∗⥂ "∗ 10,031 = 84 Total Required Water Quality Volume: 84 ft3 Total Water Quality Volume Provided in sediment forebay = 168 ft3 Basin Volume: Infiltration Basin 2 collects impervious from node 3S, which has 10,031 sf of impervious draining to the basin. 100% of those areas are considered new development, so a Water Quality depth of 1” is used: VWQ = DWQ * Impervious Area = 1" ∗ "∗ 10,031 = 836 Required Water Quality Volume of Infiltration Basin 2 = 836 ft3 Based on the Hydrocad model, Infiltration basin 1 provides 2,509 ft3 of storage below the primary outlet at elevation 7.50. TSS Removal worksheets are included in Appendix D. 3.6 Standard 5: Land Uses with Higher Potential Pollutant Loads (LUHPPLs) The project area is considered a Land Uses with Higher Potential Pollutant Loads (LUHPPL) due to the vehicle trips. The proposed BMPs of the stormwater management system have been designed in compliance with the requirements of Standard 5 and the Massachusetts Stormwater Handbook. Calculations supporting the Required Water Quality volume and 44% TSS removal prior to infiltration are provided in Appendix D. 3.7 Standard 6: Critical Areas The project area is located within the Sandy Neck Barrier Beach System which is designated as an Area of Critical Environmental Concern (ACEC). The project has been designed to improve water quality and quantity under proposed conditions. The stormwater BMPs selected for the project remove 80% of annual average TSS loading, as well as 60% of total phosphorus and 50% of total nitrogen when constructed and maintained property. Section 3 Regulatory Compliance Tighe&Bond Sandy Neck Beach Facility Reconfiguration Stormwater Management Report 3-7 Other Critical Areas, as defined in the Massachusetts Stormwater Handbook, are shown on Figure 2 in Appendix B. 3.8 Standard 7: Redevelopment Projects The project is considered a mix of new development and redevelopment; however, the project has been designed to fully comply with the Standards. 3.9 Standard 8: Construction Period Pollution Prevention, Erosion and Sedimentation Control A construction period Soil Erosion and Sediment Control Plan (SESCP) is provided in Appendix E. The SESCP presents the minimum soil erosion a sediment control practices to be used during construction. General soil erosion and sedimentation control BMPs are indicated on the Site Plans. Additionally, there will be more than one acre of land disturbed as a result of this project, therefore the construction will be required to comply with the Environmental Policy Act (EPA) National Pollutant Discharge Elimination System (NPDES) Construction General Permit (CGP). Coverage under the CGP will be obtained before construction commenced by the Contractor. The Contractor will be required file a Notice of Intent with the EPA and to implement a Stormwater Pollution Prevention Plan (SWPPP) prior to construction. 3.10 Standard 9: Long-Term Operation and Maintenance Plan A Long-Term Stormwater Operations and Maintenance Plan is included in Appendix F of this report. The O&M plan indicates the responsible parties for the project, routine and non-routine maintenance tasks and inspection criteria. The O&M Plan also provides guidance on long-term pollution prevention practices for the project. 3.11 Standard 10: Prohibition of Illicit Discharges Illicit discharges to the stormwater management system are discharges that are not entirely comprised of stormwater. Illicit discharge does not include discharges from the following activities or facilities: firefighting, water line flushing, landscape irrigation, uncontaminated groundwater, potable water sources, foundation drains, air conditioning condensation, footing drains, individual resident car washing, flows from riparian habitats and wetlands, dechlorinated water from swimming pools, water used for street washing, and water used to clean residential buildings without detergents. A signed Illicit Discharge Statement is provided in Appendix G. 3.12 Local Stormwater Management Regulations The Cape Cod Commission’s Water Resources Technical Bulletin provides guidance for managing stormwater runoff and constructing stormwater management systems. The bulletin recommends that systems be designed in accordance with the Massachusetts Stormwater Handbook – compliance with those standards was detailed previously within this report. Section 3 Regulatory Compliance Tighe&Bond Sandy Neck Beach Facility Reconfiguration Stormwater Management Report 3-8 The Town of Barnstable’s Stormwater Management Program (SWMP) Plan describes general requirements for stormwater management systems in new- and re-development projects. The requirements in that document closely mirror the Standards found in the Mass Stormwater Handbook, which was the basis for this projects stormwater design. J:\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Permitting\Stormwater\Narrative\Sandy Neck Beach Stormwater Management Report.docx APPENDIX A swcheck (3).doc • 04/01/08 Stormwater Report Checklist • Page 1 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report A. Introduction Important: When filling out forms on the computer, use only the tab key to move your cursor - do not use the return key. A Stormwater Report must be submitted with the Notice of Intent permit application to document compliance with the Stormwater Management Standards. The following checklist is NOT a substitute for the Stormwater Report (which should provide more substantive and detailed information) but is offered here as a tool to help the applicant organize their Stormwater Management documentation for their Report and for the reviewer to assess this information in a consistent format. As noted in the Checklist, the Stormwater Report must contain the engineering computations and supporting information set forth in Volume 3 of the Massachusetts Stormwater Handbook. The Stormwater Report must be prepared and certified by a Registered Professional Engineer (RPE) licensed in the Commonwealth. The Stormwater Report must include: The Stormwater Checklist completed and stamped by a Registered Professional Engineer (see page 2) that certifies that the Stormwater Report contains all required submittals.1 This Checklist is to be used as the cover for the completed Stormwater Report. Applicant/Project Name Project Address Name of Firm and Registered Professional Engineer that prepared the Report Long-Term Pollution Prevention Plan required by Standards 4-6 Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan required by Standard 82 Operation and Maintenance Plan required by Standard 9 In addition to all plans and supporting information, the Stormwater Report must include a brief narrative describing stormwater management practices, including environmentally sensitive site design and LID techniques, along with a diagram depicting runoff through the proposed BMP treatment train. Plans are required to show existing and proposed conditions, identify all wetland resource areas, NRCS soil types, critical areas, Land Uses with Higher Potential Pollutant Loads (LUHPPL), and any areas on the site where infiltration rate is greater than 2.4 inches per hour. The Plans shall identify the drainage areas for both existing and proposed conditions at a scale that enables verification of supporting calculations. As noted in the Checklist, the Stormwater Management Report shall document compliance with each of the Stormwater Management Standards as provided in the Massachusetts Stormwater Handbook. The soils evaluation and calculations shall be done using the methodologies set forth in Volume 3 of the Massachusetts Stormwater Handbook. To ensure that the Stormwater Report is complete, applicants are required to fill in the Stormwater Report Checklist by checking the box to indicate that the specified information has been included in the Stormwater Report. If any of the information specified in the checklist has not been submitted, the applicant must provide an explanation. The completed Stormwater Report Checklist and Certification must be submitted with the Stormwater Report. 1 The Stormwater Report may also include the Illicit Discharge Compliance Statement required by Standard 10. If not included in the Stormwater Report, the Illicit Discharge Compliance Statement must be submitted prior to the discharge of stormwater runoff to the post-construction best management practices. 2 For some complex projects, it may not be possible to include the Construction Period Erosion and Sedimentation Control Plan in the Stormwater Report. In that event, the issuing authority has the discretion to issue an Order of Conditions that approves the project and includes a condition requiring the proponent to submit the Construction Period Erosion and Sedimentation Control Plan before commencing any land disturbance activity on the site. swcheck (3).doc • 04/01/08 Stormwater Report Checklist • Page 3 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) LID Measures: Stormwater Standards require LID measures to be considered. Document what environmentally sensitive design and LID Techniques were considered during the planning and design of the project: No disturbance to any Wetland Resource Areas Site Design Practices (e.g. clustered development, reduced frontage setbacks) Reduced Impervious Area (Redevelopment Only) Minimizing disturbance to existing trees and shrubs LID Site Design Credit Requested: Credit 1 Credit 2 Credit 3 Use of “country drainage” versus curb and gutter conveyance and pipe Bioretention Cells (includes Rain Gardens) Constructed Stormwater Wetlands (includes Gravel Wetlands designs) Treebox Filter Water Quality Swale Grass Channel Green Roof Other (describe): Standard 1: No New Untreated Discharges No new untreated discharges Outlets have been designed so there is no erosion or scour to wetlands and waters of the Commonwealth Supporting calculations specified in Volume 3 of the Massachusetts Stormwater Handbook included. swcheck (3).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. swcheck (3).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. swcheck (3).doc • 04/01/08 Stormwater Report Checklist • Page 6 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 4: Water Quality (continued) The BMP is sized (and calculations provided) based on: The ½” or 1” Water Quality Volume or The equivalent flow rate associated with the Water Quality Volume and documentation is provided showing that the BMP treats the required water quality volume. The applicant proposes to use proprietary BMPs, and documentation supporting use of proprietary BMP and proposed TSS removal rate is provided. This documentation may be in the form of the propriety BMP checklist found in Volume 2, Chapter 4 of the Massachusetts Stormwater Handbook and submitting copies of the TARP Report, STEP Report, and/or other third party studies verifying performance of the proprietary BMPs. A TMDL exists that indicates a need to reduce pollutants other than TSS and documentation showing that the BMPs selected are consistent with the TMDL is provided. Standard 5: Land Uses With Higher Potential Pollutant Loads (LUHPPLs) The NPDES Multi-Sector General Permit covers the land use and the Stormwater Pollution Prevention Plan (SWPPP) has been included with the Stormwater Report. The NPDES Multi-Sector General Permit covers the land use and the SWPPP will be submitted prior to the discharge of stormwater to the post-construction stormwater BMPs. The NPDES Multi-Sector General Permit does not cover the land use. LUHPPLs are located at the site and industry specific source control and pollution prevention measures have been proposed to reduce or eliminate the exposure of LUHPPLs to rain, snow, snow melt and runoff, and been included in the long term Pollution Prevention Plan. All exposure has been eliminated. All exposure has not been eliminated and all BMPs selected are on MassDEP LUHPPL list. The LUHPPL has the potential to generate runoff with moderate to higher concentrations of oil and grease (e.g. all parking lots with >1000 vehicle trips per day) and the treatment train includes an oil grit separator, a filtering bioretention area, a sand filter or equivalent. Standard 6: Critical Areas The discharge is near or to a critical area and the treatment train includes only BMPs that MassDEP has approved for stormwater discharges to or near that particular class of critical area. Critical areas and BMPs are identified in the Stormwater Report. swcheck (3).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. swcheck (3).doc • 04/01/08 Stormwater Report Checklist • Page 8 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control (continued) The project is highly complex and information is included in the Stormwater Report that explains why it is not possible to submit the Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan with the application. A Construction Period Pollution Prevention and Erosion and Sedimentation Control has not been included in the Stormwater Report but will be submitted before land disturbance begins. The project is not covered by a NPDES Construction General Permit. The project is covered by a NPDES Construction General Permit and a copy of the SWPPP is in the Stormwater Report. The project is covered by a NPDES Construction General Permit but no SWPPP been submitted. The SWPPP will be submitted BEFORE land disturbance begins. Standard 9: Operation and Maintenance Plan The Post Construction Operation and Maintenance Plan is included in the Stormwater Report and includes the following information: Name of the stormwater management system owners; Party responsible for operation and maintenance; Schedule for implementation of routine and non-routine maintenance tasks; Plan showing the location of all stormwater BMPs maintenance access areas; Description and delineation of public safety features; Estimated operation and maintenance budget; and Operation and Maintenance Log Form. The responsible party is not the owner of the parcel where the BMP is located and the Stormwater Report includes the following submissions: A copy of the legal instrument (deed, homeowner’s association, utility trust or other legal entity) that establishes the terms of and legal responsibility for the operation and maintenance of the project site stormwater BMPs; A plan and easement deed that allows site access for the legal entity to operate and maintain BMP functions. Standard 10: Prohibition of Illicit Discharges The Long-Term Pollution Prevention Plan includes measures to prevent illicit discharges; An Illicit Discharge Compliance Statement is attached; NO Illicit Discharge Compliance Statement is attached but will be submitted prior to the discharge of any stormwater to post-construction BMPs. APPENDIX B Based on U SGS Topo graphic Map forSandwich, MA Revised 1972.Hyannis, MA Revised 1979.Conto ur Interval Equals 10 ft.Circles indicate 500-foo t and half-mile rad ii. 0 1,000 2,000 Feet 1:24,000 V:\P rojects\B\B0633\MXD\Sandy Neck\Figure1_SandyNeck_BarnstableMA.mxd [Exported By: LFrassinelli, 3/18/2024, 8:44:10 AM] FIGURE 1SITE LOCATION Sandy Neck BeachBarnstable, Massachusetts March 2024 B-0633 ^_ ¹ÈSITE LOCATION Tighe&Bond "T "T X X X X X X X X XX SCORTONHILL SCORTON NECK BEACH FULLERS POINT S A N D N E C K B E A C H WHITE HILL GREAT ISLAND FISH ISLAND WICKSISLAND JACKSON ISLAND EelCr e ekScorto n Creek BoatCoveCre ekG R E A T M A R S H E S S co rt o n C reek ScortonCreek SmithCreekS mi thCreek S corto nCree k S prin gCreekGreatIslandCreekEelCreek UV6A GREATMARSH ROADJONESLANEOLDCOUNTYROA DSCORTONM ARSH ROAD HILLARDS H A Y W A Y JOY CIRCLELLOYDLANE ROUTE6A HO W LA N D L A NEFAWNROAD JI L LSONWAY BR IARLAN ETILLAGELANE ISABEL LANEMAPLEPLACEMARSH HEATHERLANE LEON A R D R O A D BETTYAVENUE S A N D Y N E C K R O A D VISTA LA N EOAKRIDGEROADBEACHWAY EASTHIGHSTREET MEADOWLANEPA A N A N E N C I R C L ESCORTON HILL ROADQUAI LRUNLANE LISA LANEC R A N BERRYTRAILWILLIAM S PATHPOINTHILLROADCARLETONDRIVEEAST SMITHCREEKLANESANDY NE CK M A I NST REETLONGHILL DRIVESH A W R O A D LOST M E ADOWSROADSO L O MONPONDROAD MEADOW SPRINGDRIVECARLETONDRIVE4020023-01G 4261009-01G 0 1,000 2,000 Feet V:\P rojects\B\B0633\MXD\Sandy Neck\Figure2_SandyNeck_BarnstableMA.mxd [Exported By: LFrassinelli, 3/18/2024, 8:44:15 AM] Data source: Bu reau of Geographic Information (M assGIS),Commonwealth of M assach usetts, Ex ecutive Office of Technology.Circles indicate 50 0-foot and half-m ile radii.Data valid as of March 20 24. FIGURE 2PRIORITY RESOURCES B-0633 March 2024 ^_ L e g e n dXNHESP Certified Vernal PoolsXNHESP Potential Vernal Pools #Non-Landfill Solid Waste Sites !Þ Proposed Well !Þ Emergency Surface Water !Þ Community Public Water Supply - Surface Water !Þ Community Public Water Supply - Groundwater "Non-Community Non-Transient Public Water Supply "T Non-Community Tr ansient Public Water Supply Limited Access Highway Multi-Lane Highway, NOT Limited Access Other Numbered Route Major Road - Arteri als and Collectors Minor Street or Road Aqueducts Hydrologic Connections Stream/Intermittent Stream !Powerline Pipeline Track or Trail Trains Public Surface Water Supply Protection Area (Zone A) DEP Approved Wellhead Protection Area (Zone I) DEP Approved Wellhead Protection Area (Zone II) DEP Interim Wellhead Protection Area (IWPA) Protected and Recreational Open Space Solid Waste Landfill Area of Critical Environmental Concern (ACEC) NHESP Priority Habitats for Rare Species NHESP Estimated Habitats for Rare Wildlife EPA Designated Sole Source Aquifer Major Drainage Basin Sub Drainage Basin MassDEP Open Water MassDEP Inland Wetlands MassDEP Coastal Wetlands MassDEP Not Interpreted Wetlands Public Surface Water Supply (PSWS) Water Bodies Non-Potential Drinking Water Source Area - High Yield Non-Potential Drinking Water Source Area - Medium Yield Potentially Productive Medium Yield Aquifer Potentially Productive High Yield Aquifer County Boundary Municipal Boundary USGS Quadrangle Sheet Boundary 1:24,000 ¹Tighe&B ondÈSITE LOCATION Sandy Neck BeachBarnstable, Massachusetts SANDWICHBARNSTABLESANDY NECK ROADSANDYNECK FIGURE 3ORTHOPHOTOGRAPH ¹0 140 280 Feet 1:3,400 V:\P rojects\B\B0633\MXD\Sandy Neck\Figure3_SandyNeck_BarnstableMA.mxd [Exported By: LFrassinelli, 3/18/2024, 8:50:51 AM] Based on M assGIS Color Orthop hotog rap hy (2021) B-0633 March 2024 ^_ Le gend Municipal Boundary Tighe&Bond Sandy Neck BeachBarnstable, Massachusetts R=21.22R=18.90R=16.82UPOLE-NO ELEV0040'80'SCALE: 1" = 40' LEGENDSUBCATCHMENT BOUNDARYSTORMWATER FLOW PATH1SDESIGNPOINTDP-8DESIGNPOINTDP-55S7S6S8S9S2S3S4SDESIGNPOINTDP-7DESIGNPOINTDP-1DESIGNPOINTDP-3DESIGNPOINTDP-2DESIGNPOINTDP-4DESIGNPOINTDP-6EXISTING IMPERVIOUS AREASSUBCATCHMENT 1S:13,452 SF (75.77% IMPERVIOUS) = 10,193 SF OF IMPERVIOUSSUBCATCHMENT 2S:4,094 SF (0.00% IMPERVIOUS) = 0 SF OF IMPERVIOUSSUBCATCHMENT 3S:3,163 SF (63.77% IMPERVIOUS) = 2,017 SF OF IMPERVIOUSSUBCATCHMENT 4S:2,692 SF (39.12% IMPERVIOUS) = 1,053 SF OF IMPERVIOUSSUBCATCHMENT 5S:8,203 SF (94.20% IMPERVIOUS) = 7,727 SF OF IMPERVIOUSSUBCATCHMENT 6S:69,534 SF (70.56% IMPERVIOUS) = 49,063 SF OF IMPERVIOUSSUBCATCHMENT 7S:122,233 SF (6.27% IMPERVIOUS) = 7,662 SF OF IMPERVIOUSSUBCATCHMENT 8S:50,208 SF (0.0% IMPERVIOUS) = 0 SF OF IMPERVIOUSSUBCATCHMENT 9S:31,162 SF (0.0% IMPERVIOUS) = 0 SF OF IMPERVIOUSTOTAL EXISTING IMPERVIOUS = 77,715 SF DESIGNED/CHECKED BY:DRAWN BY:FILE:APPROVED BY:Barnstable, MASandy NeckBeach FacilityReconfigurationTown ofBarnstableDATE:PROJECT NO:Plotted On:Mar 07, 2024-2:11pm By: SOzturkLast Saved:3/7/2024Tighe & Bond:\\tighebond.com\data\Data\Projects\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Permitting\Stormwater\Appendix-B Figures\ExistingConditionsFigure.dwg MARKDATEDESCRIPTIONExistingConditionsFigure.dwgB0633-008SCALE:FIGURE 4ASITE 1 - BEACH PARKING LOTEXISTING CONDITIONSDRAINAGE AREA MAP1" = 40'SOTJG/DJBJPV3/5/2024 O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H WOHWOHWOHWOHWOHWOHWOHWOHWOHWO HW OHWO HW OHWOHW OHW O HW O HW OHWEEEEEEEEETTTWWWWW WWWW W00 40'80'SCALE: 1" = 40' LEGENDSUBCATCHMENT BOUNDARYSTORMWATER FLOW PATH1SDESIGNPOINT1PDESIGNPOINT4P5S4S3SDESIGNPOINT5P2SDESIGNPOINT2PDESIGNPOINT3PEXISTING IMPERVIOUS AREASSUBCATCHMENT 1S:1,702 SF (67.74% IMPERVIOUS) = 1,153 SF OF IMPERVIOUSSUBCATCHMENT 2S:8,532 SF (0.00% IMPERVIOUS) = 0 SF OF IMPERVIOUSSUBCATCHMENT 3S:16,537 SF (31.44% IMPERVIOUS) = 5,200 SF OF IMPERVIOUSSUBCATCHMENT 4S:2,275 SF (92.09% IMPERVIOUS) = 2,095 SF OF IMPERVIOUSSUBCATCHMENT 5S:28,396 SF (54.61% IMPERVIOUS) = 15,507 SF OF IMPERVIOUSTOTAL EXISTING IMPERVIOUS = 23,955 SF DESIGNED/CHECKED BY:DRAWN BY:FILE:APPROVED BY:FIGURE 4BBarnstable, MASandy Neck BeachFacilityReconfigurationTown ofBarnstableDATE:PROJECT NO:SITE 2 - GATEHOUSEEXISTING CONDITIONSDRAINAGE AREA MAPMARKDATEDESCRIPTIONSCALE:3/5/2024B0633-008SOTJG/DJBJPVExistingConditionsFigure_GateHouse.dwg1" = 40' UPOLE-NO ELEVD DDDD 252026 27 201510205252015102523 222121202015181716151919181716252015101 4 13121122242122232323 242322 252426272019181716151 4 1 315 2121201922232320222323 LEGENDSUBCATCHMENT BOUNDARYSTORMWATER FLOW PATHDESIGNPOINT7PINFILTRATION BASIN-1SEDIMENTFOREBAY - 2MC-7200INFILTRATIONCHAMBERS9S1S6S7S8S10S11S14S2S3S4S5SDESIGNPOINTDP-5DESIGNPOINTDP-1DESIGNPOINTDP-3DESIGNPOINTDP-2PROPOSED IMPERVIOUS AREAS - NEW DEVELOPMENTSUBCATCHMENT 6S:29,349 SF (0.0% IMPERVIOUS) = 0 SF OF IMPERVIOUSSUBCATCHMENT 7S:55,012 SF (0.0% IMPERVIOUS) = 0 SF OF IMPERVIOUSSUBCATCHMENT 8S:76,146 SF (29.67% IMPERVIOUS) = 22,594 SF OF IMPERVIOUSSUBCATCHMENT 9S:6,516 SF (0.0% IMPERVIOUS) = 0 SF OF IMPERVIOUSSUBCATCHMENT 10S:33,891 SF (33.82% IMPERVIOUS) = 11,463 SF OF IMPERVIOUSSUBCATCHMENT 11S:16,361 SF (0% IMPERVIOUS) = 0 SF OF IMPERVIOUSSUBCATCHMENT 12S:7,749 SF (100% IMPERVIOUS) = 7,749 SF OF IMPERVIOUS*SUBCATCHMENT 13S:4,430 SF (79.80% IMPERVIOUS) = 3,535 SF OF IMPERVIOUSSUBCATCHMENT 14S:24,502 SF (0.84% IMPERVIOUS) = 207 SF OF IMPERVIOUSTOTAL PROPOSED IMPERVIOUS = 68,853* SF* DIRECT PRECIPITATION NODES NOT INCLUDED IN TOTALPROPOSED IMPERVIOUS AREAS - REDEVELOPMENT AREASUBCATCHMENT 1S:41,810 SF (65.42% IMPERVIOUS) = 27,354 SF OF IMPERVIOUSSUBCATCHMENT 2S:3,201 SF (0.0% IMPERVIOUS) = 0 SF OF IMPERVIOUSSUBCATCHMENT 3S:2,036 SF (87.62% IMPERVIOUS) = 1,784 SF OF IMPERVIOUSSUBCATCHMENT 4S:2,584 SF (38.74% IMPERVIOUS) = 1,001 SF OF IMPERVIOUSSUBCATCHMENT 5S:1,154 SF (79.29% IMPERVIOUS) = 915 SF OF IMPERVIOUSDESIGNED/CHECKED BY:DRAWN BY:FILE:APPROVED BY:Barnstable, MASandy NeckBeach FacilityReconfigurationTown ofBarnstableDATE:PROJECT NO:Plotted On:Mar 31, 2024-6:13pm By: SOzturkLast Saved:3/29/2024Tighe & Bond:\\tighebond.com\data\Data\Projects\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Permitting\Stormwater\Appendix-B Figures\ProposedConditionsFigure.dwg MARKDATEDESCRIPTIONProposedConditionsFigure.dwgB0633-008SCALE:0040'80'SCALE: 1" = 40'13S12SFIGURE 5ASITE 1 - BEACH PARKING LOTPROPOSED CONDITIONSDRAINAGE AREA MAPSOTJG/DJBJPV1" = 40'3/4/2024SEDIMENTFOREBAY - 1 O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H WOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHW O HW O HW OHW OHWO HW O HW 10 9 98101 1 11 1111121 212 1312111213 121 2 12 12888888 96 8 7 10978 7 8888 0040'80'SCALE: 1" = 40' LEGENDSUBCATCHMENT BOUNDARYSTORMWATER FLOW PATHDESIGNPOINT5PDESIGNPOINT2P2S3SDESIGNPOINT1PINFILTRATION BASIN - 2SEDIMENTFOREBAY5S4S1SDESIGNPOINT4PPROPOSED IMPERVIOUS AREASSUBCATCHMENT 1S:1,256 SF (77.55% IMPERVIOUS) = 974 SF OF IMPERVIOUSSUBCATCHMENT 2S:5,791 SF (0.0% IMPERVIOUS) = 0 SF OF IMPERVIOUSSUBCATCHMENT 3S:19,980 SF (50.21% IMPERVIOUS) = 10,031 SF OF IMPERVIOUSSUBCATCHMENT 4S:1,859 SF (65.30% IMPERVIOUS) = 1,214 SF OF IMPERVIOUSSUBCATCHMENT 5S:28,556 (49.80% IMPERVIOUS) = 14,221 SF OF IMPERVIOUSTOTAL PROPOSED IMPERVIOUS = 26,440 SFDESIGNED/CHECKED BY:DRAWN BY:FILE:APPROVED BY:FIGURE 5BBarnstable, MASandy Neck BeachFacilityReconfigurationTown ofBarnstableDATE:PROJECT NO:SITE 2 - GATEHOUSEPROPOSED CONDITIONSDRAINAGE AREA MAPMARKDATEDESCRIPTIONSCALE:3/5/2024B0633-008SOTJG/DJBJPVProposedConditionsFigure_GateHouse.dwg1" = 40' APPENDIX C United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Barnstable County, Massachusetts Sand Neck Beach Facility Reconfiguration Natural Resources Conservation Service February 20, 2024 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 Soil Map..................................................................................................................8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................11 Map Unit Descriptions.........................................................................................11 Barnstable County, Massachusetts.................................................................13 11A—Berryland mucky loamy coarse sand, 0 to 2 percent slopes.............13 66A—Ipswich - Pawcatuck - Matunuck complex, 0 to 2 percent slopes, very frequently flooded..........................................................................14 220B—Boxford silt loam, 3 to 8 percent slopes..........................................17 252D—Carver coarse sand, 15 to 35 percent slopes.................................18 602—Urban land.........................................................................................20 608—Water, ocean......................................................................................20 610—Beaches, sand...................................................................................21 612D—Hooksan sand, 15 to 35 percent slopes..........................................22 613C—Hooksan-Dune land complex, 15 to 35 percent slopes...................24 Soil Information for All Uses...............................................................................26 Soil Properties and Qualities..............................................................................26 Soil Qualities and Features.............................................................................26 Hydrologic Soil Group.................................................................................26 References............................................................................................................31 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and Custom Soil Resource Report 6 identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Custom Soil Resource Report 7 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 9 Custom Soil Resource Report Soil Map 4621100462120046213004621400462150046216004621700462180046211004621200462130046214004621500462160046217004621800384500 384600 384700 384800 384900 385000 385100 385200 385300 385400 385500 385600 385700 384500 384600 384700 384800 384900 385000 385100 385200 385300 385400 385500 385600 385700 41° 44' 25'' N 70° 23' 23'' W41° 44' 25'' N70° 22' 26'' W41° 43' 58'' N 70° 23' 23'' W41° 43' 58'' N 70° 22' 26'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 19N WGS84 0 250 500 1000 1500 Feet 0 50 100 200 300 Meters Map Scale: 1:6,000 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:25,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Barnstable County, Massachusetts Survey Area Data: Version 20, Sep 12, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 10, 2022—Jun 30, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 10 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 11A Berryland mucky loamy coarse sand, 0 to 2 percent slopes 5.0 4.0% 66A Ipswich - Pawcatuck - Matunuck complex, 0 to 2 percent slopes, very frequently flooded 15.3 12.1% 220B Boxford silt loam, 3 to 8 percent slopes 0.0 0.0% 252D Carver coarse sand, 15 to 35 percent slopes 0.8 0.7% 602 Urban land 2.1 1.7% 608 Water, ocean 4.1 3.2% 610 Beaches, sand 8.0 6.4% 612D Hooksan sand, 15 to 35 percent slopes 56.1 44.5% 613C Hooksan-Dune land complex, 15 to 35 percent slopes 34.6 27.4% Totals for Area of Interest 126.1 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the Custom Soil Resource Report 11 scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 12 Barnstable County, Massachusetts 11A—Berryland mucky loamy coarse sand, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 98q5 Elevation: 0 to 1,000 feet Mean annual precipitation: 28 to 48 inches Mean annual air temperature: 46 to 54 degrees F Frost-free period: 120 to 240 days Farmland classification: Not prime farmland Map Unit Composition Berryland and similar soils:70 percent Minor components:30 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Berryland Setting Landform:Terraces Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Concave Parent material:Loose sandy glaciofluvial deposits Typical profile H1 - 0 to 12 inches: loamy coarse sand H2 - 12 to 23 inches: gravelly loamy coarse sand H3 - 23 to 64 inches: stratified gravelly coarse sand to loamy coarse sand Properties and qualities Slope:0 to 2 percent Depth to restrictive feature:More than 80 inches Drainage class:Very poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat):High to very high (2.00 to 20.00 in/hr) Depth to water table:About 0 to 6 inches Frequency of flooding:Occasional Frequency of ponding:Frequent Available water supply, 0 to 60 inches: Low (about 5.1 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 5w Hydrologic Soil Group: A/D Hydric soil rating: Yes Minor Components Freetown Percent of map unit:10 percent Landform:Bogs Hydric soil rating: Yes Custom Soil Resource Report 13 Walpole variant, loamy substratum Percent of map unit:5 percent Landform:Terraces Hydric soil rating: Yes Swansea Percent of map unit:5 percent Landform:Bogs Hydric soil rating: Yes Maybid Percent of map unit:5 percent Landform:Depressions Hydric soil rating: Yes Pipestone Percent of map unit:5 percent Landform:Terraces Hydric soil rating: Yes 66A—Ipswich - Pawcatuck - Matunuck complex, 0 to 2 percent slopes, very frequently flooded Map Unit Setting National map unit symbol: 2tyqm Elevation: 0 to 10 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 250 days Farmland classification: Not prime farmland Map Unit Composition Ipswich and similar soils:50 percent Pawcatuck and similar soils:25 percent Matunuck and similar soils:15 percent Minor components:10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Ipswich Setting Landform:Tidal marshes Landform position (three-dimensional):Dip Down-slope shape:Linear Across-slope shape:Linear Parent material:Partially- decomposed herbaceous organic material Typical profile Oe - 0 to 42 inches: mucky peat Oa - 42 to 59 inches: muck Custom Soil Resource Report 14 Properties and qualities Slope:0 to 2 percent Depth to restrictive feature:More than 80 inches Drainage class:Very poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat):Moderately low to very high (0.14 to 99.90 in/hr) Depth to water table:About 0 inches Frequency of flooding:Very frequent Frequency of ponding:None Calcium carbonate, maximum content:5 percent Maximum salinity:Nonsaline to strongly saline (1.0 to 112.0 mmhos/cm) Sodium adsorption ratio, maximum:20.0 Available water supply, 0 to 60 inches: Very high (about 26.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8w Hydrologic Soil Group: A/D Ecological site: R144AY002CT - Tidal Salt High Marsh mesic very frequently flooded, R144AY001CT - Tidal Salt Low Marsh mesic very frequently flooded Hydric soil rating: Yes Description of Pawcatuck Setting Landform:Tidal marshes Landform position (three-dimensional):Dip Down-slope shape:Linear Across-slope shape:Linear Parent material:Partially- decomposed herbaceous organic material over sandy mineral material Typical profile Oe - 0 to 46 inches: mucky peat Cg - 46 to 60 inches: mucky sand Properties and qualities Slope:0 to 2 percent Depth to restrictive feature:More than 80 inches Drainage class:Very poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat):Moderately low to very high (0.14 to 99.90 in/hr) Depth to water table:About 0 inches Frequency of flooding:Very frequent Frequency of ponding:None Calcium carbonate, maximum content:5 percent Maximum salinity:Nonsaline to strongly saline (1.0 to 112.0 mmhos/cm) Sodium adsorption ratio, maximum:20.0 Available water supply, 0 to 60 inches: Very high (about 21.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8w Hydrologic Soil Group: A/D Custom Soil Resource Report 15 Ecological site: R144AY002CT - Tidal Salt High Marsh mesic very frequently flooded, R144AY001CT - Tidal Salt Low Marsh mesic very frequently flooded Hydric soil rating: Yes Description of Matunuck Setting Landform:Tidal marshes Landform position (three-dimensional):Dip Down-slope shape:Linear Across-slope shape:Linear Parent material:Partially- decomposed herbaceous organic material over glaciofluvial deposits and/or sandy marine deposits Typical profile Oe - 0 to 12 inches: mucky peat Cg - 12 to 72 inches: sand Properties and qualities Slope:0 to 2 percent Depth to restrictive feature:More than 80 inches Drainage class:Very poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat):Moderately low to very high (0.14 to 99.90 in/hr) Depth to water table:About 0 inches Frequency of flooding:Very frequent Frequency of ponding:None Calcium carbonate, maximum content:5 percent Maximum salinity:Nonsaline to strongly saline (1.0 to 112.0 mmhos/cm) Sodium adsorption ratio, maximum:20.0 Available water supply, 0 to 60 inches: Moderate (about 8.2 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8w Hydrologic Soil Group: A/D Ecological site: R144AY002CT - Tidal Salt High Marsh mesic very frequently flooded, R144AY001CT - Tidal Salt Low Marsh mesic very frequently flooded Hydric soil rating: Yes Minor Components Hooksan Percent of map unit:5 percent Landform:Dunes Landform position (three-dimensional):Rise Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Succotash Percent of map unit:5 percent Landform:Spits on back-barrier flats Landform position (three-dimensional):Rise Down-slope shape:Linear Across-slope shape:Linear Custom Soil Resource Report 16 Hydric soil rating: No 220B—Boxford silt loam, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 98q7 Elevation: 0 to 80 feet Mean annual precipitation: 41 to 48 inches Mean annual air temperature: 50 to 54 degrees F Frost-free period: 160 to 240 days Farmland classification: All areas are prime farmland Map Unit Composition Boxford and similar soils:70 percent Minor components:30 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Boxford Setting Landform:Terraces Landform position (two-dimensional):Footslope Landform position (three-dimensional):Riser Down-slope shape:Linear Across-slope shape:Concave Parent material:Silty and clayey glaciolacustrine deposits; hard silty and clayey glaciolacustrine deposits Typical profile H1 - 0 to 9 inches: silt loam H2 - 9 to 20 inches: silt loam H3 - 20 to 26 inches: silty clay loam H4 - 26 to 64 inches: silty clay loam Properties and qualities Slope:3 to 8 percent Depth to restrictive feature:More than 80 inches Drainage class:Moderately well drained Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat):Very low to moderately high (0.00 to 0.20 in/hr) Depth to water table:About 12 to 35 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: High (about 9.1 inches) Interpretive groups Land capability classification (irrigated): None specified Custom Soil Resource Report 17 Land capability classification (nonirrigated): 2e Hydrologic Soil Group: D Ecological site: F144AY018NY - Moist Lake Plain Hydric soil rating: No Minor Components Belgrade Percent of map unit:15 percent Hydric soil rating: No Amostown Percent of map unit:10 percent Hydric soil rating: No Scitico Percent of map unit:5 percent Landform:Depressions Hydric soil rating: Yes 252D—Carver coarse sand, 15 to 35 percent slopes Map Unit Setting National map unit symbol: 2y07y Elevation: 0 to 220 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 250 days Farmland classification: Not prime farmland Map Unit Composition Carver, coarse sand, and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Carver, Coarse Sand Setting Landform:Moraines, outwash plains Landform position (two-dimensional):Backslope Landform position (three-dimensional):Head slope, nose slope, side slope, riser Down-slope shape:Convex, linear Across-slope shape:Linear Parent material:Sandy glaciofluvial deposits Typical profile Oi - 0 to 2 inches: slightly decomposed plant material Oe - 2 to 3 inches: moderately decomposed plant material A - 3 to 7 inches: coarse sand E - 7 to 10 inches: coarse sand Bw1 - 10 to 15 inches: coarse sand Custom Soil Resource Report 18 Bw2 - 15 to 28 inches: coarse sand BC - 28 to 32 inches: coarse sand C - 32 to 67 inches: coarse sand Properties and qualities Slope:15 to 35 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (1.42 to 14.17 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 4.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6e Hydrologic Soil Group: A Ecological site: F149BY005MA - Dry Outwash Hydric soil rating: No Minor Components Deerfield Percent of map unit:10 percent Landform:Outwash terraces, outwash plains, kame terraces, outwash deltas Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Concave Hydric soil rating: No Hinckley Percent of map unit:5 percent Landform:Moraines, eskers, kames, outwash deltas, outwash terraces, outwash plains, kame terraces Landform position (two-dimensional):Summit, shoulder, backslope, footslope, toeslope Landform position (three-dimensional):Head slope, nose slope, side slope, crest, riser, tread Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No Merrimac Percent of map unit:3 percent Landform:Kame terraces, outwash deltas, outwash terraces Landform position (three-dimensional):Riser, tread Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Freetown, coastal lowland Percent of map unit:2 percent Landform:Bogs, marshes, swamps Custom Soil Resource Report 19 Landform position (three-dimensional):Dip Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes 602—Urban land Map Unit Setting National map unit symbol: 98s7 Frost-free period: 120 to 220 days Farmland classification: Not prime farmland Map Unit Composition Urban land:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Urban Land Setting Parent material:Excavated and filled land Minor Components Udipsamments Percent of map unit:15 percent Hydric soil rating: Unranked 608—Water, ocean Map Unit Setting National map unit symbol: b28k Frost-free period: 120 to 220 days Farmland classification: Not prime farmland Map Unit Composition Water, ocean:100 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Water, Ocean Typical profile - 0 to 0 inches: water Custom Soil Resource Report 20 610—Beaches, sand Map Unit Setting National map unit symbol: 2y080 Elevation: 0 to 20 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 145 to 240 days Farmland classification: Not prime farmland Map Unit Composition Beaches, sandy surface:90 percent Minor components:10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Beaches, Sandy Surface Setting Landform:Shores, beaches, barrier beaches, back-barrier beaches Landform position (two-dimensional):Footslope Landform position (three-dimensional):Riser Down-slope shape:Convex Across-slope shape:Linear Parent material:Beach sand Typical profile C1 - 0 to 10 inches: sand Properties and qualities Slope:0 to 8 percent Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (1.42 to 99.90 in/hr) Depth to water table:About 0 to 12 inches Frequency of flooding:Very frequent Maximum salinity:Moderately saline to strongly saline (8.0 to 16.0 mmhos/cm) Available water supply, 0 to 60 inches: Very low (about 0.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8 Hydric soil rating: Unranked Minor Components Beaches, cobbly surface Percent of map unit:8 percent Landform:Shores, beaches, barrier beaches, back-barrier beaches Landform position (two-dimensional):Footslope Landform position (three-dimensional):Riser Down-slope shape:Convex Across-slope shape:Linear Custom Soil Resource Report 21 Hydric soil rating: Unranked Beaches, bouldery surface Percent of map unit:2 percent Landform:Barrier beaches, back-barrier beaches, shores, beaches Landform position (two-dimensional):Footslope Landform position (three-dimensional):Riser Down-slope shape:Convex Across-slope shape:Linear Hydric soil rating: Unranked 612D—Hooksan sand, 15 to 35 percent slopes Map Unit Setting National map unit symbol: 2x1kq Elevation: 0 to 190 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Not prime farmland Map Unit Composition Hooksan and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Hooksan Setting Landform:Dunes Landform position (two-dimensional):Summit, shoulder, backslope, footslope Landform position (three-dimensional):Side slope, crest, base slope Down-slope shape:Convex Across-slope shape:Convex Parent material:Sandy eolian deposits Typical profile C1 - 0 to 20 inches: sand C2 - 20 to 30 inches: sand C3 - 30 to 64 inches: sand Properties and qualities Slope:15 to 35 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Very high (14.17 to 99.90 in/hr) Depth to water table:More than 80 inches Frequency of flooding:Rare Frequency of ponding:None Custom Soil Resource Report 22 Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 5.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: A Ecological site: R149BY002MA - Coastal Dunes Hydric soil rating: No Minor Components Succotash Percent of map unit:8 percent Landform:Spits, dunes, barrier flats Landform position (two-dimensional):Toeslope, footslope Landform position (three-dimensional):Base slope, tread Down-slope shape:Concave, linear Across-slope shape:Linear Hydric soil rating: No Beaches Percent of map unit:5 percent Landform:Beaches Landform position (three-dimensional):Riser Down-slope shape:Convex Across-slope shape:Linear Hydric soil rating: Unranked Dune land Percent of map unit:5 percent Landform:Dunes Landform position (two-dimensional):Summit, shoulder, backslope, footslope Landform position (three-dimensional):Side slope, crest, base slope Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: Unranked Sandyhook Percent of map unit:2 percent Landform:Back-barrier beaches, back-barrier flats Landform position (three-dimensional):Riser, tread Down-slope shape:Linear Across-slope shape:Linear Ecological site:R144AY002CT - Tidal Salt High Marsh mesic very frequently flooded, R144AY001CT - Tidal Salt Low Marsh mesic very frequently flooded Hydric soil rating: Yes Custom Soil Resource Report 23 613C—Hooksan-Dune land complex, 15 to 35 percent slopes Map Unit Setting National map unit symbol: 2x1kw Elevation: 0 to 210 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Not prime farmland Map Unit Composition Hooksan and similar soils:45 percent Dune land:40 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Hooksan Setting Landform:Dunes Landform position (two-dimensional):Summit, shoulder, backslope, footslope Landform position (three-dimensional):Side slope, crest, base slope Down-slope shape:Convex Across-slope shape:Linear, convex Parent material:Sandy eolian deposits Typical profile C1 - 0 to 20 inches: sand C2 - 20 to 30 inches: sand C3 - 30 to 64 inches: sand Properties and qualities Slope:15 to 35 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Very high (14.17 to 99.90 in/hr) Depth to water table:More than 80 inches Frequency of flooding:Rare Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 5.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: A Ecological site: R149BY002MA - Coastal Dunes Hydric soil rating: No Custom Soil Resource Report 24 Description of Dune Land Setting Landform:Dunes Landform position (two-dimensional):Shoulder, backslope, footslope Landform position (three-dimensional):Side slope, crest, base slope Down-slope shape:Convex Across-slope shape:Convex Parent material:Sandy eolian deposits Properties and qualities Slope:15 to 35 percent Runoff class: Very low Frequency of flooding:Rare Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8 Hydric soil rating: Unranked Minor Components Succotash Percent of map unit:7 percent Landform:Barrier flats, spits, dunes Landform position (two-dimensional):Toeslope, footslope Landform position (three-dimensional):Base slope, tread Down-slope shape:Linear, concave Across-slope shape:Linear Hydric soil rating: No Beaches Percent of map unit:5 percent Landform:Beaches Landform position (three-dimensional):Riser Down-slope shape:Convex, linear Across-slope shape:Linear Hydric soil rating: Unranked Matunuck Percent of map unit:3 percent Landform:Tidal marshes Landform position (three-dimensional):Dip Down-slope shape:Linear Across-slope shape:Linear Ecological site:R144AY001CT - Tidal Salt Low Marsh mesic very frequently flooded, R144AY002CT - Tidal Salt High Marsh mesic very frequently flooded Hydric soil rating: Yes Custom Soil Resource Report 25 Soil Information for All Uses Soil Properties and Qualities The Soil Properties and Qualities section includes various soil properties and qualities displayed as thematic maps with a summary table for the soil map units in the selected area of interest. A single value or rating for each map unit is generated by aggregating the interpretive ratings of individual map unit components. This aggregation process is defined for each property or quality. Soil Qualities and Features Soil qualities are behavior and performance attributes that are not directly measured, but are inferred from observations of dynamic conditions and from soil properties. Example soil qualities include natural drainage, and frost action. Soil features are attributes that are not directly part of the soil. Example soil features include slope and depth to restrictive layer. These features can greatly impact the use and management of the soil. Hydrologic Soil Group Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. 26 Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Custom Soil Resource Report 27 28 Custom Soil Resource Report Map—Hydrologic Soil Group 4621100462120046213004621400462150046216004621700462180046211004621200462130046214004621500462160046217004621800384500 384600 384700 384800 384900 385000 385100 385200 385300 385400 385500 385600 385700 384500 384600 384700 384800 384900 385000 385100 385200 385300 385400 385500 385600 385700 41° 44' 25'' N 70° 23' 23'' W41° 44' 25'' N70° 22' 26'' W41° 43' 58'' N 70° 23' 23'' W41° 43' 58'' N 70° 22' 26'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 19N WGS84 0 250 500 1000 1500 Feet 0 50 100 200 300 Meters Map Scale: 1:6,000 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:25,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Barnstable County, Massachusetts Survey Area Data: Version 20, Sep 12, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 10, 2022—Jun 30, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 29 Table—Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 11A Berryland mucky loamy coarse sand, 0 to 2 percent slopes A/D 5.0 4.0% 66A Ipswich - Pawcatuck - Matunuck complex, 0 to 2 percent slopes, very frequently flooded A/D 15.3 12.1% 220B Boxford silt loam, 3 to 8 percent slopes D 0.0 0.0% 252D Carver coarse sand, 15 to 35 percent slopes A 0.8 0.7% 602 Urban land 2.1 1.7% 608 Water, ocean 4.1 3.2% 610 Beaches, sand 8.0 6.4% 612D Hooksan sand, 15 to 35 percent slopes A 56.1 44.5% 613C Hooksan-Dune land complex, 15 to 35 percent slopes A 34.6 27.4% Totals for Area of Interest 126.1 100.0% Rating Options—Hydrologic Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Custom Soil Resource Report 30 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 31 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report 32 t5form11 (3).doc Form 11 – Soil Suitability Assessment for On-Site Sewage Disposal • Page 1 of 5 Commonwealth of Massachusetts City/Town of Barnstable Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal A. Facility Information Town of Barnstable Owner Name 425 Sandy Neck Road Street Address 263 / 001 Map/Lot # Barnstable City MA State 02668 Zip Code B. Site Information 1. (Check one) New Construction Upgrade 2. Soil Survey USDA NRCS Source 602 Soil Map Unit Urban Land Soil Series Terrace Landform None Soil Limitations Excavated & filled land Soil Parent material 3.Surficial Geological Report 2018 USGS Year Published/Source Dune Deposits Map Unit Sand & Fine gravel deposited along the shoreline by waves and currents, and by wind action. Description of Geologic Map Unit: 4. Flood Rate Insurance Map Within a regulatory floodway? Yes No 5.Within a velocity zone? Yes No 6. Within a Mapped Wetland Area? Yes No If yes, MassGIS Wetland Data Layer: Wetland Type 7. Current Water Resource Conditions (USGS):04/25/2023 Month/Day/ Year Range: Above Normal Normal Below Normal 8. Other references reviewed: (Zone II, IWPA, Zone A, EEA Data Portal, etc.) t5form11 (3).doc Form 11 – Soil Suitability Assessment for On-Site Sewage Disposal • Page 2 of 5 Commonwealth of Massachusetts City/Town of Barnstable Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (minimum of two holes required at every proposed primary and reserve disposal area) Deep Observation Hole Number: TP-1 Hole # 4/25/2023 Date 9:45 am Time Cloudy Weather 41.738592 Latitude -70.379666 Longitude 1. Land Use Parking Lot (e.g., woodland, agricultural field, vacant lot, etc.) Dune Grass Vegetation - Surface Stones (e.g., cobbles, stones, boulders, etc.) 0-2% Slope (%) Description of Location:Sandy Neck Beach - Lower Parking Lot 2. Soil Parent Material:Sand & Fine gravel deposits Terrace Landform SU Position on Landscape (SU, SH, BS, FS, TS, Plain) 3. Distances from: Open Water Body >100' feet Drainage Way >100' feet Wetlands >100' feet Property Line >100' feet Drinking Water Well >100' feet Other - feet 4. Unsuitable Materials Present: Yes No If Yes: Disturbed Soil/Fill Material Weathered/Fractured Rock Bedrock 5. Groundwater Observed: Yes No If yes: Depth to Weeping in Hole Depth to Standing Water in Hole Soil Log Redoximorphic Features Coarse Fragments % by VolumeDepth (in)Soil Horizon /Layer Soil Texture (USDA Soil Matrix: Color- Moist (Munsell) Depth Color Percent Gravel Cobbles & Stones Soil Structure Soil Consistence (Moist) Other Cnc :-0-12 Fill ---Dpl: ------- Cnc :-12-144 C Fine Sand 2.5Y 7/3 -Dpl: ---Single Grain Loose - Cnc : Dpl: Cnc : Dpl: Cnc : Dpl: Cnc : Dpl: Additional Notes: t5form11 (3).doc Form 11 – Soil Suitability Assessment for On-Site Sewage Disposal • Page 3 of 5 Commonwealth of Massachusetts City/Town of Barnstable Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (minimum of two holes required at every proposed primary and reserve disposal area) Deep Observation Hole Number: Hole # Date Time Weather Latitude Longitude 1. Land Use: (e.g., woodland, agricultural field, vacant lot, etc.) Vegetation Surface Stones (e.g., cobbles, stones, boulders, etc.) Slope (%) Description of Location: 2. Soil Parent Material: Landform Position on Landscape (SU, SH, BS, FS, TS, Plain) 3. Distances from: Open Water Body feet Drainage Way feet Wetlands feet Property Line feet Drinking Water Well feet Other feet 4. Unsuitable Materials Present: Yes No If Yes: Disturbed Soil/Fill Material Weathered/Fractured Rock Bedrock 5. Groundwater Observed: Yes No If yes: Depth to Weeping in Hole Depth Standing Water in Hole Soil Log Redoximorphic Features Coarse Fragments % by VolumeDepth (in)Soil Horizon /Layer Soil Texture (USDA) Soil Matrix: Color- Moist (Munsell)Depth Color Percent Gravel Cobbles & Stones Soil Structure Soil Consistence (Moist) Other Cnc : Dpl: Cnc : Dpl: Cnc : Dpl: Cnc : Dpl: Cnc : Dpl: Cnc : Dpl: Additional Notes: t5form11 (3).doc Form 11 – Soil Suitability Assessment for On-Site Sewage Disposal • Page 4 of 5 Commonwealth of Massachusetts City/Town of Barnstable Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal D. Determination of High Groundwater Elevation 1. Method Used (Choose one):Obs. Hole #TP-1 Obs. Hole # Depth to soil redoximorphic features >144" inches inches Depth to observed standing water in observation hole inches inches Depth to adjusted seasonal high groundwater (Sh) (USGS methodology) inches inches Index Well Number Reading Date Sh = Sc – [Sr x (OWc – OWmax)/OWr] Obs. Hole/Well# Sc Sr OWc OWmax OWr Sh E. Depth of Pervious Material 1. Depth of Naturally Occurring Pervious Material a. Does at least four feet of naturally occurring pervious material exist in all areas observed throughout the area proposed for the soil absorption system? Yes No b. If yes, at what depth was it observed (exclude O, A, and E Horizons)? Upper boundary: inches Lower boundary: inches c. If no, at what depth was impervious material observed? Upper boundary: inches Lower boundary: inches t5form11 (3).doc Form 11 – Soil Suitability Assessment for On-Site Sewage Disposal • Page 5 of 5 Commonwealth of Massachusetts City/Town of Barnstable Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal F. Certification I certify that I am currently approved by the Department of Environmental Protection pursuant to 310 CMR 15.017 to conduct soil evaluations and that the above analysis has been performed by me consistent with the required training, expertise and experience described in 310 CMR 15.017. I further certify that the results of my soil evaluation, as indicated in the attached Soil Evaluation Form, are accurate and in accordance with 310 CMR 15.100 through 15.107. Signature of Soil Evaluator 4/25/2023 Date Timothy Grace / SE14117 Typed or Printed Name of Soil Evaluator / License # 6/30/2026 Expiration Date of License Name of Approving Authority Witness Approving Authority Note: In accordance with 310 CMR 15.018(2) this form must be submitted to the approving authority within 60 days of the date of field testing, and to the designer and the property owner with Percolation Test Form 12. Field Diagrams: Use this area for field diagrams: APPENDIX D V INSTRUCTIONS:Version 1, Automated: Mar. 4, 2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3. After BMP is selected, TSS Removal and other Columns are automatically completed. Location: B C D E F TSS Removal Starting TSS Amount Remaining BMP1 Rate1 Load* Removed (C*D) Load (D-E) 0.25 1.00 0.25 0.75 Proprietary Treatment Practice 0.89 0.75 0.67 0.08 0.00 0.75 0.00 0.08 0.00 0.75 0.00 0.08 0.00 0.75 0.00 0.08 Total TSS Removal =92% Separate Form Needs to be Completed for Each Outlet or BMP Train Project:Sandy Neck Beach Prepared By:SO *Equals remaining load from previous BMP (E) Date:3/5/2024 which enters the BMPTSS Removal Calculation WorksheetTreatment - Site 1 - Redevelopment Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept. of Environmental Protection Sediment Forebay Treatment - Site 1 - Redevelopment Pretreatment - Site 1 - Redevelopment V INSTRUCTIONS:Version 1, Automated: Mar. 4, 2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3. After BMP is selected, TSS Removal and other Columns are automatically completed. Location: B C D E F TSS Removal Starting TSS Amount Remaining BMP1 Rate1 Load* Removed (C*D) Load (D-E) Subsurface Infiltration Structure 0.80 1.00 0.80 0.20 0.00 0.20 0.00 0.20 0.00 0.20 0.00 0.20 0.00 0.20 0.00 0.20 0.00 0.20 0.00 0.20 Total TSS Removal =80% Separate Form Needs to be Completed for Each Outlet or BMP Train Project:Sandy Neck Beach Prepared By:SO *Equals remaining load from previous BMP (E) Date:3/5/2024 which enters the BMPTSS Removal Calculation WorksheetTreatment - Site 1 - Redevelopment Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept. of Environmental Protection V INSTRUCTIONS:Version 1, Automated: Mar. 4, 2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3. After BMP is selected, TSS Removal and other Columns are automatically completed. Location: B C D E F TSS Removal Starting TSS Amount Remaining BMP1 Rate1 Load* Removed (C*D) Load (D-E) Water Quality Swale - Dry 0.70 1.00 0.70 0.30 Sediment Forebay 0.25 0.30 0.08 0.23 0.00 0.23 0.00 0.23 0.00 0.23 0.00 0.23 0.00 0.23 0.00 0.23 Total TSS Removal =78% Separate Form Needs to be Completed for Each Outlet or BMP Train Project:Sandy Neck Beach Prepared By:SO *Equals remaining load from previous BMP (E) Date:3/5/2024 which enters the BMPTSS Removal Calculation WorksheetPretreatment - Site 1 - New Development Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept. of Environmental Protection V INSTRUCTIONS:Version 1, Automated: Mar. 4, 2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3. After BMP is selected, TSS Removal and other Columns are automatically completed. Location: B C D E F TSS Removal Starting TSS Amount Remaining BMP1 Rate1 Load* Removed (C*D) Load (D-E) Infiltration Basin 0.80 1.00 0.80 0.20 0.00 0.20 0.00 0.20 0.00 0.20 0.00 0.20 0.00 0.20 0.00 0.20 0.00 0.20 0.00 0.20 Total TSS Removal =80% Separate Form Needs to be Completed for Each Outlet or BMP Train Project:Sandy Neck Beach Prepared By:SO *Equals remaining load from previous BMP (E) Date:3/5/2024 which enters the BMPTSS Removal Calculation WorksheetTreatment - Site 1 - New Development Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept. of Environmental Protection V INSTRUCTIONS:Version 1, Automated: Mar. 4, 2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3. After BMP is selected, TSS Removal and other Columns are automatically completed. Location: B C D E F TSS Removal Starting TSS Amount Remaining BMP1 Rate1 Load* Removed (C*D) Load (D-E) Sediment Forebay 0.25 1.00 0.25 0.75 Sediment Forebay 0.25 0.75 0.19 0.56 0.00 0.56 0.00 0.56 0.00 0.56 0.00 0.56 0.00 0.56 0.00 0.56 Total TSS Removal =44% Separate Form Needs to be Completed for Each Outlet or BMP Train Project:Sandy Neck Beach Prepared By:SO *Equals remaining load from previous BMP (E) Date:3/5/2024 which enters the BMPTSS Removal Calculation WorksheetPretreatment - Site 2 Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept. of Environmental Protection V INSTRUCTIONS:Version 1, Automated: Mar. 4, 2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3. After BMP is selected, TSS Removal and other Columns are automatically completed. Location: B C D E F TSS Removal Starting TSS Amount Remaining BMP1 Rate1 Load* Removed (C*D) Load (D-E) Infiltration Basin 0.80 1.00 0.80 0.20 0.00 0.20 0.00 0.20 0.00 0.20 0.00 0.20 0.00 0.20 0.00 0.20 0.00 0.20 0.00 0.20 Total TSS Removal =80% Separate Form Needs to be Completed for Each Outlet or BMP Train Project:Sandy Neck Beach Prepared By:SO *Equals remaining load from previous BMP (E) Date:3/5/2024 which enters the BMPTSS Removal Calculation WorksheetTreatment - Site 2 Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept. of Environmental Protection Project:Sandy Neck Beach Date:3/27/2024 Calculated by:SO Roughness Coefficient 0.012 RCP Checked by:TJG 0.013 HDPE Anticipated Flow (cfs)*Pipe Dia. (in)Pipe Material Pipe Area (sf)Pipe Length (ft) Upstream Invert Downstream Invert Pipe Slope (ft/ft) Hydr. Radius (ft) Full-Pipe Velocity (fps) Full-Pipe Flow (cfs) CB 1 DMH 1 0.25 12 HDPE 0.785 7 19.00 18.90 0.014 0.25 5.44 4.27 CB 2 DMH 1 0.13 12 HDPE 0.785 16 19.00 18.90 0.006 0.25 3.60 2.82 DMH 1 DMH 2 0.38 12 HDPE 0.785 89 18.65 18.20 0.005 0.25 3.23 2.54 DMH 2 DMH 3 4.24 15 HDPE 1.227 10 18.25 18.20 0.005 0.31 3.73 4.58 DMH 3 INFILL 1 4.24 15 HDPE 1.227 5 17.95 17.90 0.010 0.31 5.28 6.48 INFIL 1 DMH 4 1.21 15 HDPE 1.227 11 17.65 17.50 0.014 0.31 6.16 7.56 DMH 4 EXIST DMH 1 1.21 15 HDPE 1.227 38 17.40 17.20 0.005 0.31 3.83 4.70 Upstream Structure Downstream Structure Pipe Material Project Information & Location Project Name Sandy Neck Beach Project Number B0633 City State/ Province Massachusetts Country United States of America Date 1/25/2024 Designer Information EOR Information (optional) Name Samet Ozturk Name Company Tighe & Bond Company Phone #413-562-1600 Phone # Email sozturk@tighebond.com Email The recommended Stormceptor Model(s) which achieve or exceed the user defined water quality objective for each site within the project are listed in the below Sizing Summary table. Site Name Beach Parking Lot Recommended Stormceptor Model STC 450i Target TSS Removal (%)80.0 TSS Removal (%) Provided 89 PSD F-95 Sand Rainfall Station HYANNIS The recommended Stormceptor model achieves the water quality objectives based on the selected inputs, historical rainfall records and selected particle size distribution. Detailed Stormceptor Sizing Report ±Beach Parking Lot Stormceptor Sizing Summary Stormceptor Model % TSS Removal Provided STC 450i 89 STC 900 94 STC 1200 94 STC 1800 94 STC 2400 96 STC 3600 96 STC 4800 97 STC 6000 97 STC 7200 98 STC 11000 99 STC 13000 99 STC 16000 99 Stormwater Treatment Recommendation Detailed Sizing Report ±Page 1 of 7Stormceptor Notes Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor, which uses the EPA Rainfall and Runoff modules. Design estimates listed are only representative of specific project requirements based on total suspended solids (TSS) removal defined by the selected PSD, and based on stable site conditions only, after construction is completed. For submerged applications or sites specific to spill control, please contact your local Stormceptor representative for further design assistance. Hydrology Analysis PCSWMM for Stormceptor calculates annual hydrology with the US EPA SWMM and local continuous historical rainfall data. Performance calculations of Stormceptor are based on the average annual removal of TSS for the selected site parameters. The Stormceptor is engineered to capture sediment particles by treating the required average annual runoff volume, ensuring positive removal efficiency is maintained during each rainfall event, and preventing negative removal efficiency (scour). Smaller recurring storms account for the majority of rainfall events and average annual runoff volume, as observed in the historical rainfall data analyses presented in this section. Rainfall Station State/Province Massachusetts Total Number of Rainfall Events 1268 Rainfall Station Name HYANNIS Total Rainfall (in)531.6 Station ID #3821 Average Annual Rainfall (in)33.2 Coordinates 41°24'0"N, 70°10'47"W Total Evaporation (in)20.1 Elevation (ft)50 Total Infiltration (in)182.1 Years of Rainfall Data 14 Total Rainfall that is Runoff (in)329.4 Stormceptor The Stormceptor oil and sediment separator is sized to treat stormwater runoff by removing pollutants through gravity separation and flotation. Stormceptor¶s patented design generates positive TSS removal for each rainfall event, including large storms. Significant levels of pollutants such as heavy metals, free oils and nutrients are prevented from entering natural water resources and the re-suspension of previously captured sediment (scour) does not occur. Stormceptor provides a high level of TSS removal for small frequent storm events that represent the majority of annual rainfall volume and pollutant load. Positive treatment continues for large infrequent events, however, such events have little impact on the average annual TSS removal as they represent a small percentage of the total runoff volume and pollutant load. Design Methodology Stormceptor is sized using PCSWMM for Stormceptor, a continuous simulation model based on US EPA SWMM. The program calculates hydrology using local historical rainfall data and specified site parameters. With US EPA SWMM¶s precision, every Stormceptor unit is designed to achieve a defined water quality objective. The TSS removal data presented follows US EPA guidelines to reduce the average annual TSS load. The Stormceptor¶s unit process for TSS removal is settling. The settling model calculates TSS removal by analyzing: Site parameters Continuous historical rainfall data, including duration, distribution, peaks & inter-event dry periods Particle size distribution, and associated settling velocities (Stokes Law, corrected for drag) TSS load Detention time of the system Detailed Sizing Report ±Page 2 of 7Stormceptor Drainage Area Total Area (acres)0.96 Imperviousness %65.4 Water Quality Objective TSS Removal (%)80.0 Runoff Volume Capture (%) Oil Spill Capture Volume (Gal) Peak Conveyed Flow Rate (CFS) Water Quality Flow Rate (CFS) Design Details Stormceptor Inlet Invert Elev (ft) Stormceptor Outlet Invert Elev (ft) Stormceptor Rim Elev (ft) Normal Water Level Elevation (ft) Pipe Diameter (in)15 Pipe Material HDPE - plastic Multiple Inlets (Y/N)No Grate Inlet (Y/N)No Particle Size Distribution (PSD) Removing the smallest fraction of particulates from runoff ensures the majority of pollutants, such as metals, hydrocarbons and nutrients are captured. The table below identifies the Particle Size Distribution (PSD) that was selected to define TSS removal for the Stormceptor design. F-95 Sand Particle Diameter (microns) Distribution %Specific Gravity 1.0 0.0 2.65 53.0 3.0 2.65 75.0 15.0 2.65 106.0 42.0 2.65 150.0 30.0 2.65 212.0 9.0 2.65 300.0 1.0 2.65 425.0 0.0 2.65 600.0 0.0 2.65 Up Stream Storage Storage (ac-ft)Discharge (cfs) 0.000 0.000 Up Stream Flow Diversion Max. Flow to Stormceptor (cfs) Detailed Sizing Report ±Page 3 of 7Stormceptor Site Name Beach Parking Lot Site Details Drainage Area Total Area (acres)0.96 Imperviousness %65.4 Infiltration Parameters Horton¶s equation is used to estimate infiltration Max. Infiltration Rate (in/hr)2.44 Min. Infiltration Rate (in/hr)0.4 Decay Rate (1/sec)0.00055 Regeneration Rate (1/sec)0.01 Surface Characteristics Width (ft)409.00 Slope %2 Impervious Depression Storage (in)0.02 Pervious Depression Storage (in)0.2 Impervious Manning¶s n 0.015 Pervious Manning¶s n 0.25 Evaporation Daily Evaporation Rate (in/day)0.1 Dry Weather Flow Dry Weather Flow (cfs)0 Maintenance Frequency Maintenance Frequency (months) >12 Winter Months Winter Infiltration 0 TSS Loading Parameters TSS Loading Function Buildup/Wash-off Parameters Target Event Mean Conc. (EMC) mg/L Exponential Buildup Power Exponential Washoff Exponent TSS Availability Parameters Availability Constant A Availability Factor B Availability Exponent C Min. Particle Size Affected by Availability (micron) Detailed Sizing Report ±Page 4 of 7Stormceptor Cumulative Runoff Volume by Runoff Rate Runoff Rate (cfs)Runoff Volume (ft³)Volume Over (ft³)Cumulative Runoff Volume (%) 0.035 519260 636037 44.9 0.141 959215 196082 83.0 0.318 1082167 73132 93.7 0.565 1125312 29988 97.4 0.883 1142763 12538 98.9 1.271 1148846 6455 99.4 1.730 1151653 3648 99.7 2.260 1152621 2680 99.8 2.860 1153361 1940 99.8 3.531 1153964 1337 99.9 4.273 1154632 669 99.9 5.085 1155159 142 100.0 Detailed Sizing Report ±Page 5 of 7Stormceptor Rainfall Event Analysis Rainfall Depth (in)No. of Events Percentage of Total Events (%) Total Volume (in)Percentage of Annual Volume (%) 0.25 711 56.1 71 13.4 0.50 204 16.1 74 14.0 0.75 141 11.1 88 16.5 1.00 81 6.4 72 13.5 1.25 51 4.0 57 10.7 1.50 20 1.6 28 5.2 1.75 14 1.1 23 4.3 2.00 12 0.9 22 4.2 2.25 7 0.6 15 2.8 2.50 7 0.6 17 3.2 2.75 4 0.3 11 2.0 3.00 4 0.3 12 2.2 3.25 3 0.2 9 1.8 3.50 2 0.2 7 1.3 3.75 2 0.2 7 1.3 4.00 3 0.2 12 2.2 4.25 2 0.2 8 1.6 4.50 0 0.0 0 0.0 4.75 0 0.0 0 0.0 Detailed Sizing Report ±Page 6 of 7Stormceptor For Stormceptor Specifications and Drawings Please Visit: https://www.conteches.com/technical-guides/search?filter=1WBC0O5EYX Detailed Sizing Report ±Page 7 of 7Stormceptor EXISTING CONDITIONS HYDROLOGY SITE - 1 1S 2S 3S 4S5S 6S 7S 8S 9S DP-1 Off-site Runoff Sandy Neck Road DP-2 Exist Sandy Neck Drain System DP-3 Off-site Runoff- West DP-4 EXIST.LEACHING CB-1 DP-5 Off-Site Runoff North DP-6 Exist. Lower Parking Lot DP-7 Wetland - South DP-8 Exist. Basin - East 5P CB EXIST.CB-2 6P CB EXIST.CB-3 Routing Diagram for ExistingConditions - Site 1 Prepared by Tighe & Bond Consulting, Printed 3/28/2024 HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 2HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 1.732 98 Paved parking, HSG A (1S, 3S, 4S, 5S, 6S, 7S) 0.052 98 Roof, HSG A (7S) 0.075 39 Sand cover, Good, HSG A (1S) 5.137 39 Sand cover, HSG A (2S, 3S, 4S, 5S, 6S, 7S, 8S, 9S) 6.996 54 TOTAL AREA ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 3HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 6.996 HSG A 1S, 2S, 3S, 4S, 5S, 6S, 7S, 8S, 9S 0.000 HSG B 0.000 HSG C 0.000 HSG D 0.000 Other 6.996 TOTAL AREA ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 4HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 1.732 0.000 0.000 0.000 0.000 1.732 Paved parking 1S, 3S, 4S, 5S, 6S, 7S 0.052 0.000 0.000 0.000 0.000 0.052 Roof 7S 5.137 0.000 0.000 0.000 0.000 5.137 Sand cover 2S, 3S, 4S, 5S, 6S, 7S, 8S, 9S 0.075 0.000 0.000 0.000 0.000 0.075 Sand cover, Good 1S 6.996 0.000 0.000 0.000 0.000 6.996 TOTAL AREA Type III 24-hr 2-Year Rainfall=3.39"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 5HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Time span=1.00-20.00 hrs, dt=0.05 hrs, 381 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=13,452 sf 75.77% Impervious Runoff Depth>1.72"Subcatchment 1S: Tc=6.0 min CN=84 Runoff=0.65 cfs 0.044 af Runoff Area=4,094 sf 0.00% Impervious Runoff Depth>0.00"Subcatchment 2S: Tc=6.0 min CN=39 Runoff=0.00 cfs 0.000 af Runoff Area=3,163 sf 63.77% Impervious Runoff Depth>1.24"Subcatchment 3S: Tc=6.0 min CN=77 Runoff=0.11 cfs 0.008 af Runoff Area=2,692 sf 39.12% Impervious Runoff Depth>0.50"Subcatchment 4S: Tc=6.0 min CN=62 Runoff=0.03 cfs 0.003 af Runoff Area=8,203 sf 94.20% Impervious Runoff Depth>2.69"Subcatchment 5S: Tc=6.0 min CN=95 Runoff=0.58 cfs 0.042 af Runoff Area=69,534 sf 70.56% Impervious Runoff Depth>1.50"Subcatchment 6S: Tc=6.0 min CN=81 Runoff=2.96 cfs 0.200 af Runoff Area=122,233 sf 6.27% Impervious Runoff Depth>0.03"Subcatchment 7S: Tc=6.0 min CN=43 Runoff=0.01 cfs 0.006 af Runoff Area=50,208 sf 0.00% Impervious Runoff Depth>0.00"Subcatchment 8S: Tc=6.0 min CN=39 Runoff=0.00 cfs 0.000 af Runoff Area=31,162 sf 0.00% Impervious Runoff Depth>0.00"Subcatchment 9S: Tc=6.0 min CN=39 Runoff=0.00 cfs 0.000 af Inflow=0.03 cfs 0.003 afReach DP-1: Off-site Runoff Sandy Neck Road Outflow=0.03 cfs 0.003 af Inflow=0.69 cfs 0.050 afReach DP-2: Exist Sandy Neck Drain System Outflow=0.69 cfs 0.050 af Inflow=0.00 cfs 0.000 afReach DP-3: Off-site Runoff- West Outflow=0.00 cfs 0.000 af Inflow=0.65 cfs 0.044 afReach DP-4: EXIST.LEACHING CB-1 Outflow=0.65 cfs 0.044 af Inflow=0.00 cfs 0.000 afReach DP-5: Off-Site Runoff North Outflow=0.00 cfs 0.000 af Inflow=2.96 cfs 0.200 afReach DP-6: Exist. Lower Parking Lot Outflow=2.96 cfs 0.200 af Inflow=0.01 cfs 0.006 afReach DP-7: Wetland - South Outflow=0.01 cfs 0.006 af Type III 24-hr 2-Year Rainfall=3.39"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 6HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Inflow=0.00 cfs 0.000 afReach DP-8: Exist. Basin - East Outflow=0.00 cfs 0.000 af Peak Elev=17.88' Inflow=0.11 cfs 0.008 afPond 5P: EXIST.CB-2 12.0" Round Culvert n=0.013 L=17.0' S=0.0241 '/' Outflow=0.11 cfs 0.008 af Peak Elev=17.74' Inflow=0.69 cfs 0.050 afPond 6P: EXIST.CB-3 12.0" Round Culvert n=0.013 L=11.5' S=0.0713 '/' Outflow=0.69 cfs 0.050 af Total Runoff Area = 6.996 ac Runoff Volume = 0.302 af Average Runoff Depth = 0.52" 74.50% Pervious = 5.212 ac 25.50% Impervious = 1.784 ac Type III 24-hr 2-Year Rainfall=3.39"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 7HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 0.65 cfs @ 12.09 hrs, Volume= 0.044 af, Depth> 1.72" Routed to Reach DP-4 : EXIST.LEACHING CB-1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39" Area (sf) CN Description 10,193 98 Paved parking, HSG A * 3,259 39 Sand cover, Good, HSG A 13,452 84 Weighted Average 3,259 24.23% Pervious Area 10,193 75.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC = 6 Type III 24-hr 2-Year Rainfall=3.39"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 8HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: [73] Warning: Peak may fall outside time span Runoff = 0.00 cfs @ 20.00 hrs, Volume= 0.000 af, Depth> 0.00" Routed to Reach DP-3 : Off-site Runoff- West Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39" Area (sf) CN Description * 4,094 39 Sand cover, HSG A 4,094 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC = 6 Type III 24-hr 2-Year Rainfall=3.39"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 9HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Runoff = 0.11 cfs @ 12.10 hrs, Volume= 0.008 af, Depth> 1.24" Routed to Pond 5P : EXIST.CB-2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39" Area (sf) CN Description 2,017 98 Paved parking, HSG A * 1,146 39 Sand cover, HSG A 3,163 77 Weighted Average 1,146 36.23% Pervious Area 2,017 63.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC = 6 Type III 24-hr 2-Year Rainfall=3.39"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 10HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Runoff = 0.03 cfs @ 12.12 hrs, Volume= 0.003 af, Depth> 0.50" Routed to Reach DP-1 : Off-site Runoff Sandy Neck Road Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39" Area (sf) CN Description 1,053 98 Paved parking, HSG A * 1,639 39 Sand cover, HSG A 2,692 62 Weighted Average 1,639 60.88% Pervious Area 1,053 39.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC = 6 Type III 24-hr 2-Year Rainfall=3.39"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 11HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Runoff = 0.58 cfs @ 12.09 hrs, Volume= 0.042 af, Depth> 2.69" Routed to Pond 6P : EXIST.CB-3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39" Area (sf) CN Description 7,727 98 Paved parking, HSG A * 476 39 Sand cover, HSG A 8,203 95 Weighted Average 476 5.80% Pervious Area 7,727 94.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC = 6 Type III 24-hr 2-Year Rainfall=3.39"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 12HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Runoff = 2.96 cfs @ 12.09 hrs, Volume= 0.200 af, Depth> 1.50" Routed to Reach DP-6 : Exist. Lower Parking Lot Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39" Area (sf) CN Description 49,063 98 Paved parking, HSG A * 20,471 39 Sand cover, HSG A 69,534 81 Weighted Average 20,471 29.44% Pervious Area 49,063 70.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC = 6 Type III 24-hr 2-Year Rainfall=3.39"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 13HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Runoff = 0.01 cfs @ 15.55 hrs, Volume= 0.006 af, Depth> 0.03" Routed to Reach DP-7 : Wetland - South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39" Area (sf) CN Description 5,412 98 Paved parking, HSG A * 114,571 39 Sand cover, HSG A * 2,250 98 Roof, HSG A 122,233 43 Weighted Average 114,571 93.73% Pervious Area 7,662 6.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC = 6 Type III 24-hr 2-Year Rainfall=3.39"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 14HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: [73] Warning: Peak may fall outside time span Runoff = 0.00 cfs @ 20.00 hrs, Volume= 0.000 af, Depth> 0.00" Routed to Reach DP-5 : Off-Site Runoff North Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39" Area (sf) CN Description * 50,208 39 Sand cover, HSG A 50,208 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC = 6 Type III 24-hr 2-Year Rainfall=3.39"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 15HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: [73] Warning: Peak may fall outside time span Runoff = 0.00 cfs @ 20.00 hrs, Volume= 0.000 af, Depth> 0.00" Routed to Reach DP-8 : Exist. Basin - East Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39" Area (sf) CN Description * 31,162 39 Sand cover, HSG A 31,162 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC = 6 Type III 24-hr 2-Year Rainfall=3.39"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 16HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-1: Off-site Runoff Sandy Neck Road [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.062 ac, 39.12% Impervious, Inflow Depth > 0.50" for 2-Year event Inflow = 0.03 cfs @ 12.12 hrs, Volume= 0.003 af Outflow = 0.03 cfs @ 12.12 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 17HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-2: Exist Sandy Neck Drain System [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.261 ac, 85.73% Impervious, Inflow Depth > 2.28" for 2-Year event Inflow = 0.69 cfs @ 12.09 hrs, Volume= 0.050 af Outflow = 0.69 cfs @ 12.09 hrs, Volume= 0.050 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 18HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-3: Off-site Runoff- West [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.094 ac, 0.00% Impervious, Inflow Depth > 0.00" for 2-Year event Inflow = 0.00 cfs @ 20.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 20.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 19HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-4: EXIST.LEACHING CB-1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.309 ac, 75.77% Impervious, Inflow Depth > 1.72" for 2-Year event Inflow = 0.65 cfs @ 12.09 hrs, Volume= 0.044 af Outflow = 0.65 cfs @ 12.09 hrs, Volume= 0.044 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 20HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-5: Off-Site Runoff North [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.153 ac, 0.00% Impervious, Inflow Depth > 0.00" for 2-Year event Inflow = 0.00 cfs @ 20.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 20.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 21HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-6: Exist. Lower Parking Lot [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.596 ac, 70.56% Impervious, Inflow Depth > 1.50" for 2-Year event Inflow = 2.96 cfs @ 12.09 hrs, Volume= 0.200 af Outflow = 2.96 cfs @ 12.09 hrs, Volume= 0.200 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 22HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-7: Wetland - South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.806 ac, 6.27% Impervious, Inflow Depth > 0.03" for 2-Year event Inflow = 0.01 cfs @ 15.55 hrs, Volume= 0.006 af Outflow = 0.01 cfs @ 15.55 hrs, Volume= 0.006 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 23HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-8: Exist. Basin - East [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.715 ac, 0.00% Impervious, Inflow Depth > 0.00" for 2-Year event Inflow = 0.00 cfs @ 20.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 20.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 24HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: EXIST.CB-2 [57] Hint: Peaked at 17.88' (Flood elevation advised) Inflow Area = 0.073 ac, 63.77% Impervious, Inflow Depth > 1.24" for 2-Year event Inflow = 0.11 cfs @ 12.10 hrs, Volume= 0.008 af Outflow = 0.11 cfs @ 12.10 hrs, Volume= 0.008 af, Atten= 0%, Lag= 0.0 min Primary = 0.11 cfs @ 12.10 hrs, Volume= 0.008 af Routed to Pond 6P : EXIST.CB-3 Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 17.88' @ 12.10 hrs Device Routing Invert Outlet Devices #1 Primary 17.70'12.0" Round Culvert L= 17.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 17.70' / 17.29' S= 0.0241 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.11 cfs @ 12.10 hrs HW=17.88' (Free Discharge) 1=Culvert (Inlet Controls 0.11 cfs @ 1.14 fps) Type III 24-hr 2-Year Rainfall=3.39"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 25HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 6P: EXIST.CB-3 [57] Hint: Peaked at 17.74' (Flood elevation advised) [79] Warning: Submerged Pond 5P Primary device # 1 INLET by 0.03' Inflow Area = 0.261 ac, 85.73% Impervious, Inflow Depth > 2.28" for 2-Year event Inflow = 0.69 cfs @ 12.09 hrs, Volume= 0.050 af Outflow = 0.69 cfs @ 12.09 hrs, Volume= 0.050 af, Atten= 0%, Lag= 0.0 min Primary = 0.69 cfs @ 12.09 hrs, Volume= 0.050 af Routed to Reach DP-2 : Exist Sandy Neck Drain System Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 17.74' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 17.26'12.0" Round Culvert L= 11.5' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 17.26' / 16.44' S= 0.0713 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.67 cfs @ 12.09 hrs HW=17.73' (Free Discharge) 1=Culvert (Inlet Controls 0.67 cfs @ 1.84 fps) Type III 24-hr 10-Year Rainfall=4.95"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 26HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Time span=1.00-20.00 hrs, dt=0.05 hrs, 381 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=13,452 sf 75.77% Impervious Runoff Depth>3.03"Subcatchment 1S: Tc=6.0 min CN=84 Runoff=1.14 cfs 0.078 af Runoff Area=4,094 sf 0.00% Impervious Runoff Depth>0.15"Subcatchment 2S: Tc=6.0 min CN=39 Runoff=0.00 cfs 0.001 af Runoff Area=3,163 sf 63.77% Impervious Runoff Depth>2.40"Subcatchment 3S: Tc=6.0 min CN=77 Runoff=0.22 cfs 0.015 af Runoff Area=2,692 sf 39.12% Impervious Runoff Depth>1.28"Subcatchment 4S: Tc=6.0 min CN=62 Runoff=0.09 cfs 0.007 af Runoff Area=8,203 sf 94.20% Impervious Runoff Depth>4.15"Subcatchment 5S: Tc=6.0 min CN=95 Runoff=0.87 cfs 0.065 af Runoff Area=69,534 sf 70.56% Impervious Runoff Depth>2.75"Subcatchment 6S: Tc=6.0 min CN=81 Runoff=5.39 cfs 0.366 af Runoff Area=122,233 sf 6.27% Impervious Runoff Depth>0.28"Subcatchment 7S: Tc=6.0 min CN=43 Runoff=0.36 cfs 0.066 af Runoff Area=50,208 sf 0.00% Impervious Runoff Depth>0.15"Subcatchment 8S: Tc=6.0 min CN=39 Runoff=0.04 cfs 0.014 af Runoff Area=31,162 sf 0.00% Impervious Runoff Depth>0.15"Subcatchment 9S: Tc=6.0 min CN=39 Runoff=0.02 cfs 0.009 af Inflow=0.09 cfs 0.007 afReach DP-1: Off-site Runoff Sandy Neck Road Outflow=0.09 cfs 0.007 af Inflow=1.08 cfs 0.080 afReach DP-2: Exist Sandy Neck Drain System Outflow=1.08 cfs 0.080 af Inflow=0.00 cfs 0.001 afReach DP-3: Off-site Runoff- West Outflow=0.00 cfs 0.001 af Inflow=1.14 cfs 0.078 afReach DP-4: EXIST.LEACHING CB-1 Outflow=1.14 cfs 0.078 af Inflow=0.04 cfs 0.014 afReach DP-5: Off-Site Runoff North Outflow=0.04 cfs 0.014 af Inflow=5.39 cfs 0.366 afReach DP-6: Exist. Lower Parking Lot Outflow=5.39 cfs 0.366 af Inflow=0.36 cfs 0.066 afReach DP-7: Wetland - South Outflow=0.36 cfs 0.066 af Type III 24-hr 10-Year Rainfall=4.95"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 27HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Inflow=0.02 cfs 0.009 afReach DP-8: Exist. Basin - East Outflow=0.02 cfs 0.009 af Peak Elev=17.96' Inflow=0.22 cfs 0.015 afPond 5P: EXIST.CB-2 12.0" Round Culvert n=0.013 L=17.0' S=0.0241 '/' Outflow=0.22 cfs 0.015 af Peak Elev=17.88' Inflow=1.08 cfs 0.080 afPond 6P: EXIST.CB-3 12.0" Round Culvert n=0.013 L=11.5' S=0.0713 '/' Outflow=1.08 cfs 0.080 af Total Runoff Area = 6.996 ac Runoff Volume = 0.621 af Average Runoff Depth = 1.06" 74.50% Pervious = 5.212 ac 25.50% Impervious = 1.784 ac Type III 24-hr 10-Year Rainfall=4.95"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 28HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 1.14 cfs @ 12.09 hrs, Volume= 0.078 af, Depth> 3.03" Routed to Reach DP-4 : EXIST.LEACHING CB-1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95" Area (sf) CN Description 10,193 98 Paved parking, HSG A * 3,259 39 Sand cover, Good, HSG A 13,452 84 Weighted Average 3,259 24.23% Pervious Area 10,193 75.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC = 6 Type III 24-hr 10-Year Rainfall=4.95"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 29HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Runoff = 0.00 cfs @ 12.49 hrs, Volume= 0.001 af, Depth> 0.15" Routed to Reach DP-3 : Off-site Runoff- West Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95" Area (sf) CN Description * 4,094 39 Sand cover, HSG A 4,094 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC = 6 Type III 24-hr 10-Year Rainfall=4.95"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 30HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Runoff = 0.22 cfs @ 12.09 hrs, Volume= 0.015 af, Depth> 2.40" Routed to Pond 5P : EXIST.CB-2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95" Area (sf) CN Description 2,017 98 Paved parking, HSG A * 1,146 39 Sand cover, HSG A 3,163 77 Weighted Average 1,146 36.23% Pervious Area 2,017 63.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC = 6 Type III 24-hr 10-Year Rainfall=4.95"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 31HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Runoff = 0.09 cfs @ 12.10 hrs, Volume= 0.007 af, Depth> 1.28" Routed to Reach DP-1 : Off-site Runoff Sandy Neck Road Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95" Area (sf) CN Description 1,053 98 Paved parking, HSG A * 1,639 39 Sand cover, HSG A 2,692 62 Weighted Average 1,639 60.88% Pervious Area 1,053 39.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC = 6 Type III 24-hr 10-Year Rainfall=4.95"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 32HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Runoff = 0.87 cfs @ 12.09 hrs, Volume= 0.065 af, Depth> 4.15" Routed to Pond 6P : EXIST.CB-3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95" Area (sf) CN Description 7,727 98 Paved parking, HSG A * 476 39 Sand cover, HSG A 8,203 95 Weighted Average 476 5.80% Pervious Area 7,727 94.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC = 6 Type III 24-hr 10-Year Rainfall=4.95"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 33HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Runoff = 5.39 cfs @ 12.09 hrs, Volume= 0.366 af, Depth> 2.75" Routed to Reach DP-6 : Exist. Lower Parking Lot Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95" Area (sf) CN Description 49,063 98 Paved parking, HSG A * 20,471 39 Sand cover, HSG A 69,534 81 Weighted Average 20,471 29.44% Pervious Area 49,063 70.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC = 6 Type III 24-hr 10-Year Rainfall=4.95"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 34HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Runoff = 0.36 cfs @ 12.36 hrs, Volume= 0.066 af, Depth> 0.28" Routed to Reach DP-7 : Wetland - South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95" Area (sf) CN Description 5,412 98 Paved parking, HSG A * 114,571 39 Sand cover, HSG A * 2,250 98 Roof, HSG A 122,233 43 Weighted Average 114,571 93.73% Pervious Area 7,662 6.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC = 6 Type III 24-hr 10-Year Rainfall=4.95"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 35HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Runoff = 0.04 cfs @ 12.49 hrs, Volume= 0.014 af, Depth> 0.15" Routed to Reach DP-5 : Off-Site Runoff North Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95" Area (sf) CN Description * 50,208 39 Sand cover, HSG A 50,208 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC = 6 Type III 24-hr 10-Year Rainfall=4.95"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 36HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: Runoff = 0.02 cfs @ 12.49 hrs, Volume= 0.009 af, Depth> 0.15" Routed to Reach DP-8 : Exist. Basin - East Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95" Area (sf) CN Description * 31,162 39 Sand cover, HSG A 31,162 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC = 6 Type III 24-hr 10-Year Rainfall=4.95"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 37HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-1: Off-site Runoff Sandy Neck Road [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.062 ac, 39.12% Impervious, Inflow Depth > 1.28" for 10-Year event Inflow = 0.09 cfs @ 12.10 hrs, Volume= 0.007 af Outflow = 0.09 cfs @ 12.10 hrs, Volume= 0.007 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 38HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-2: Exist Sandy Neck Drain System [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.261 ac, 85.73% Impervious, Inflow Depth > 3.67" for 10-Year event Inflow = 1.08 cfs @ 12.09 hrs, Volume= 0.080 af Outflow = 1.08 cfs @ 12.09 hrs, Volume= 0.080 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 39HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-3: Off-site Runoff- West [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.094 ac, 0.00% Impervious, Inflow Depth > 0.15" for 10-Year event Inflow = 0.00 cfs @ 12.49 hrs, Volume= 0.001 af Outflow = 0.00 cfs @ 12.49 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 40HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-4: EXIST.LEACHING CB-1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.309 ac, 75.77% Impervious, Inflow Depth > 3.03" for 10-Year event Inflow = 1.14 cfs @ 12.09 hrs, Volume= 0.078 af Outflow = 1.14 cfs @ 12.09 hrs, Volume= 0.078 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 41HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-5: Off-Site Runoff North [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.153 ac, 0.00% Impervious, Inflow Depth > 0.15" for 10-Year event Inflow = 0.04 cfs @ 12.49 hrs, Volume= 0.014 af Outflow = 0.04 cfs @ 12.49 hrs, Volume= 0.014 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 42HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-6: Exist. Lower Parking Lot [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.596 ac, 70.56% Impervious, Inflow Depth > 2.75" for 10-Year event Inflow = 5.39 cfs @ 12.09 hrs, Volume= 0.366 af Outflow = 5.39 cfs @ 12.09 hrs, Volume= 0.366 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 43HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-7: Wetland - South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.806 ac, 6.27% Impervious, Inflow Depth > 0.28" for 10-Year event Inflow = 0.36 cfs @ 12.36 hrs, Volume= 0.066 af Outflow = 0.36 cfs @ 12.36 hrs, Volume= 0.066 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 44HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-8: Exist. Basin - East [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.715 ac, 0.00% Impervious, Inflow Depth > 0.15" for 10-Year event Inflow = 0.02 cfs @ 12.49 hrs, Volume= 0.009 af Outflow = 0.02 cfs @ 12.49 hrs, Volume= 0.009 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 45HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: EXIST.CB-2 [57] Hint: Peaked at 17.96' (Flood elevation advised) Inflow Area = 0.073 ac, 63.77% Impervious, Inflow Depth > 2.40" for 10-Year event Inflow = 0.22 cfs @ 12.09 hrs, Volume= 0.015 af Outflow = 0.22 cfs @ 12.09 hrs, Volume= 0.015 af, Atten= 0%, Lag= 0.0 min Primary = 0.22 cfs @ 12.09 hrs, Volume= 0.015 af Routed to Pond 6P : EXIST.CB-3 Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 17.96' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 17.70'12.0" Round Culvert L= 17.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 17.70' / 17.29' S= 0.0241 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.21 cfs @ 12.09 hrs HW=17.95' (Free Discharge) 1=Culvert (Inlet Controls 0.21 cfs @ 1.35 fps) Type III 24-hr 10-Year Rainfall=4.95"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 46HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 6P: EXIST.CB-3 [57] Hint: Peaked at 17.88' (Flood elevation advised) [79] Warning: Submerged Pond 5P Primary device # 1 INLET by 0.18' Inflow Area = 0.261 ac, 85.73% Impervious, Inflow Depth > 3.67" for 10-Year event Inflow = 1.08 cfs @ 12.09 hrs, Volume= 0.080 af Outflow = 1.08 cfs @ 12.09 hrs, Volume= 0.080 af, Atten= 0%, Lag= 0.0 min Primary = 1.08 cfs @ 12.09 hrs, Volume= 0.080 af Routed to Reach DP-2 : Exist Sandy Neck Drain System Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 17.88' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 17.26'12.0" Round Culvert L= 11.5' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 17.26' / 16.44' S= 0.0713 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.05 cfs @ 12.09 hrs HW=17.87' (Free Discharge) 1=Culvert (Inlet Controls 1.05 cfs @ 2.10 fps) Type III 24-hr 100-Year Rainfall=7.42"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 47HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Time span=1.00-20.00 hrs, dt=0.05 hrs, 381 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=13,452 sf 75.77% Impervious Runoff Depth>5.23"Subcatchment 1S: Tc=6.0 min CN=84 Runoff=1.91 cfs 0.135 af Runoff Area=4,094 sf 0.00% Impervious Runoff Depth>0.80"Subcatchment 2S: Tc=6.0 min CN=39 Runoff=0.06 cfs 0.006 af Runoff Area=3,163 sf 63.77% Impervious Runoff Depth>4.45"Subcatchment 3S: Tc=6.0 min CN=77 Runoff=0.39 cfs 0.027 af Runoff Area=2,692 sf 39.12% Impervious Runoff Depth>2.87"Subcatchment 4S: Tc=6.0 min CN=62 Runoff=0.22 cfs 0.015 af Runoff Area=8,203 sf 94.20% Impervious Runoff Depth>6.50"Subcatchment 5S: Tc=6.0 min CN=95 Runoff=1.32 cfs 0.102 af Runoff Area=69,534 sf 70.56% Impervious Runoff Depth>4.89"Subcatchment 6S: Tc=6.0 min CN=81 Runoff=9.37 cfs 0.651 af Runoff Area=122,233 sf 6.27% Impervious Runoff Depth>1.12"Subcatchment 7S: Tc=6.0 min CN=43 Runoff=3.02 cfs 0.261 af Runoff Area=50,208 sf 0.00% Impervious Runoff Depth>0.80"Subcatchment 8S: Tc=6.0 min CN=39 Runoff=0.68 cfs 0.077 af Runoff Area=31,162 sf 0.00% Impervious Runoff Depth>0.80"Subcatchment 9S: Tc=6.0 min CN=39 Runoff=0.42 cfs 0.048 af Inflow=0.22 cfs 0.015 afReach DP-1: Off-site Runoff Sandy Neck Road Outflow=0.22 cfs 0.015 af Inflow=1.71 cfs 0.129 afReach DP-2: Exist Sandy Neck Drain System Outflow=1.71 cfs 0.129 af Inflow=0.06 cfs 0.006 afReach DP-3: Off-site Runoff- West Outflow=0.06 cfs 0.006 af Inflow=1.91 cfs 0.135 afReach DP-4: EXIST.LEACHING CB-1 Outflow=1.91 cfs 0.135 af Inflow=0.68 cfs 0.077 afReach DP-5: Off-Site Runoff North Outflow=0.68 cfs 0.077 af Inflow=9.37 cfs 0.651 afReach DP-6: Exist. Lower Parking Lot Outflow=9.37 cfs 0.651 af Inflow=3.02 cfs 0.261 afReach DP-7: Wetland - South Outflow=3.02 cfs 0.261 af Type III 24-hr 100-Year Rainfall=7.42"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 48HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Inflow=0.42 cfs 0.048 afReach DP-8: Exist. Basin - East Outflow=0.42 cfs 0.048 af Peak Elev=18.05' Inflow=0.39 cfs 0.027 afPond 5P: EXIST.CB-2 12.0" Round Culvert n=0.013 L=17.0' S=0.0241 '/' Outflow=0.39 cfs 0.027 af Peak Elev=18.09' Inflow=1.71 cfs 0.129 afPond 6P: EXIST.CB-3 12.0" Round Culvert n=0.013 L=11.5' S=0.0713 '/' Outflow=1.71 cfs 0.129 af Total Runoff Area = 6.996 ac Runoff Volume = 1.321 af Average Runoff Depth = 2.27" 74.50% Pervious = 5.212 ac 25.50% Impervious = 1.784 ac Type III 24-hr 100-Year Rainfall=7.42"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 49HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 1.91 cfs @ 12.09 hrs, Volume= 0.135 af, Depth> 5.23" Routed to Reach DP-4 : EXIST.LEACHING CB-1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42" Area (sf) CN Description 10,193 98 Paved parking, HSG A * 3,259 39 Sand cover, Good, HSG A 13,452 84 Weighted Average 3,259 24.23% Pervious Area 10,193 75.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC = 6 Type III 24-hr 100-Year Rainfall=7.42"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 50HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Runoff = 0.06 cfs @ 12.14 hrs, Volume= 0.006 af, Depth> 0.80" Routed to Reach DP-3 : Off-site Runoff- West Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42" Area (sf) CN Description * 4,094 39 Sand cover, HSG A 4,094 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC = 6 Type III 24-hr 100-Year Rainfall=7.42"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 51HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Runoff = 0.39 cfs @ 12.09 hrs, Volume= 0.027 af, Depth> 4.45" Routed to Pond 5P : EXIST.CB-2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42" Area (sf) CN Description 2,017 98 Paved parking, HSG A * 1,146 39 Sand cover, HSG A 3,163 77 Weighted Average 1,146 36.23% Pervious Area 2,017 63.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC = 6 Type III 24-hr 100-Year Rainfall=7.42"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 52HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Runoff = 0.22 cfs @ 12.10 hrs, Volume= 0.015 af, Depth> 2.87" Routed to Reach DP-1 : Off-site Runoff Sandy Neck Road Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42" Area (sf) CN Description 1,053 98 Paved parking, HSG A * 1,639 39 Sand cover, HSG A 2,692 62 Weighted Average 1,639 60.88% Pervious Area 1,053 39.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC = 6 Type III 24-hr 100-Year Rainfall=7.42"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 53HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Runoff = 1.32 cfs @ 12.09 hrs, Volume= 0.102 af, Depth> 6.50" Routed to Pond 6P : EXIST.CB-3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42" Area (sf) CN Description 7,727 98 Paved parking, HSG A * 476 39 Sand cover, HSG A 8,203 95 Weighted Average 476 5.80% Pervious Area 7,727 94.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC = 6 Type III 24-hr 100-Year Rainfall=7.42"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 54HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Runoff = 9.37 cfs @ 12.09 hrs, Volume= 0.651 af, Depth> 4.89" Routed to Reach DP-6 : Exist. Lower Parking Lot Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42" Area (sf) CN Description 49,063 98 Paved parking, HSG A * 20,471 39 Sand cover, HSG A 69,534 81 Weighted Average 20,471 29.44% Pervious Area 49,063 70.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC = 6 Type III 24-hr 100-Year Rainfall=7.42"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 55HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Runoff = 3.02 cfs @ 12.12 hrs, Volume= 0.261 af, Depth> 1.12" Routed to Reach DP-7 : Wetland - South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42" Area (sf) CN Description 5,412 98 Paved parking, HSG A * 114,571 39 Sand cover, HSG A * 2,250 98 Roof, HSG A 122,233 43 Weighted Average 114,571 93.73% Pervious Area 7,662 6.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC = 6 Type III 24-hr 100-Year Rainfall=7.42"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 56HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Runoff = 0.68 cfs @ 12.14 hrs, Volume= 0.077 af, Depth> 0.80" Routed to Reach DP-5 : Off-Site Runoff North Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42" Area (sf) CN Description * 50,208 39 Sand cover, HSG A 50,208 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC = 6 Type III 24-hr 100-Year Rainfall=7.42"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 57HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: Runoff = 0.42 cfs @ 12.14 hrs, Volume= 0.048 af, Depth> 0.80" Routed to Reach DP-8 : Exist. Basin - East Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42" Area (sf) CN Description * 31,162 39 Sand cover, HSG A 31,162 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC = 6 Type III 24-hr 100-Year Rainfall=7.42"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 58HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-1: Off-site Runoff Sandy Neck Road [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.062 ac, 39.12% Impervious, Inflow Depth > 2.87" for 100-Year event Inflow = 0.22 cfs @ 12.10 hrs, Volume= 0.015 af Outflow = 0.22 cfs @ 12.10 hrs, Volume= 0.015 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 59HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-2: Exist Sandy Neck Drain System [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.261 ac, 85.73% Impervious, Inflow Depth > 5.93" for 100-Year event Inflow = 1.71 cfs @ 12.09 hrs, Volume= 0.129 af Outflow = 1.71 cfs @ 12.09 hrs, Volume= 0.129 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 60HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-3: Off-site Runoff- West [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.094 ac, 0.00% Impervious, Inflow Depth > 0.80" for 100-Year event Inflow = 0.06 cfs @ 12.14 hrs, Volume= 0.006 af Outflow = 0.06 cfs @ 12.14 hrs, Volume= 0.006 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 61HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-4: EXIST.LEACHING CB-1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.309 ac, 75.77% Impervious, Inflow Depth > 5.23" for 100-Year event Inflow = 1.91 cfs @ 12.09 hrs, Volume= 0.135 af Outflow = 1.91 cfs @ 12.09 hrs, Volume= 0.135 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 62HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-5: Off-Site Runoff North [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.153 ac, 0.00% Impervious, Inflow Depth > 0.80" for 100-Year event Inflow = 0.68 cfs @ 12.14 hrs, Volume= 0.077 af Outflow = 0.68 cfs @ 12.14 hrs, Volume= 0.077 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 63HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-6: Exist. Lower Parking Lot [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.596 ac, 70.56% Impervious, Inflow Depth > 4.89" for 100-Year event Inflow = 9.37 cfs @ 12.09 hrs, Volume= 0.651 af Outflow = 9.37 cfs @ 12.09 hrs, Volume= 0.651 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 64HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-7: Wetland - South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.806 ac, 6.27% Impervious, Inflow Depth > 1.12" for 100-Year event Inflow = 3.02 cfs @ 12.12 hrs, Volume= 0.261 af Outflow = 3.02 cfs @ 12.12 hrs, Volume= 0.261 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 65HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-8: Exist. Basin - East [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.715 ac, 0.00% Impervious, Inflow Depth > 0.80" for 100-Year event Inflow = 0.42 cfs @ 12.14 hrs, Volume= 0.048 af Outflow = 0.42 cfs @ 12.14 hrs, Volume= 0.048 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 66HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: EXIST.CB-2 [57] Hint: Peaked at 18.05' (Flood elevation advised) Inflow Area = 0.073 ac, 63.77% Impervious, Inflow Depth > 4.45" for 100-Year event Inflow = 0.39 cfs @ 12.09 hrs, Volume= 0.027 af Outflow = 0.39 cfs @ 12.09 hrs, Volume= 0.027 af, Atten= 0%, Lag= 0.0 min Primary = 0.39 cfs @ 12.09 hrs, Volume= 0.027 af Routed to Pond 6P : EXIST.CB-3 Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 18.05' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 17.70'12.0" Round Culvert L= 17.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 17.70' / 17.29' S= 0.0241 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.39 cfs @ 12.09 hrs HW=18.05' (Free Discharge) 1=Culvert (Inlet Controls 0.39 cfs @ 1.59 fps) Type III 24-hr 100-Year Rainfall=7.42"ExistingConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 67HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 6P: EXIST.CB-3 [57] Hint: Peaked at 18.09' (Flood elevation advised) [81] Warning: Exceeded Pond 5P by 0.04' @ 12.10 hrs Inflow Area = 0.261 ac, 85.73% Impervious, Inflow Depth > 5.93" for 100-Year event Inflow = 1.71 cfs @ 12.09 hrs, Volume= 0.129 af Outflow = 1.71 cfs @ 12.09 hrs, Volume= 0.129 af, Atten= 0%, Lag= 0.0 min Primary = 1.71 cfs @ 12.09 hrs, Volume= 0.129 af Routed to Reach DP-2 : Exist Sandy Neck Drain System Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 18.09' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 17.26'12.0" Round Culvert L= 11.5' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 17.26' / 16.44' S= 0.0713 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.67 cfs @ 12.09 hrs HW=18.08' (Free Discharge) 1=Culvert (Inlet Controls 1.67 cfs @ 2.43 fps) EXISTING CONDITIONS HYDROLOGY SITE - 2 1S2S3S4S5S 6R Design Point 4-Wetland South 7R Design Point 3-Wetland North 11R Design Point 5 - Exist. CB and Infiltration 12R Design Point 2 - Exist. Basin 13R Design Point 1 7P Exist. Basin Routing Diagram for ExistingConditions-Gatehouse Prepared by Tighe & Bond Consulting, Printed 3/28/2024 HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link ExistingConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 2HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.072 96 Gravel surface, HSG A (5S) 0.550 98 Paved parking, HSG A (1S, 3S, 4S, 5S) 0.697 39 Sand cover, Good, HSG A (1S, 2S, 3S, 4S, 5S) 1.319 67 TOTAL AREA ExistingConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 3HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 1.319 HSG A 1S, 2S, 3S, 4S, 5S 0.000 HSG B 0.000 HSG C 0.000 HSG D 0.000 Other 1.319 TOTAL AREA ExistingConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 4HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.072 0.000 0.000 0.000 0.000 0.072 Gravel surface 5S 0.550 0.000 0.000 0.000 0.000 0.550 Paved parking 1S, 3S, 4S, 5S 0.697 0.000 0.000 0.000 0.000 0.697 Sand cover, Good 1S, 2S, 3S, 4S, 5S 1.319 0.000 0.000 0.000 0.000 1.319 TOTAL AREA Type III 24-hr 2-Year Rainfall=3.39"ExistingConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 5HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Time span=1.00-20.00 hrs, dt=0.05 hrs, 381 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=1,702 sf 67.74% Impervious Runoff Depth>1.37"Subcatchment 1S: Tc=6.0 min CN=79 Runoff=0.07 cfs 0.004 af Runoff Area=8,532 sf 0.00% Impervious Runoff Depth>0.00"Subcatchment 2S: Tc=6.0 min CN=39 Runoff=0.00 cfs 0.000 af Runoff Area=16,537 sf 31.44% Impervious Runoff Depth>0.36"Subcatchment 3S: Tc=6.0 min CN=58 Runoff=0.10 cfs 0.011 af Runoff Area=2,275 sf 92.09% Impervious Runoff Depth>2.49"Subcatchment 4S: Tc=6.0 min CN=93 Runoff=0.15 cfs 0.011 af Runoff Area=28,396 sf 54.61% Impervious Runoff Depth>1.30"Subcatchment 5S: Tc=6.0 min CN=78 Runoff=1.05 cfs 0.071 af Inflow=0.15 cfs 0.011 afReach 6R: Design Point 4-Wetland South Outflow=0.15 cfs 0.011 af Inflow=0.00 cfs 0.000 afReach 7R: Design Point 3-Wetland North Outflow=0.00 cfs 0.000 af Inflow=1.05 cfs 0.071 afReach 11R: Design Point 5 - Exist. CB and Infiltration Outflow=1.05 cfs 0.071 af Inflow=0.00 cfs 0.000 afReach 12R: Design Point 2 - Exist. Basin Outflow=0.00 cfs 0.000 af Inflow=0.07 cfs 0.004 afReach 13R: Design Point 1 Outflow=0.07 cfs 0.004 af Peak Elev=6.01' Storage=7 cf Inflow=0.10 cfs 0.011 afPond 7P: Exist. Basin Discarded=0.10 cfs 0.011 af Primary=0.00 cfs 0.000 af Outflow=0.10 cfs 0.011 af Total Runoff Area = 1.319 ac Runoff Volume = 0.097 af Average Runoff Depth = 0.89" 58.30% Pervious = 0.769 ac 41.70% Impervious = 0.550 ac Type III 24-hr 2-Year Rainfall=3.39"ExistingConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 6HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 0.07 cfs @ 12.10 hrs, Volume= 0.004 af, Depth> 1.37" Routed to Reach 13R : Design Point 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39" Area (sf) CN Description 1,153 98 Paved parking, HSG A * 549 39 Sand cover, Good, HSG A 1,702 79 Weighted Average 549 32.26% Pervious Area 1,153 67.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct = 6 mins Type III 24-hr 2-Year Rainfall=3.39"ExistingConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 7HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: [73] Warning: Peak may fall outside time span Runoff = 0.00 cfs @ 20.00 hrs, Volume= 0.000 af, Depth> 0.00" Routed to Reach 12R : Design Point 2 - Exist. Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39" Area (sf) CN Description * 8,532 39 Sand cover, Good, HSG A 8,532 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct = 6 mins Type III 24-hr 2-Year Rainfall=3.39"ExistingConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 8HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Runoff = 0.10 cfs @ 12.15 hrs, Volume= 0.011 af, Depth> 0.36" Routed to Pond 7P : Exist. Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39" Area (sf) CN Description 5,200 98 Paved parking, HSG A * 11,337 39 Sand cover, Good, HSG A 16,537 58 Weighted Average 11,337 68.56% Pervious Area 5,200 31.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct = 6 mins Type III 24-hr 2-Year Rainfall=3.39"ExistingConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 9HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Runoff = 0.15 cfs @ 12.09 hrs, Volume= 0.011 af, Depth> 2.49" Routed to Reach 6R : Design Point 4-Wetland South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39" Area (sf) CN Description * 180 39 Sand cover, Good, HSG A 2,095 98 Paved parking, HSG A 2,275 93 Weighted Average 180 7.91% Pervious Area 2,095 92.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct = 6 mins Type III 24-hr 2-Year Rainfall=3.39"ExistingConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 10HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Runoff = 1.05 cfs @ 12.10 hrs, Volume= 0.071 af, Depth> 1.30" Routed to Reach 11R : Design Point 5 - Exist. CB and Infiltration Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39" Area (sf) CN Description 15,507 98 Paved parking, HSG A 3,134 96 Gravel surface, HSG A * 9,755 39 Sand cover, Good, HSG A 28,396 78 Weighted Average 12,889 45.39% Pervious Area 15,507 54.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct = 6 mins Type III 24-hr 2-Year Rainfall=3.39"ExistingConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 11HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach 6R: Design Point 4-Wetland South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.052 ac, 92.09% Impervious, Inflow Depth > 2.49" for 2-Year event Inflow = 0.15 cfs @ 12.09 hrs, Volume= 0.011 af Outflow = 0.15 cfs @ 12.09 hrs, Volume= 0.011 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39"ExistingConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 12HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach 7R: Design Point 3-Wetland North [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.380 ac, 31.44% Impervious, Inflow Depth = 0.00" for 2-Year event Inflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39"ExistingConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 13HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach 11R: Design Point 5 - Exist. CB and Infiltration [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.652 ac, 54.61% Impervious, Inflow Depth > 1.30" for 2-Year event Inflow = 1.05 cfs @ 12.10 hrs, Volume= 0.071 af Outflow = 1.05 cfs @ 12.10 hrs, Volume= 0.071 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39"ExistingConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 14HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach 12R: Design Point 2 - Exist. Basin [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.196 ac, 0.00% Impervious, Inflow Depth > 0.00" for 2-Year event Inflow = 0.00 cfs @ 20.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 20.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39"ExistingConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 15HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach 13R: Design Point 1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.039 ac, 67.74% Impervious, Inflow Depth > 1.37" for 2-Year event Inflow = 0.07 cfs @ 12.10 hrs, Volume= 0.004 af Outflow = 0.07 cfs @ 12.10 hrs, Volume= 0.004 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39"ExistingConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 16HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 7P: Exist. Basin [92] Warning: Device #2 is above defined storage Inflow Area = 0.380 ac, 31.44% Impervious, Inflow Depth > 0.36" for 2-Year event Inflow = 0.10 cfs @ 12.15 hrs, Volume= 0.011 af Outflow = 0.10 cfs @ 12.17 hrs, Volume= 0.011 af, Atten= 0%, Lag= 1.3 min Discarded = 0.10 cfs @ 12.17 hrs, Volume= 0.011 af Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Routed to Reach 7R : Design Point 3-Wetland North Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 6.01' @ 12.17 hrs Surf.Area= 1,259 sf Storage= 7 cf Plug-Flow detention time= 1.3 min calculated for 0.011 af (100% of inflow) Center-of-Mass det. time= 1.0 min ( 864.6 - 863.6 ) Volume Invert Avail.Storage Storage Description #1 6.00' 4,130 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) 6.00 1,250 217.0 0 0 1,250 7.00 3,330 295.0 2,207 2,207 4,438 7.50 4,387 319.0 1,923 4,130 5,621 Device Routing Invert Outlet Devices #1 Discarded 6.00'8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 4.00' #2 Primary 7.50'24.0' long x 7.0' 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) 2.40 2.52 2.70 2.68 2.68 2.67 2.66 2.65 2.65 2.65 2.66 2.65 2.66 2.68 2.70 2.73 2.78 Discarded OutFlow Max=0.24 cfs @ 12.17 hrs HW=6.01' (Free Discharge) 1=Exfiltration ( Controls 0.24 cfs) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=6.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 10-Year Rainfall=4.95"ExistingConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 17HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Time span=1.00-20.00 hrs, dt=0.05 hrs, 381 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=1,702 sf 67.74% Impervious Runoff Depth>2.57"Subcatchment 1S: Tc=6.0 min CN=79 Runoff=0.12 cfs 0.008 af Runoff Area=8,532 sf 0.00% Impervious Runoff Depth>0.15"Subcatchment 2S: Tc=6.0 min CN=39 Runoff=0.01 cfs 0.002 af Runoff Area=16,537 sf 31.44% Impervious Runoff Depth>1.02"Subcatchment 3S: Tc=6.0 min CN=58 Runoff=0.43 cfs 0.032 af Runoff Area=2,275 sf 92.09% Impervious Runoff Depth>3.94"Subcatchment 4S: Tc=6.0 min CN=93 Runoff=0.23 cfs 0.017 af Runoff Area=28,396 sf 54.61% Impervious Runoff Depth>2.49"Subcatchment 5S: Tc=6.0 min CN=78 Runoff=2.00 cfs 0.135 af Inflow=0.23 cfs 0.017 afReach 6R: Design Point 4-Wetland South Outflow=0.23 cfs 0.017 af Inflow=0.00 cfs 0.000 afReach 7R: Design Point 3-Wetland North Outflow=0.00 cfs 0.000 af Inflow=2.00 cfs 0.135 afReach 11R: Design Point 5 - Exist. CB and Infiltration Outflow=2.00 cfs 0.135 af Inflow=0.01 cfs 0.002 afReach 12R: Design Point 2 - Exist. Basin Outflow=0.01 cfs 0.002 af Inflow=0.12 cfs 0.008 afReach 13R: Design Point 1 Outflow=0.12 cfs 0.008 af Peak Elev=6.07' Storage=91 cf Inflow=0.43 cfs 0.032 afPond 7P: Exist. Basin Discarded=0.27 cfs 0.032 af Primary=0.00 cfs 0.000 af Outflow=0.27 cfs 0.032 af Total Runoff Area = 1.319 ac Runoff Volume = 0.195 af Average Runoff Depth = 1.78" 58.30% Pervious = 0.769 ac 41.70% Impervious = 0.550 ac Type III 24-hr 10-Year Rainfall=4.95"ExistingConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 18HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 0.12 cfs @ 12.09 hrs, Volume= 0.008 af, Depth> 2.57" Routed to Reach 13R : Design Point 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95" Area (sf) CN Description 1,153 98 Paved parking, HSG A * 549 39 Sand cover, Good, HSG A 1,702 79 Weighted Average 549 32.26% Pervious Area 1,153 67.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct = 6 mins Type III 24-hr 10-Year Rainfall=4.95"ExistingConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 19HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Runoff = 0.01 cfs @ 12.49 hrs, Volume= 0.002 af, Depth> 0.15" Routed to Reach 12R : Design Point 2 - Exist. Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95" Area (sf) CN Description * 8,532 39 Sand cover, Good, HSG A 8,532 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct = 6 mins Type III 24-hr 10-Year Rainfall=4.95"ExistingConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 20HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Runoff = 0.43 cfs @ 12.11 hrs, Volume= 0.032 af, Depth> 1.02" Routed to Pond 7P : Exist. Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95" Area (sf) CN Description 5,200 98 Paved parking, HSG A * 11,337 39 Sand cover, Good, HSG A 16,537 58 Weighted Average 11,337 68.56% Pervious Area 5,200 31.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct = 6 mins Type III 24-hr 10-Year Rainfall=4.95"ExistingConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 21HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Runoff = 0.23 cfs @ 12.09 hrs, Volume= 0.017 af, Depth> 3.94" Routed to Reach 6R : Design Point 4-Wetland South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95" Area (sf) CN Description * 180 39 Sand cover, Good, HSG A 2,095 98 Paved parking, HSG A 2,275 93 Weighted Average 180 7.91% Pervious Area 2,095 92.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct = 6 mins Type III 24-hr 10-Year Rainfall=4.95"ExistingConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 22HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Runoff = 2.00 cfs @ 12.09 hrs, Volume= 0.135 af, Depth> 2.49" Routed to Reach 11R : Design Point 5 - Exist. CB and Infiltration Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95" Area (sf) CN Description 15,507 98 Paved parking, HSG A 3,134 96 Gravel surface, HSG A * 9,755 39 Sand cover, Good, HSG A 28,396 78 Weighted Average 12,889 45.39% Pervious Area 15,507 54.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct = 6 mins Type III 24-hr 10-Year Rainfall=4.95"ExistingConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 23HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach 6R: Design Point 4-Wetland South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.052 ac, 92.09% Impervious, Inflow Depth > 3.94" for 10-Year event Inflow = 0.23 cfs @ 12.09 hrs, Volume= 0.017 af Outflow = 0.23 cfs @ 12.09 hrs, Volume= 0.017 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95"ExistingConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 24HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach 7R: Design Point 3-Wetland North [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.380 ac, 31.44% Impervious, Inflow Depth = 0.00" for 10-Year event Inflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95"ExistingConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 25HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach 11R: Design Point 5 - Exist. CB and Infiltration [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.652 ac, 54.61% Impervious, Inflow Depth > 2.49" for 10-Year event Inflow = 2.00 cfs @ 12.09 hrs, Volume= 0.135 af Outflow = 2.00 cfs @ 12.09 hrs, Volume= 0.135 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95"ExistingConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 26HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach 12R: Design Point 2 - Exist. Basin [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.196 ac, 0.00% Impervious, Inflow Depth > 0.15" for 10-Year event Inflow = 0.01 cfs @ 12.49 hrs, Volume= 0.002 af Outflow = 0.01 cfs @ 12.49 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95"ExistingConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 27HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach 13R: Design Point 1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.039 ac, 67.74% Impervious, Inflow Depth > 2.57" for 10-Year event Inflow = 0.12 cfs @ 12.09 hrs, Volume= 0.008 af Outflow = 0.12 cfs @ 12.09 hrs, Volume= 0.008 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95"ExistingConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 28HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 7P: Exist. Basin [92] Warning: Device #2 is above defined storage Inflow Area = 0.380 ac, 31.44% Impervious, Inflow Depth > 1.02" for 10-Year event Inflow = 0.43 cfs @ 12.11 hrs, Volume= 0.032 af Outflow = 0.27 cfs @ 12.25 hrs, Volume= 0.032 af, Atten= 37%, Lag= 8.8 min Discarded = 0.27 cfs @ 12.25 hrs, Volume= 0.032 af Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Routed to Reach 7R : Design Point 3-Wetland North Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 6.07' @ 12.25 hrs Surf.Area= 1,363 sf Storage= 91 cf Plug-Flow detention time= 2.3 min calculated for 0.032 af (100% of inflow) Center-of-Mass det. time= 2.0 min ( 835.5 - 833.5 ) Volume Invert Avail.Storage Storage Description #1 6.00' 4,130 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) 6.00 1,250 217.0 0 0 1,250 7.00 3,330 295.0 2,207 2,207 4,438 7.50 4,387 319.0 1,923 4,130 5,621 Device Routing Invert Outlet Devices #1 Discarded 6.00'8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 4.00' #2 Primary 7.50'24.0' long x 7.0' 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) 2.40 2.52 2.70 2.68 2.68 2.67 2.66 2.65 2.65 2.65 2.66 2.65 2.66 2.68 2.70 2.73 2.78 Discarded OutFlow Max=0.27 cfs @ 12.25 hrs HW=6.07' (Free Discharge) 1=Exfiltration ( Controls 0.27 cfs) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=6.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 100-Year Rainfall=7.42"ExistingConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 29HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Time span=1.00-20.00 hrs, dt=0.05 hrs, 381 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=1,702 sf 67.74% Impervious Runoff Depth>4.67"Subcatchment 1S: Tc=6.0 min CN=79 Runoff=0.22 cfs 0.015 af Runoff Area=8,532 sf 0.00% Impervious Runoff Depth>0.80"Subcatchment 2S: Tc=6.0 min CN=39 Runoff=0.12 cfs 0.013 af Runoff Area=16,537 sf 31.44% Impervious Runoff Depth>2.47"Subcatchment 3S: Tc=6.0 min CN=58 Runoff=1.14 cfs 0.078 af Runoff Area=2,275 sf 92.09% Impervious Runoff Depth>6.26"Subcatchment 4S: Tc=6.0 min CN=93 Runoff=0.36 cfs 0.027 af Runoff Area=28,396 sf 54.61% Impervious Runoff Depth>4.56"Subcatchment 5S: Tc=6.0 min CN=78 Runoff=3.61 cfs 0.248 af Inflow=0.36 cfs 0.027 afReach 6R: Design Point 4-Wetland South Outflow=0.36 cfs 0.027 af Inflow=0.00 cfs 0.000 afReach 7R: Design Point 3-Wetland North Outflow=0.00 cfs 0.000 af Inflow=3.61 cfs 0.248 afReach 11R: Design Point 5 - Exist. CB and Infiltration Outflow=3.61 cfs 0.248 af Inflow=0.12 cfs 0.013 afReach 12R: Design Point 2 - Exist. Basin Outflow=0.12 cfs 0.013 af Inflow=0.22 cfs 0.015 afReach 13R: Design Point 1 Outflow=0.22 cfs 0.015 af Peak Elev=6.40' Storage=633 cf Inflow=1.14 cfs 0.078 afPond 7P: Exist. Basin Discarded=0.43 cfs 0.078 af Primary=0.00 cfs 0.000 af Outflow=0.43 cfs 0.078 af Total Runoff Area = 1.319 ac Runoff Volume = 0.382 af Average Runoff Depth = 3.47" 58.30% Pervious = 0.769 ac 41.70% Impervious = 0.550 ac Type III 24-hr 100-Year Rainfall=7.42"ExistingConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 30HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 0.22 cfs @ 12.09 hrs, Volume= 0.015 af, Depth> 4.67" Routed to Reach 13R : Design Point 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42" Area (sf) CN Description 1,153 98 Paved parking, HSG A * 549 39 Sand cover, Good, HSG A 1,702 79 Weighted Average 549 32.26% Pervious Area 1,153 67.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct = 6 mins Type III 24-hr 100-Year Rainfall=7.42"ExistingConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 31HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Runoff = 0.12 cfs @ 12.14 hrs, Volume= 0.013 af, Depth> 0.80" Routed to Reach 12R : Design Point 2 - Exist. Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42" Area (sf) CN Description * 8,532 39 Sand cover, Good, HSG A 8,532 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct = 6 mins Type III 24-hr 100-Year Rainfall=7.42"ExistingConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 32HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Runoff = 1.14 cfs @ 12.10 hrs, Volume= 0.078 af, Depth> 2.47" Routed to Pond 7P : Exist. Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42" Area (sf) CN Description 5,200 98 Paved parking, HSG A * 11,337 39 Sand cover, Good, HSG A 16,537 58 Weighted Average 11,337 68.56% Pervious Area 5,200 31.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct = 6 mins Type III 24-hr 100-Year Rainfall=7.42"ExistingConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 33HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Runoff = 0.36 cfs @ 12.09 hrs, Volume= 0.027 af, Depth> 6.26" Routed to Reach 6R : Design Point 4-Wetland South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42" Area (sf) CN Description * 180 39 Sand cover, Good, HSG A 2,095 98 Paved parking, HSG A 2,275 93 Weighted Average 180 7.91% Pervious Area 2,095 92.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct = 6 mins Type III 24-hr 100-Year Rainfall=7.42"ExistingConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 34HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Runoff = 3.61 cfs @ 12.09 hrs, Volume= 0.248 af, Depth> 4.56" Routed to Reach 11R : Design Point 5 - Exist. CB and Infiltration Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42" Area (sf) CN Description 15,507 98 Paved parking, HSG A 3,134 96 Gravel surface, HSG A * 9,755 39 Sand cover, Good, HSG A 28,396 78 Weighted Average 12,889 45.39% Pervious Area 15,507 54.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct = 6 mins Type III 24-hr 100-Year Rainfall=7.42"ExistingConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 35HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach 6R: Design Point 4-Wetland South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.052 ac, 92.09% Impervious, Inflow Depth > 6.26" for 100-Year event Inflow = 0.36 cfs @ 12.09 hrs, Volume= 0.027 af Outflow = 0.36 cfs @ 12.09 hrs, Volume= 0.027 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42"ExistingConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 36HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach 7R: Design Point 3-Wetland North [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.380 ac, 31.44% Impervious, Inflow Depth = 0.00" for 100-Year event Inflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42"ExistingConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 37HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach 11R: Design Point 5 - Exist. CB and Infiltration [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.652 ac, 54.61% Impervious, Inflow Depth > 4.56" for 100-Year event Inflow = 3.61 cfs @ 12.09 hrs, Volume= 0.248 af Outflow = 3.61 cfs @ 12.09 hrs, Volume= 0.248 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42"ExistingConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 38HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach 12R: Design Point 2 - Exist. Basin [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.196 ac, 0.00% Impervious, Inflow Depth > 0.80" for 100-Year event Inflow = 0.12 cfs @ 12.14 hrs, Volume= 0.013 af Outflow = 0.12 cfs @ 12.14 hrs, Volume= 0.013 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42"ExistingConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 39HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach 13R: Design Point 1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.039 ac, 67.74% Impervious, Inflow Depth > 4.67" for 100-Year event Inflow = 0.22 cfs @ 12.09 hrs, Volume= 0.015 af Outflow = 0.22 cfs @ 12.09 hrs, Volume= 0.015 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42"ExistingConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 40HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 7P: Exist. Basin [92] Warning: Device #2 is above defined storage Inflow Area = 0.380 ac, 31.44% Impervious, Inflow Depth > 2.47" for 100-Year event Inflow = 1.14 cfs @ 12.10 hrs, Volume= 0.078 af Outflow = 0.43 cfs @ 12.41 hrs, Volume= 0.078 af, Atten= 62%, Lag= 18.6 min Discarded = 0.43 cfs @ 12.41 hrs, Volume= 0.078 af Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Routed to Reach 7R : Design Point 3-Wetland North Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 6.40' @ 12.41 hrs Surf.Area= 1,958 sf Storage= 633 cf Plug-Flow detention time= 9.9 min calculated for 0.078 af (100% of inflow) Center-of-Mass det. time= 9.7 min ( 822.6 - 813.0 ) Volume Invert Avail.Storage Storage Description #1 6.00' 4,130 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) 6.00 1,250 217.0 0 0 1,250 7.00 3,330 295.0 2,207 2,207 4,438 7.50 4,387 319.0 1,923 4,130 5,621 Device Routing Invert Outlet Devices #1 Discarded 6.00'8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 4.00' #2 Primary 7.50'24.0' long x 7.0' 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) 2.40 2.52 2.70 2.68 2.68 2.67 2.66 2.65 2.65 2.65 2.66 2.65 2.66 2.68 2.70 2.73 2.78 Discarded OutFlow Max=0.43 cfs @ 12.41 hrs HW=6.40' (Free Discharge) 1=Exfiltration ( Controls 0.43 cfs) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=6.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) PROPOSED CONDITIONS HYDROLOGY SITE - 1 1S 2S 3S 4S 5S 6S 7S 8S 9S 10S 11S 12S 13S 14S 1R Sidewalk Inlet Grate 2R Swale DP-1 Off-site Runoff Sandy Neck Road DP-2 Exist Sandy Neck DMH DP-3 Off-site Runoff- West DP-5 Off-Site Runoff North DP-7 Wetland - South 1P CB CB-1 2P CB CB-2 3P CB DMH-1 4P CB DMH-2 5P CB DMH-3 (WQU-1) 6P Subsurface Infiltration 7P CB DMH-4 8P CB DMH-5 9P Infiltration Basin Routing Diagram for ProposedConditions - Site 1 Prepared by Tighe & Bond Consulting, Printed 3/28/2024 HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 2HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.123 39 >75% Grass cover, Good, HSG A (9S) 0.027 96 Gravel surface, HSG A (14S) 1.529 98 Paved parking, HSG A (1S, 3S, 4S, 5S, 8S, 10S, 13S, 14S) 0.515 45 Porous Pavement (8S, 10S) 0.046 45 Porous Pavement, HSG A (1S) 0.052 98 Roof, HSG A (10S) 4.500 39 Sand cover, HSG A (1S, 2S, 3S, 4S, 5S, 6S, 7S, 8S, 10S, 11S, 13S, 14S) 0.027 96 Stone, HSG A (9S) 0.178 98 Water surface, HSG A (12S) 6.996 55 TOTAL AREA ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 3HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 6.481 HSG A 1S, 2S, 3S, 4S, 5S, 6S, 7S, 8S, 9S, 10S, 11S, 12S, 13S, 14S 0.000 HSG B 0.000 HSG C 0.000 HSG D 0.515 Other 8S, 10S 6.996 TOTAL AREA ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 4HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.123 0.000 0.000 0.000 0.000 0.123 >75% Grass cover, Good 9S 0.027 0.000 0.000 0.000 0.000 0.027 Gravel surface 14S 1.529 0.000 0.000 0.000 0.000 1.529 Paved parking 1S, 3S, 4S, 5S, 8S, 10S, 13S, 14S 0.046 0.000 0.000 0.000 0.515 0.561 Porous Pavement 1S, 8S, 10S 0.052 0.000 0.000 0.000 0.000 0.052 Roof 10S 4.500 0.000 0.000 0.000 0.000 4.500 Sand cover 1S, 2S, 3S, 4S, 5S, 6S, 7S, 8S, 10S, 11S, 13S, 14S 0.027 0.000 0.000 0.000 0.000 0.027 Stone 9S 0.178 0.000 0.000 0.000 0.000 0.178 Water surface 12S 6.481 0.000 0.000 0.000 0.515 6.996 TOTAL AREA Type III 24-hr 2-Year Rainfall=3.39"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 5HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Time span=1.00-20.00 hrs, dt=0.05 hrs, 381 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=41,810 sf 65.42% Impervious Runoff Depth>1.30"Subcatchment 1S: Tc=6.0 min CN=78 Runoff=1.54 cfs 0.104 af Runoff Area=3,201 sf 0.00% Impervious Runoff Depth>0.00"Subcatchment 2S: Tc=6.0 min CN=39 Runoff=0.00 cfs 0.000 af Runoff Area=2,036 sf 87.62% Impervious Runoff Depth>2.30"Subcatchment 3S: Tc=6.0 min CN=91 Runoff=0.13 cfs 0.009 af Runoff Area=2,584 sf 38.74% Impervious Runoff Depth>0.50"Subcatchment 4S: Tc=6.0 min CN=62 Runoff=0.03 cfs 0.002 af Runoff Area=1,154 sf 79.29% Impervious Runoff Depth>1.87"Subcatchment 5S: Tc=6.0 min CN=86 Runoff=0.06 cfs 0.004 af Runoff Area=29,349 sf 0.00% Impervious Runoff Depth>0.00"Subcatchment 6S: Tc=6.0 min CN=39 Runoff=0.00 cfs 0.000 af Runoff Area=55,012 sf 0.00% Impervious Runoff Depth>0.00"Subcatchment 7S: Tc=6.0 min CN=39 Runoff=0.00 cfs 0.000 af Runoff Area=76,146 sf 29.67% Impervious Runoff Depth>0.32"Subcatchment 8S: Tc=6.0 min CN=57 Runoff=0.37 cfs 0.047 af Runoff Area=6,516 sf 0.00% Impervious Runoff Depth>0.12"Subcatchment 9S: Tc=6.0 min CN=49 Runoff=0.00 cfs 0.001 af Runoff Area=33,891 sf 33.82% Impervious Runoff Depth>0.46"Subcatchment 10S: Tc=6.0 min CN=61 Runoff=0.33 cfs 0.030 af Runoff Area=16,361 sf 0.00% Impervious Runoff Depth>0.00"Subcatchment 11S: Tc=6.0 min CN=39 Runoff=0.00 cfs 0.000 af Runoff Area=7,749 sf 100.00% Impervious Runoff Depth>3.01"Subcatchment 12S: Tc=6.0 min CN=98 Runoff=0.57 cfs 0.045 af Runoff Area=4,430 sf 79.80% Impervious Runoff Depth>1.87"Subcatchment 13S: Tc=6.0 min CN=86 Runoff=0.23 cfs 0.016 af Runoff Area=24,502 sf 0.84% Impervious Runoff Depth>0.02"Subcatchment 14S: Tc=6.0 min CN=42 Runoff=0.00 cfs 0.001 af Avg. Flow Depth=0.27' Max Vel=3.86 fps Inflow=1.54 cfs 0.104 afReach 1R: Sidewalk Inlet Grate n=0.013 L=5.0' S=0.0100 '/' Capacity=3.84 cfs Outflow=1.54 cfs 0.104 af Avg. Flow Depth=0.13' Max Vel=1.36 fps Inflow=0.67 cfs 0.078 afReach 2R: Swale n=0.030 L=437.0' S=0.0137 '/' Capacity=25.96 cfs Outflow=0.58 cfs 0.077 af Type III 24-hr 2-Year Rainfall=3.39"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 6HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Inflow=0.03 cfs 0.002 afReach DP-1: Off-site Runoff Sandy Neck Road Outflow=0.03 cfs 0.002 af Inflow=0.00 cfs 0.000 afReach DP-2: Exist Sandy Neck DMH Outflow=0.00 cfs 0.000 af Inflow=0.00 cfs 0.000 afReach DP-3: Off-site Runoff- West Outflow=0.00 cfs 0.000 af Inflow=0.00 cfs 0.000 afReach DP-5: Off-Site Runoff North Outflow=0.00 cfs 0.000 af Inflow=0.00 cfs 0.001 afReach DP-7: Wetland - South Outflow=0.00 cfs 0.001 af Peak Elev=19.21' Inflow=0.13 cfs 0.009 afPond 1P: CB-1 12.0" Round Culvert n=0.013 L=16.0' S=0.0063 '/' Outflow=0.13 cfs 0.009 af Peak Elev=19.13' Inflow=0.06 cfs 0.004 afPond 2P: CB-2 12.0" Round Culvert n=0.013 L=7.0' S=0.0143 '/' Outflow=0.06 cfs 0.004 af Peak Elev=18.90' Inflow=0.19 cfs 0.013 afPond 3P: DMH-1 12.0" Round Culvert n=0.013 L=3.0' S=0.0167 '/' Outflow=0.19 cfs 0.013 af Peak Elev=18.78' Inflow=1.73 cfs 0.117 afPond 4P: DMH-2 15.0" Round Culvert n=0.013 L=4.0' S=0.0250 '/' Outflow=1.73 cfs 0.117 af Peak Elev=18.39' Inflow=1.73 cfs 0.117 afPond 5P: DMH-3 (WQU-1) 15.0" Round Culvert n=0.013 L=5.0' S=0.0300 '/' Outflow=1.73 cfs 0.117 af Peak Elev=16.66' Storage=1,276 cf Inflow=1.73 cfs 0.117 afPond 6P: Subsurface Infiltration Discarded=0.41 cfs 0.117 af Primary=0.00 cfs 0.000 af Outflow=0.41 cfs 0.117 af Peak Elev=17.27' Inflow=0.00 cfs 0.000 afPond 7P: DMH-4 12.0" Round Culvert n=0.013 L=35.0' S=0.0049 '/' Outflow=0.00 cfs 0.000 af Peak Elev=7.25' Inflow=0.58 cfs 0.077 afPond 8P: DMH-5 24.0" Round Culvert n=0.013 L=23.0' S=0.0283 '/' Outflow=0.58 cfs 0.077 af Peak Elev=5.02' Storage=115 cf Inflow=0.90 cfs 0.138 afPond 9P: Infiltration Basin Discarded=0.89 cfs 0.138 af Primary=0.00 cfs 0.000 af Outflow=0.89 cfs 0.138 af Total Runoff Area = 6.996 ac Runoff Volume = 0.260 af Average Runoff Depth = 0.45" 74.86% Pervious = 5.237 ac 25.14% Impervious = 1.759 ac Type III 24-hr 2-Year Rainfall=3.39"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 7HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 1.54 cfs @ 12.10 hrs, Volume= 0.104 af, Depth> 1.30" Routed to Reach 1R : Sidewalk Inlet Grate Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39" Area (sf) CN Description 27,354 98 Paved parking, HSG A * 2,012 45 Porous Pavement, HSG A * 12,444 39 Sand cover, HSG A 41,810 78 Weighted Average 14,456 34.58% Pervious Area 27,354 65.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC = 6 Type III 24-hr 2-Year Rainfall=3.39"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 8HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: [73] Warning: Peak may fall outside time span Runoff = 0.00 cfs @ 20.00 hrs, Volume= 0.000 af, Depth> 0.00" Routed to Reach DP-3 : Off-site Runoff- West Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39" Area (sf) CN Description * 3,201 39 Sand cover, HSG A 3,201 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC = 6 Type III 24-hr 2-Year Rainfall=3.39"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 9HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Runoff = 0.13 cfs @ 12.09 hrs, Volume= 0.009 af, Depth> 2.30" Routed to Pond 1P : CB-1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39" Area (sf) CN Description 1,784 98 Paved parking, HSG A * 252 39 Sand cover, HSG A 2,036 91 Weighted Average 252 12.38% Pervious Area 1,784 87.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC=6 Type III 24-hr 2-Year Rainfall=3.39"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 10HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Runoff = 0.03 cfs @ 12.12 hrs, Volume= 0.002 af, Depth> 0.50" Routed to Reach DP-1 : Off-site Runoff Sandy Neck Road Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39" Area (sf) CN Description 1,001 98 Paved parking, HSG A * 1,583 39 Sand cover, HSG A 2,584 62 Weighted Average 1,583 61.26% Pervious Area 1,001 38.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC = 6 Type III 24-hr 2-Year Rainfall=3.39"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 11HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Runoff = 0.06 cfs @ 12.09 hrs, Volume= 0.004 af, Depth> 1.87" Routed to Pond 2P : CB-2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39" Area (sf) CN Description 915 98 Paved parking, HSG A * 239 39 Sand cover, HSG A 1,154 86 Weighted Average 239 20.71% Pervious Area 915 79.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC = 6 Type III 24-hr 2-Year Rainfall=3.39"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 12HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: [73] Warning: Peak may fall outside time span Runoff = 0.00 cfs @ 20.00 hrs, Volume= 0.000 af, Depth> 0.00" Routed to Reach DP-7 : Wetland - South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39" Area (sf) CN Description * 29,349 39 Sand cover, HSG A 29,349 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC =6 Type III 24-hr 2-Year Rainfall=3.39"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 13HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: [73] Warning: Peak may fall outside time span Runoff = 0.00 cfs @ 20.00 hrs, Volume= 0.000 af, Depth> 0.00" Routed to Reach DP-5 : Off-Site Runoff North Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39" Area (sf) CN Description * 55,012 39 Sand cover, HSG A 55,012 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC = 6 Type III 24-hr 2-Year Rainfall=3.39"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 14HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Runoff = 0.37 cfs @ 12.16 hrs, Volume= 0.047 af, Depth> 0.32" Routed to Reach 2R : Swale Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39" Area (sf) CN Description 22,594 98 Paved parking, HSG A * 9,385 45 Porous Pavement * 44,167 39 Sand cover, HSG A 76,146 57 Weighted Average 53,552 70.33% Pervious Area 22,594 29.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC=6 Type III 24-hr 2-Year Rainfall=3.39"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 15HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: Runoff = 0.00 cfs @ 12.46 hrs, Volume= 0.001 af, Depth> 0.12" Routed to Reach 2R : Swale Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39" Area (sf) CN Description 5,346 39 >75% Grass cover, Good, HSG A * 1,170 96 Stone, HSG A 6,516 49 Weighted Average 6,516 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC=6 Type III 24-hr 2-Year Rainfall=3.39"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 16HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: Runoff = 0.33 cfs @ 12.12 hrs, Volume= 0.030 af, Depth> 0.46" Routed to Reach 2R : Swale Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39" Area (sf) CN Description 9,213 98 Paved parking, HSG A * 13,033 45 Porous Pavement * 9,395 39 Sand cover, HSG A * 2,250 98 Roof, HSG A 33,891 61 Weighted Average 22,428 66.18% Pervious Area 11,463 33.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC=6 Type III 24-hr 2-Year Rainfall=3.39"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 17HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: [73] Warning: Peak may fall outside time span Runoff = 0.00 cfs @ 20.00 hrs, Volume= 0.000 af, Depth> 0.00" Routed to Pond 9P : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39" Area (sf) CN Description * 16,361 39 Sand cover, HSG A 16,361 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct = 6 mins Type III 24-hr 2-Year Rainfall=3.39"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 18HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: Runoff = 0.57 cfs @ 12.09 hrs, Volume= 0.045 af, Depth> 3.01" Routed to Pond 9P : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39" Area (sf) CN Description * 7,749 98 Water surface, HSG A 7,749 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct = 6 mins Type III 24-hr 2-Year Rainfall=3.39"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 19HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: Runoff = 0.23 cfs @ 12.09 hrs, Volume= 0.016 af, Depth> 1.87" Routed to Pond 9P : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39" Area (sf) CN Description 3,535 98 Paved parking, HSG A * 895 39 Sand cover, HSG A 4,430 86 Weighted Average 895 20.20% Pervious Area 3,535 79.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct = 6 mins Type III 24-hr 2-Year Rainfall=3.39"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 20HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: Runoff = 0.00 cfs @ 16.95 hrs, Volume= 0.001 af, Depth> 0.02" Routed to Reach DP-7 : Wetland - South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39" Area (sf) CN Description 207 98 Paved parking, HSG A 1,179 96 Gravel surface, HSG A * 23,116 39 Sand cover, HSG A 24,502 42 Weighted Average 24,295 99.16% Pervious Area 207 0.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct = 6 mins Type III 24-hr 2-Year Rainfall=3.39"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 21HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach 1R: Sidewalk Inlet Grate Inflow Area = 0.960 ac, 65.42% Impervious, Inflow Depth > 1.30" for 2-Year event Inflow = 1.54 cfs @ 12.10 hrs, Volume= 0.104 af Outflow = 1.54 cfs @ 12.10 hrs, Volume= 0.104 af, Atten= 0%, Lag= 0.0 min Routed to Pond 4P : DMH-2 Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.86 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.29 fps, Avg. Travel Time= 0.1 min Peak Storage= 2 cf @ 12.10 hrs Average Depth at Peak Storage= 0.27' , Surface Width= 1.50' Bank-Full Depth= 0.50' Flow Area= 0.8 sf, Capacity= 3.84 cfs 1.50' x 0.50' deep channel, n= 0.013 Concrete, trowel finish Length= 5.0' Slope= 0.0100 '/' Inlet Invert= 21.70', Outlet Invert= 21.65' Type III 24-hr 2-Year Rainfall=3.39"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 22HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach 2R: Swale Inflow Area = 2.676 ac, 29.22% Impervious, Inflow Depth > 0.35" for 2-Year event Inflow = 0.67 cfs @ 12.14 hrs, Volume= 0.078 af Outflow = 0.58 cfs @ 12.35 hrs, Volume= 0.077 af, Atten= 14%, Lag= 12.1 min Routed to Pond 8P : DMH-5 Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 1.36 fps, Min. Travel Time= 5.4 min Avg. Velocity = 0.70 fps, Avg. Travel Time= 10.4 min Peak Storage= 187 cf @ 12.25 hrs Average Depth at Peak Storage= 0.13' , Surface Width= 3.76' Bank-Full Depth= 1.00' Flow Area= 6.0 sf, Capacity= 25.96 cfs 3.00' x 1.00' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 3.0 '/' Top Width= 9.00' Length= 437.0' Slope= 0.0137 '/' Inlet Invert= 20.00', Outlet Invert= 14.00' ‡ Type III 24-hr 2-Year Rainfall=3.39"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 23HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-1: Off-site Runoff Sandy Neck Road [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.059 ac, 38.74% Impervious, Inflow Depth > 0.50" for 2-Year event Inflow = 0.03 cfs @ 12.12 hrs, Volume= 0.002 af Outflow = 0.03 cfs @ 12.12 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 24HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-2: Exist Sandy Neck DMH [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.033 ac, 66.78% Impervious, Inflow Depth = 0.00" for 2-Year event Inflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 25HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-3: Off-site Runoff- West [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.073 ac, 0.00% Impervious, Inflow Depth > 0.00" for 2-Year event Inflow = 0.00 cfs @ 20.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 20.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 26HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-5: Off-Site Runoff North [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.263 ac, 0.00% Impervious, Inflow Depth > 0.00" for 2-Year event Inflow = 0.00 cfs @ 20.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 20.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 27HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-7: Wetland - South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 4.567 ac, 22.89% Impervious, Inflow Depth > 0.00" for 2-Year event Inflow = 0.00 cfs @ 20.00 hrs, Volume= 0.001 af Outflow = 0.00 cfs @ 20.00 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 28HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1P: CB-1 [57] Hint: Peaked at 19.21' (Flood elevation advised) Inflow Area = 0.047 ac, 87.62% Impervious, Inflow Depth > 2.30" for 2-Year event Inflow = 0.13 cfs @ 12.09 hrs, Volume= 0.009 af Outflow = 0.13 cfs @ 12.09 hrs, Volume= 0.009 af, Atten= 0%, Lag= 0.0 min Primary = 0.13 cfs @ 12.09 hrs, Volume= 0.009 af Routed to Pond 3P : DMH-1 Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 19.21' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 19.00'12.0" Round Culvert L= 16.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 19.00' / 18.90' S= 0.0063 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.13 cfs @ 12.09 hrs HW=19.21' (Free Discharge) 1=Culvert (Barrel Controls 0.13 cfs @ 1.62 fps) Type III 24-hr 2-Year Rainfall=3.39"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 29HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: CB-2 Inflow Area = 0.026 ac, 79.29% Impervious, Inflow Depth > 1.87" for 2-Year event Inflow = 0.06 cfs @ 12.09 hrs, Volume= 0.004 af Outflow = 0.06 cfs @ 12.09 hrs, Volume= 0.004 af, Atten= 0%, Lag= 0.0 min Primary = 0.06 cfs @ 12.09 hrs, Volume= 0.004 af Routed to Pond 3P : DMH-1 Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 19.13' @ 12.09 hrs Flood Elev= 22.00' Device Routing Invert Outlet Devices #1 Primary 19.00'12.0" Round Culvert L= 7.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 19.00' / 18.90' S= 0.0143 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.06 cfs @ 12.09 hrs HW=19.13' (Free Discharge) 1=Culvert (Inlet Controls 0.06 cfs @ 0.97 fps) Type III 24-hr 2-Year Rainfall=3.39"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 30HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: DMH-1 [57] Hint: Peaked at 18.90' (Flood elevation advised) Inflow Area = 0.073 ac, 84.61% Impervious, Inflow Depth > 2.14" for 2-Year event Inflow = 0.19 cfs @ 12.09 hrs, Volume= 0.013 af Outflow = 0.19 cfs @ 12.09 hrs, Volume= 0.013 af, Atten= 0%, Lag= 0.0 min Primary = 0.19 cfs @ 12.09 hrs, Volume= 0.013 af Routed to Pond 4P : DMH-2 Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 18.90' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 18.65'12.0" Round Culvert L= 3.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 18.65' / 18.60' S= 0.0167 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.18 cfs @ 12.09 hrs HW=18.90' (Free Discharge) 1=Culvert (Barrel Controls 0.18 cfs @ 1.82 fps) Type III 24-hr 2-Year Rainfall=3.39"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 31HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 4P: DMH-2 [79] Warning: Submerged Pond 3P Primary device # 1 INLET by 0.13' Inflow Area = 1.033 ac, 66.78% Impervious, Inflow Depth > 1.36" for 2-Year event Inflow = 1.73 cfs @ 12.10 hrs, Volume= 0.117 af Outflow = 1.73 cfs @ 12.10 hrs, Volume= 0.117 af, Atten= 0%, Lag= 0.0 min Primary = 1.73 cfs @ 12.10 hrs, Volume= 0.117 af Routed to Pond 5P : DMH-3 (WQU-1) Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 18.78' @ 12.10 hrs Flood Elev= 24.50' Device Routing Invert Outlet Devices #1 Primary 18.00'15.0" Round Culvert L= 4.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 18.00' / 17.90' S= 0.0250 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=1.71 cfs @ 12.10 hrs HW=18.77' (Free Discharge) 1=Culvert (Barrel Controls 1.71 cfs @ 3.07 fps) Type III 24-hr 2-Year Rainfall=3.39"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 32HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: DMH-3 (WQU-1) [79] Warning: Submerged Pond 4P Primary device # 1 INLET by 0.39' Inflow Area = 1.033 ac, 66.78% Impervious, Inflow Depth > 1.36" for 2-Year event Inflow = 1.73 cfs @ 12.10 hrs, Volume= 0.117 af Outflow = 1.73 cfs @ 12.10 hrs, Volume= 0.117 af, Atten= 0%, Lag= 0.0 min Primary = 1.73 cfs @ 12.10 hrs, Volume= 0.117 af Routed to Pond 6P : Subsurface Infiltration Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 18.39' @ 12.10 hrs Flood Elev= 23.50' Device Routing Invert Outlet Devices #1 Primary 17.65'15.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 17.65' / 17.50' S= 0.0300 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=1.71 cfs @ 12.10 hrs HW=18.39' (Free Discharge) 1=Culvert (Barrel Controls 1.71 cfs @ 3.26 fps) Type III 24-hr 2-Year Rainfall=3.39"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 33HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 6P: Subsurface Infiltration Inflow Area = 1.033 ac, 66.78% Impervious, Inflow Depth > 1.36" for 2-Year event Inflow = 1.73 cfs @ 12.10 hrs, Volume= 0.117 af Outflow = 0.41 cfs @ 12.52 hrs, Volume= 0.117 af, Atten= 76%, Lag= 25.5 min Discarded = 0.41 cfs @ 12.52 hrs, Volume= 0.117 af Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Routed to Pond 7P : DMH-4 Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 16.66' @ 12.52 hrs Surf.Area= 2,014 sf Storage= 1,276 cf Plug-Flow detention time= 20.0 min calculated for 0.117 af (100% of inflow) Center-of-Mass det. time= 19.6 min ( 822.3 - 802.7 ) Volume Invert Avail.Storage Storage Description #1A 15.50' 3,496 cf 73.92'W x 27.24'L x 6.75'H Field A 13,592 cf Overall - 4,853 cf Embedded = 8,739 cf x 40.0% Voids #2A 16.25' 4,853 cf ADS_StormTech MC-7200 +Cap x 24 Inside #1 Effective Size= 91.2"W x 60.0"H => 26.68 sf x 6.59'L = 175.9 cf Overall Size= 100.0"W x 60.0"H x 6.95'L with 0.36' Overlap 24 Chambers in 8 Rows Cap Storage= 39.5 cf x 2 x 8 rows = 632.0 cf 8,349 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 15.50'8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.10' #2 Primary 17.50'15.0" Round Culvert L= 46.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 17.50' / 17.27' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Discarded OutFlow Max=0.41 cfs @ 12.52 hrs HW=16.66' (Free Discharge) 1=Exfiltration ( Controls 0.41 cfs) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=15.50' (Free Discharge) 2=Culvert ( Controls 0.00 cfs) Type III 24-hr 2-Year Rainfall=3.39"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 34HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Pond 6P: Subsurface Infiltration - Chamber Wizard Field A Chamber Model = ADS_StormTech MC-7200 +Cap (ADS StormTech® MC-7200 with cap volume) Effective Size= 91.2"W x 60.0"H => 26.68 sf x 6.59'L = 175.9 cf Overall Size= 100.0"W x 60.0"H x 6.95'L with 0.36' Overlap Cap Storage= 39.5 cf x 2 x 8 rows = 632.0 cf 100.0" Wide + 9.0" Spacing = 109.0" C-C Row Spacing 3 Chambers/Row x 6.59' Long +2.73' Cap Length x 2 = 25.24' Row Length +12.0" End Stone x 2 = 27.24' Base Length 8 Rows x 100.0" Wide + 9.0" Spacing x 7 + 12.0" Side Stone x 2 = 73.92' Base Width 9.0" Stone Base + 60.0" Chamber Height + 12.0" Stone Cover = 6.75' Field Height 24 Chambers x 175.9 cf + 39.5 cf Cap Volume x 2 x 8 Rows = 4,853.0 cf Chamber Storage 13,591.9 cf Field - 4,853.0 cf Chambers = 8,738.9 cf Stone x 40.0% Voids = 3,495.6 cf Stone Storage Chamber Storage + Stone Storage = 8,348.6 cf = 0.192 af Overall Storage Efficiency = 61.4% Overall System Size = 27.24' x 73.92' x 6.75' 24 Chambers 503.4 cy Field 323.7 cy Stone Type III 24-hr 2-Year Rainfall=3.39"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 35HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 7P: DMH-4 [57] Hint: Peaked at 17.27' (Flood elevation advised) Inflow Area = 1.033 ac, 66.78% Impervious, Inflow Depth = 0.00" for 2-Year event Inflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Routed to Reach DP-2 : Exist Sandy Neck DMH Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 17.27' @ 1.00 hrs Device Routing Invert Outlet Devices #1 Primary 17.27'12.0" Round Culvert L= 35.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 17.27' / 17.10' S= 0.0049 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=17.27' (Free Discharge) 1=Culvert ( Controls 0.00 cfs) Type III 24-hr 2-Year Rainfall=3.39"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 36HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 8P: DMH-5 [57] Hint: Peaked at 7.25' (Flood elevation advised) Inflow Area = 2.676 ac, 29.22% Impervious, Inflow Depth > 0.35" for 2-Year event Inflow = 0.58 cfs @ 12.35 hrs, Volume= 0.077 af Outflow = 0.58 cfs @ 12.35 hrs, Volume= 0.077 af, Atten= 0%, Lag= 0.0 min Primary = 0.58 cfs @ 12.35 hrs, Volume= 0.077 af Routed to Pond 9P : Infiltration Basin Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 7.25' @ 12.35 hrs Device Routing Invert Outlet Devices #1 Primary 6.90'24.0" Round Culvert L= 23.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 6.90' / 6.25' S= 0.0283 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=0.58 cfs @ 12.35 hrs HW=7.25' (Free Discharge) 1=Culvert (Inlet Controls 0.58 cfs @ 1.58 fps) Type III 24-hr 2-Year Rainfall=3.39"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 37HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 9P: Infiltration Basin [92] Warning: Device #2 is above defined storage Inflow Area = 3.331 ac, 31.25% Impervious, Inflow Depth > 0.50" for 2-Year event Inflow = 0.90 cfs @ 12.30 hrs, Volume= 0.138 af Outflow = 0.89 cfs @ 12.34 hrs, Volume= 0.138 af, Atten= 2%, Lag= 2.3 min Discarded = 0.89 cfs @ 12.34 hrs, Volume= 0.138 af Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Routed to Reach DP-7 : Wetland - South Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 5.02' @ 12.34 hrs Surf.Area= 6,903 sf Storage= 115 cf Plug-Flow detention time= 2.2 min calculated for 0.137 af (100% of inflow) Center-of-Mass det. time= 1.7 min ( 817.3 - 815.6 ) Volume Invert Avail.Storage Storage Description #1 5.00' 23,341 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) 5.00 6,872 381.0 0 0 6,872 6.00 8,886 417.0 7,857 7,857 9,193 7.00 10,604 442.0 9,732 17,590 10,955 7.50 12,423 467.0 5,751 23,341 12,777 Device Routing Invert Outlet Devices #1 Discarded 5.00'8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.10' #2 Primary 7.50'20.0' 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 Discarded OutFlow Max=1.33 cfs @ 12.34 hrs HW=5.02' (Free Discharge) 1=Exfiltration ( Controls 1.33 cfs) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=5.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 10-Year Rainfall=4.95"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 38HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Time span=1.00-20.00 hrs, dt=0.05 hrs, 381 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=41,810 sf 65.42% Impervious Runoff Depth>2.49"Subcatchment 1S: Tc=6.0 min CN=78 Runoff=2.95 cfs 0.199 af Runoff Area=3,201 sf 0.00% Impervious Runoff Depth>0.15"Subcatchment 2S: Tc=6.0 min CN=39 Runoff=0.00 cfs 0.001 af Runoff Area=2,036 sf 87.62% Impervious Runoff Depth>3.72"Subcatchment 3S: Tc=6.0 min CN=91 Runoff=0.20 cfs 0.015 af Runoff Area=2,584 sf 38.74% Impervious Runoff Depth>1.28"Subcatchment 4S: Tc=6.0 min CN=62 Runoff=0.09 cfs 0.006 af Runoff Area=1,154 sf 79.29% Impervious Runoff Depth>3.22"Subcatchment 5S: Tc=6.0 min CN=86 Runoff=0.10 cfs 0.007 af Runoff Area=29,349 sf 0.00% Impervious Runoff Depth>0.15"Subcatchment 6S: Tc=6.0 min CN=39 Runoff=0.02 cfs 0.008 af Runoff Area=55,012 sf 0.00% Impervious Runoff Depth>0.15"Subcatchment 7S: Tc=6.0 min CN=39 Runoff=0.04 cfs 0.016 af Runoff Area=76,146 sf 29.67% Impervious Runoff Depth>0.97"Subcatchment 8S: Tc=6.0 min CN=57 Runoff=1.83 cfs 0.141 af Runoff Area=6,516 sf 0.00% Impervious Runoff Depth>0.54"Subcatchment 9S: Tc=6.0 min CN=49 Runoff=0.06 cfs 0.007 af Runoff Area=33,891 sf 33.82% Impervious Runoff Depth>1.21"Subcatchment 10S: Tc=6.0 min CN=61 Runoff=1.09 cfs 0.079 af Runoff Area=16,361 sf 0.00% Impervious Runoff Depth>0.15"Subcatchment 11S: Tc=6.0 min CN=39 Runoff=0.01 cfs 0.005 af Runoff Area=7,749 sf 100.00% Impervious Runoff Depth>4.50"Subcatchment 12S: Tc=6.0 min CN=98 Runoff=0.84 cfs 0.067 af Runoff Area=4,430 sf 79.80% Impervious Runoff Depth>3.22"Subcatchment 13S: Tc=6.0 min CN=86 Runoff=0.39 cfs 0.027 af Runoff Area=24,502 sf 0.84% Impervious Runoff Depth>0.25"Subcatchment 14S: Tc=6.0 min CN=42 Runoff=0.06 cfs 0.012 af Avg. Flow Depth=0.41' Max Vel=4.74 fps Inflow=2.95 cfs 0.199 afReach 1R: Sidewalk Inlet Grate n=0.013 L=5.0' S=0.0100 '/' Capacity=3.84 cfs Outflow=2.94 cfs 0.199 af Avg. Flow Depth=0.31' Max Vel=2.26 fps Inflow=2.98 cfs 0.226 afReach 2R: Swale n=0.030 L=437.0' S=0.0137 '/' Capacity=25.96 cfs Outflow=2.70 cfs 0.224 af Type III 24-hr 10-Year Rainfall=4.95"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 39HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Inflow=0.09 cfs 0.006 afReach DP-1: Off-site Runoff Sandy Neck Road Outflow=0.09 cfs 0.006 af Inflow=0.35 cfs 0.012 afReach DP-2: Exist Sandy Neck DMH Outflow=0.35 cfs 0.012 af Inflow=0.00 cfs 0.001 afReach DP-3: Off-site Runoff- West Outflow=0.00 cfs 0.001 af Inflow=0.04 cfs 0.016 afReach DP-5: Off-Site Runoff North Outflow=0.04 cfs 0.016 af Inflow=0.07 cfs 0.020 afReach DP-7: Wetland - South Outflow=0.07 cfs 0.020 af Peak Elev=19.27' Inflow=0.20 cfs 0.015 afPond 1P: CB-1 12.0" Round Culvert n=0.013 L=16.0' S=0.0063 '/' Outflow=0.20 cfs 0.015 af Peak Elev=19.17' Inflow=0.10 cfs 0.007 afPond 2P: CB-2 12.0" Round Culvert n=0.013 L=7.0' S=0.0143 '/' Outflow=0.10 cfs 0.007 af Peak Elev=18.98' Inflow=0.30 cfs 0.022 afPond 3P: DMH-1 12.0" Round Culvert n=0.013 L=3.0' S=0.0167 '/' Outflow=0.30 cfs 0.022 af Peak Elev=19.16' Inflow=3.25 cfs 0.220 afPond 4P: DMH-2 15.0" Round Culvert n=0.013 L=4.0' S=0.0250 '/' Outflow=3.25 cfs 0.220 af Peak Elev=18.77' Inflow=3.25 cfs 0.220 afPond 5P: DMH-3 (WQU-1) 15.0" Round Culvert n=0.013 L=5.0' S=0.0300 '/' Outflow=3.25 cfs 0.220 af Peak Elev=17.83' Storage=3,130 cf Inflow=3.25 cfs 0.220 afPond 6P: Subsurface Infiltration Discarded=0.44 cfs 0.208 af Primary=0.35 cfs 0.012 af Outflow=0.79 cfs 0.220 af Peak Elev=17.63' Inflow=0.35 cfs 0.012 afPond 7P: DMH-4 12.0" Round Culvert n=0.013 L=35.0' S=0.0049 '/' Outflow=0.35 cfs 0.012 af Peak Elev=7.68' Inflow=2.70 cfs 0.224 afPond 8P: DMH-5 24.0" Round Culvert n=0.013 L=23.0' S=0.0283 '/' Outflow=2.70 cfs 0.224 af Peak Elev=5.29' Storage=2,067 cf Inflow=3.43 cfs 0.323 afPond 9P: Infiltration Basin Discarded=1.50 cfs 0.322 af Primary=0.00 cfs 0.000 af Outflow=1.50 cfs 0.322 af Total Runoff Area = 6.996 ac Runoff Volume = 0.588 af Average Runoff Depth = 1.01" 74.86% Pervious = 5.237 ac 25.14% Impervious = 1.759 ac Type III 24-hr 10-Year Rainfall=4.95"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 40HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 2.95 cfs @ 12.09 hrs, Volume= 0.199 af, Depth> 2.49" Routed to Reach 1R : Sidewalk Inlet Grate Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95" Area (sf) CN Description 27,354 98 Paved parking, HSG A * 2,012 45 Porous Pavement, HSG A * 12,444 39 Sand cover, HSG A 41,810 78 Weighted Average 14,456 34.58% Pervious Area 27,354 65.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC = 6 Type III 24-hr 10-Year Rainfall=4.95"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 41HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Runoff = 0.00 cfs @ 12.49 hrs, Volume= 0.001 af, Depth> 0.15" Routed to Reach DP-3 : Off-site Runoff- West Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95" Area (sf) CN Description * 3,201 39 Sand cover, HSG A 3,201 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC = 6 Type III 24-hr 10-Year Rainfall=4.95"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 42HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Runoff = 0.20 cfs @ 12.09 hrs, Volume= 0.015 af, Depth> 3.72" Routed to Pond 1P : CB-1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95" Area (sf) CN Description 1,784 98 Paved parking, HSG A * 252 39 Sand cover, HSG A 2,036 91 Weighted Average 252 12.38% Pervious Area 1,784 87.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC=6 Type III 24-hr 10-Year Rainfall=4.95"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 43HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Runoff = 0.09 cfs @ 12.10 hrs, Volume= 0.006 af, Depth> 1.28" Routed to Reach DP-1 : Off-site Runoff Sandy Neck Road Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95" Area (sf) CN Description 1,001 98 Paved parking, HSG A * 1,583 39 Sand cover, HSG A 2,584 62 Weighted Average 1,583 61.26% Pervious Area 1,001 38.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC = 6 Type III 24-hr 10-Year Rainfall=4.95"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 44HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Runoff = 0.10 cfs @ 12.09 hrs, Volume= 0.007 af, Depth> 3.22" Routed to Pond 2P : CB-2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95" Area (sf) CN Description 915 98 Paved parking, HSG A * 239 39 Sand cover, HSG A 1,154 86 Weighted Average 239 20.71% Pervious Area 915 79.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC = 6 Type III 24-hr 10-Year Rainfall=4.95"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 45HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Runoff = 0.02 cfs @ 12.49 hrs, Volume= 0.008 af, Depth> 0.15" Routed to Reach DP-7 : Wetland - South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95" Area (sf) CN Description * 29,349 39 Sand cover, HSG A 29,349 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC =6 Type III 24-hr 10-Year Rainfall=4.95"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 46HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Runoff = 0.04 cfs @ 12.49 hrs, Volume= 0.016 af, Depth> 0.15" Routed to Reach DP-5 : Off-Site Runoff North Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95" Area (sf) CN Description * 55,012 39 Sand cover, HSG A 55,012 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC = 6 Type III 24-hr 10-Year Rainfall=4.95"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 47HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Runoff = 1.83 cfs @ 12.11 hrs, Volume= 0.141 af, Depth> 0.97" Routed to Reach 2R : Swale Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95" Area (sf) CN Description 22,594 98 Paved parking, HSG A * 9,385 45 Porous Pavement * 44,167 39 Sand cover, HSG A 76,146 57 Weighted Average 53,552 70.33% Pervious Area 22,594 29.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC=6 Type III 24-hr 10-Year Rainfall=4.95"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 48HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: Runoff = 0.06 cfs @ 12.14 hrs, Volume= 0.007 af, Depth> 0.54" Routed to Reach 2R : Swale Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95" Area (sf) CN Description 5,346 39 >75% Grass cover, Good, HSG A * 1,170 96 Stone, HSG A 6,516 49 Weighted Average 6,516 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC=6 Type III 24-hr 10-Year Rainfall=4.95"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 49HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: Runoff = 1.09 cfs @ 12.10 hrs, Volume= 0.079 af, Depth> 1.21" Routed to Reach 2R : Swale Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95" Area (sf) CN Description 9,213 98 Paved parking, HSG A * 13,033 45 Porous Pavement * 9,395 39 Sand cover, HSG A * 2,250 98 Roof, HSG A 33,891 61 Weighted Average 22,428 66.18% Pervious Area 11,463 33.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC=6 Type III 24-hr 10-Year Rainfall=4.95"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 50HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: Runoff = 0.01 cfs @ 12.49 hrs, Volume= 0.005 af, Depth> 0.15" Routed to Pond 9P : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95" Area (sf) CN Description * 16,361 39 Sand cover, HSG A 16,361 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct = 6 mins Type III 24-hr 10-Year Rainfall=4.95"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 51HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: Runoff = 0.84 cfs @ 12.09 hrs, Volume= 0.067 af, Depth> 4.50" Routed to Pond 9P : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95" Area (sf) CN Description * 7,749 98 Water surface, HSG A 7,749 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct = 6 mins Type III 24-hr 10-Year Rainfall=4.95"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 52HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: Runoff = 0.39 cfs @ 12.09 hrs, Volume= 0.027 af, Depth> 3.22" Routed to Pond 9P : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95" Area (sf) CN Description 3,535 98 Paved parking, HSG A * 895 39 Sand cover, HSG A 4,430 86 Weighted Average 895 20.20% Pervious Area 3,535 79.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct = 6 mins Type III 24-hr 10-Year Rainfall=4.95"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 53HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: Runoff = 0.06 cfs @ 12.39 hrs, Volume= 0.012 af, Depth> 0.25" Routed to Reach DP-7 : Wetland - South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95" Area (sf) CN Description 207 98 Paved parking, HSG A 1,179 96 Gravel surface, HSG A * 23,116 39 Sand cover, HSG A 24,502 42 Weighted Average 24,295 99.16% Pervious Area 207 0.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct = 6 mins Type III 24-hr 10-Year Rainfall=4.95"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 54HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach 1R: Sidewalk Inlet Grate Inflow Area = 0.960 ac, 65.42% Impervious, Inflow Depth > 2.49" for 10-Year event Inflow = 2.95 cfs @ 12.09 hrs, Volume= 0.199 af Outflow = 2.94 cfs @ 12.09 hrs, Volume= 0.199 af, Atten= 0%, Lag= 0.0 min Routed to Pond 4P : DMH-2 Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 4.74 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.53 fps, Avg. Travel Time= 0.1 min Peak Storage= 3 cf @ 12.09 hrs Average Depth at Peak Storage= 0.41' , Surface Width= 1.50' Bank-Full Depth= 0.50' Flow Area= 0.8 sf, Capacity= 3.84 cfs 1.50' x 0.50' deep channel, n= 0.013 Concrete, trowel finish Length= 5.0' Slope= 0.0100 '/' Inlet Invert= 21.70', Outlet Invert= 21.65' Type III 24-hr 10-Year Rainfall=4.95"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 55HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach 2R: Swale Inflow Area = 2.676 ac, 29.22% Impervious, Inflow Depth > 1.01" for 10-Year event Inflow = 2.98 cfs @ 12.11 hrs, Volume= 0.226 af Outflow = 2.70 cfs @ 12.21 hrs, Volume= 0.224 af, Atten= 9%, Lag= 5.9 min Routed to Pond 8P : DMH-5 Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 2.26 fps, Min. Travel Time= 3.2 min Avg. Velocity = 0.95 fps, Avg. Travel Time= 7.7 min Peak Storage= 526 cf @ 12.15 hrs Average Depth at Peak Storage= 0.31' , Surface Width= 4.84' Bank-Full Depth= 1.00' Flow Area= 6.0 sf, Capacity= 25.96 cfs 3.00' x 1.00' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 3.0 '/' Top Width= 9.00' Length= 437.0' Slope= 0.0137 '/' Inlet Invert= 20.00', Outlet Invert= 14.00' ‡ Type III 24-hr 10-Year Rainfall=4.95"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 56HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-1: Off-site Runoff Sandy Neck Road [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.059 ac, 38.74% Impervious, Inflow Depth > 1.28" for 10-Year event Inflow = 0.09 cfs @ 12.10 hrs, Volume= 0.006 af Outflow = 0.09 cfs @ 12.10 hrs, Volume= 0.006 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 57HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-2: Exist Sandy Neck DMH [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.033 ac, 66.78% Impervious, Inflow Depth = 0.14" for 10-Year event Inflow = 0.35 cfs @ 12.50 hrs, Volume= 0.012 af Outflow = 0.35 cfs @ 12.50 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 58HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-3: Off-site Runoff- West [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.073 ac, 0.00% Impervious, Inflow Depth > 0.15" for 10-Year event Inflow = 0.00 cfs @ 12.49 hrs, Volume= 0.001 af Outflow = 0.00 cfs @ 12.49 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 59HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-5: Off-Site Runoff North [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.263 ac, 0.00% Impervious, Inflow Depth > 0.15" for 10-Year event Inflow = 0.04 cfs @ 12.49 hrs, Volume= 0.016 af Outflow = 0.04 cfs @ 12.49 hrs, Volume= 0.016 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 60HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-7: Wetland - South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 4.567 ac, 22.89% Impervious, Inflow Depth > 0.05" for 10-Year event Inflow = 0.07 cfs @ 12.43 hrs, Volume= 0.020 af Outflow = 0.07 cfs @ 12.43 hrs, Volume= 0.020 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 61HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1P: CB-1 [57] Hint: Peaked at 19.27' (Flood elevation advised) Inflow Area = 0.047 ac, 87.62% Impervious, Inflow Depth > 3.72" for 10-Year event Inflow = 0.20 cfs @ 12.09 hrs, Volume= 0.015 af Outflow = 0.20 cfs @ 12.09 hrs, Volume= 0.015 af, Atten= 0%, Lag= 0.0 min Primary = 0.20 cfs @ 12.09 hrs, Volume= 0.015 af Routed to Pond 3P : DMH-1 Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 19.27' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 19.00'12.0" Round Culvert L= 16.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 19.00' / 18.90' S= 0.0063 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.20 cfs @ 12.09 hrs HW=19.26' (Free Discharge) 1=Culvert (Barrel Controls 0.20 cfs @ 1.81 fps) Type III 24-hr 10-Year Rainfall=4.95"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 62HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: CB-2 Inflow Area = 0.026 ac, 79.29% Impervious, Inflow Depth > 3.22" for 10-Year event Inflow = 0.10 cfs @ 12.09 hrs, Volume= 0.007 af Outflow = 0.10 cfs @ 12.09 hrs, Volume= 0.007 af, Atten= 0%, Lag= 0.0 min Primary = 0.10 cfs @ 12.09 hrs, Volume= 0.007 af Routed to Pond 3P : DMH-1 Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 19.17' @ 12.09 hrs Flood Elev= 22.00' Device Routing Invert Outlet Devices #1 Primary 19.00'12.0" Round Culvert L= 7.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 19.00' / 18.90' S= 0.0143 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.10 cfs @ 12.09 hrs HW=19.17' (Free Discharge) 1=Culvert (Inlet Controls 0.10 cfs @ 1.11 fps) Type III 24-hr 10-Year Rainfall=4.95"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 63HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: DMH-1 [57] Hint: Peaked at 18.98' (Flood elevation advised) [79] Warning: Submerged Pond 1P Primary device # 1 OUTLET by 0.08' [79] Warning: Submerged Pond 2P Primary device # 1 OUTLET by 0.08' Inflow Area = 0.073 ac, 84.61% Impervious, Inflow Depth > 3.54" for 10-Year event Inflow = 0.30 cfs @ 12.09 hrs, Volume= 0.022 af Outflow = 0.30 cfs @ 12.09 hrs, Volume= 0.022 af, Atten= 0%, Lag= 0.0 min Primary = 0.30 cfs @ 12.09 hrs, Volume= 0.022 af Routed to Pond 4P : DMH-2 Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 18.98' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 18.65'12.0" Round Culvert L= 3.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 18.65' / 18.60' S= 0.0167 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.30 cfs @ 12.09 hrs HW=18.97' (Free Discharge) 1=Culvert (Barrel Controls 0.30 cfs @ 2.01 fps) Type III 24-hr 10-Year Rainfall=4.95"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 64HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 4P: DMH-2 [81] Warning: Exceeded Pond 3P by 0.18' @ 12.10 hrs Inflow Area = 1.033 ac, 66.78% Impervious, Inflow Depth > 2.56" for 10-Year event Inflow = 3.25 cfs @ 12.09 hrs, Volume= 0.220 af Outflow = 3.25 cfs @ 12.09 hrs, Volume= 0.220 af, Atten= 0%, Lag= 0.0 min Primary = 3.25 cfs @ 12.09 hrs, Volume= 0.220 af Routed to Pond 5P : DMH-3 (WQU-1) Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 19.16' @ 12.09 hrs Flood Elev= 24.50' Device Routing Invert Outlet Devices #1 Primary 18.00'15.0" Round Culvert L= 4.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 18.00' / 17.90' S= 0.0250 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=3.19 cfs @ 12.09 hrs HW=19.15' (Free Discharge) 1=Culvert (Barrel Controls 3.19 cfs @ 3.55 fps) Type III 24-hr 10-Year Rainfall=4.95"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 65HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: DMH-3 (WQU-1) [79] Warning: Submerged Pond 4P Primary device # 1 INLET by 0.76' Inflow Area = 1.033 ac, 66.78% Impervious, Inflow Depth > 2.56" for 10-Year event Inflow = 3.25 cfs @ 12.09 hrs, Volume= 0.220 af Outflow = 3.25 cfs @ 12.09 hrs, Volume= 0.220 af, Atten= 0%, Lag= 0.0 min Primary = 3.25 cfs @ 12.09 hrs, Volume= 0.220 af Routed to Pond 6P : Subsurface Infiltration Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 18.77' @ 12.09 hrs Flood Elev= 23.50' Device Routing Invert Outlet Devices #1 Primary 17.65'15.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 17.65' / 17.50' S= 0.0300 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=3.19 cfs @ 12.09 hrs HW=18.75' (Free Discharge) 1=Culvert (Barrel Controls 3.19 cfs @ 3.71 fps) Type III 24-hr 10-Year Rainfall=4.95"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 66HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 6P: Subsurface Infiltration [79] Warning: Submerged Pond 5P Primary device # 1 INLET by 0.18' Inflow Area = 1.033 ac, 66.78% Impervious, Inflow Depth > 2.56" for 10-Year event Inflow = 3.25 cfs @ 12.09 hrs, Volume= 0.220 af Outflow = 0.79 cfs @ 12.50 hrs, Volume= 0.220 af, Atten= 76%, Lag= 24.5 min Discarded = 0.44 cfs @ 12.50 hrs, Volume= 0.208 af Primary = 0.35 cfs @ 12.50 hrs, Volume= 0.012 af Routed to Pond 7P : DMH-4 Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 17.83' @ 12.50 hrs Surf.Area= 2,014 sf Storage= 3,130 cf Plug-Flow detention time= 50.2 min calculated for 0.220 af (100% of inflow) Center-of-Mass det. time= 49.8 min ( 838.6 - 788.9 ) Volume Invert Avail.Storage Storage Description #1A 15.50' 3,496 cf 73.92'W x 27.24'L x 6.75'H Field A 13,592 cf Overall - 4,853 cf Embedded = 8,739 cf x 40.0% Voids #2A 16.25' 4,853 cf ADS_StormTech MC-7200 +Cap x 24 Inside #1 Effective Size= 91.2"W x 60.0"H => 26.68 sf x 6.59'L = 175.9 cf Overall Size= 100.0"W x 60.0"H x 6.95'L with 0.36' Overlap 24 Chambers in 8 Rows Cap Storage= 39.5 cf x 2 x 8 rows = 632.0 cf 8,349 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 15.50'8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.10' #2 Primary 17.50'15.0" Round Culvert L= 46.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 17.50' / 17.27' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Discarded OutFlow Max=0.44 cfs @ 12.50 hrs HW=17.83' (Free Discharge) 1=Exfiltration ( Controls 0.44 cfs) Primary OutFlow Max=0.35 cfs @ 12.50 hrs HW=17.83' (Free Discharge) 2=Culvert (Barrel Controls 0.35 cfs @ 2.05 fps) Type III 24-hr 10-Year Rainfall=4.95"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 67HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Pond 6P: Subsurface Infiltration - Chamber Wizard Field A Chamber Model = ADS_StormTech MC-7200 +Cap (ADS StormTech® MC-7200 with cap volume) Effective Size= 91.2"W x 60.0"H => 26.68 sf x 6.59'L = 175.9 cf Overall Size= 100.0"W x 60.0"H x 6.95'L with 0.36' Overlap Cap Storage= 39.5 cf x 2 x 8 rows = 632.0 cf 100.0" Wide + 9.0" Spacing = 109.0" C-C Row Spacing 3 Chambers/Row x 6.59' Long +2.73' Cap Length x 2 = 25.24' Row Length +12.0" End Stone x 2 = 27.24' Base Length 8 Rows x 100.0" Wide + 9.0" Spacing x 7 + 12.0" Side Stone x 2 = 73.92' Base Width 9.0" Stone Base + 60.0" Chamber Height + 12.0" Stone Cover = 6.75' Field Height 24 Chambers x 175.9 cf + 39.5 cf Cap Volume x 2 x 8 Rows = 4,853.0 cf Chamber Storage 13,591.9 cf Field - 4,853.0 cf Chambers = 8,738.9 cf Stone x 40.0% Voids = 3,495.6 cf Stone Storage Chamber Storage + Stone Storage = 8,348.6 cf = 0.192 af Overall Storage Efficiency = 61.4% Overall System Size = 27.24' x 73.92' x 6.75' 24 Chambers 503.4 cy Field 323.7 cy Stone Type III 24-hr 10-Year Rainfall=4.95"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 68HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 7P: DMH-4 [57] Hint: Peaked at 17.63' (Flood elevation advised) [79] Warning: Submerged Pond 6P Primary device # 2 INLET by 0.13' Inflow Area = 1.033 ac, 66.78% Impervious, Inflow Depth = 0.14" for 10-Year event Inflow = 0.35 cfs @ 12.50 hrs, Volume= 0.012 af Outflow = 0.35 cfs @ 12.50 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.0 min Primary = 0.35 cfs @ 12.50 hrs, Volume= 0.012 af Routed to Reach DP-2 : Exist Sandy Neck DMH Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 17.63' @ 12.50 hrs Device Routing Invert Outlet Devices #1 Primary 17.27'12.0" Round Culvert L= 35.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 17.27' / 17.10' S= 0.0049 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.35 cfs @ 12.50 hrs HW=17.63' (Free Discharge) 1=Culvert (Barrel Controls 0.35 cfs @ 2.06 fps) Type III 24-hr 10-Year Rainfall=4.95"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 69HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 8P: DMH-5 [57] Hint: Peaked at 7.68' (Flood elevation advised) Inflow Area = 2.676 ac, 29.22% Impervious, Inflow Depth > 1.01" for 10-Year event Inflow = 2.70 cfs @ 12.21 hrs, Volume= 0.224 af Outflow = 2.70 cfs @ 12.21 hrs, Volume= 0.224 af, Atten= 0%, Lag= 0.0 min Primary = 2.70 cfs @ 12.21 hrs, Volume= 0.224 af Routed to Pond 9P : Infiltration Basin Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 7.68' @ 12.21 hrs Device Routing Invert Outlet Devices #1 Primary 6.90'24.0" Round Culvert L= 23.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 6.90' / 6.25' S= 0.0283 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=2.67 cfs @ 12.21 hrs HW=7.68' (Free Discharge) 1=Culvert (Inlet Controls 2.67 cfs @ 2.37 fps) Type III 24-hr 10-Year Rainfall=4.95"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 70HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 9P: Infiltration Basin [92] Warning: Device #2 is above defined storage Inflow Area = 3.331 ac, 31.25% Impervious, Inflow Depth > 1.16" for 10-Year event Inflow = 3.43 cfs @ 12.19 hrs, Volume= 0.323 af Outflow = 1.50 cfs @ 12.53 hrs, Volume= 0.322 af, Atten= 56%, Lag= 20.6 min Discarded = 1.50 cfs @ 12.53 hrs, Volume= 0.322 af Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Routed to Reach DP-7 : Wetland - South Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 5.29' @ 12.53 hrs Surf.Area= 7,428 sf Storage= 2,067 cf Plug-Flow detention time= 8.1 min calculated for 0.322 af (100% of inflow) Center-of-Mass det. time= 7.7 min ( 818.6 - 810.9 ) Volume Invert Avail.Storage Storage Description #1 5.00' 23,341 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) 5.00 6,872 381.0 0 0 6,872 6.00 8,886 417.0 7,857 7,857 9,193 7.00 10,604 442.0 9,732 17,590 10,955 7.50 12,423 467.0 5,751 23,341 12,777 Device Routing Invert Outlet Devices #1 Discarded 5.00'8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.10' #2 Primary 7.50'20.0' 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 Discarded OutFlow Max=1.50 cfs @ 12.53 hrs HW=5.29' (Free Discharge) 1=Exfiltration ( Controls 1.50 cfs) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=5.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 100-Year Rainfall=7.42"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 71HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Time span=1.00-20.00 hrs, dt=0.05 hrs, 381 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=41,810 sf 65.42% Impervious Runoff Depth>4.56"Subcatchment 1S: Tc=6.0 min CN=78 Runoff=5.31 cfs 0.365 af Runoff Area=3,201 sf 0.00% Impervious Runoff Depth>0.80"Subcatchment 2S: Tc=6.0 min CN=39 Runoff=0.04 cfs 0.005 af Runoff Area=2,036 sf 87.62% Impervious Runoff Depth>6.03"Subcatchment 3S: Tc=6.0 min CN=91 Runoff=0.32 cfs 0.023 af Runoff Area=2,584 sf 38.74% Impervious Runoff Depth>2.87"Subcatchment 4S: Tc=6.0 min CN=62 Runoff=0.21 cfs 0.014 af Runoff Area=1,154 sf 79.29% Impervious Runoff Depth>5.46"Subcatchment 5S: Tc=6.0 min CN=86 Runoff=0.17 cfs 0.012 af Runoff Area=29,349 sf 0.00% Impervious Runoff Depth>0.80"Subcatchment 6S: Tc=6.0 min CN=39 Runoff=0.40 cfs 0.045 af Runoff Area=55,012 sf 0.00% Impervious Runoff Depth>0.80"Subcatchment 7S: Tc=6.0 min CN=39 Runoff=0.74 cfs 0.084 af Runoff Area=76,146 sf 29.67% Impervious Runoff Depth>2.38"Subcatchment 8S: Tc=6.0 min CN=57 Runoff=5.03 cfs 0.346 af Runoff Area=6,516 sf 0.00% Impervious Runoff Depth>1.63"Subcatchment 9S: Tc=6.0 min CN=49 Runoff=0.27 cfs 0.020 af Runoff Area=33,891 sf 33.82% Impervious Runoff Depth>2.77"Subcatchment 10S: Tc=6.0 min CN=61 Runoff=2.65 cfs 0.180 af Runoff Area=16,361 sf 0.00% Impervious Runoff Depth>0.80"Subcatchment 11S: Tc=6.0 min CN=39 Runoff=0.22 cfs 0.025 af Runoff Area=7,749 sf 100.00% Impervious Runoff Depth>6.85"Subcatchment 12S: Tc=6.0 min CN=98 Runoff=1.26 cfs 0.102 af Runoff Area=4,430 sf 79.80% Impervious Runoff Depth>5.46"Subcatchment 13S: Tc=6.0 min CN=86 Runoff=0.65 cfs 0.046 af Runoff Area=24,502 sf 0.84% Impervious Runoff Depth>1.03"Subcatchment 14S: Tc=6.0 min CN=42 Runoff=0.54 cfs 0.048 af Avg. Flow Depth=0.64' Max Vel=5.55 fps Inflow=5.31 cfs 0.365 afReach 1R: Sidewalk Inlet Grate n=0.013 L=5.0' S=0.0100 '/' Capacity=3.84 cfs Outflow=5.31 cfs 0.365 af Avg. Flow Depth=0.53' Max Vel=3.05 fps Inflow=7.95 cfs 0.546 afReach 2R: Swale n=0.030 L=437.0' S=0.0137 '/' Capacity=25.96 cfs Outflow=7.37 cfs 0.543 af Type III 24-hr 100-Year Rainfall=7.42"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 72HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Inflow=0.21 cfs 0.014 afReach DP-1: Off-site Runoff Sandy Neck Road Outflow=0.21 cfs 0.014 af Inflow=2.87 cfs 0.112 afReach DP-2: Exist Sandy Neck DMH Outflow=2.87 cfs 0.112 af Inflow=0.04 cfs 0.005 afReach DP-3: Off-site Runoff- West Outflow=0.04 cfs 0.005 af Inflow=0.74 cfs 0.084 afReach DP-5: Off-Site Runoff North Outflow=0.74 cfs 0.084 af Inflow=0.91 cfs 0.094 afReach DP-7: Wetland - South Outflow=0.91 cfs 0.094 af Peak Elev=19.34' Inflow=0.32 cfs 0.023 afPond 1P: CB-1 12.0" Round Culvert n=0.013 L=16.0' S=0.0063 '/' Outflow=0.32 cfs 0.023 af Peak Elev=19.22' Inflow=0.17 cfs 0.012 afPond 2P: CB-2 12.0" Round Culvert n=0.013 L=7.0' S=0.0143 '/' Outflow=0.17 cfs 0.012 af Peak Elev=19.08' Inflow=0.49 cfs 0.036 afPond 3P: DMH-1 12.0" Round Culvert n=0.013 L=3.0' S=0.0167 '/' Outflow=0.49 cfs 0.036 af Peak Elev=20.17' Inflow=5.80 cfs 0.400 afPond 4P: DMH-2 15.0" Round Culvert n=0.013 L=4.0' S=0.0250 '/' Outflow=5.80 cfs 0.400 af Peak Elev=19.82' Inflow=5.80 cfs 0.400 afPond 5P: DMH-3 (WQU-1) 15.0" Round Culvert n=0.013 L=5.0' S=0.0300 '/' Outflow=5.80 cfs 0.400 af Peak Elev=18.58' Storage=4,277 cf Inflow=5.80 cfs 0.400 afPond 6P: Subsurface Infiltration Discarded=0.46 cfs 0.288 af Primary=2.87 cfs 0.112 af Outflow=3.33 cfs 0.400 af Peak Elev=18.73' Inflow=2.87 cfs 0.112 afPond 7P: DMH-4 12.0" Round Culvert n=0.013 L=35.0' S=0.0049 '/' Outflow=2.87 cfs 0.112 af Peak Elev=8.29' Inflow=7.37 cfs 0.543 afPond 8P: DMH-5 24.0" Round Culvert n=0.013 L=23.0' S=0.0283 '/' Outflow=7.37 cfs 0.543 af Peak Elev=6.12' Storage=8,914 cf Inflow=8.97 cfs 0.716 afPond 9P: Infiltration Basin Discarded=2.08 cfs 0.716 af Primary=0.00 cfs 0.000 af Outflow=2.08 cfs 0.716 af Total Runoff Area = 6.996 ac Runoff Volume = 1.316 af Average Runoff Depth = 2.26" 74.86% Pervious = 5.237 ac 25.14% Impervious = 1.759 ac Type III 24-hr 100-Year Rainfall=7.42"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 73HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 5.31 cfs @ 12.09 hrs, Volume= 0.365 af, Depth> 4.56" Routed to Reach 1R : Sidewalk Inlet Grate Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42" Area (sf) CN Description 27,354 98 Paved parking, HSG A * 2,012 45 Porous Pavement, HSG A * 12,444 39 Sand cover, HSG A 41,810 78 Weighted Average 14,456 34.58% Pervious Area 27,354 65.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC = 6 Type III 24-hr 100-Year Rainfall=7.42"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 74HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Runoff = 0.04 cfs @ 12.14 hrs, Volume= 0.005 af, Depth> 0.80" Routed to Reach DP-3 : Off-site Runoff- West Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42" Area (sf) CN Description * 3,201 39 Sand cover, HSG A 3,201 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC = 6 Type III 24-hr 100-Year Rainfall=7.42"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 75HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Runoff = 0.32 cfs @ 12.09 hrs, Volume= 0.023 af, Depth> 6.03" Routed to Pond 1P : CB-1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42" Area (sf) CN Description 1,784 98 Paved parking, HSG A * 252 39 Sand cover, HSG A 2,036 91 Weighted Average 252 12.38% Pervious Area 1,784 87.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC=6 Type III 24-hr 100-Year Rainfall=7.42"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 76HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Runoff = 0.21 cfs @ 12.10 hrs, Volume= 0.014 af, Depth> 2.87" Routed to Reach DP-1 : Off-site Runoff Sandy Neck Road Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42" Area (sf) CN Description 1,001 98 Paved parking, HSG A * 1,583 39 Sand cover, HSG A 2,584 62 Weighted Average 1,583 61.26% Pervious Area 1,001 38.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC = 6 Type III 24-hr 100-Year Rainfall=7.42"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 77HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Runoff = 0.17 cfs @ 12.09 hrs, Volume= 0.012 af, Depth> 5.46" Routed to Pond 2P : CB-2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42" Area (sf) CN Description 915 98 Paved parking, HSG A * 239 39 Sand cover, HSG A 1,154 86 Weighted Average 239 20.71% Pervious Area 915 79.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC = 6 Type III 24-hr 100-Year Rainfall=7.42"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 78HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Runoff = 0.40 cfs @ 12.14 hrs, Volume= 0.045 af, Depth> 0.80" Routed to Reach DP-7 : Wetland - South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42" Area (sf) CN Description * 29,349 39 Sand cover, HSG A 29,349 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC =6 Type III 24-hr 100-Year Rainfall=7.42"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 79HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Runoff = 0.74 cfs @ 12.14 hrs, Volume= 0.084 af, Depth> 0.80" Routed to Reach DP-5 : Off-Site Runoff North Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42" Area (sf) CN Description * 55,012 39 Sand cover, HSG A 55,012 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC = 6 Type III 24-hr 100-Year Rainfall=7.42"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 80HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Runoff = 5.03 cfs @ 12.10 hrs, Volume= 0.346 af, Depth> 2.38" Routed to Reach 2R : Swale Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42" Area (sf) CN Description 22,594 98 Paved parking, HSG A * 9,385 45 Porous Pavement * 44,167 39 Sand cover, HSG A 76,146 57 Weighted Average 53,552 70.33% Pervious Area 22,594 29.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC=6 Type III 24-hr 100-Year Rainfall=7.42"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 81HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: Runoff = 0.27 cfs @ 12.11 hrs, Volume= 0.020 af, Depth> 1.63" Routed to Reach 2R : Swale Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42" Area (sf) CN Description 5,346 39 >75% Grass cover, Good, HSG A * 1,170 96 Stone, HSG A 6,516 49 Weighted Average 6,516 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC=6 Type III 24-hr 100-Year Rainfall=7.42"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 82HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: Runoff = 2.65 cfs @ 12.10 hrs, Volume= 0.180 af, Depth> 2.77" Routed to Reach 2R : Swale Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42" Area (sf) CN Description 9,213 98 Paved parking, HSG A * 13,033 45 Porous Pavement * 9,395 39 Sand cover, HSG A * 2,250 98 Roof, HSG A 33,891 61 Weighted Average 22,428 66.18% Pervious Area 11,463 33.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, TC=6 Type III 24-hr 100-Year Rainfall=7.42"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 83HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: Runoff = 0.22 cfs @ 12.14 hrs, Volume= 0.025 af, Depth> 0.80" Routed to Pond 9P : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42" Area (sf) CN Description * 16,361 39 Sand cover, HSG A 16,361 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct = 6 mins Type III 24-hr 100-Year Rainfall=7.42"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 84HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: Runoff = 1.26 cfs @ 12.09 hrs, Volume= 0.102 af, Depth> 6.85" Routed to Pond 9P : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42" Area (sf) CN Description * 7,749 98 Water surface, HSG A 7,749 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct = 6 mins Type III 24-hr 100-Year Rainfall=7.42"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 85HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: Runoff = 0.65 cfs @ 12.09 hrs, Volume= 0.046 af, Depth> 5.46" Routed to Pond 9P : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42" Area (sf) CN Description 3,535 98 Paved parking, HSG A * 895 39 Sand cover, HSG A 4,430 86 Weighted Average 895 20.20% Pervious Area 3,535 79.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct = 6 mins Type III 24-hr 100-Year Rainfall=7.42"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 86HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: Runoff = 0.54 cfs @ 12.12 hrs, Volume= 0.048 af, Depth> 1.03" Routed to Reach DP-7 : Wetland - South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42" Area (sf) CN Description 207 98 Paved parking, HSG A 1,179 96 Gravel surface, HSG A * 23,116 39 Sand cover, HSG A 24,502 42 Weighted Average 24,295 99.16% Pervious Area 207 0.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct = 6 mins Type III 24-hr 100-Year Rainfall=7.42"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 87HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach 1R: Sidewalk Inlet Grate [91] Warning: Storage range exceeded by 0.14' [55] Hint: Peak inflow is 138% of Manning's capacity Inflow Area = 0.960 ac, 65.42% Impervious, Inflow Depth > 4.56" for 100-Year event Inflow = 5.31 cfs @ 12.09 hrs, Volume= 0.365 af Outflow = 5.31 cfs @ 12.09 hrs, Volume= 0.365 af, Atten= 0%, Lag= 0.0 min Routed to Pond 4P : DMH-2 Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 5.55 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.78 fps, Avg. Travel Time= 0.0 min Peak Storage= 5 cf @ 12.09 hrs Average Depth at Peak Storage= 0.64' , Surface Width= 1.50' Bank-Full Depth= 0.50' Flow Area= 0.8 sf, Capacity= 3.84 cfs 1.50' x 0.50' deep channel, n= 0.013 Concrete, trowel finish Length= 5.0' Slope= 0.0100 '/' Inlet Invert= 21.70', Outlet Invert= 21.65' Type III 24-hr 100-Year Rainfall=7.42"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 88HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach 2R: Swale Inflow Area = 2.676 ac, 29.22% Impervious, Inflow Depth > 2.45" for 100-Year event Inflow = 7.95 cfs @ 12.10 hrs, Volume= 0.546 af Outflow = 7.37 cfs @ 12.17 hrs, Volume= 0.543 af, Atten= 7%, Lag= 4.3 min Routed to Pond 8P : DMH-5 Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.05 fps, Min. Travel Time= 2.4 min Avg. Velocity = 1.17 fps, Avg. Travel Time= 6.2 min Peak Storage= 1,063 cf @ 12.13 hrs Average Depth at Peak Storage= 0.53' , Surface Width= 6.18' Bank-Full Depth= 1.00' Flow Area= 6.0 sf, Capacity= 25.96 cfs 3.00' x 1.00' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 3.0 '/' Top Width= 9.00' Length= 437.0' Slope= 0.0137 '/' Inlet Invert= 20.00', Outlet Invert= 14.00' ‡ Type III 24-hr 100-Year Rainfall=7.42"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 89HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-1: Off-site Runoff Sandy Neck Road [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.059 ac, 38.74% Impervious, Inflow Depth > 2.87" for 100-Year event Inflow = 0.21 cfs @ 12.10 hrs, Volume= 0.014 af Outflow = 0.21 cfs @ 12.10 hrs, Volume= 0.014 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 90HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-2: Exist Sandy Neck DMH [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.033 ac, 66.78% Impervious, Inflow Depth = 1.31" for 100-Year event Inflow = 2.87 cfs @ 12.22 hrs, Volume= 0.112 af Outflow = 2.87 cfs @ 12.22 hrs, Volume= 0.112 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 91HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-3: Off-site Runoff- West [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.073 ac, 0.00% Impervious, Inflow Depth > 0.80" for 100-Year event Inflow = 0.04 cfs @ 12.14 hrs, Volume= 0.005 af Outflow = 0.04 cfs @ 12.14 hrs, Volume= 0.005 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 92HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-5: Off-Site Runoff North [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.263 ac, 0.00% Impervious, Inflow Depth > 0.80" for 100-Year event Inflow = 0.74 cfs @ 12.14 hrs, Volume= 0.084 af Outflow = 0.74 cfs @ 12.14 hrs, Volume= 0.084 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 93HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-7: Wetland - South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 4.567 ac, 22.89% Impervious, Inflow Depth > 0.25" for 100-Year event Inflow = 0.91 cfs @ 12.13 hrs, Volume= 0.094 af Outflow = 0.91 cfs @ 12.13 hrs, Volume= 0.094 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 94HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1P: CB-1 [57] Hint: Peaked at 19.34' (Flood elevation advised) Inflow Area = 0.047 ac, 87.62% Impervious, Inflow Depth > 6.03" for 100-Year event Inflow = 0.32 cfs @ 12.09 hrs, Volume= 0.023 af Outflow = 0.32 cfs @ 12.09 hrs, Volume= 0.023 af, Atten= 0%, Lag= 0.0 min Primary = 0.32 cfs @ 12.09 hrs, Volume= 0.023 af Routed to Pond 3P : DMH-1 Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 19.34' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 19.00'12.0" Round Culvert L= 16.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 19.00' / 18.90' S= 0.0063 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.31 cfs @ 12.09 hrs HW=19.33' (Free Discharge) 1=Culvert (Barrel Controls 0.31 cfs @ 2.01 fps) Type III 24-hr 100-Year Rainfall=7.42"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 95HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: CB-2 Inflow Area = 0.026 ac, 79.29% Impervious, Inflow Depth > 5.46" for 100-Year event Inflow = 0.17 cfs @ 12.09 hrs, Volume= 0.012 af Outflow = 0.17 cfs @ 12.09 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.0 min Primary = 0.17 cfs @ 12.09 hrs, Volume= 0.012 af Routed to Pond 3P : DMH-1 Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 19.22' @ 12.09 hrs Flood Elev= 22.00' Device Routing Invert Outlet Devices #1 Primary 19.00'12.0" Round Culvert L= 7.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 19.00' / 18.90' S= 0.0143 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.16 cfs @ 12.09 hrs HW=19.22' (Free Discharge) 1=Culvert (Inlet Controls 0.16 cfs @ 1.27 fps) Type III 24-hr 100-Year Rainfall=7.42"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 96HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: DMH-1 [57] Hint: Peaked at 19.08' (Flood elevation advised) [79] Warning: Submerged Pond 1P Primary device # 1 INLET by 0.08' [79] Warning: Submerged Pond 2P Primary device # 1 INLET by 0.08' Inflow Area = 0.073 ac, 84.61% Impervious, Inflow Depth > 5.82" for 100-Year event Inflow = 0.49 cfs @ 12.09 hrs, Volume= 0.036 af Outflow = 0.49 cfs @ 12.09 hrs, Volume= 0.036 af, Atten= 0%, Lag= 0.0 min Primary = 0.49 cfs @ 12.09 hrs, Volume= 0.036 af Routed to Pond 4P : DMH-2 Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 19.08' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 18.65'12.0" Round Culvert L= 3.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 18.65' / 18.60' S= 0.0167 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.47 cfs @ 12.09 hrs HW=19.07' (Free Discharge) 1=Culvert (Barrel Controls 0.47 cfs @ 2.21 fps) Type III 24-hr 100-Year Rainfall=7.42"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 97HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 4P: DMH-2 [81] Warning: Exceeded Pond 3P by 1.08' @ 12.10 hrs Inflow Area = 1.033 ac, 66.78% Impervious, Inflow Depth > 4.65" for 100-Year event Inflow = 5.80 cfs @ 12.09 hrs, Volume= 0.400 af Outflow = 5.80 cfs @ 12.09 hrs, Volume= 0.400 af, Atten= 0%, Lag= 0.0 min Primary = 5.80 cfs @ 12.09 hrs, Volume= 0.400 af Routed to Pond 5P : DMH-3 (WQU-1) Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 20.17' @ 12.09 hrs Flood Elev= 24.50' Device Routing Invert Outlet Devices #1 Primary 18.00'15.0" Round Culvert L= 4.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 18.00' / 17.90' S= 0.0250 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=5.68 cfs @ 12.09 hrs HW=20.11' (Free Discharge) 1=Culvert (Inlet Controls 5.68 cfs @ 4.62 fps) Type III 24-hr 100-Year Rainfall=7.42"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 98HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: DMH-3 (WQU-1) [79] Warning: Submerged Pond 4P Primary device # 1 INLET by 1.80' Inflow Area = 1.033 ac, 66.78% Impervious, Inflow Depth > 4.65" for 100-Year event Inflow = 5.80 cfs @ 12.09 hrs, Volume= 0.400 af Outflow = 5.80 cfs @ 12.09 hrs, Volume= 0.400 af, Atten= 0%, Lag= 0.0 min Primary = 5.80 cfs @ 12.09 hrs, Volume= 0.400 af Routed to Pond 6P : Subsurface Infiltration Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 19.82' @ 12.09 hrs Flood Elev= 23.50' Device Routing Invert Outlet Devices #1 Primary 17.65'15.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 17.65' / 17.50' S= 0.0300 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=5.68 cfs @ 12.09 hrs HW=19.76' (Free Discharge) 1=Culvert (Inlet Controls 5.68 cfs @ 4.62 fps) Type III 24-hr 100-Year Rainfall=7.42"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 99HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 6P: Subsurface Infiltration [79] Warning: Submerged Pond 5P Primary device # 1 INLET by 0.92' Inflow Area = 1.033 ac, 66.78% Impervious, Inflow Depth > 4.65" for 100-Year event Inflow = 5.80 cfs @ 12.09 hrs, Volume= 0.400 af Outflow = 3.33 cfs @ 12.22 hrs, Volume= 0.400 af, Atten= 43%, Lag= 7.8 min Discarded = 0.46 cfs @ 12.22 hrs, Volume= 0.288 af Primary = 2.87 cfs @ 12.22 hrs, Volume= 0.112 af Routed to Pond 7P : DMH-4 Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 18.58' @ 12.22 hrs Surf.Area= 2,014 sf Storage= 4,277 cf Plug-Flow detention time= 43.4 min calculated for 0.400 af (100% of inflow) Center-of-Mass det. time= 43.1 min ( 818.3 - 775.2 ) Volume Invert Avail.Storage Storage Description #1A 15.50' 3,496 cf 73.92'W x 27.24'L x 6.75'H Field A 13,592 cf Overall - 4,853 cf Embedded = 8,739 cf x 40.0% Voids #2A 16.25' 4,853 cf ADS_StormTech MC-7200 +Cap x 24 Inside #1 Effective Size= 91.2"W x 60.0"H => 26.68 sf x 6.59'L = 175.9 cf Overall Size= 100.0"W x 60.0"H x 6.95'L with 0.36' Overlap 24 Chambers in 8 Rows Cap Storage= 39.5 cf x 2 x 8 rows = 632.0 cf 8,349 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 15.50'8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.10' #2 Primary 17.50'15.0" Round Culvert L= 46.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 17.50' / 17.27' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Discarded OutFlow Max=0.46 cfs @ 12.22 hrs HW=18.57' (Free Discharge) 1=Exfiltration ( Controls 0.46 cfs) Primary OutFlow Max=2.80 cfs @ 12.22 hrs HW=18.57' (Free Discharge) 2=Culvert (Barrel Controls 2.80 cfs @ 3.38 fps) Type III 24-hr 100-Year Rainfall=7.42"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 100HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Pond 6P: Subsurface Infiltration - Chamber Wizard Field A Chamber Model = ADS_StormTech MC-7200 +Cap (ADS StormTech® MC-7200 with cap volume) Effective Size= 91.2"W x 60.0"H => 26.68 sf x 6.59'L = 175.9 cf Overall Size= 100.0"W x 60.0"H x 6.95'L with 0.36' Overlap Cap Storage= 39.5 cf x 2 x 8 rows = 632.0 cf 100.0" Wide + 9.0" Spacing = 109.0" C-C Row Spacing 3 Chambers/Row x 6.59' Long +2.73' Cap Length x 2 = 25.24' Row Length +12.0" End Stone x 2 = 27.24' Base Length 8 Rows x 100.0" Wide + 9.0" Spacing x 7 + 12.0" Side Stone x 2 = 73.92' Base Width 9.0" Stone Base + 60.0" Chamber Height + 12.0" Stone Cover = 6.75' Field Height 24 Chambers x 175.9 cf + 39.5 cf Cap Volume x 2 x 8 Rows = 4,853.0 cf Chamber Storage 13,591.9 cf Field - 4,853.0 cf Chambers = 8,738.9 cf Stone x 40.0% Voids = 3,495.6 cf Stone Storage Chamber Storage + Stone Storage = 8,348.6 cf = 0.192 af Overall Storage Efficiency = 61.4% Overall System Size = 27.24' x 73.92' x 6.75' 24 Chambers 503.4 cy Field 323.7 cy Stone Type III 24-hr 100-Year Rainfall=7.42"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 101HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 7P: DMH-4 [57] Hint: Peaked at 18.73' (Flood elevation advised) [81] Warning: Exceeded Pond 6P by 0.13' @ 12.20 hrs Inflow Area = 1.033 ac, 66.78% Impervious, Inflow Depth = 1.31" for 100-Year event Inflow = 2.87 cfs @ 12.22 hrs, Volume= 0.112 af Outflow = 2.87 cfs @ 12.22 hrs, Volume= 0.112 af, Atten= 0%, Lag= 0.0 min Primary = 2.87 cfs @ 12.22 hrs, Volume= 0.112 af Routed to Reach DP-2 : Exist Sandy Neck DMH Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 18.73' @ 12.22 hrs Device Routing Invert Outlet Devices #1 Primary 17.27'12.0" Round Culvert L= 35.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 17.27' / 17.10' S= 0.0049 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=2.80 cfs @ 12.22 hrs HW=18.69' (Free Discharge) 1=Culvert (Barrel Controls 2.80 cfs @ 3.57 fps) Type III 24-hr 100-Year Rainfall=7.42"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 102HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 8P: DMH-5 [57] Hint: Peaked at 8.29' (Flood elevation advised) Inflow Area = 2.676 ac, 29.22% Impervious, Inflow Depth > 2.44" for 100-Year event Inflow = 7.37 cfs @ 12.17 hrs, Volume= 0.543 af Outflow = 7.37 cfs @ 12.17 hrs, Volume= 0.543 af, Atten= 0%, Lag= 0.0 min Primary = 7.37 cfs @ 12.17 hrs, Volume= 0.543 af Routed to Pond 9P : Infiltration Basin Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 8.29' @ 12.17 hrs Device Routing Invert Outlet Devices #1 Primary 6.90'24.0" Round Culvert L= 23.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 6.90' / 6.25' S= 0.0283 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=7.16 cfs @ 12.17 hrs HW=8.26' (Free Discharge) 1=Culvert (Inlet Controls 7.16 cfs @ 3.14 fps) Type III 24-hr 100-Year Rainfall=7.42"ProposedConditions - Site 1 Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 103HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 9P: Infiltration Basin [92] Warning: Device #2 is above defined storage Inflow Area = 3.331 ac, 31.25% Impervious, Inflow Depth > 2.58" for 100-Year event Inflow = 8.97 cfs @ 12.16 hrs, Volume= 0.716 af Outflow = 2.08 cfs @ 12.64 hrs, Volume= 0.716 af, Atten= 77%, Lag= 29.0 min Discarded = 2.08 cfs @ 12.64 hrs, Volume= 0.716 af Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Routed to Reach DP-7 : Wetland - South Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 6.12' @ 12.64 hrs Surf.Area= 9,080 sf Storage= 8,914 cf Plug-Flow detention time= 34.1 min calculated for 0.716 af (100% of inflow) Center-of-Mass det. time= 33.8 min ( 835.0 - 801.3 ) Volume Invert Avail.Storage Storage Description #1 5.00' 23,341 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) 5.00 6,872 381.0 0 0 6,872 6.00 8,886 417.0 7,857 7,857 9,193 7.00 10,604 442.0 9,732 17,590 10,955 7.50 12,423 467.0 5,751 23,341 12,777 Device Routing Invert Outlet Devices #1 Discarded 5.00'8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.10' #2 Primary 7.50'20.0' 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 Discarded OutFlow Max=2.08 cfs @ 12.64 hrs HW=6.12' (Free Discharge) 1=Exfiltration ( Controls 2.08 cfs) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=5.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) PROPOSED CONDITIONS HYDROLOGY SITE - 2 1S2S3S4S5S 6R Design Point 4-Wetland South 7R Design Point 3-Wetland North 11R Design Point 5 - Exist. CB and Infiltration 12R Design Point 2 - Exist. Basin 13R Design Point 1 11P Exist. Basin Routing Diagram for ProposedConditions-Gatehouse Prepared by Tighe & Bond Consulting, Printed 3/28/2024 HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link ProposedConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 2HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.104 96 Gravel surface, HSG A (5S) 0.607 98 Paved parking, HSG A (1S, 3S, 4S, 5S) 0.607 39 Sand cover, Good, HSG A (1S, 2S, 3S, 4S, 5S) 1.319 71 TOTAL AREA ProposedConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 3HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 1.319 HSG A 1S, 2S, 3S, 4S, 5S 0.000 HSG B 0.000 HSG C 0.000 HSG D 0.000 Other 1.319 TOTAL AREA ProposedConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 4HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.104 0.000 0.000 0.000 0.000 0.104 Gravel surface 5S 0.607 0.000 0.000 0.000 0.000 0.607 Paved parking 1S, 3S, 4S, 5S 0.607 0.000 0.000 0.000 0.000 0.607 Sand cover, Good 1S, 2S, 3S, 4S, 5S 1.319 0.000 0.000 0.000 0.000 1.319 TOTAL AREA Type III 24-hr 2-Year Rainfall=3.39"ProposedConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 5HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Time span=1.00-20.00 hrs, dt=0.05 hrs, 381 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=1,256 sf 77.55% Impervious Runoff Depth>1.79"Subcatchment 1S: Tc=6.0 min CN=85 Runoff=0.06 cfs 0.004 af Runoff Area=5,791 sf 0.00% Impervious Runoff Depth>0.00"Subcatchment 2S: Tc=6.0 min CN=39 Runoff=0.00 cfs 0.000 af Runoff Area=19,980 sf 50.21% Impervious Runoff Depth>0.80"Subcatchment 3S: Tc=6.0 min CN=69 Runoff=0.42 cfs 0.031 af Runoff Area=1,859 sf 65.30% Impervious Runoff Depth>1.30"Subcatchment 4S: Tc=6.0 min CN=78 Runoff=0.07 cfs 0.005 af Runoff Area=28,556 sf 49.80% Impervious Runoff Depth>1.24"Subcatchment 5S: Tc=6.0 min CN=77 Runoff=1.00 cfs 0.068 af Inflow=0.07 cfs 0.005 afReach 6R: Design Point 4-Wetland South Outflow=0.07 cfs 0.005 af Inflow=0.00 cfs 0.000 afReach 7R: Design Point 3-Wetland North Outflow=0.00 cfs 0.000 af Inflow=1.00 cfs 0.068 afReach 11R: Design Point 5 - Exist. CB and Infiltration Outflow=1.00 cfs 0.068 af Inflow=0.00 cfs 0.000 afReach 12R: Design Point 2 - Exist. Basin Outflow=0.00 cfs 0.000 af Inflow=0.06 cfs 0.004 afReach 13R: Design Point 1 Outflow=0.06 cfs 0.004 af Peak Elev=6.20' Storage=171 cf Inflow=0.42 cfs 0.031 afPond 11P: Exist. Basin Discarded=0.19 cfs 0.031 af Primary=0.00 cfs 0.000 af Outflow=0.19 cfs 0.031 af Total Runoff Area = 1.319 ac Runoff Volume = 0.107 af Average Runoff Depth = 0.98" 53.97% Pervious = 0.712 ac 46.03% Impervious = 0.607 ac Type III 24-hr 2-Year Rainfall=3.39"ProposedConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 6HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 0.06 cfs @ 12.09 hrs, Volume= 0.004 af, Depth> 1.79" Routed to Reach 13R : Design Point 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39" Area (sf) CN Description 974 98 Paved parking, HSG A * 282 39 Sand cover, Good, HSG A 1,256 85 Weighted Average 282 22.45% Pervious Area 974 77.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct = 6 mins Type III 24-hr 2-Year Rainfall=3.39"ProposedConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 7HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: [73] Warning: Peak may fall outside time span Runoff = 0.00 cfs @ 20.00 hrs, Volume= 0.000 af, Depth> 0.00" Routed to Reach 12R : Design Point 2 - Exist. Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39" Area (sf) CN Description * 5,791 39 Sand cover, Good, HSG A 5,791 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct = 6 mins Type III 24-hr 2-Year Rainfall=3.39"ProposedConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 8HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Runoff = 0.42 cfs @ 12.10 hrs, Volume= 0.031 af, Depth> 0.80" Routed to Pond 11P : Exist. Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39" Area (sf) CN Description 10,031 98 Paved parking, HSG A * 9,949 39 Sand cover, Good, HSG A 19,980 69 Weighted Average 9,949 49.79% Pervious Area 10,031 50.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct = 6 mins Type III 24-hr 2-Year Rainfall=3.39"ProposedConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 9HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Runoff = 0.07 cfs @ 12.10 hrs, Volume= 0.005 af, Depth> 1.30" Routed to Reach 6R : Design Point 4-Wetland South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39" Area (sf) CN Description 645 39 Sand cover, Good, HSG A 1,214 98 Paved parking, HSG A 1,859 78 Weighted Average 645 34.70% Pervious Area 1,214 65.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct = 6 mins Type III 24-hr 2-Year Rainfall=3.39"ProposedConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 10HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Runoff = 1.00 cfs @ 12.10 hrs, Volume= 0.068 af, Depth> 1.24" Routed to Reach 11R : Design Point 5 - Exist. CB and Infiltration Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39" Area (sf) CN Description 14,221 98 Paved parking, HSG A 4,540 96 Gravel surface, HSG A * 8,799 39 Sand cover, Good, HSG A 996 39 Sand cover, Good, HSG A 28,556 77 Weighted Average 14,335 50.20% Pervious Area 14,221 49.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct = 6 mins Type III 24-hr 2-Year Rainfall=3.39"ProposedConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 11HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach 6R: Design Point 4-Wetland South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.043 ac, 65.30% Impervious, Inflow Depth > 1.30" for 2-Year event Inflow = 0.07 cfs @ 12.10 hrs, Volume= 0.005 af Outflow = 0.07 cfs @ 12.10 hrs, Volume= 0.005 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39"ProposedConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 12HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach 7R: Design Point 3-Wetland North [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.459 ac, 50.21% Impervious, Inflow Depth = 0.00" for 2-Year event Inflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39"ProposedConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 13HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach 11R: Design Point 5 - Exist. CB and Infiltration [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.656 ac, 49.80% Impervious, Inflow Depth > 1.24" for 2-Year event Inflow = 1.00 cfs @ 12.10 hrs, Volume= 0.068 af Outflow = 1.00 cfs @ 12.10 hrs, Volume= 0.068 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39"ProposedConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 14HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach 12R: Design Point 2 - Exist. Basin [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.133 ac, 0.00% Impervious, Inflow Depth > 0.00" for 2-Year event Inflow = 0.00 cfs @ 20.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 20.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39"ProposedConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 15HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach 13R: Design Point 1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.029 ac, 77.55% Impervious, Inflow Depth > 1.79" for 2-Year event Inflow = 0.06 cfs @ 12.09 hrs, Volume= 0.004 af Outflow = 0.06 cfs @ 12.09 hrs, Volume= 0.004 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39"ProposedConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 16HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 11P: Exist. Basin [92] Warning: Device #2 is above defined storage Inflow Area = 0.459 ac, 50.21% Impervious, Inflow Depth > 0.80" for 2-Year event Inflow = 0.42 cfs @ 12.10 hrs, Volume= 0.031 af Outflow = 0.19 cfs @ 12.38 hrs, Volume= 0.031 af, Atten= 54%, Lag= 16.5 min Discarded = 0.19 cfs @ 12.38 hrs, Volume= 0.031 af Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Routed to Reach 7R : Design Point 3-Wetland North Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 6.20' @ 12.38 hrs Surf.Area= 983 sf Storage= 171 cf Plug-Flow detention time= 5.4 min calculated for 0.031 af (100% of inflow) Center-of-Mass det. time= 5.1 min ( 832.9 - 827.8 ) Volume Invert Avail.Storage Storage Description #1 6.00' 2,509 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) 6.00 776 126.0 0 0 776 7.00 2,099 200.0 1,384 1,384 2,703 7.50 2,407 210.0 1,126 2,509 3,045 Device Routing Invert Outlet Devices #1 Discarded 6.00'8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.20' #2 Primary 7.50'20.0' long x 6.0' 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) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Discarded OutFlow Max=0.19 cfs @ 12.38 hrs HW=6.19' (Free Discharge) 1=Exfiltration ( Controls 0.19 cfs) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=6.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 10-Year Rainfall=4.95"ProposedConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 17HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Time span=1.00-20.00 hrs, dt=0.05 hrs, 381 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=1,256 sf 77.55% Impervious Runoff Depth>3.12"Subcatchment 1S: Tc=6.0 min CN=85 Runoff=0.11 cfs 0.008 af Runoff Area=5,791 sf 0.00% Impervious Runoff Depth>0.15"Subcatchment 2S: Tc=6.0 min CN=39 Runoff=0.00 cfs 0.002 af Runoff Area=19,980 sf 50.21% Impervious Runoff Depth>1.77"Subcatchment 3S: Tc=6.0 min CN=69 Runoff=0.99 cfs 0.067 af Runoff Area=1,859 sf 65.30% Impervious Runoff Depth>2.49"Subcatchment 4S: Tc=6.0 min CN=78 Runoff=0.13 cfs 0.009 af Runoff Area=28,556 sf 49.80% Impervious Runoff Depth>2.40"Subcatchment 5S: Tc=6.0 min CN=77 Runoff=1.94 cfs 0.131 af Inflow=0.13 cfs 0.009 afReach 6R: Design Point 4-Wetland South Outflow=0.13 cfs 0.009 af Inflow=0.00 cfs 0.000 afReach 7R: Design Point 3-Wetland North Outflow=0.00 cfs 0.000 af Inflow=1.94 cfs 0.131 afReach 11R: Design Point 5 - Exist. CB and Infiltration Outflow=1.94 cfs 0.131 af Inflow=0.00 cfs 0.002 afReach 12R: Design Point 2 - Exist. Basin Outflow=0.00 cfs 0.002 af Inflow=0.11 cfs 0.008 afReach 13R: Design Point 1 Outflow=0.11 cfs 0.008 af Peak Elev=6.61' Storage=690 cf Inflow=0.99 cfs 0.067 afPond 11P: Exist. Basin Discarded=0.31 cfs 0.067 af Primary=0.00 cfs 0.000 af Outflow=0.31 cfs 0.067 af Total Runoff Area = 1.319 ac Runoff Volume = 0.217 af Average Runoff Depth = 1.97" 53.97% Pervious = 0.712 ac 46.03% Impervious = 0.607 ac Type III 24-hr 10-Year Rainfall=4.95"ProposedConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 18HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 0.11 cfs @ 12.09 hrs, Volume= 0.008 af, Depth> 3.12" Routed to Reach 13R : Design Point 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95" Area (sf) CN Description 974 98 Paved parking, HSG A * 282 39 Sand cover, Good, HSG A 1,256 85 Weighted Average 282 22.45% Pervious Area 974 77.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct = 6 mins Type III 24-hr 10-Year Rainfall=4.95"ProposedConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 19HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Runoff = 0.00 cfs @ 12.49 hrs, Volume= 0.002 af, Depth> 0.15" Routed to Reach 12R : Design Point 2 - Exist. Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95" Area (sf) CN Description * 5,791 39 Sand cover, Good, HSG A 5,791 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct = 6 mins Type III 24-hr 10-Year Rainfall=4.95"ProposedConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 20HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Runoff = 0.99 cfs @ 12.10 hrs, Volume= 0.067 af, Depth> 1.77" Routed to Pond 11P : Exist. Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95" Area (sf) CN Description 10,031 98 Paved parking, HSG A * 9,949 39 Sand cover, Good, HSG A 19,980 69 Weighted Average 9,949 49.79% Pervious Area 10,031 50.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct = 6 mins Type III 24-hr 10-Year Rainfall=4.95"ProposedConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 21HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Runoff = 0.13 cfs @ 12.09 hrs, Volume= 0.009 af, Depth> 2.49" Routed to Reach 6R : Design Point 4-Wetland South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95" Area (sf) CN Description 645 39 Sand cover, Good, HSG A 1,214 98 Paved parking, HSG A 1,859 78 Weighted Average 645 34.70% Pervious Area 1,214 65.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct = 6 mins Type III 24-hr 10-Year Rainfall=4.95"ProposedConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 22HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Runoff = 1.94 cfs @ 12.09 hrs, Volume= 0.131 af, Depth> 2.40" Routed to Reach 11R : Design Point 5 - Exist. CB and Infiltration Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95" Area (sf) CN Description 14,221 98 Paved parking, HSG A 4,540 96 Gravel surface, HSG A * 8,799 39 Sand cover, Good, HSG A 996 39 Sand cover, Good, HSG A 28,556 77 Weighted Average 14,335 50.20% Pervious Area 14,221 49.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct = 6 mins Type III 24-hr 10-Year Rainfall=4.95"ProposedConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 23HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach 6R: Design Point 4-Wetland South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.043 ac, 65.30% Impervious, Inflow Depth > 2.49" for 10-Year event Inflow = 0.13 cfs @ 12.09 hrs, Volume= 0.009 af Outflow = 0.13 cfs @ 12.09 hrs, Volume= 0.009 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95"ProposedConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 24HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach 7R: Design Point 3-Wetland North [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.459 ac, 50.21% Impervious, Inflow Depth = 0.00" for 10-Year event Inflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95"ProposedConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 25HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach 11R: Design Point 5 - Exist. CB and Infiltration [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.656 ac, 49.80% Impervious, Inflow Depth > 2.40" for 10-Year event Inflow = 1.94 cfs @ 12.09 hrs, Volume= 0.131 af Outflow = 1.94 cfs @ 12.09 hrs, Volume= 0.131 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95"ProposedConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 26HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach 12R: Design Point 2 - Exist. Basin [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.133 ac, 0.00% Impervious, Inflow Depth > 0.15" for 10-Year event Inflow = 0.00 cfs @ 12.49 hrs, Volume= 0.002 af Outflow = 0.00 cfs @ 12.49 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95"ProposedConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 27HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach 13R: Design Point 1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.029 ac, 77.55% Impervious, Inflow Depth > 3.12" for 10-Year event Inflow = 0.11 cfs @ 12.09 hrs, Volume= 0.008 af Outflow = 0.11 cfs @ 12.09 hrs, Volume= 0.008 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95"ProposedConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 28HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 11P: Exist. Basin [92] Warning: Device #2 is above defined storage Inflow Area = 0.459 ac, 50.21% Impervious, Inflow Depth > 1.77" for 10-Year event Inflow = 0.99 cfs @ 12.10 hrs, Volume= 0.067 af Outflow = 0.31 cfs @ 12.46 hrs, Volume= 0.067 af, Atten= 69%, Lag= 21.8 min Discarded = 0.31 cfs @ 12.46 hrs, Volume= 0.067 af Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Routed to Reach 7R : Design Point 3-Wetland North Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 6.61' @ 12.46 hrs Surf.Area= 1,512 sf Storage= 690 cf Plug-Flow detention time= 16.6 min calculated for 0.067 af (100% of inflow) Center-of-Mass det. time= 16.3 min ( 826.2 - 809.9 ) Volume Invert Avail.Storage Storage Description #1 6.00' 2,509 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) 6.00 776 126.0 0 0 776 7.00 2,099 200.0 1,384 1,384 2,703 7.50 2,407 210.0 1,126 2,509 3,045 Device Routing Invert Outlet Devices #1 Discarded 6.00'8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.20' #2 Primary 7.50'20.0' long x 6.0' 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) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Discarded OutFlow Max=0.31 cfs @ 12.46 hrs HW=6.61' (Free Discharge) 1=Exfiltration ( Controls 0.31 cfs) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=6.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 100-Year Rainfall=7.42"ProposedConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 29HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Time span=1.00-20.00 hrs, dt=0.05 hrs, 381 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=1,256 sf 77.55% Impervious Runoff Depth>5.34"Subcatchment 1S: Tc=6.0 min CN=85 Runoff=0.18 cfs 0.013 af Runoff Area=5,791 sf 0.00% Impervious Runoff Depth>0.80"Subcatchment 2S: Tc=6.0 min CN=39 Runoff=0.08 cfs 0.009 af Runoff Area=19,980 sf 50.21% Impervious Runoff Depth>3.59"Subcatchment 3S: Tc=6.0 min CN=69 Runoff=2.04 cfs 0.137 af Runoff Area=1,859 sf 65.30% Impervious Runoff Depth>4.56"Subcatchment 4S: Tc=6.0 min CN=78 Runoff=0.24 cfs 0.016 af Runoff Area=28,556 sf 49.80% Impervious Runoff Depth>4.45"Subcatchment 5S: Tc=6.0 min CN=77 Runoff=3.55 cfs 0.243 af Inflow=0.24 cfs 0.016 afReach 6R: Design Point 4-Wetland South Outflow=0.24 cfs 0.016 af Inflow=0.00 cfs 0.000 afReach 7R: Design Point 3-Wetland North Outflow=0.00 cfs 0.000 af Inflow=3.55 cfs 0.243 afReach 11R: Design Point 5 - Exist. CB and Infiltration Outflow=3.55 cfs 0.243 af Inflow=0.08 cfs 0.009 afReach 12R: Design Point 2 - Exist. Basin Outflow=0.08 cfs 0.009 af Inflow=0.18 cfs 0.013 afReach 13R: Design Point 1 Outflow=0.18 cfs 0.013 af Peak Elev=7.21' Storage=1,830 cf Inflow=2.04 cfs 0.137 afPond 11P: Exist. Basin Discarded=0.48 cfs 0.137 af Primary=0.00 cfs 0.000 af Outflow=0.48 cfs 0.137 af Total Runoff Area = 1.319 ac Runoff Volume = 0.418 af Average Runoff Depth = 3.81" 53.97% Pervious = 0.712 ac 46.03% Impervious = 0.607 ac Type III 24-hr 100-Year Rainfall=7.42"ProposedConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 30HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 0.18 cfs @ 12.09 hrs, Volume= 0.013 af, Depth> 5.34" Routed to Reach 13R : Design Point 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42" Area (sf) CN Description 974 98 Paved parking, HSG A * 282 39 Sand cover, Good, HSG A 1,256 85 Weighted Average 282 22.45% Pervious Area 974 77.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct = 6 mins Type III 24-hr 100-Year Rainfall=7.42"ProposedConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 31HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Runoff = 0.08 cfs @ 12.14 hrs, Volume= 0.009 af, Depth> 0.80" Routed to Reach 12R : Design Point 2 - Exist. Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42" Area (sf) CN Description * 5,791 39 Sand cover, Good, HSG A 5,791 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct = 6 mins Type III 24-hr 100-Year Rainfall=7.42"ProposedConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 32HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Runoff = 2.04 cfs @ 12.09 hrs, Volume= 0.137 af, Depth> 3.59" Routed to Pond 11P : Exist. Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42" Area (sf) CN Description 10,031 98 Paved parking, HSG A * 9,949 39 Sand cover, Good, HSG A 19,980 69 Weighted Average 9,949 49.79% Pervious Area 10,031 50.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct = 6 mins Type III 24-hr 100-Year Rainfall=7.42"ProposedConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 33HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Runoff = 0.24 cfs @ 12.09 hrs, Volume= 0.016 af, Depth> 4.56" Routed to Reach 6R : Design Point 4-Wetland South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42" Area (sf) CN Description 645 39 Sand cover, Good, HSG A 1,214 98 Paved parking, HSG A 1,859 78 Weighted Average 645 34.70% Pervious Area 1,214 65.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct = 6 mins Type III 24-hr 100-Year Rainfall=7.42"ProposedConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 34HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Runoff = 3.55 cfs @ 12.09 hrs, Volume= 0.243 af, Depth> 4.45" Routed to Reach 11R : Design Point 5 - Exist. CB and Infiltration Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42" Area (sf) CN Description 14,221 98 Paved parking, HSG A 4,540 96 Gravel surface, HSG A * 8,799 39 Sand cover, Good, HSG A 996 39 Sand cover, Good, HSG A 28,556 77 Weighted Average 14,335 50.20% Pervious Area 14,221 49.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct = 6 mins Type III 24-hr 100-Year Rainfall=7.42"ProposedConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 35HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach 6R: Design Point 4-Wetland South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.043 ac, 65.30% Impervious, Inflow Depth > 4.56" for 100-Year event Inflow = 0.24 cfs @ 12.09 hrs, Volume= 0.016 af Outflow = 0.24 cfs @ 12.09 hrs, Volume= 0.016 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42"ProposedConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 36HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach 7R: Design Point 3-Wetland North [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.459 ac, 50.21% Impervious, Inflow Depth = 0.00" for 100-Year event Inflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42"ProposedConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 37HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach 11R: Design Point 5 - Exist. CB and Infiltration [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.656 ac, 49.80% Impervious, Inflow Depth > 4.45" for 100-Year event Inflow = 3.55 cfs @ 12.09 hrs, Volume= 0.243 af Outflow = 3.55 cfs @ 12.09 hrs, Volume= 0.243 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42"ProposedConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 38HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach 12R: Design Point 2 - Exist. Basin [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.133 ac, 0.00% Impervious, Inflow Depth > 0.80" for 100-Year event Inflow = 0.08 cfs @ 12.14 hrs, Volume= 0.009 af Outflow = 0.08 cfs @ 12.14 hrs, Volume= 0.009 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42"ProposedConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 39HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Reach 13R: Design Point 1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.029 ac, 77.55% Impervious, Inflow Depth > 5.34" for 100-Year event Inflow = 0.18 cfs @ 12.09 hrs, Volume= 0.013 af Outflow = 0.18 cfs @ 12.09 hrs, Volume= 0.013 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.42"ProposedConditions-Gatehouse Printed 3/28/2024Prepared by Tighe & Bond Consulting Page 40HydroCAD® 10.20-4b s/n 01453 © 2023 HydroCAD Software Solutions LLC Summary for Pond 11P: Exist. Basin [92] Warning: Device #2 is above defined storage Inflow Area = 0.459 ac, 50.21% Impervious, Inflow Depth > 3.59" for 100-Year event Inflow = 2.04 cfs @ 12.09 hrs, Volume= 0.137 af Outflow = 0.48 cfs @ 12.51 hrs, Volume= 0.137 af, Atten= 76%, Lag= 25.0 min Discarded = 0.48 cfs @ 12.51 hrs, Volume= 0.137 af Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Routed to Reach 7R : Design Point 3-Wetland North Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 7.21' @ 12.51 hrs Surf.Area= 2,224 sf Storage= 1,830 cf Plug-Flow detention time= 32.5 min calculated for 0.137 af (100% of inflow) Center-of-Mass det. time= 32.4 min ( 826.3 - 793.9 ) Volume Invert Avail.Storage Storage Description #1 6.00' 2,509 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) 6.00 776 126.0 0 0 776 7.00 2,099 200.0 1,384 1,384 2,703 7.50 2,407 210.0 1,126 2,509 3,045 Device Routing Invert Outlet Devices #1 Discarded 6.00'8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.20' #2 Primary 7.50'20.0' long x 6.0' 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) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Discarded OutFlow Max=0.48 cfs @ 12.51 hrs HW=7.21' (Free Discharge) 1=Exfiltration ( Controls 0.48 cfs) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=6.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 1/24/24, 3:22 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.7387&lon=-70.3809&data=depth&units=english&series=pds 1/4 NOAA Atlas 14, Volume 10, Version 3 Location name: West Barnstable, Massachusetts, USA* Latitude: 41.7387°, Longitude: -70.3809° Elevation: 23 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 0.278 (0.227‑0.338) 0.349 (0.285‑0.425) 0.466 (0.379‑0.569) 0.563 (0.455‑0.692) 0.697 (0.543‑0.896) 0.796 (0.606‑1.05) 0.903 (0.666‑1.23) 1.03 (0.707‑1.42) 1.22 (0.802‑1.74) 1.39 (0.886‑2.01) 10-min 0.393 (0.322‑0.478) 0.495 (0.404‑0.602) 0.661 (0.538‑0.807) 0.799 (0.646‑0.981) 0.988 (0.769‑1.27) 1.13 (0.859‑1.48) 1.28 (0.944‑1.75) 1.46 (1.00‑2.01) 1.73 (1.14‑2.46) 1.96 (1.26‑2.84) 15-min 0.463 (0.379‑0.563) 0.582 (0.476‑0.709) 0.777 (0.632‑0.949) 0.939 (0.759‑1.15) 1.16 (0.905‑1.49) 1.33 (1.01‑1.74) 1.50 (1.11‑2.06) 1.72 (1.18‑2.37) 2.04 (1.34‑2.90) 2.31 (1.48‑3.35) 30-min 0.675 (0.552‑0.821) 0.846 (0.691‑1.03) 1.13 (0.916‑1.38) 1.36 (1.10‑1.67) 1.68 (1.31‑2.16) 1.91 (1.46‑2.52) 2.17 (1.60‑2.96) 2.48 (1.70‑3.42) 2.94 (1.93‑4.19) 3.34 (2.13‑4.83) 60-min 0.887 (0.725‑1.08) 1.11 (0.907‑1.35) 1.47 (1.20‑1.80) 1.78 (1.44‑2.18) 2.19 (1.71‑2.82) 2.50 (1.90‑3.29) 2.83 (2.09‑3.88) 3.24 (2.22‑4.46) 3.84 (2.52‑5.47) 4.36 (2.79‑6.32) 2-hr 1.22 (1.01‑1.48) 1.52 (1.25‑1.84) 2.01 (1.65‑2.44) 2.42 (1.97‑2.95) 2.98 (2.34‑3.80) 3.39 (2.61‑4.42) 3.84 (2.87‑5.21) 4.39 (3.04‑5.99) 5.22 (3.46‑7.35) 5.93 (3.84‑8.50) 3-hr 1.46 (1.20‑1.75) 1.80 (1.49‑2.17) 2.36 (1.94‑2.86) 2.83 (2.32‑3.44) 3.48 (2.74‑4.41) 3.95 (3.05‑5.13) 4.47 (3.35‑6.02) 5.10 (3.55‑6.91) 6.05 (4.04‑8.46) 6.87 (4.47‑9.77) 6-hr 1.90 (1.58‑2.27) 2.32 (1.93‑2.77) 3.00 (2.48‑3.59) 3.56 (2.93‑4.29) 4.34 (3.45‑5.45) 4.91 (3.82‑6.30) 5.53 (4.17‑7.35) 6.27 (4.42‑8.40) 7.37 (4.98‑10.2) 8.30 (5.46‑11.7) 12-hr 2.40 (2.01‑2.84) 2.86 (2.40‑3.40) 3.63 (3.03‑4.33) 4.27 (3.54‑5.11) 5.15 (4.12‑6.40) 5.81 (4.54‑7.35) 6.50 (4.92‑8.49) 7.29 (5.20‑9.67) 8.44 (5.76‑11.5) 9.38 (6.24‑13.0) 24-hr 2.87 (2.42‑3.38) 3.39 (2.86‑4.00) 4.24 (3.56‑5.01) 4.95 (4.13‑5.88) 5.92 (4.77‑7.27) 6.65 (5.24‑8.31) 7.42 (5.64‑9.53) 8.25 (5.95‑10.8) 9.41 (6.51‑12.7) 10.4 (6.97‑14.2) 2-day 3.30 (2.81‑3.86) 3.87 (3.29‑4.53) 4.80 (4.06‑5.64) 5.57 (4.69‑6.57) 6.64 (5.39‑8.08) 7.44 (5.91‑9.20) 8.28 (6.35‑10.5) 9.17 (6.69‑11.9) 10.4 (7.29‑13.9) 11.4 (7.78‑15.4) 3-day 3.61 (3.08‑4.20) 4.19 (3.57‑4.89) 5.14 (4.37‑6.02) 5.94 (5.01‑6.97) 7.03 (5.73‑8.50) 7.85 (6.26‑9.65) 8.71 (6.72‑11.0) 9.62 (7.06‑12.4) 10.9 (7.68‑14.4) 11.9 (8.18‑16.0) 4-day 3.87 (3.31‑4.49) 4.46 (3.81‑5.18) 5.42 (4.62‑6.32) 6.22 (5.27‑7.28) 7.32 (5.99‑8.83) 8.16 (6.53‑9.99) 9.02 (6.99‑11.3) 9.95 (7.33‑12.7) 11.2 (7.96‑14.8) 12.3 (8.47‑16.4) 7-day 4.55 (3.92‑5.25) 5.15 (4.43‑5.96) 6.14 (5.27‑7.12) 6.96 (5.94‑8.10) 8.10 (6.67‑9.68) 8.96 (7.22‑10.9) 9.84 (7.67‑12.2) 10.8 (8.01‑13.7) 12.0 (8.61‑15.7) 13.0 (9.08‑17.2) 10-day 5.18 (4.48‑5.96) 5.81 (5.02‑6.69) 6.84 (5.88‑7.89) 7.69 (6.58‑8.91) 8.87 (7.34‑10.5) 9.78 (7.90‑11.8) 10.7 (8.35‑13.2) 11.6 (8.70‑14.6) 12.9 (9.27‑16.6) 13.8 (9.71‑18.2) 20-day 7.08 (6.16‑8.09) 7.81 (6.79‑8.93) 9.00 (7.80‑10.3) 10.0 (8.62‑11.5) 11.4 (9.46‑13.4) 12.4 (10.1‑14.8) 13.5 (10.6‑16.3) 14.5 (11.0‑18.0) 15.7 (11.5‑20.1) 16.6 (11.8‑21.6) 30-day 8.70 (7.61‑9.90) 9.52 (8.32‑10.8) 10.9 (9.46‑12.4) 12.0 (10.4‑13.7) 13.5 (11.3‑15.8) 14.7 (12.0‑17.4) 15.9 (12.5‑19.1) 16.9 (12.9‑20.9) 18.2 (13.4‑23.1) 19.1 (13.7‑24.6) 45-day 10.8 (9.47‑12.2) 11.7 (10.3‑13.3) 13.2 (11.6‑15.0) 14.5 (12.6‑16.5) 16.2 (13.6‑18.8) 17.6 (14.5‑20.6) 18.9 (15.0‑22.5) 20.0 (15.4‑24.6) 21.4 (15.8‑26.9) 22.3 (16.1‑28.4) 60-day 12.6 (11.1‑14.2) 13.6 (11.9‑15.3) 15.2 (13.4‑17.3) 16.6 (14.5‑18.9) 18.5 (15.6‑21.4) 20.0 (16.5‑23.4) 21.4 (17.0‑25.4) 22.7 (17.5‑27.7) 24.1 (17.9‑30.1) 25.0 (18.1‑31.6) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical APPENDIX E CONSTRUCTION PERIOD SOIL EROSION AND SEDIMENT CONTROL PLAN Sandy Neck Beach Facility Reconfiguration Barnstable, Massachusetts March 2024 Prepared for: Town of Barnstable Table of Contents Tighe&Bond i Section 1 Introduction Section 2 Project Information 2.1 Plan Contents ....................................................................................2-1 2.2 Project/ Site Information ....................................................................2-1 2.3 Nature of the Construction Activity .......................................................2-1 2.4 Sequence and Estimated Dates of Construction Activities ........................2-2 2.4.1 Phase I ..................................................................................2-3 2.4.2 Phase II .................................................................................2-3 2.5 Allowable Non-Stormwater Discharges ..................................................2-3 Section 3 Erosion and Sediment Controls 3.1 Perimeter Controls .............................................................................3-1 3.2 Sediment Track-Out ...........................................................................3-2 3.3 Stockpiled Sediment or Soil .................................................................3-2 3.4 Minimize Dust ...................................................................................3-3 3.5 Minimize the Disturbance of Steep Slopes .............................................3-3 3.6 Topsoil/Loam Areas ............................................................................3-4 3.7 Soil Compaction ................................................................................3-4 3.8 Storm Drain Inlets .............................................................................3-4 3.9 Sediment Traps ................................................................................3-5 3.10 Dewatering Practices ..........................................................................3-5 3.11 Site Stabilization................................................................................3-6 3.11.1 Seeding .................................................................................3-7 3.11.2 Mulching ................................................................................3-7 3.11.3 Erosion Control Mats or Blankets ...............................................3-7 Section 4 Pollution Prevention Standards 4.1 Potential Sources of Pollution ..............................................................4-1 4.2 Spill Prevention and Response .............................................................4-1 4.2.1 Federal and State Spill Notification .............................................4-2 4.2.2 Local Notification .....................................................................4-3 4.3 Fueling and Maintenance of Equipment or Vehicles .................................4-3 4.4 Washing of Equipment and Vehicles .....................................................4-3 4.5 Storage, Handling, and Disposal of Construction Products, Materials, and Wastes .............................................................................................4-4 4.5.1 Building Products.....................................................................4-4 4.5.2 Pesticides, Herbicides, Insecticides, Fertilizers, and Landscaping Materials ................................................................................4-4 4.5.3 Diesel Fuel, Oil, Hydraulic Fluids, Other Petroleum Products, and Other Chemicals...............................................................................4-4 4.5.4 Hazardous or Toxic Waste.........................................................4-4 Table of Contents Tighe&Bond ii 4.5.5 Construction and Domestic Waste ..............................................4-5 4.5.6 Sanitary Waste........................................................................4-5 4.6 Washing of Applicators and Containers used for Paint, Concrete or Other Materials ..........................................................................................4-5 4.7 Fertilizers .........................................................................................4-6 J:\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Permitting\Stormwater\Appendix-E Construction Period PPP and Erosion Controls\Construction Period PPP and Erosion and Sediment Controls.doc Tighe&Bond i Section 1 Introduction Stormwater runoff from construction activities can have a significant impact on water quality. As stormwater flows over a construction site, it can pick up pollutants like sediment, debris, and chemicals and transport these to a nearby storm sewer system or directly to a river, lake, or coastal water. Polluted stormwater runoff can harm or kill fish and other wildlife. Sedimentation can destroy aquatic habitat, and high volumes of runoff can cause stream bank erosion. Debris can clog waterways and potentially reach the ocean where it can kill marine wildlife and impact habitat. Standard 8 of the Massachusetts Stormwater Standards requires: “a plan to control construction-related impacts including erosion, sedimentation and other pollutant sources during construction and land disturbance activities (construction period erosion, sedimentation, and pollution prevention plan) shall be developed and implemented”. The following Construction Period Soil Erosion and Sediment Control Plan (SESCP) identifies the requirements to comply with Standard 8. Tighe&Bond Stormwater Pollution Prevention Plan 2-1 Section 2 Project Information 2.1 Plan Contents This PPP was developed for the Sandy Neck Beach Facility Reconfiguration Project in Barnstable, Massachusetts. This PPP provides permit-related information to satisfy the requirements of Standard 8 of the Massachusetts Stormwater Handbook. 2.2 Project/ Site Information Project Name and Address Project/Site Name: Sandy Neck Beach Facility Reconfiguration Project Street/Location: 425 Sandy Neck Road City: Barnstable State: Massachusetts ZIP Code: 02668 County or Similar Subdivision: Barnstable 2.3 Nature of the Construction Activity General Description of Project The proposed site development includes improvements at the existing Sandy Neck Beach facilities at 425 Sandy Neck Road, Barnstable, MA. The project includes relocating and reconfiguring the existing gatehouse and the existing parking areas by the beach and the gatehouse, and improving the parking, access, and circulation at the off-road recreational vehicle (ORV) trail. The project will also improve site stormwater runoff quality and quantity with a proposed stormwater management system including catch basins, subsurface infiltration chambers, a vegetated swale, sediment forebays, and infiltration basins. Size of Construction Project Total size of the property: 1,188 acres Total area expected to be disturbed by the construction activities: approx. 8.5 acres The maximum area expected to be disturbed at any one time (in acres): approx. 8.5 acres TABLE 2-4 Pollutant-Generating Activities Pollutant-Generating Activity Pollutants or Pollutant Constituents (that could be discharged if exposed to stormwater) Site work Soil particals and fines Section 2 Site Evaluation, Assessment, and Planning Tighe&Bond Stormwater Pollution Prevention Plan 2-2 Pollutant-Generating Activity Pollutants or Pollutant Constituents (that could be discharged if exposed to stormwater) Paving and construction areas Petroleum, concrete, vehicle fluids, paints, solvents Concrete construction Concrete Pavement marking Paint Solid waste storage Construction debris, trash Fertilizing Fertilizers Equipment use Hydraulic Oils/fluids Equipment use Antifreeze/coolant Portable toilets Sewage Staging areas Sediment, gasoline, fuel oil, concrete, vehicle fluids, paints, solvents, fertilizers, adhesives, antifreeze/coolant, hydraulic oil/fluid, etc. 2.4 Sequence and Estimated Dates of Construction Activities The following is an anticipated construction sequence identifying the major components of construction for the project. 2.4.1 Construction Activities Estimated Start Date of Construction Activities Summer 2025 Estimated End Date of Construction Activities Spring 2026 Estimated Date(s) of Application of Stabilization Measures for Areas of the Site Required to be Stabilized Fall 2025 Estimated Date(s) when Stormwater Controls will be Removed Spring 2026 2.5 Allowable Non-Stormwater Discharges Water from non-stormwater sources are allowed when properly managed. The following identifies discharge sources anticipated with the project. TABLE 2-5 List of Allowable Non-Stormwater Discharges Present at the Site Type of Allowable Non-Stormwater Discharge Likely to be Present at Your Site? Location on Site Discharges from emergency fire-fighting activities YES NO Fire hydrant flushings YES NO Landscape irrigation YES NO Section 2 Site Evaluation, Assessment, and Planning Tighe&Bond Stormwater Pollution Prevention Plan 2-3 Waters used to wash vehicles and equipment1 YES NO Water used to control dust YES NO Throughout site Potable water including uncontaminated water line flushings YES NO External building wash down, provided soaps, solvents, and detergents are not used, and external surfaces do not contain hazardous substances (e.g. see Appendix A) (e.g. paint or caulk containing PCBs) YES NO Pavement wash waters2 YES NO Uncontaminated air conditioning or compressor condensate YES NO Uncontaminated, non-turbid discharges of ground water or spring water YES NO Foundation or footing drains3 YES NO Construction dewatering water4 YES NO Throughout site, from excavated trenches** 1provided that there is no discharge of soaps, solvents, or detergents used for such purposes 2provided spills or leaks of toxic or hazardous substances have not occurred (unless all spill material has been removed) and where soaps, solvents, and detergents are not used. You are prohibited from directing pavement wash waters directly into any water of the U.S., storm drain inlet, or stormwater conveyance, unless the conveyance is connected to a sediment basin, sediment trap, or similarly effective control; 3where flows are not contaminated with process materials sucks as solvents or contaminated ground water 4discharged in accordance with applicable regulations * All treated (chlorinated) water flushed from water lines shall be disposed of by discharging to the nearest sanitary sewer or by other approved means provided in AWWA. It shall not be discharged to wetlands or waterways. ** No untreated or contaminated groundwater will be discharged to wetlands or waterways. Excess water will be discharged overland in upland areas and allowed to naturally infiltrate in well-drained soils, or discharged to wetlands or streams only after passing through filtration sacks or similar devices. Tighe&Bond 3-1 Section 3 Erosion and Sediment Controls The Contractor must implement erosion and sediment controls in accordance with the following requirements to minimize the discharge of pollutants in stormwater from construction activities. This project also includes site specific controls and permit conditions which may take precedent and are not included in the following descriptions. The Contractor shall also comply with the requirements in the project’s permits. 3.1 Perimeter Controls Provide perimeter controls to prevent sediment from entering and compromising the adjacent storm drain system. General Roadways and storm drainage components adjacent to the proposed project area will be protected by a row of erosion control barriers. The erosion control barriers will consist of straw wattles or mulch-filled tubes (e.g. compost filter tubes/socks) and siltation fencing placed in a fashion that restricts the contractor(s) to the areas necessary to conduct the work and will generally define the limits of work. The locations of these barriers are shown on the project drawings. Specific Perimeter Controls Perimeter Control Description Perimeter controls include the installation of a straw wattle or mulch log barrier and siltation fence system around the perimeter of the site. Perform work in accordance with the ESCP. Installation Temporary erosion control measures shall be installed prior to the start of any earth disturbing activities. Erosion control barriers shall not be removed until their removal is approved by the Engineer. Maintenance Requirements The contractor(s) will be required to maintain a reserve supply of erosion control barriers on-site to make repairs, as necessary. Perimeter control shall be inspected immediately after each rainfall and at least daily during prolonged rainfall. They shall be repaired if there are any signs of erosion or sedimentation below them, any repairs shall be made immediately. If there are signs of undercutting at the center or the edges, or impounding of large volumes of water behind them, sediment barriers shall be replaced with a temporary check dam. Should the fabric on a barrier decompose or become ineffective prior to the end of the expected usable life and the barrier still is necessary, the fabric shall be replaced promptly. Sediment deposits should be removed after each storm event. They must be removed when deposits reach approximated 1/3 the height of the barrier. Section 3 Erosion and Sediment Controls Tighe&Bond 3-2 At the conclusion of the project, the erosion control barriers will be removed and properly disposed off-site following the stabilization of disturbed areas. 3.2 Sediment Track-Out General It is the Contractor’s responsibility to take measures to prevent tracking of sediment from the project site. It is also the Contractor’s responsibility to take measures to prevent tracking of sediment from any staging and material storage area. A stone tracking pad and street sweeping apparatus shall be used as necessary to minimize the track-out of sediment onto adjacent streets, other paved areas, and sidewalks from vehicles exiting the construction site. Specific Track-Out Controls Track-Out Controls Description Stone aggregate tracking pad Street sweeping Installation Sediment track out controls to be installed by the Contractor include a stone aggregate tracking pad with an underlying geotextile fabric. The pad shall be constructed in accordance with the ESCP. Maintenance Requirements The site exit shall be maintained in a condition which will prevent tracking of sediment onto public right-of-way. When washing is required, it shall be done in an area stabilized with aggregate which drains into a sediment trapping controls. If sediment is tracked out from the site to the surface of off-site streets, other paved areas, and sidewalks, the Contractor shall remove the deposited sediment by the end of the same work day in which the track-out occurs. 3.3 Stockpiled Sediment or Soil General Temporary soil stockpiles shall be surrounded by hay bales or silt fence and shall be stabilized by covering or temporary erosion control seeding. Stockpiles are to be located as far as possible from any surface water. Specific Stockpile Controls Description Temporary stockpiles of excavated soil may be present at the site as construction progresses. Installation Section 3 Erosion and Sediment Controls Tighe&Bond 3-3 Install a sediment barrier consisting of silt fencing or straw bales along downgradient perimeter areas of stockpiles. For piles that will be unused for 14 or more days, temporary stabilization with erosion control seeding shall be used if perimeter controls and/or temporary covering are not sufficient to prevent sediment migration. Maintenance Requirements Do not hose down or sweep soil or sediment accumulated on pavement or other impervious surfaces into any stormwater conveyance (unless connected to a sediment basin, sediment trap, or similarly effective control), storm drain inlet, or surface water. 3.4 Minimize Dust General The Contactor shall be responsible for the control of dust throughout the construction period. Dust control methods shall include, but be not limited to, sprinkling water or calcium chloride on exposed areas, covering loaded dump trucks leaving the site, and temporary mulching exposed soil areas. Dust control measures shall be utilized to prevent the migration of dust from the site to abutting areas. Specific Dust Controls Description Prevent dust from becoming a nuisance or hazard. During construction, excavated material and open or stripped areas are to be policed and controlled to prevent spreading of the material. Dust control measures shall be utilized to prevent the migration of dust from the site to abutting areas. Ensure that the existing equipment, facilities, and occupied space adjacent to or nearby areas of the work do not come in contact with dust or debris as a result of concrete demolition, excavation or surface preparation. Installation Dust control methods shall include, but be not limited to, sprinkling water on exposed areas, using calcium chloride, covering loaded dump trucks leaving the site, and temporary mulching. Use a mechanical street sweeper daily. Maintenance Requirements During the work on-site, daily all paved road and driveway surfaces shall be scraped and broomed free of excavated materials on a daily basis. Prior to sweeping, or as needed during the work day, the surfaces shall be hosed down or otherwise treated to eliminate active or potential dust conditions and the natural road or wearing surface shall be exposed. Section 3 Erosion and Sediment Controls Tighe&Bond 3-4 3.5 Minimize the Disturbance of Steep Slopes General All slopes greater than 15% during the regular construction season are to have slope stabilization measures. This applies to all slopes greater than 8% after October 1st. Specific Steep Slope Controls Where slopes greater than 3:1 will be created, synthetic erosion control fabric is to be utilized in these areas to prevent erosion until permanent vegetation is established. 3.6 Topsoil/Loam Areas General All areas not to be paved or otherwise treated shall receive 4-inch loam and seed. The salvaging of existing loam and topsoil is not anticipated due to the urban nature of the site. Specific Topsoil/Loam Area Controls Description Erosion of topsoil/ loam areas will be controlled by providing temporary and perminant grass cover. Where slopes greater than 3:1 will be created, synthetic erosion control fabric will be utilized to prevent erosion until permanent vegetation is established. Installation Temporary vegetative cover shall be provided to stabilize the site in areas where additional construction activity will not occur for more than 14 calendar days. Maintenance Requirements Seeding shall be inspected periodically and at a minimum 95% of the soil surface should be covered by vegetation. If any evidence of erosion is apparent, repairs shall be made and additional measures shall be used to prevent further erosion. Straw mulch, wood fiber mulch, or erosion control blankets shall be applied immediately after seeding. 3.7 Soil Compaction General In areas where final vegetative stabilization is proposed, the Contractor shall prevent excessive compaction by: Restricting vehicle and equipment use in these locations to avoid excessive soil compaction; or Prior to seeding or planting areas of exposed soil that have been compacted, use techniques that aerates the soils resulting in conditions that will support vegetative growith. Section 3 Erosion and Sediment Controls Tighe&Bond 3-5 3.8 Storm Drain Inlets General Provide catch basin inlet protection as per construction drawings and specifications in all catch basins within the vicinity of the earth disturbing activities to protect the stormwater management system from high sediment loads and high velocities, while disturbance due to construction is occurring in the drainage area. Specific Storm Drain Inlet Controls Description Storm Drain Inlet Controls include the installation of Silt Sacks Refer to the ESCP for inlet control locations. Installation Refer to manufacturer recommended specifications and instillation instructions. Maintenance Requirements Silt sacks shall be inspected immediately after each rainfall and at least daily during prolonged rainfall. They shall be repaired or replaced as needed immediately. Sediment deposits should be removed after each storm event. They must be cleaned when deposits reach approximated 1/3 the height of the barrier. The Contractor shall remove the deposited sediment and make any repairs by the end of the same work day in which the sediment is observed or by the end of the next work day if observation occurs on a non-work day. 3.9 Sediment Traps General Permanent sediment basins are not proposed as part of the final stormwater management system, however, temporary sediment basins or sediment traps may be used during construction to retain runoff and settle out particles prior to discharge from the site. Specific Sediment Basin/Sediment Trap Controls Description Temporary sediment basins or sediment traps may be excavations or bermed detention areas on site with stabilized discharges. Installation As required due to site conditions and activities. Maintenance Requirements Contractor shall periodically remove sediments and dispose of them in an appropriate location. Discharge locations shall be inspected regularly and stabilized as necessary. Section 3 Erosion and Sediment Controls Tighe&Bond 3-6 3.10 Dewatering Practices General Dewatering is anticipated for this project. Standard dewatering measures will be employed. No untreated groundwater will be discharged to wetlands or waterways. Excess water will be discharged overland in upgradient areas and allowed to naturally infiltrate, or discharged to the drainage system only after passing through filtration sacks or similar devices. Specific Dewatering Practices Dewatering Practice Description Provide, operate and maintain adequate pumping, diversion and drainage facilities in accordance with the approved dewatering plan to maintain the excavated area sufficiently dry from groundwater and/or surface runoff so as not to adversely affect construction procedures nor cause excessive disturbance of underlying natural ground. Locate dewatering system components so that they do not interfere with construction under this or other contracts. Install erosion/sedimentation controls for velocity dissipation at point discharges onto non-paved surfaces. Installation Install sand and gravel, or crushed stone, filters in conjunction with sumps, well points, and/or deep wells to prevent the migration of fines from the existing soil during the dewatering operation. Transport pumped or drained water without interference to other work, damage to pavement, other surfaces, or property. Pump water through a silt filter bag prior to discharge to grade or drainage system. Do not discharge water into any separated sanitary sewer system. Maintenance Requirements Repair any damage resulting from the failure of the dewatering operations and any damage resulting from the failure to maintain all the areas of work in a suitable dry condition. Take actions necessary to ensure that dewatering discharges comply with permits applicable to the Project. Dispose of water from the trenches and excavations in such a manner as to avoid public nuisance, injury to public health or the environment, damage to public or private property, or damage to the work completed or in progress. 3.11 Site Stabilization General Initiate site stabilization measures immediately whenever earth-disturbing activities have permanently ceased or will be temporarily suspended on any portion of the site for more than 14 days. Complete the stabilization activities within 14 days after the permanent or temporary cessation of earth-disturbing activities. Temporary paving of disturbed areas of existing roads should be completed at a minimum at the end of each week. Section 3 Erosion and Sediment Controls Tighe&Bond 3-7 Use the following stabilization practices to protect exposed soil from erosion and prevent sediment movement. 3.11.1 Seeding Installation When construction has temporarily or permanently ceased, seeding shall occur immediately in accordance with the project specifications. Maintenance Requirements Periodic inspections shall occur once a week and after every rainstorm of 0.25 inches or greater until a minimum of 70% of the soil surface is covered by vegetation. 3.11.2 Mulching Installation When construction has temprorarily or permanently ceased, mulching shall occur immediately, as required, for erosion control while vegetation is being established. Maintenance Requirements Periodic inspections shall occur once a week and after every rainstorm 0.25 inches or greater. 3.11.3 Erosion Control Mats or Blankets Installation When construction has temprorarily or permanently ceased, erosion control blanket installation shall occur immediately on slopes greater than 3:1, or as required, for erosion control while vegetation is being established. Maintenance Requirements Periodic inspections shall occur once a week and after every rainstorm 0.25 inches or greater. Tighe&Bond 4-1 Section 4 Pollution Prevention Standards A clean and orderly construction site will reduce the opportunity for pollutants to enter the stormwater runoff stream. The following identifies sources of pollution anticipated on a typical construction site and preventative measures to avoid pollution. 4.1 Potential Sources of Pollution TABLE 4-1 Construction Site Pollutants Pollutant-Generating Activity Pollutants or Pollutant Constituents Location on Site Site work Soil particals and fines Where disturbance is proposed Paving and construction areas Petroleum, concrete, vehicle fluids, paints, solvents Where paving and construction is proposed Disinfection of water mains Chlorine, dechlorination chemicals Where water mains are proposed Concrete construction Concrete Where concrete is proposed Pavement marking Paint Where pavement markings are proposed Solid waste storage Construction debris, trash In dumpster locations Fertilizing Fertilizers In areas of proposed seeding Equipment use Hydraulic Oils/fluids Leaks/broken hoses from equipment Equipment use Antifreeze/coolant Leaks/broken hoses from equipment Portable toilets Sewage Where portable toilets are located Staging areas Sediment, gasoline, fuel oil, concrete, vehicle fluids, paints, solvents, fertilizers, adhesives, antifreeze/coolant, hydraulic oil/fluid, etc. 4.2 Spill Prevention and Response Manufacturer’s recommended methods for cleanup will be clearly posted and site personnel will be made aware of the procedures and the location of the information and clean up supplies. Materials and equipment necessary for spill cleanup will be kept in the material storage areas on site. Equipment and materials will include but not be limited to Section 4 Pollution Prevention Standards Tighe&Bond 4-2 brooms, dustpans, mops, rags, gloves, goggles, kitty litter, sand, sawdust and plastic or metal trash containers specifically for this purpose. All spills will be cleaned up immediately after discovery. The spill area will be kept well ventilated and personnel will wear appropriate protective clothing to prevent injury from contact with hazardous substances. Spills of toxic or hazardous material will be reported to the appropriate state or local government agency regardless of size. The Spill Prevention Plan will be adjusted to include measures to prevent this type of spill from recurring and how to cleanup the spill if it recurs. A description of the spill, its cause and the cleanup measures will be included. The site superintendent responsible for day to day operations will be the Spill Response Coordinator (SRC). The SRC is responsible for decisive actions in the event of a spill at the facility. The SRC will supervise efforts to provide immediate containment of the spill to prevent a more difficult cleanup situation. Cleanup crews will utilize proper spill cleanup materials and employ safe work practices. 4.2.1 Federal and State Spill Notification In accordance with 310 CMR 40.0333, the SRC shall notify the Massachusetts Department of Environmental Protection (Southeast Region) – (508) 946-2700, the Local Emergency Planning Committee (LEPC) and any other authorities or agencies within two hours if an accident or other type of incident results in a release to: Land o 10 Gallons for more Oils (PCB<500 ppm) o 1 Gallon or more Oils (PCB ≥500 ppm) Waterways o Any quantity of Oils Or, triggers the exposure to toxic chemical levels as listed in 301 CMR 40.1600, Revised Massachusetts Contingency Plan The SRC shall notify the National Response Center (NRC) at (800) 424-8802 where a leak, spill, or other release containing a hazardous substance or oil in an amount equal to or in excess of a reportable quantity consistent with Part 2.3.3.4c and established under either 40 CFR Part 110, 40 CFR Part 117, or 40 CFR Part 302, occurs during a 24-hour period. In either event, the SRC will work with state and federal agencies to ensure that all appropriate forms and reports are submitted in a timely manner. Note: Trigger volumes for other chemical spills vary. Contact the DEP or a Licensed Site Professional (LSP) for specific guidance on reporting thresholds and requirements for other chemicals. 4.2.2 Local Notification The following local agencies will be called to provide emergency assistance at the facility on the judgment of the SRC: Section 4 Pollution Prevention Standards Tighe&Bond 4-3 TABLE 4-2 Emergency Assistance Notification Fire Department 911 or (508) 362-3312 Police Department 911 or (508) 775-0387 Hospital: Cape Cod Hospital (508) 771-1800 Department of Public Works: (508) 790-6400 4.3 Fueling and Maintenance of Equipment or Vehicles General Efforts shall be made to perform equipment/vehicle fueling and maintenance off-site. If fueling and/or maintenance of equipment of vehicles is performed on site, the following pollution prevention practices must be provided. Specific Pollution Prevention Practices Site contractor/project manager shall provide an onsite vehicle fueling and maintenance area that is clean and dry. If possible keep area covered. Keep a spill kit at the fueling and maintenance area. Vehicles shall be inspected regularly for leaks and damage. Use drip pans, drip cloths or absorbent pads when replacing spent fluid. 4.4 Washing of Equipment and Vehicles General Efforts shall be made to perform equipment/vehicle washing and maintenance off-site. If washing of equipment and vehicles is performed on site, the following pollution prevention practices must be provided to minimize the discharge of pollutants. Specific Pollution Prevention Practices Site contractor/project manager shall provide a proper washing area. Discharges from washing areas shall be infiltrated or diverted into sanitary sewer system unless no soaps or detergents are used. If soaps, detergents or solvents are stored onsite over must be provided to prevent these detergents from coming into contact with rainwater. Section 4 Pollution Prevention Standards Tighe&Bond 4-4 4.5 Storage, Handling, and Disposal of Construction Products, Materials, and Wastes 4.5.1 Building Products Site contractor/project manager shall designate a waste collection area on the site that does not receive a substantial amount of runoff from upland areas and does not drain directly to a water body. Ensure that containers have lids so they can be covered before periods of rain, and keep containers in a covered area whenever possible. Schedule waste collection to prevent the containers from overfilling. Clean up spills immediately. For hazardous materials, follow cleanup instructions on the package. Use an absorbent material such as sawdust or kitty litter to contain the spill. During the demolition phase of construction, provide extra containers and schedule more frequent pickups. Collect, remove, and dispose of all construction site wastes at authorized disposal areas. 4.5.2 Pesticides, Herbicides, Insecticides, Fertilizers, and Landscaping Materials Store new and used materials in a neat, orderly manner in their appropriate containers in a covered area. If storage in a covered area is not possible, the materials shall be covered with polyethylene or polypropylene sheeting to protect them from the elements. Storage area should include precautions to contain any potential spills. Immediately contain and clean up any spills with absorbent materials. 4.5.3 Diesel Fuel, Oil, Hydraulic Fluids, Other Petroleum Products, and Other Chemicals Store new and used petroleum products for vehicles in a neat, orderly manner in their appropriate containers in a covered area. If storage in a covered area is not possible, the materials shall be covered with polyethylene or polypropylene sheeting to protect them from the elements. Storage area should include precautions to contain any potential spills. Immediately contain and clean up any spills with absorbent material. Have equipment available in fuel storage areas and in vehicles to contain and clean up any spills that occur. 4.5.4 Hazardous or Toxic Waste Store new and used materials in a neat, orderly manner in their appropriate containers in a covered area. If storage in a covered area is not possible, the materials shall be covered with polyethylene or polypropylene sheeting to protect them from the elements. Section 4 Pollution Prevention Standards Tighe&Bond 4-5 Storage areas should include precautions to contain any potential spills. Immediately contain and clean up any spills with absorbent materials. Have equipment available in fuel storage areas and in vehicles to contain and clean up any spills that occur. To prevent leaks, empty and clean hazerdous waste containers before disposing of them. Never remove the original product label from the container because it contains important safety information. Follow the manufacturer's recommended method of disposal, which should be printed on the label. Never mix excess products when disposing of them, unless specifically recommended by the manufacturer. 4.5.5 Construction and Domestic Waste All materials shall be collected and stored in securely lidded receptacles, no construction waste materials will be buried. Clean up immediately if containers overflow. 4.5.6 Sanitary Waste Portable sanitary units will be provided throughout the course of the project for use by the site contractor/project manager’s employees. A licensed sanitary waste management contractor will regularly collect all sanitary waste from the portable units. Position portable toilets so that they are secure and will not be tipped or knocked over. 4.6 Washing of Applicators and Containers used for Paint, Concrete or Other Materials The contractors should be encouraged where possible, to use washout facilities at their own plant or dispatch facility from stucco, paint, concrete, form release oils, curing compounds, and other construction materials. If washout of these materials in done on site: o Direct all washwater into a leak-proof container or leak-proof pit. The container or pit must be designed so that no overflows can occur due to inadequate sizing or precipitation. o Handle washout or cleanout wastes as follows: Do not dump liquid wastes in the storm sewers Dispose of liquid wastes in accordance with applicable regulations Remove and dispose of hardened concrete waste consistent with your handling of other construction wastes in Section 5.5. o Attempts should be made to locate washout area as far away as possible from surface waters and storwmater inlets or conveyances, and to the extend practicable, designate areas to buse for these activities and conduct such activities only in these areas. Section 4 Pollution Prevention Standards Tighe&Bond 4-6 Inspect washout facilities daily to detect leaks or tears and to identify when materials need to be removed. 4.7 Fertilizers If fertilizers are to be used on site, the following requirements shall be followed: Store new and used materials in a neat, orderly manner in their appropriate containers in a covered area. If storage in a covered area is not possible, the materials shall be covered with polyethylene or polypropylene sheeting to protect them from the elements. Storage area should include precautions to contain any potential spills. Immediately contain and clean up any spills with absorbent materials. Apply at a rate and in amounts consistent with manufacturer’s specifications, or document departures from the manufacturer’s specifications. Apply at the appropriate time of year for the site, and preferably timed to coincide as closely as possible to the period of maximum vegetation uptake and growth Avoid applying before heavy rains that could cause excessive nutrients to be discharged Never apply to frozen ground Never apply to stormwater conveyance channels with flowing water Follow all federal, state, tribal, and local requirements regarding fertilizer application. APPENDIX F LONG-TERM POLLUTION PREVENTION AND STORMWATER MANAGEMENT SYSTEM OPERATION AND MAINTENANCE PLAN Sandy Neck Beach Facility Reconfiguration Barnstable, Massachusetts March 2024 Prepared for: Town of Barnstable Table of Contents Tighe&Bond i Section 1 Introduction and Purpose Section 2 Responsible Parties Section 3 Long Term Pollution Prevention Plan 3.1 Good Housekeeping ........................................................................3-1 3.2 Potential Sources of Pollution ...........................................................3-1 3.3 General Spill Prevention and Response..............................................3-1 3.3.1 Federal and State Spill Notification ......................................... 3-2 3.3.2 Local Notification .................................................................. 3-2 3.3.3 Fueling and Maintenance of Equipment or Vehicles ................... 3-2 3.4 Storage, Handling, and Disposal of Materials and Wastes ....................3-3 3.4.1 Pesticides, Herbicides, Insecticides, Fertilizers, and Landscaping Materials ............................................................................. 3-3 3.4.2 Diesel Fuel, Oil, Hydraulic Fluids, Other Petroleum Products, and Other Chemicals................................................................... 3-3 3.4.3 Hazardous or Toxic Waste ..................................................... 3-3 3.4.4 Domestic Waste ................................................................... 3-4 3.6.5 Sanitary Waste .................................................................... 3-4 3.7 Washing of Applicators and Containers used for Paint, Concrete or Other Materials .......................................................................................3-4 3.8 Fertilizers ......................................................................................3-5 Section 4 Stormwater Management System 4.1 Inspections ....................................................................................4-1 4.1.1 Vegetated Surfaces .............................................................. 4-1 4.1.2 Driveway and Walkway Sweeping ........................................... 4-1 4.1.3 Proprietary Water Treatment Devices ..................................... 4-2 4.1.4 Water Quality Swale ............................................................. 4-2 4.1.5 Surface Infiltration Basin ....................................................... 4-2 4.1.6 Subsurface Infiltration Chambers ........................................... 4-3 Section 5 Operation and Maintenance Log Form Section 6 Snow Management & De-Icing Section 7 Estimated O&M Budget Table of Contents Tighe&Bond ii Appendices A Stormwater BMP Location Map B Stormceptor O&M Requirements C StormTech MC-7200 O&M Requirements J:\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Permitting\Stormwater\Appendix-F O&M Plan\Long Term Pollution Prevention and Stormwater Management OM Plan.doc Tighe&Bond Long Term O&M Plan 1-1 Section 1 Introduction and Purpose The following Long-Term Pollution Prevention and Stormwater Operations and Maintenance (O&M) Plan has been prepared for the stormwater management system at the proposed Sandy Neck Beach Facility Reconfiguration in Barnstable, Massachusetts. The purpose of the plan is to provide guidance and procedures for proper pollution prevention and stormwater management system maintenance following construction completion. The proposed project has been designed in compliance with the Massachusetts Department of Environmental Protection (MassDEP) Stormwater Handbook to maintain or improve stormwater runoff quality and quantity. The stormwater management system components shall be maintained as recommended in the Massachusetts Stormwater Handbook. Tighe&Bond Long Term O&M Plan 2-1 Section 2 Responsible Parties Town of Barnstable is responsible for maintaining and servicing the proposed stormwater management facilities post construction. The property is owned by the Town of Barnstable. During construction, the contractor will be responsible for stormwater management system maintenance. Property Owner: Town of Barnstable 367 Main Street Hyannis, MA 02601 Owner Signature, date: Maintenance Contact: Nina Coleman Director of Natural Resources 1189 Phinney’s Lane Centerville, MA 02632 508-790-6272 Maintenance Contact Signature, date: Section 3 Long Term Pollution Prevention Plan Tighe&Bond Long Term O&M Plan 3-1 Section 3 Long Term Pollution Prevention Plan 3.1 Good Housekeeping The goal of the good housekeeping policy is to keep the site in a clean and orderly condition. A disorderly site can lead to improper materials management and can reduce the efficiency of any response to potential pollution problems. The following good housekeeping measures will be followed at the site to aid in pollution prevention: · Promptly clean and remove any spills or contamination from vehicles or other services. · Perform preventative maintenance on the structural components of the stormwater system. · Properly dispose of refuse. 3.2 Potential Sources of Pollution The following sources of pollution are anticipated as part of the long-term use of the project. Pollutant-Generating Activity Pollutants or Pollutant Constituents (that could be discharged if exposed to stormwater) Vehicular Access Petroleum, concrete, vehicle fluids, paints, solvents Solid waste storage Construction debris, trash Landscaping Activites Fertilizers, pesticides, herbcides Equipment use Hydraulic oils, fluids, antifreeze, coolant 3.3 General Spill Prevention and Response In the event of a spill, the following procedures shall be followed by the Maintenance Contact or their authorized representative: · Manufacturer’s recommended methods for cleanup will be clearly posted and facility personnel will be made aware of the procedures and the location of the information and clean up supplies. · Materials and equipment necessary for spill cleanup will be kept in the material storage areas at the facility. Equipment and materials will include but not be limited to brooms, dustpans, mops, rags, gloves, goggles, kitty litter, sand, sawdust and plastic or metal trash containers specifically for this purpose. · All spills will be cleaned up immediately after discovery. Section 3 Stormwater Management System Tighe&Bond B0633-008 Long Term O&M Plan 3-2 · The spill area will be kept well ventilated and personnel will wear appropriate protective clothing to prevent injury from contact with hazardous substances. · Spills of toxic or hazardous material will be reported to the appropriate state or local government agency regardless of size. · The Spill Prevention Plan will be adjusted to include measures to prevent this type of spill from recurring and how to cleanup the spill if it recurs. A description of the spill, its cause and the cleanup measures will be included. · The Maintenance Contact is responsible for day to day operations will be the spill prevention and cleanup coordinator. 3.3.1 Federal and State Spill Notification In accordance with 310 CMR 40.0333, the Maintenance Contact shall notify the Massachusetts Department of Environmental Protection (Southeast Region) – (508) 946- 2700, the Local Emergency Planning Committee (LEPC) (if applicable) and any other authorities or agencies within two hours if an accident or other type of incident results in a release to: · Land o 10 Gallons for more Oils (PCB<500 ppm) o 1 Gallon or more Oils (PCB ≥500 ppm) · Waterways o Any quantity of Oils · Or, triggers the exposure to toxic chemical levels as listed in 301 CMR 40.1600, Revised Massachusetts Contingency Plan (MPC) The Maintenance Contact shall notify the National Response Center (NRC) at (800) 424-8802 where a leak, spill, or other release containing a hazardous substance or oil in an amount equal to or in excess of a reportable quantity consistent with Part 2.3.3.4c and established under either 40 CFR Part 110, 40 CFR Part 117, or 40 CFR Part 302, occurs during a 24-hour period. In either event, the Maintenance Contact will work with state and federal agencies to ensure that all appropriate forms and reports are submitted in a timely manner. · Note: Trigger volumes for other chemical spills vary. Contact the MassDEP or a Licensed Site Professional (LSP) for specific guidance on reporting thresholds and requirements for other chemicals. 3.3.2 Local Notification The following local agencies will be called to provide emergency assistance at the facility on the judgment of the Maintenance Contact: Fire Department 911 or (508) 362-3312 Police Department 911 or (508) 775-0387 Hospital: Cape Cod Hospital (508) 771-1800 Department of Public Works: (508) 790-6400 Section 3 Stormwater Management System Tighe&Bond B0633-008 Long Term O&M Plan 3-3 3.4 Storage, Handling, and Disposal of Materials and Wastes The following procedures shall be followed throughout the facility when storing, handling and disposing of various materials. 3.4.1 Pesticides, Herbicides, Insecticides, Fertilizers, and Landscaping Materials · Store new and used materials in a neat, orderly manner in their appropriate containers in a covered area. If storage in a covered area is not possible, the materials shall be covered with polyethylene or polypropylene sheeting to protect them from the elements. · Storage area should include precautions to contain any potential spills. · Immediately contain and clean up any spills with absorbent materials. · Apply at a rate and in amounts consistent with manufacturer’s specifications, or document departures from the manufacturer’s specifications. · Apply at the appropriate time of year for the site, and preferably timed to coincide as closely as possible to the period of maximum vegetation uptake and growth · Avoid applying before heavy rains that could cause excessive nutrients to be discharged · Never apply to frozen ground · Never apply to stormwater conveyance channels with flowing water · Follow all federal, state, tribal, and local requirements regarding fertilizer application. 3.4.2 Diesel Fuel, Oil, Hydraulic Fluids, Other Petroleum Products, and Other Chemicals · Store new and used petroleum products for vehicles in a neat, orderly manner in their appropriate containers in a covered area. If storage in a covered area is not possible, the materials shall be covered with polyethylene or polypropylene sheeting to protect them from the elements. · Storage area should include precautions to contain any potential spills. · Immediately contain and clean up any spills with absorbent material. · Have equipment available in fuel storage areas and in vehicles to contain and clean up any spills that occur. 3.4.3 Hazardous or Toxic Waste · Store new and used materials in a neat, orderly manner in their appropriate containers in a covered area. If storage in a covered area is not possible, the materials shall be covered with polyethylene or polypropylene sheeting to protect them from the elements. · Storage areas should include precautions to contain any potential spills. · Immediately contain and clean up any spills with absorbent materials. Section 3 Stormwater Management System Tighe&Bond B0633-008 Long Term O&M Plan 3-4 · Have equipment available in fuel storage areas and in vehicles to contain and clean up any spills that occur. · To prevent leaks, empty and clean hazardous waste containers before disposing of them. · Never remove the original product label from the container because it contains important safety information. Follow the manufacturer's recommended method of disposal, which should be printed on the label. · Never mix excess products when disposing of them, unless specifically recommended by the manufacturer. 3.4.4 Domestic Waste · Site property manager shall designate a waste collection area on the site that does not receive a substantial amount of runoff from upland areas and does not drain directly to a water body. · Ensure that containers have lids so they can be covered before periods of rain and keep containers in a covered area whenever possible. · Schedule waste collection to prevent the containers from overfilling. · Clean up spills immediately. For hazardous materials, follow cleanup instructions on the package. Use an absorbent material such as sawdust or kitty litter to contain the spill. 3.4.5 Sanitary Waste · Portable sanitary units will be provided throughout the course of the project for use by the site contractor/project manager’s employees. A licensed sanitary waste management contractor will regularly collect all sanitary waste from the portable units. Position portable toilets so that they are secure and will not be tipped or knocked over. 3.5 Washing of Applicators and Containers used for Paint, Concrete or Other Materials · The contractors should be encouraged where possible, to use washout facilities at their own plant or dispatch facility from stucco, paint, concrete, form release oils, curing compounds, and other construction materials. · If washout of these materials in done on site: o Direct all wash water into a leak-proof container or leak-proof pit. The container or pit must be designed so that no overflows can occur due to inadequate sizing or precipitation. o Handle washout or cleanout wastes as follows: Do not dump liquid wastes in the storm sewers Dispose of liquid wastes in accordance with applicable requirements in CGP Part 2.3.3.3. Remove and dispose of hardened concrete waste consistent with your handling of other construction wastes in Section 5.5. Section 3 Stormwater Management System Tighe&Bond B0633-008 Long Term O&M Plan 3-5 o Attempts should be made to locate washout area as far away as possible from surface waters and storwmater inlets or conveyances, and to the extend practicable, designate areas to buse for these activities and conduct such activities only in these areas. · Inspect washout facilities daily to detect leaks or tears and to identify when materials need to be removed. 3.6 Fertilizers · Store new and used materials in a neat, orderly manner in their appropriate containers in a covered area. If storage in a covered area is not possible, the materials shall be covered with polyethylene or polypropylene sheeting to protect them from the elements. · Storage area should include precautions to contain any potential spills. · Immediately contain and clean up any spills with absorbent materials. · Apply at a rate and in amounts consistent with manufacturer’s specifications, or document departures from the manufacturer’s specifications. · Apply at the appropriate time of year for the site, and preferably timed to coincide as closely as possible to the period of maximum vegetation uptake and growth · Avoid applying before heavy rains that could cause excessive nutrients to be discharged · Never apply to frozen ground · Never apply to stormwater conveyance channels with flowing water · Follow all federal, state, tribal, and local requirements regarding fertilizer application. Section 4 Stormwater Management System Tighe&Bond Long Term O&M Plan 4-1 Section 4 Stormwater Management System The on-site stormwater management system is comprised of catch basins, manholes, proprietary water quality units, infiltration basins, sediment forebays, a vegetated swale, and a subsurface infiltration chamber system. The stormwater management system is located in two areas: the beach parking lot (Site 1) and the relocated gatehouse (Site 2). At Site 1, runoff from the proposed project area, including building rooftops, paved and unpaved parking areas, is collected and piped to two separate infiltration systems. The runoff from the upper parking lot is collected by catch basins and directed to a proprietary water quality unit and then to the subsurface infiltration chambers. The runoff from the lower parking lot is directed to a vegetated swale that flows into a sediment forebay which then outlets into an infiltration basin. At Site 2, runoff from the proposed project area, including building rooftops, paved, and unpaved parking area, sheetflows to two sediment forebays, in series, which outlet to an infiltration basin. See the attached Figure A for the location of the various described components of the Stormwater Management System. 4.1 Inspections Inspections will be performed in accordance with the Massachusetts Department of Environmental Protection (MassDEP) Stormwater Handbook. Figure A, attached, identifies the location of each BMP to be inspected and maintained as described in this Section. All inspections should be logged using the Inspection Forms provided in Section 5. The following stormwater management system features will be evaluated during each inspection: 4.1.1 Vegetated Surfaces Inspection Frequency: Bi-annually in Summer and Winter Special Inspection Event(s): Spring Snow Melt All vegetative surfaces will be observed to identify locations of settlement, erosion and other impacts from the proposed development. Areas of settlement and erosion that may result in a discharge of sediment into Waters of the Commonwealth shall be repaired and restored to a vegetated condition. 4.1.2 Driveway and Walkway Sweeping Inspection Frequency: Quarterly Special Inspection Event(s): Spring Snow Melt All pavement surfaces should be inspected annually for deterioration or spalling. Additionally, the pavement surface should be regularly monitored to make sure it drains properly after storms. Cleanings should be conducted on a quarterly basis to prevent clogging. For best management practices, high-efficiency vacuum sweeping machines should be used to clean and maintain the surface. Section 4 Stormwater Management System Tighe&Bond B0633-008 Long Term O&M Plan 4-2 4.1.3 Proprietary Water Treatment Devices Inspection Frequency: Per manufacturer recommendations Special Inspection Event(s): Rainfall greater than 0.5 inches Structural Water Quality Units (WQU) will be observed in accordance with manufacturer recommendations. Units are to be cleaned as directed by the manufacturer. Manufacturer recommended O&M requirements are provided in Appendix B. Device Detail 4.1.6 Surface Infiltration Basin Inspection Frequency: Bi-annually Special Inspection Event(s): Rainfall greater than 0.5 inches Surface infiltration basins should be inspected bi-annually for standing water. If standing water is observed for longer than 72 hours, a pump should be placed in the basin and discharged through the outlet pipe. After the system is dewatered, it should be observed by a Professional Engineer. A Professional Engineer should provide an opinion as to why the infiltrations basin is not draining and provide recommendations to restore infiltration capacity to the system. Additionally, infiltration basins shall be observed to identify depths of sediment and occurrence of debris which would impact functionality. The outlet control structure, if applicable, shall be observed for signs of clogging during storm events and erosion. Any trash or debris encountered shall be removed. Section 4 Stormwater Management System Tighe&Bond B0633-008 Long Term O&M Plan 4-3 If the basin is equipped with a Sediment Forebay, inspect the forebay monthly to observe sediment depth, and to identify signs of rilling and gullying an repair as needed. Forebays should be mowed as needed, with grass height no greater than 6 inches. Remove accumulated sediment quarterly, and when sediment depth is between 3 to 6 feet. After sediment removal, reseed by incorporating practices such as hydroseeding with a tackifier or erosion control blanket. Heavy equipment should never operate within the sediment forebays or infiltration basins. Surface Infiltration Basin Plan View Basin Berm View 4.1.7 Subsurface Infiltration Chambers Inspection Frequency: Per manufacturer recommendations Special Inspection Event(s): Rainfall greater than 0.5 inches Subsurface infiltration chambers will be observed in accordance with manufacturer recommendations. Chambers are to be cleaned as directed by the manufacturer. Manufacturer recommended O&M requirements are provided in Appendix C. 4.1.8 Culverts and Stone End Protection (Outfalls) Inspection Frequency: Bi-annually Special Inspection Event(s): Rainfall greater than 0.5 inches System outfalls should be inspected twice a year as well as after every major storm, for slope integrity, soil moisture, vegetated health, soil stability, soil compaction, soil erosion, ponding and sediment accumulation. If the rip rap has been displaced, undermined or damaged, it should be replaced immediately. The channel immediately Section 4 Stormwater Management System Tighe&Bond B0633-008 Long Term O&M Plan 4-4 below the outlet should be checked to see that erosion is not occurring. The downstream channel will be kept clear of obstructions, such as fallen trees, debris, leaves and sediment that could change flow patterns and/or tail water depths in pipes. Repairs must be carried out immediately to avoid additional damage to the outlet protection apron. Outfall Plan and Section View Section 5 Operation and Maintenance Log Form Tighe&Bond Long Term O&M Plan 5-1 Section 5 Operation and Maintenance Log Form Date: Person conducting Inspection: Reason for Inspection (Routine / Significant Rainfall): Stormwater Management System Components: Vegetated Surface Component inspected during this inspection Any Repair Necessary Other Comments Driveway and Walkway Sweeping Component inspected during this inspection Any Repair Necessary Other Comments Proprietary Water Quality Units Component inspected during this inspection Any Repair Necessary Other Comments Infiltration Basins Component inspected during this inspection Any Repair Necessary Other Comments Subsurface Infiltration Chambers Component inspected during this inspection Any Repair Necessary Other Comments Culvert and Stone End Protection Component inspected during this inspection Any Repair Necessary Other Comments Section 6 Snow Management & De-Icing Tighe&Bond Long Term O&M Plan 6-1 Section 6 Snow Management & De-Icing Snow removal will occur along the proposed parking areas and walkways. Snow storage should not be in or adjacent to wetland areas nor block drainage to surface inlets (e.g. catch basins). Applications of chemical de-icing may be applied along with sand for the roads, main entrances, stop sign areas, and sidewalks. Apply only as needed using minimum quantities. Small quantities of deicers may be mixed with sand or sprayed on hard to maintain areas. Sweep or clean up accumulated sand, sidewalks, steps, and roads as soon as possible after the road surface clears. Tighe&Bond Long Term O&M Plan 7-1 Section 7 Estimated O&M Budget The following estimated O&M Budget includes the inspections and maintenance activities previously described on an annual basis. Maintenance Component Frequency Unit Cost Annual Cost Vegetated Surfaces 2 $100 $200 Street Sweeping 4 $250 $1,000 Catch Basin Inspection 1 $250 $250 Catch Basin Sediment Removal 1 $1,000 $1,000 Proprietary Treatment Devices 3 $500 $1,500 Total Annual Estimated Budget $3,950 J:\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Permitting\Stormwater\Appendix-F O&M Plan\Long Term Pollution Prevention and Stormwater Management OM Plan.doc O&M Plan Appendix A BMP Location Map UPOLE-NO ELEVD DDDD 252026 27 201510205252015102523 222121202015181716151919181716252015101 4 13121122242122232323 242322 252426272019181716151 4 1 315 2121201922232320222323 INFILTRATION BASINSEDIMENTFOREBAY - 2DESIGNED/CHECKED BY:DRAWN BY:FILE:APPROVED BY:Barnstable, MASandy NeckBeach FacilityReconfigurationTown ofBarnstableDATE:PROJECT NO:Plotted On:Mar 29, 2024-11:20am By: SOzturkLast Saved:3/29/2024Tighe & Bond:J:\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Permitting\Stormwater\Appendix-B Figures\ProposedConditionsFigure.dwg MARKDATEDESCRIPTIONProposedConditionsFigure.dwgB0633-008SCALE:0040'80'SCALE: 1" = 40'FIGURE 6ASITE 1 - BEACH PARKING LOTBMP LOCATIONSOTJG/DJBJPV1" = 40'3/4/2024SEDIMENTFOREBAY - 1STONE OUTLETPROTECTIONSTONE OUTLETPROTECTIONSUBSURFACE INFILTRATIONCHAMBERSPROPRIETARYTREATMENT UNITVEGETATED SWALE O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H WOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHW O HW O HW OHW OHWO HW O HW 10 9 98101 1 11 1111121 212 1312111213 121 2 12 12888888 96 8 7 10978 7 8888 INFILTRATION BASINSEDIMENTFOREBAY1" = 40'0040'80'SCALE: 1" = 40'DESIGNED/CHECKED BY:DRAWN BY:FILE:APPROVED BY:FIGURE 6BBarnstable, MASandy Neck BeachFacilityReconfigurationTown ofBarnstableDATE:PROJECT NO:SITE 2 - GATEHOUSEBMP LOCATIONSMARKDATEDESCRIPTIONSCALE:3/5/2024B0633-008SOTJG/DJBJPVProposedConditionsFigure_GateHouse.dwg O&M Plan Appendix B Water Quality Unit Manufacturers Recommendations Stormceptor® STC Operation and Maintenance Guide ENGINEERED SOLUTIONS 2 Stormceptor® Operation and Maintenance Guide Stormceptor Design Notes • Only the STC 450i is adaptable to function with a catch basin inlet and/or inline pipes. • Only the Stormceptor models STC 450i to STC 7200 may accommodate multiple inlet pipes. Inlet and outlet invert elevation differences are as follows: Maximum inlet and outlet pipe diameters: • The inlet and in-line Stormceptor units can accommodate turns to a maximum of 90 degrees. • Minimum distance from top of grade to crown is 2 feet (0.6 m) • Submerged conditions. A unit is submerged when the standing water elevation at the proposed location of the Stormceptor unit is greater than the outlet invert elevation during zero flow conditions. In these cases, please contact your local Stormceptor representative and provide the following information: • Top of grade elevation • Stormceptor inlet and outlet pipe diameters and invert elevations • Standing water elevation • Stormceptor head loss, K = 1.3 (for submerged condition, K = 4) Inlet and Outlet Pipe Invert Elevations Differences Inlet Pipe Configuration STC 450i STC 900 to STC 7200 STC 11000 to STC 16000 Single inlet pipe 3 in. (75 mm)1 in. (25 mm)3 in. (75 mm) Multiple inlet pipes 3 in. (75 mm)3 in. (75 mm)Only one inlet pipe. Inlet/Outlet Configuration Inlet Unit STC 450i In-Line Unit STC 900 to STC 7200 Series* STC 11000 to STC 16000 Straight Through 24 inch (600 mm)42 inch (1050 mm)60 inch (1500 mm) Bend (90 degrees)18 inch (450 mm)33 inch (825 mm)33 inch (825 mm) Stormceptor® Operation and Maintenance Guide 3 OPERATION AND MAINTENANCE GUIDE Table of Content 1. About Stormceptor ......................................................................................................................................................................4 2. Stormceptor Design Overview ......................................................................................................................................................4 3. Key Operation Features ................................................................................................................................................................6 4. Stormceptor Product Line .............................................................................................................................................................7 5. Sizing the Stormceptor System...................................................................................................................................................10 6. Spill Controls ..............................................................................................................................................................................12 7. Stormceptor Options ..................................................................................................................................................................14 8. Comparing Technologies ............................................................................................................................................................17 9. Testing ........................................................................................................................................................................................18 10. Installation .................................................................................................................................................................................18 11. Stormceptor Construction Sequence ..........................................................................................................................................18 12. Maintenance ..............................................................................................................................................................................19 4 Stormceptor® Operation and Maintenance Guide 1. About Stormceptor The Stormceptor® STC (Standard Treatment Cell) was developed by Imbrium™ Systems to address the growing need to remove and isolate pollution from the storm drain system before it enters the environment. The Stormceptor STC targets hydrocarbons and total suspended solids (TSS) in stormwater runoff. It improves water quality by removing contaminants through the gravitational settling of fine sediments and floatation of hydrocarbons while preventing the re-suspension or scour of previously captured pollutants. The development of the Stormceptor STC revolutionized stormwater treatment, and created an entirely new category of environmental technology. Protecting thousands of waterways around the world, the Stormceptor System has set the standard for effective stormwater treatment. 1.1. Patent Information The Stormceptor technology is protected by the following patents: • Australia Patent No. 693,164 • 693,164 • 707,133 • 729,096 • 779401 • Austrian Patent No. 289647 • Canadian Patent No 2,009,208 •2,137,942 • 2,175,277 • 2,180,305 • 2,180,383 • 2,206,338 • 2,327,768 (Pending) • China Patent No 1168439 • Denmark DK 711879 • German DE 69534021 • Indonesian Patent No 16688 • Japan Patent No 9-11476 (Pending) • Korea 10-2000-0026101 (Pending) • Malaysia Patent No PI9701737 (Pending) • New Zealand Patent No 314646 • United States Patent No 4,985,148 • 5,498,331 • 5,725,760 • 5,753,115 • 5,849,181 • 6,068,765 • 6,371,690 • Stormceptor OSR Patent Pending • Stormceptor LCS Patent Pending 2. Stormceptor Design Overview 2.1. Design Philosophy The patented Stormceptor System has been designed to focus on the environmental objective of providing long-term pollution control. The unique and innovative Stormceptor design allows for continuous positive treatment of runoff during all rainfall events, while ensuring that all captured pollutants are retained within the system, even during intense storm events. An integral part of the Stormceptor design is PCSWMM for Stormceptor - sizing software developed in conjunction with Computational Hydraulics Inc. (CHI) and internationally acclaimed expert, Dr. Bill James. Using local historical rainfall data and continuous simulation modeling, this software allows a Stormceptor unit to be designed for each individual site and the corresponding water quality objectives. By using PCSWMM for Stormceptor, the Stormceptor System can be designed to remove a wide range of particles (typically from 20 to 2,000 microns), and can also be customized to remove a specific particle size distribution (PSD). The specified PSD should accurately reflect what is in the stormwater runoff to ensure the device is achieving the desired water quality objective. Since stormwater runoff contains small particles (less than 75 microns), it is important to design a treatment system to remove smaller particles in addition to coarse particles. Stormceptor® Operation and Maintenance Guide 5 2.2. Benefits The Stormceptor System removes free oil and suspended solids from stormwater, preventing spills and non-point source pollution from entering downstream lakes and rivers. The key benefits, capabilities and applications of the Stormceptor System are as follows: • Provides continuous positive treatment during all rainfall events • Can be designed to remove over 80% of the annual sediment load • Removes a wide range of particles • Can be designed to remove a specific particle size distribution (PSD) • Captures free oil from stormwater • Prevents scouring or re-suspension of trapped pollutants • Pre-treatment to reduce maintenance costs for downstream treatment measures (ponds, swales, detention basins, filters) • Groundwater recharge protection • Spills capture and mitigation • Simple to design and specify • Designed to your local watershed conditions • Small footprint to allow for easy retrofit installations • Easy to maintain (vacuum truck) • Multiple inlets can connect to a single unit • Suitable as a bend structure • Pre-engineered for traffic loading (minimum AASHTO HS-20) • Minimal elevation drop between inlet and outlet pipes • Small head loss • Additional protection provided by an 18” (457 mm) fiberglass skirt below the top of the insert, for the containment of hydrocarbons in the event of a spill. 2.3. Environmental Benefit Freshwater resources are vital to the health and welfare of their surrounding communities. There is increasing public awareness, government regulations and corporate commitment to reducing the pollution entering our waterways. A major source of this pollution originates from stormwater runoff from urban areas. Rainfall runoff carries oils, sediment and other contaminants from roads and parking lots discharging directly into our streams, lakes and coastal waterways. The Stormceptor System is designed to isolate contaminants from getting into the natural environment. The Stormceptor technology provides protection for the environment from spills that occur at service stations and vehicle accident sites, while also removing contaminated sediment in runoff that washes from roads and parking lots. 6 Stormceptor® Operation and Maintenance Guide 3. Key Operation Features 3.1. Scour Prevention A key feature of the Stormceptor System is its patented scour prevention technology. This innovation ensures pollutants are captured and retained during all rainfall events, even extreme storms. The Stormceptor System provides continuous positive treatment for all rainfall events, including intense storms. Stormceptor slows incoming runoff, controlling and reducing velocities in the lower chamber to create a non-turbulent environment that promotes free oils and floatable debris to rise and sediment to settle. The patented scour prevention technology, the fiberglass insert, regulates flows into the lower chamber through a combination of a weir and orifice while diverting high energy flows away through the upper chamber to prevent scouring. Laboratory testing demonstrated no scouring when tested up to 125% of the unit’s operating rate, with the unit loaded to 100% sediment capacity (NJDEP, 2005). Second, the depth of the lower chamber ensures the sediment storage zone is adequately separated from the path of flow in the lower chamber to prevent scouring. 3.2. Operational Hydraulic Loading Rate Designers and regulators need to evaluate the treatment capacity and performance of manufactured stormwater treatment systems. A commonly used parameter is the “operational hydraulic loading rate” which originated as a design methodology for wastewater treatment devices. Operational hydraulic loading rate may be calculated by dividing the flow rate into a device by its settling area. This represents the critical settling velocity that is the prime determinant to quantify the influent particle size and density captured by the device. PCSWMM for Stormceptor uses a similar parameter that is calculated by dividing the hydraulic detention time in the device by the fall distance of the sediment. Where: vSC = critical settling velocity, ft/s (m/s) H = tank depth, ft (m) ØH = hydraulic detention time, ft/s (m/s) Q = volumetric flow rate, ft3/s (m3/s) AS = surface area, ft2 (m2) (Tchobanoglous, G. and Schroeder, E.D. 1987. Water Quality. Addison Wesley.) Unlike designing typical wastewater devices, stormwater systems are designed for highly variable flow rates including intense peak flows. PCSWMM for Stormceptor incorporates all of the flows into its calculations, ensuring that the operational hydraulic loading rate is considered not only for one flow rate, but for all flows including extreme events. 3.3. Double Wall Containment The Stormceptor System was conceived as a pollution identifier to assist with identifying illicit discharges. The fiberglass insert has a continuous skirt that lines the concrete barrel wall for a depth of 18 inches (457 mm) that provides double wall containment for hydrocarbons storage. This protective barrier ensures that toxic floatables do not migrate through the concrete wall into the surrounding soils. vSC = H = Q 6H AS Stormceptor® Operation and Maintenance Guide 7 4. Stormceptor Product Line 4.1. Stormceptor Models A summary of Stormceptor models and capacities are listed in Table 1. NOTE: Storage volumes may vary slightly from region to region. For detailed information, contact your local Stormceptor representative. 4.2. Inline Stormceptor The Inline Stormceptor, Figure 1, is the standard design for most stormwater treatment applications. The patented Stormceptor design allows the Inline unit to maintain continuous positive treatment of total suspended solids (TSS) year-round, regardless of flow rate. The Inline Stormceptor is composed of a precast concrete tank with a fiberglass insert situated at the invert of the storm sewer pipe, creating an upper chamber above the insert and a lower chamber below the insert. Table 1. Stormceptor Models Stormceptor Model Total Storage Volume U.S. Gal (L)Hydrocarbon Storage Capacity U.S. Gal (L)Maximum Sediment Capacity ft3 (L) STC 450i 470 (1,780)86 (330)46 (1,302) STC 900 952 (3,600)251 (950)89 (2,520) STC 1200 1,234 (4,670)251 (950)127 (3,596) STC 1800 1,833 (6,940)251 (950)207 (5,861) STC 2400 2,462 (9,320)840 (3,180)205 (5,805) STC 3600 3,715 (1,406)840 (3,180)373 (10,562) STC 4800 5,059 (1,950)909 (3,440)543 (15,376) STC 6000 6,136 (23,230)909 (3,440)687 (19,453) STC 7200 7,420 (28,090)1,059 (4,010)839 (23,757) STC 11000 11,194 (42,370)2,797 (10, 590)1,086 (30,752) STC 13000 13,348 (50,530)2,797 (10, 590)1,374 (38,907) STC 16000 15,918 (60,260)3,055 (11, 560)1,677 (47,487) 8 Stormceptor® Operation and Maintenance Guide Operation As water flows into the Stormceptor unit, it is slowed and directed to the lower chamber by a weir and drop tee. The stormwater enters the lower chamber, a non-turbulent environment, allowing free oils to rise and sediment to settle. The oil is captured underneath the fiberglass insert and shielded from exposure to the concrete walls by a fiberglass skirt. After the pollutants separate, treated water continues up a riser pipe, and exits the lower chamber on the downstream side of the weir before leaving the unit. During high flow events, the Stormceptor System’s patented scour prevention technology ensures continuous pollutant removal and prevents re-suspension of previously captured pollutants. Technical Manual 6 Figure 1. Inline Stormceptor Operation As water flows into the Stormceptor unit, it is slowed and directed to the lower chamber by a weir and drop tee. The stormwater enters the lower chamber, a non-turbulent environment, allowing free oils to rise and sediment to settle. The oil is captured underneath the fiberglass insert and shielded from exposure to the concrete walls by a fiberglass skirt. After the pollutants separate, treated water continues up a riser pipe, and exits the lower chamber on the downstream side of the weir before leaving the unit. During high flow events, the Stormceptor System’s patented scour prevention technology ensures continuous pollutant removal and prevents re-suspension of previously captured pollutants. 4.3. Inlet Stormceptor The Inlet Stormceptor System, Figure 2, was designed to provide protection for parking lots, loading bays, gas stations and other spill-prone areas. The Inlet Stormceptor is designed to remove sediment from stormwater introduced through a grated inlet, a storm sewer pipe, or both. Stormceptor® Operation and Maintenance Guide 9 4.3. Inlet Stormceptor The Inlet Stormceptor System, Figure 2, was designed to provide protection for parking lots, loading bays, gas stations and other spill-prone areas. The Inlet Stormceptor is designed to remove sediment from stormwater introduced through a grated inlet, a storm sewer pipe, or both. The Inlet Stormceptor design operates in the same manner as the Inline unit, providing continuous positive treatment, and ensuring that captured material is not re-suspended. 4.4. Series Stormceptor Designed to treat larger drainage areas, the Series Stormceptor System, Figure 3, consists of two adjacent Stormceptor models that function in parallel. This design eliminates the need for additional structures and piping to reduce installation costs. Technical Manual 7 Figure 2. Inlet Stormceptor The Inlet Stormceptor design operates in the same manner as the Inline unit, providing continuous positive treatment, and ensuring that captured material is not re-suspended. 4.4. Series Stormceptor Designed to treat larger drainage areas, the Series Stormceptor System, Figure 3, consists of two adjacent Stormceptor models that function in parallel. This design eliminates the need for additional structures and piping to reduce installation costs. 10 Stormceptor® Operation and Maintenance Guide The Series Stormceptor design operates in the same manner as the Inline unit, providing continuous positive treatment, and ensuring that captured material is not re-suspended. 5. Sizing the Stormceptor System The Stormceptor System is a versatile product that can be used for many different aspects of water quality improvement. While addressing these needs, there are conditions that the designer needs to be aware of in order to size the Stormceptor model to meet the demands of each individual site in an efficient and cost-effective manner. PCSWMM for Stormceptor is the support tool used for identifying the appropriate Stormceptor model. In order to size a unit, it is recommended the user follow the seven design steps in the program. The steps are as follows: STEP 1 – Project Details The first step prior to sizing the Stormceptor System is to clearly identify the water quality objective for the development. It is recommended that a level of annual sediment (TSS) removal be identified and defined by a particle size distribution. STEP 2 – Site Details Identify the site development by the drainage area and the level of imperviousness. It is recommended that imperviousness be calculated based on the actual area of imperviousness based on paved surfaces, sidewalks and rooftops. STEP 3 – Upstream Attenuation The Stormceptor System is designed as a water quality device and is sometimes used in conjunction with onsite water quantity control devices such as ponds or underground detention systems. When possible, a greater benefit is typically achieved when installing a Stormceptor unit upstream of a detention facility. By placing the Stormceptor unit upstream of a detention structure, a benefit of less maintenance of the detention facility is realized. Technical Manual 8 Figure 3. Series System The Series Stormceptor design operates in the same manner as the Inline unit, providing continuous positive treatment, and ensuring that captured material is not re-suspended. 5. Sizing the Stormceptor System The Stormceptor System is a versatile product that can be used for many different aspects of water quality improvement. While addressing these needs, there are conditions that the designer needs to be aware of in order to size the Stormceptor model to meet the demands of each individual site in an efficient and cost-effective manner. PCSWMM for Stormceptor is the support tool used for identifying the appropriate Stormceptor model. In order to size a unit, it is recommended the user follow the seven design steps in the program. The steps are as follows: STEP 1 – Project Details The first step prior to sizing the Stormceptor System is to clearly identify the water quality objective for the development. It is recommended that a level of annual sediment (TSS) removal be identified and defined by a particle size distribution. Stormceptor® Operation and Maintenance Guide 11 STEP 4 – Particle Size Distribution It is critical that the PSD be defined as part of the water quality objective. PSD is critical for the design of treatment system for a unit process of gravity settling and governs the size of a treatment system. A range of particle sizes has been provided and it is recommended that clays and silt-sized particles be considered in addition to sand and gravel-sized particles. Options and sample PSDs are provided in PCSWMM for Stormceptor. The default particle size distribution is the Fine Distribution, Table 2, option. If the objective is the long-term removal of 80% of the total suspended solids on a given site, the PSD should be representative of the expected sediment on the site. For example, a system designed to remove 80% of coarse particles (greater than 75 microns) would provide relatively poor removal efficiency of finer particles that may be naturally prevalent in runoff from the site. Since the small particle fraction contributes a disproportionately large amount of the total available particle surface area for pollutant adsorption, a system designed primarily for coarse particle capture will compromise water quality objectives. STEP 5 – Rainfall Records Local historical rainfall has been acquired from the U.S. National Oceanic and Atmospheric Administration, Environment Canada and regulatory agencies across North America. The rainfall data provided with PCSMM for Stormceptor provides an accurate estimation of small storm hydrology by modeling actual historical storm events including duration, intensities and peaks. STEP 6 – Summary At this point, the program may be executed to predict the level of TSS removal from the site. Once the simulation has completed, a table shall be generated identifying the TSS removal of each Stormceptor unit. STEP 7 – Sizing Summary Performance estimates of all Stormceptor units for the given site parameters will be displayed in a tabular format. The unit that meets the water quality objective, identified in Step 1, will be highlighted. Table 2. Fine Distribution Particle Size Distribution Specific Gravity 20 20%1.3 60 20%1.8 150 20%2.2 400 20%2.65 2000 20%2.65 12 Stormceptor® Operation and Maintenance Guide 5.1. PCSWMM for Stormceptor The Stormceptor System has been developed in conjunction with PCSWMM for Stormceptor as a technological solution to achieve water quality goals. Together, these two innovations model, simulate, predict and calculate the water quality objectives desired by a design engineer for TSS removal. PCSWMM for Stormceptor is a proprietary sizing program which uses site specific inputs to a computer model to simulate sediment accumulation, hydrology and long-term total suspended solids removal. The model has been calibrated to field monitoring results from Stormceptor units that have been monitored in North America. The sizing methodology can be described by three processes: 1. Determination of real time hydrology 2. Buildup and wash off of TSS from impervious land areas 3. TSS transport through the Stormceptor (settling and discharge). The use of a calibrated model is the preferred method for sizing stormwater quality structures for the following reasons: x The hydrology of the local area is properly and accurately incorporated in the sizing (distribution of flows, flow rate ranges and peaks, back-to-back storms, inter-event times) x The distribution of TSS with the hydrology is properly and accurately considered in the sizing x Particle size distribution is properly considered in the sizing x The sizing can be optimized for TSS removal x The cost benefit of alternate TSS removal criteria can be easily assessed x The program assesses the performance of all Stormceptor models. Sizing may be selected based on a specific water quality outcome or based on the Maximum Extent Practicable For more information regarding PCSWMM for Stormceptor, contact your local Stormceptor representative, or visit www.imbriumsystems.com to download a free copy of the program. 5.2. Sediment Loading Characteristics The way in which sediment is transferred to stormwater can have a considerable effect on which type of system is implemented. On typical impervious surfaces (e.g. parking lots) sediment will build over time and wash off with the next rainfall. When rainfall patterns are examined, a short intense storm will have a higher concentration of sediment than a long slow drizzle. Together with rainfall data representing the site’s typical rainfall patterns, sediment loading characteristics play a part in the correct sizing of a stormwater quality device. Typical Sites For standard site design of the Stormceptor System, PCSWMM for Stormceptor is utilized to accurately assess the unit’s performance. As an integral part of the product’s design, the program can be used to meet local requirements for total suspended solid removal. Typical installations of manufactured stormwater treatment devices would occur on areas such as paved parking lots or paved roads. These are considered “stable” surfaces which have non – erodible surfaces. Unstable Sites While standard sites consist of stable concrete or asphalt surfaces, sites such as gravel parking lots, or maintenance yards with stockpiles of sediment would be classified as “unstable”. These types of sites do not exhibit first flush characteristics, are highly erodible and exhibit atypical sediment loading characteristics and must therefore be sized more carefully. Contact your local Stormceptor representative for assistance in selecting a proper unit sized for such unstable sites. 6. Spill Controls When considering the removal of total petroleum hydrocarbons (TPH) from a storm sewer system there are two functions of the system: oil removal, and spill capture. ‘Oil Removal’ describes the capture of the minute volumes of free oil mobilized from impervious surfaces. In this instance relatively low concentrations, volumes and flow rates are considered. While the Stormceptor unit will still provide an appreciable oil removal function during higher flow events and/or with higher TPH concentrations, desired effluent limits may be exceeded under these conditions. Stormceptor® Operation and Maintenance Guide 13 Technical Manual 12 level alarm is designed to trigger at approximately 85% of the unit’s available depth level for oil capture. The feature acts as a safeguard against spills caused by exceeding the oil storage capacity of the separator and eliminates the need for manual oil level inspection. The oil level alarm installed on the Stormceptor insert is illustrated in Figure 4. Figure 4. Oil level alarm 6.2. Increased Volume Storage Capacity The Stormceptor unit may be modified to store a greater spill volume than is typically available. Under such a scenario, instead of installing a larger than required unit, modifications can be made to the recommended Stormceptor model to accommodate larger volumes. Contact your local Stormceptor representative for additional information and assistance for modifications. 7. Stormceptor Options The Stormceptor System allows flexibility to incorporate to existing and new storm drainage infrastructure. The following section identifies considerations that should be reviewed when installing the system into a drainage network. For conditions that fall outside of the recommendations in this section, please contact your local Stormceptor representative for further guidance. 7.1. Installation Depth Minimum Cover The minimum distance from the top of grade to the crown of the inlet pipe is 24 inches (600 mm). For situations that have a lower minimum distance, contact your local Stormceptor representative. 7.2. Maximum Inlet and Outlet Pipe Diameters Maximum inlet and outlet pipe diameters are illustrated in Figure 5. Contact your local Stormceptor representative for larger pipe diameters. ‘Spill Capture’ describes a manner of TPH removal more appropriate to recovery of a relatively high volume of a single phase deleterious liquid that is introduced to the storm sewer system over a relatively short duration. The two design criteria involved when considering this manner of introduction are overall volume and the specific gravity of the material. A standard Stormceptor unit will be able to capture and retain a maximum spill volume and a minimum specific gravity. For spill characteristics that fall outside these limits, unit modifications are required. Contact your local Stormceptor Representative for more information. One of the key features of the Stormceptor technology is its ability to capture and retain spills. While the standard Stormceptor System provides excellent protection for spill control, there are additional options to enhance spill protection if desired. 6.1. Oil Level Alarm The oil level alarm is an electronic monitoring system designed to trigger a visual and audible alarm when a pre-set level of oil is reached within the lower chamber. As a standard, the oil level alarm is designed to trigger at approximately 85% of the unit’s available depth level for oil capture. The feature acts as a safeguard against spills caused by exceeding the oil storage capacity of the separator and eliminates the need for manual oil level inspection. The oil level alarm installed on the Stormceptor insert is illustrated in Figure 4. 6.2. Increased Volume Storage Capacity The Stormceptor unit may be modified to store a greater spill volume than is typically available. Under such a scenario, instead of installing a larger than required unit, modifications can be made to the recommended Stormceptor model to accommodate larger volumes. Contact your local Stormceptor representative for additional information and assistance for modifications. 14 Stormceptor® Operation and Maintenance Guide 7. Stormceptor Options The Stormceptor System allows flexibility to incorporate to existing and new storm drainage infrastructure. The following section identifies considerations that should be reviewed when installing the system into a drainage network. For conditions that fall outside of the recommendations in this section, please contact your local Stormceptor representative for further guidance. 7.1. Installation Depth Minimum Cover The minimum distance from the top of grade to the crown of the inlet pipe is 24 inches (600 mm). For situations that have a lower minimum distance, contact your local Stormceptor representative. 7.2. Maximum Inlet and Outlet Pipe Diameters Maximum inlet and outlet pipe diameters are illustrated in Figure 5. Contact your local Stormceptor representative for larger pipe diameters Technical Manual 13 Figure 5. Maximum pipe diameters for straight through and bend applications *The bend should only be incorporated into the second structure (downstream structure) of the Series Stormceptor System 7.3. Bends The Stormceptor System can be used to change horizontal alignment in the storm drain network up to a maximum of 90 degrees. Figure 6 illustrates the typical bend situations of the Stormceptor System. Bends should only be applied to the second structure (downstream structure) of the Series Stormceptor System. 7.3. Bends The Stormceptor System can be used to change horizontal alignment in the storm drain network up to a maximum of 90 degrees. Figure 6 illustrates the typical bend situations of the Stormceptor System. Bends should only be applied to the second structure (downstream structure) of the Series Stormceptor System. Stormceptor® Operation and Maintenance Guide 15 Technical Manual 14 Figure 6. Maximum bend angles 7.4. Multiple Inlet Pipes The Inlet and Inline Stormceptor System can accommodate two or more inlet pipes. The maximum number of inlet pipes that can be accommodated into a Stormceptor unit is a function of the number, alignment and diameter of the pipes and its effects on the structural integrity of the precast concrete. When multiple inlet pipes are used for new developments, each inlet pipe shall have an invert elevation 3 inches (75 mm) higher than the outlet pipe invert elevation. 7.4. Multiple Inlet Pipes The Inlet and Inline Stormceptor System can accommodate two or more inlet pipes. The maximum number of inlet pipes that can be accommodated into a Stormceptor unit is a function of the number, alignment and diameter of the pipes and its effects on the structural integrity of the precast concrete. When multiple inlet pipes are used for new developments, each inlet pipe shall have an invert elevation 3 inches (75 mm) higher than the outlet pipe invert elevation. 7.5. Inlet/Outlet Pipe Invert Elevations Recommended inlet and outlet pipe invert differences are listed in Table 3. 7.6. Shallow Stormceptor In cases where there may be restrictions to the depth of burial of storm sewer systems. In this situation, for selected Stormceptor models, the lower chamber components may be increased in diameter to reduce the overall depth of excavation required. 7.7. Customized Live Load The Stormceptor system is typically designed for local highway truck loading (AASHTO HS- 20). When the project requires live loads greater than HS-20, the Stormceptor System may be customized structurally for a pre-specified live load. Contact your local Stormceptor representative for customized loading conditions. Table 3. Recommended Drops Between Inlet and Outlet Pipe Inverts Number of Inlet Pipes Inlet System In-Line System Series System 1 3 inches (75 mm)1 inch (25 mm)3 inches (75 mm) >1 3 inches (75 mm)3 inches (75 mm)Not Applicable 16 Stormceptor® Operation and Maintenance Guide 7.8. Pre-treatment The Stormceptor System may be sized to remove sediment and for spills control in conjunction with other stormwater BMPs to meet the water quality objective. For pretreatment applications, the Stormceptor System should be the first unit in a treatment train. The benefits of pre-treatment include the extension of the operational life (extension of maintenance frequency) of large stormwater management facilities, prevention of spills and lower total life- cycle maintenance cost. 7.9. Head loss The head loss through the Stormceptor System is similar to a 60 degree bend at a manhole. The K value for calculating minor losses is approximately 1.3 (minor loss = k*1.3v2/2g). However, when a Submerged modification is applied to a Stormceptor unit, the corresponding K value is 4. 7.10. Submerged The Submerged modification, Figure 7, allows the Stormceptor System to operate in submerged or partially submerged storm sewers. This configuration can be installed on all models of the Stormceptor System by modifying the fiberglass insert. A customized weir height and a secondary drop tee are added. Submerged instances are defined as standing water in the storm drain system during zero flow conditions. In these instances, the following information is necessary for the proper design and application of submerged modifications: • Stormceptor top of grade elevation • Stormceptor outlet pipe invert elevation • Standing water elevation Technical Manual 16 Submerged instances are defined as standing water in the storm drain system during zero flow conditions. In these instances, the following information is necessary for the proper design and application of submerged modifications: • Stormceptor top of grade elevation • Stormceptor outlet pipe invert elevation • Standing water elevation Figure 7. Submerged Stormceptor Stormceptor® Operation and Maintenance Guide 17 8. Comparing Technologies Designers have many choices available to achieve water quality goals in the treatment of stormwater runoff. Since many alternatives are available for use in stormwater quality treatment it is important to consider how to make an appropriate comparison between “approved alternatives”. The following is a guide to assist with the accurate comparison of differing technologies and performance claims. 8.1. Particle Size Distribution (PSD) The most sensitive parameter to the design of a stormwater quality device is the selection of the design particle size. While it is recommended that the actual particle size distribution (PSD) for sites be measured prior to sizing, alternative values for particle size should be selected to represent what is likely to occur naturally on the site. A reasonable estimate of a particle size distribution likely to be found on parking lots or other impervious surfaces should consist of a wide range of particles such as 20 microns to 2,000 microns (Ontario MOE, 1994). There is no absolute right particle size distribution or specific gravity and the user is cautioned to review the site location, characteristics, material handling practices and regulatory requirements when selecting a particle size distribution. When comparing technologies, designs using different PSDs will result in incomparable TSS removal efficiencies. The PSD of the TSS removed needs to be standard between two products to allow for an accurate comparison. 8.2. Scour Prevention In order to accurately predict the performance of a manufactured treatment device, there must be confidence that it will perform under all conditions. Since rainfall patterns cannot be predicted, stormwater quality devices placed in storm sewer systems must be able to withstand extreme events, and ensure that all pollutants previously captured are retained in the system. In order to have confidence in a system’s performance under extreme conditions, independent validation of scour prevention is essential when examining different technologies. Lack of independent verification of scour prevention should make a designer wary of accepting any product’s performance claims. 8.3. Hydraulics Full scale laboratory testing has been used to confirm the hydraulics of the Stormceptor System. Results of lab testing have been used to physically design the Stormceptor System and the sewer pipes entering and leaving the unit. Key benefits of Stormceptor are: • Low head loss (typical k value of 1.3) • Minimal inlet/outlet invert elevation drop across the structure • Use as a bend structure • Accommodates multiple inlets The adaptability of the treatment device to the storm sewer design infrastructure can affect the overall performance and cost of the site. 8.4. Hydrology Stormwater quality treatment technologies need to perform under varying climatic conditions. These can vary from long low intensity rainfall to short duration, high intensity storms. Since a treatment device is expected to perform under all these conditions, it makes sense that any system’s design should accommodate those conditions as well. Long-term continuous simulation evaluates the performance of a technology under the varying conditions expected in the climate of the subject site. Single, peak event design does not provide this information and is not equivalent to long-term simulation. Designers should request long-term simulation performance to ensure the technology can meet the long-term water quality objective. 18 Stormceptor® Operation and Maintenance Guide 9. Testing The Stormceptor System has been the most widely monitored stormwater treatment technology in the world. Performance verification and monitoring programs are completed to the strictest standards and integrity. Since its introduction in 1990, numerous independent field tests and studies detailing the effectiveness of the Stormceptor System have been completed. • Coventry University, UK – 97% removal of oil, 83% removal of sand and 73% removal of peat • National Water Research Institute, Canada, - scaled testing for the development of the Stormceptor System identifying both TSS removal and scour prevention. • New Jersey TARP Program – full scale testing of an STC 900 demonstrating 75% TSS removal of particles from 1 to 1000 microns. Scour testing completed demonstrated that the system does not scour. The New Jersey Department of Environmental Protection was followed. • City of Indianapolis – full scale testing of an STC 900 demonstrating over 80% TSS removal of particles from 50 microns to 300 microns at 130% of the unit’s operating rate. Scour testing completed demonstrated that the system does not scour. • Westwood Massachusetts (1997), demonstrated >80% TSS removal • Como Park (1997), demonstrated 76% TSS removal • Ontario MOE SWAMP Program – 57% removal of 1 to 25 micron particles • Laval Quebec – 50% removal of 1 to 25 micron particles 10. Installation The installation of the concrete Stormceptor should conform in general to state highway, or local specifications for the installation of manholes. Selected sections of a general specification that are applicable are summarized in the following sections. 10.1. Excavation Excavation for the installation of the Stormceptor should conform to state highway, or local specifications. Topsoil removed during the excavation for the Stormceptor should be stockpiled in designated areas and should not be mixed with subsoil or other materials. Topsoil stockpiles and the general site preparation for the installation of the Stormceptor should conform to state highway or local specifications. The Stormceptor should not be installed on frozen ground. Excavation should extend a minimum of 12 inches (300 mm) from the precast concrete surfaces plus an allowance for shoring and bracing where required. If the bottom of the excavation provides an unsuitable foundation additional excavation may be required. In areas with a high water table, continuous dewatering may be required to ensure that the excavation is stable and free of water. 10.2. Backfilling Backfill material should conform to state highway or local specifications. Backfill material should be placed in uniform layers not exceeding 12 inches (300mm) in depth and compacted to state highway or local specifications. 11. Stormceptor Construction Sequence The concrete Stormceptor is installed in sections in the following sequence: 1. Aggregate base 2. Base slab 3. Lower chamber sections 4. Upper chamber section with fiberglass insert 5. Connect inlet and outlet pipes 6. Assembly of fiberglass insert components (drop tee, riser pipe, oil cleanout port and orifice plate 7. Remainder of upper chamber 8. Frame and access cover The precast base should be placed level at the specified grade. The entire base should be in contact with the underlying compacted granular material. Subsequent sections, complete with joint seals, should be installed in accordance with the precast concrete manufacturer’s recommendations. Stormceptor® Operation and Maintenance Guide 19 Adjustment of the Stormceptor can be performed by lifting the upper sections free of the excavated area, re-leveling the base and re- installing the sections. Damaged sections and gaskets should be repaired or replaced as necessary. Once the Stormceptor has been constructed, any lift holes must be plugged with mortar. 12. Maintenance 12.1. Health and Safety The Stormceptor System has been designed considering safety first. It is recommended that confined space entry protocols be followed if entry to the unit is required. In addition, the fiberglass insert has the following health and safety features: • Designed to withstand the weight of personnel • A safety grate is located over the 24 inch (600 mm) riser pipe opening • Ladder rungs can be provided for entry into the unit, if required 12.2. Maintenance Procedures Maintenance of the Stormceptor system is performed using vacuum trucks. No entry into the unit is required for maintenance (in most cases). The vacuum service industry is a well- established sector of the service industry that cleans underground tanks, sewers and catch basins. Costs to clean a Stormceptor will vary based on the size of unit and transportation distances. The need for maintenance can be determined easily by inspecting the unit from the surface. The depth of oil in the unit can be determined by inserting a dipstick in the oil inspection/cleanout port. Similarly, the depth of sediment can be measured from the surface without entry into the Stormceptor via a dipstick tube equipped with a ball valve. This tube would be inserted through the riser pipe. Maintenance should be performed once the sediment depth exceeds the guideline values provided in the Table 4. Table 4. Sediment Depths Indicating Required Servicing* Particle Size Specific Gravity Model Sediment Depth inches (mm) 450i 8 (200) 900 8 (200) 1200 10 (250) 1800 15 (381) 2400 12 (300) 3600 17 (430) 4800 15 (380) 6000 18 (460) 7200 15 (381) 11000 17 (380) 13000 20 (500) 16000 17 (380) * based on 15% of the Stormceptor unit’s total storage Although annual servicing is recommended, the frequency of maintenance may need to be increased or reduced based on local conditions (i.e. if the unit is filling up with sediment more quickly than projected, maintenance may be required semi-annually; conversely once the site has stabilized maintenance may only be required every two or three years). Oil is removed through the oil inspection/cleanout port and sediment is removed through the riser pipe. Alternatively oil could be removed from the 24 inches (600 mm) opening if water is removed from the lower chamber to lower the oil level below the drop pipes. The following procedures should be taken when cleaning out Stormceptor: 1. Check for oil through the oil cleanout port 2. Remove any oil separately using a small portable pump 3. Decant the water from the unit to the sanitary sewer, if permitted by the local regulating authority, or into a separate containment tank 4. Remove the sludge from the bottom of the unit using the vacuum truck 5. Re-fill Stormceptor with water where required by the local jurisdiction 12.3. Submerged Stormceptor Careful attention should be paid to maintenance of the Submerged Stormceptor System. In cases where the storm drain system is submerged, there is a requirement to plug both the inlet and outlet pipes to economically clean out the unit. 12.4. Hydrocarbon Spills The Stormceptor is often installed in areas where the potential for spills is great. The Stormceptor System should be cleaned immediately after a spill occurs by a licensed liquid waste hauler. 12.5. Disposal Requirements for the disposal of material from the Stormceptor System are similar to that of any other stormwater Best Management Practice (BMP) where permitted. Disposal options for the sediment may range from disposal in a sanitary trunk sewer upstream of a sewage treatment plant, to disposal in a sanitary landfill site. Petroleum waste products collected in the Stormceptor (free oil/chemical/fuel spills) should be removed by a licensed waste management company. 12.6. Oil Sheens With a steady influx of water with high concentrations of oil, a sheen may be noticeable at the Stormceptor outlet. This may occur because a rainbow or sheen can be seen at very small oil concentrations (<10 mg/L). Stormceptor will remove over 98% of all free oil spills from storm sewer systems for dry weather or frequently occurring runoff events. The appearance of a sheen at the outlet with high influent oil concentrations does not mean the unit is not working to this level of removal. In addition, if the influent oil is emulsified the Stormceptor will not be able to remove it. The Stormceptor is designed for free oil removal and not emulsified conditions. 800-925-5240 www.ContechES.com SUPPORT Drawings and specifications are available at www.ContechES.com. Site-specific design support is available from our engineers. ©2020 Contech Engineered Solutions LLC, a QUIKRETE Company Contech Engineered Solutions LLC provides site solutions for the civil engineering industry. Contech’s portfolio includes bridges, drainage, sanitary sewer, stormwater, and earth stabilization products. For information, visit www.ContechES.com or call 800.338.1122 NOTHING IN THIS CATALOG SHOULD BE CONSTRUED AS A WARRANTY. APPLICATIONS SUGGESTED HEREIN ARE DESCRIBED ONLY TO HELP READERS MAKE THEIR OWN EVALUATIONS AND DECISIONS, AND ARE NEITHER GUARANTEES NOR WARRANTIES OF SUITABILITY FOR ANY APPLICATION. CONTECH MAKES NO WARRANTY WHATSOEVER, EXPRESS OR IMPLIED, RELATED TO THE APPLICATIONS, MATERIALS, COATINGS, OR PRODUCTS DISCUSSED HEREIN. ALL IMPLIED WARRANTIES OF MERCHANTABILITY AND ALL IMPLIED WARRANTIES OF FITNESS FOR ANY PARTICULAR PURPOSE ARE DISCLAIMED BY CONTECH. SEE CONTECH’S CONDITIONS OF SALE (AVAILABLE AT WWW.CONTECHES.COM/COS) FOR MORE INFORMATION. Stormceptor Technical Manual 05/20 ENGINEERED SOLUTIONS O&M Plan Appendix C Subsurface Infiltration Chamber Manufacturers Recommendations Isolator® Row Plus O&M Manual 2 Looking down the Isolator Row PLUS from the manhole opening, ADS PLUS Fabric is shown between the chamber and stone base. StormTech Isolator Row PLUS with Overflow Spillway (not to scale) The Isolator® Row Plus Introduction An important component of any Stormwater Pollution Prevention Plan is inspection and maintenance. The StormTech Isolator Row Plus is a technique to inexpensively enhance Total Suspended Solids (TSS) and Total Phosphorus (TP) removal with easy access for inspection and maintenance. The Isolator Row Plus The Isolator Row Plus is a row of StormTech chambers, either SC-160, SC-310, SC-310-3, SC-740, DC-780, MC-3500 or MC-7200 models, that is surrounded with filter fabric and connected to a closely located manhole for easy access. The fabric-wrapped chambers provide for sediment settling and filtration as stormwater rises in the Isolator Row Plus and passes through the filter fabric. The open bottom chambers and perforated sidewalls (SC-310, SC- 310-3 and SC-740 models) allow stormwater to flow both vertically and horizontally out of the chambers. Sediments are captured in the Isolator Row Plus protecting the adjacent stone and chambers storage areas from sediment accumulation. ADS geotextile fabric is placed between the stone and the Isolator Row Plus chambers. The woven geotextile provides a media for stormwater filtration, a durable surface for maintenance, prevents scour of the underlying stone and remains intact during high pressure jetting. A non-woven fabric is placed over the chambers to provide a filter media for flows passing through the chamber’s sidewall. The non-woven fabric is not required over the SC-160, DC-780, MC-3500 or MC-7200 models as these chambers do not have perforated side walls. The Isolator Row Plus is designed to capture the “first flush” runoff and offers the versatility to be sized on a volume basis or a flow-rate basis. An upstream manhole provides access to the Isolator Row Plus and includes a high/low concept such that stormwater flow rates or volumes that exceed the capacity of the Isolator Row Plus bypass through a manifold to the other chambers. This is achieved with an elevated bypass manifold or a high-flow weir. This creates a differential between the Isolator Row Plus row of chambers and the manifold to the rest of the system, thus allowing for settlement time in the Isolator Row Plus. After Stormwater flows through the Isolator Row Plus and into the rest of the chamber system it is either exfiltrated into the soils below or passed at a controlled rate through an outlet manifold and outlet control structure. The Isolator Row FLAMPTM (patent pending) is a flared end ramp apparatus attached to the inlet pipe on the inside of the chamber end cap. The FLAMP provides a smooth transition from pipe invert to fabric bottom. It is configured to improve chamber function performance by enhancing outflow of solid debris that would otherwise collect at the chamber's end. It also serves to improve the fluid and solid flow into the access pipe during maintenance and cleaning and to guide cleaning and inspection equipment back into the inlet pipe when complete. The Isolator Row Plus may be part of a treatment train system. The treatment train design and pretreatment device selection by the design engineer is often driven by regulatory requirements. Whether pretreatment is used or not, StormTech recommend using the Isolator Row Plus to minimize maintenance requirements and maintenance costs. Note: See the StormTech Design Manual for detailed information on designing inlets for a StormTech system, including the Isolator Row Plus. 3 Inspection The frequency of inspection and maintenance varies by location. A routine inspection schedule needs to be established for each individual location based upon site specific variables. The type of land use (i.e. industrial, commercial, residential), anticipated pollutant load, percent imperviousness, climate, etc. all play a critical role in determining the actual frequency of inspection and maintenance practices. At a minimum, StormTech recommends annual inspections. Initially, the Isolator Row Plus should be inspected every 6 months for the first year of operation. For subsequent years, the inspection should be adjusted based upon previous observation of sediment deposition. The Isolator Row Plus incorporates a combination of standard manhole(s) and strategically located inspection ports (as needed). The inspection ports allow for easy access to the system from the surface, eliminating the need to perform a confined space entry for inspection purposes. If upon visual inspection it is found that sediment has accumulated, a stadia rod should be inserted to determine the depth of sediment. When the average depth of sediment exceeds 3 inches throughout the length of the Isolator Row Plus, clean-out should be performed. Maintenance The Isolator Row Plus was designed to reduce the cost of periodic maintenance. By “isolating” sediments to just one row, costs are dramatically reduced by eliminating the need to clean out each row of the entire storage bed. If inspection indicates the potential need for maintenance, access is provided via a manhole(s) located on the end(s) of the row for cleanout. If entry into the manhole is required, please follow local and OSHA rules for a confined space entries. Maintenance is accomplished with the JetVac process. The JetVac process utilizes a high pressure water nozzle to propel itself down the Isolator Row Plus while scouring and suspending sediments. As the nozzle is retrieved, the captured pollutants are flushed back into the manhole for vacuuming. Most sewer and pipe maintenance companies have vacuum/JetVac combination vehicles. Selection of an appropriate JetVac nozzle will improve maintenance efficiency. Fixed nozzles designed for culverts or large diameter pipe cleaning are preferable. Rear facing jets with an effective spread of at least 45” are best. StormTech recommends a maximum nozzle pressure of 2000 psi be utilized during cleaning. JetVac reels can vary in length. For ease of maintenance, ADS recommends Isolator Row Plus lengths up to 200' (61 m). The JetVac process shall only be performed on StormTech Isolator Row Plus that have ADS Plus Fabric (as specified by StormTech) over their angular base stone. Isolator Row Plus Inspection/Maintenance StormTech Isolator Row PLUS (not to scale) Note: Non-woven fabric is only required over the inlet pipe connection into the end cap for SC-160LP, DC-780, MC-3500 and MC-7200 chamber models and is not required over the entire Isolator Row PLUS. Isolator Row Plus Step By Step Maintenance Procedures Step 1 Inspect Isolator Row Plus for sediment. A) Inspection ports (if present) i. Remove lid from floor box frame ii. Remove cap from inspection riser iii. Using a flashlight and stadia rod,measure depth of sediment and record results on maintenance log. iv. If sediment is at or above 3 inch depth, proceed to Step 2. If not, proceed to Step 3. B) All Isolator Row Plus i. Remove cover from manhole at upstream end of Isolator Row Plus ii. Using a flashlight, inspect down Isolator Row Plus through outlet pipe 1. Mirrors on poles or cameras may be used to avoid a confined space entry 2. Follow OSHA regulations for confined space entry if entering manhole iii. If sediment is at or above the lower row of sidewall holes (approximately 3 inches), proceed to Step 2. If not, proceed to Step 3. Step 2 Clean out Isolator Row Plus using the JetVac process. A) A fixed floor cleaning nozzle with rear facing nozzle spread of 45 inches or more is preferable B) Apply multiple passes of JetVac until backflush water is clean C) Vacuum manhole sump as required Step 3 Replace all caps, lids and covers, record observations and actions. Step 4 Inspect & clean catch basins and manholes upstream of the StormTech system. ADS “Terms and Conditions of Sale” are available on the ADS website, www.ads-pipe.com The ADS logo and the Green Stripe are registered trademarks of Advanced Drainage Systems, Inc. StormTech® and the Isolator® Row Plus are registered trademarks of StormTech, Inc. © 2022 Advanced Drainage Systems, Inc. #11081 2/22 CS )( Sample Maintenance Log Date Stadia Rod Readings Sedi- ment Depth (1)–(2) Observations/Actions InspectorFixed point to chamber bottom (1) Fixed point to top of sediment (2) 3/15/11 6.3 ft none New installation. Fixed point is CI frame at grade DJM 9/24/11 6.2 0.1 ft Some grit felt SM 6/20/13 5.8 0.5 ft Mucky feel, debris visible in manhole and in Isolator Row PLUS, maintenance due NV 7/7/13 6.3 ft 0 System jetted and vacuumed DJM adspipe.com 800-821-6710 APPENDIX G www.tighebond.com Section I Accompanying Documents 2/7/24, 3:15 PM Barnstable Conservation Commn to Sandy Neck Beach, Massachusetts - Google Maps https://www.google.com/maps/dir/Barnstable+Conservation+Commn,+200+Main+St,+Hyannis,+MA+02601/Sandy+Neck+Beach,+Massachusetts/@4…1/1 This route has restricted usage or private roads. Barnstable Conservation Commn 200 Main St, Hyannis, MA 02601 1.Head east toward Yarmouth Rd Take US-6 W and MA-6A W to Sandy Neck Rd in Sandwich 2.Turn left onto Yarmouth Rd 3.Continue onto Willow St 4.Slight right to merge onto US-6 W toward Boston/Providence 5.Take exit 68 to merge onto MA-132 N/Iyannough Rd toward Barnstable 6.Turn left onto MA-6A W/Main St Continue to follow MA-6A W Continue on Sandy Neck Rd. Drive to Trl Number 1 in Barnstable 7.Turn right onto Sandy Neck Rd 8.Continue onto Sandy Neck Rd Partial restricted usage road 9.Turn right onto Trl Number 1 Sandy Neck Beach Massachusetts 02668 6 sec (69 ft) 19 min (11.5 mi) 1.4 mi 1.1 mi 4.2 mi 0.9 mi 3.9 mi 7 min (1.4 mi) 0.4 mi 0.6 mi 0.3 mi Drive 12.9 miles, 24 minBarnstable Conservation Commn, 200 Main St, Hyannis, MA 02601 to Sandy Neck Beach, Massachusetts 02668 April 2, 2024 Job No. 2021-0262 Natural Heritage & Endangered Species Program MA Division of Fisheries & Wildlife 1 Rabbit Hill Road Westborough, MA 01581 Sent Via Certified Mail/RRR and email: MESAReview@mass.gov Re: Notice of Intent Application Proposed Sandy Neck Beach Long-Term Coastal Resiliency Project Town of Barnstable 425 Sandy Neck Road Barnstable, MA Parcel ID: 263001 Dear Sir/Madam: Enclosed please find a copy of the Notice of Intent application we have filed with the Barnstable Conservation Commission for the above referenced project. The proposed project/limit of work is located in an area designated as an Estimated Habitat for Rare Wildlife, therefore subject to the endangered species protection provisions of the Massachusetts Wetlands Protection Act Regulations (310 CMR 10.27, 10.28, & 10.29) and your review. The proposed project is also located in an area designated as a Priority Habitat of Rare Species, which is subject to a Massachusetts Endangered Species Act (MESA) review under 321 CMR 10.18. If you have any questions, or require any additional information, please give me a call at 508-495-6240 or send an email to bgurney@woodsholegroup.com. Thank you. Sincerely, Beth Gurney Environmental Permitting Specialist Enclosures: as stated cc: Mass. DEP/SERO – Wetlands/Waterways sero_noi@mass.gov Barnstable Conservation Commission Amber Unruh, Town of Barnstable Nina Coleman, Town of Barnstable Leslie Fields, Woods Hole Group, Inc. June 21, 2023 Amber Unruh Town of Barnstable 382 Falmouth Road Hyannis, Massachusetts 02601 RE: Applicant: Amber Unruh Project Location: 425 Sandy Neck Road Project Description: Re-location of existing parking facility and gate house NHESP File No.: 23-4196 Heritage Hub Form ID: RC-60236 Plan Reviewed: Plan name: Sandy Neck Beach Facility Reconfiguration, Town of Barnstable Plan date: 10/24/22 Revised Date: N/A Dear Applicant: The Natural Heritage & Endangered Species Program of the Massachusetts Division of Fisheries & Wildlife (the “Division”) received the MESA Project Review Checklist (dated May 19, 2023) and supporting documentation for review pursuant to the Massachusetts Endangered Species Act (MGL. c. 131A) and its implementing regulations (321 CMR 10.00) (MESA). As proposed, the Sandy Neck Beach Facility Reconfiguration and Relocation Project will occur within Priority Habitat of state-listed species as delineated in the Massachusetts Natural Heritage Atlas. Scientific Name Common Name Taxonomic Group State Status ThreatenedBirdPiping PloverCharadrius melodus ThreatenedAmphibianEastern SpadefootScaphiopus holbrookii Special ConcernBirdLeast TernSternula antillarum ThreatenedReptileNorthern Diamond-backed Terrapin Malaclemys terrapin Special ConcernPlantPlymouth GentianSabatia kennedyana State-listed species and their habitats are protected pursuant to the MESA . 23-4196NHESP No.Page 2 of 3June 21, 2023 Issued The purpose of the review under the MESA is for the Division to determine whether a Take of state -listed species will result from the proposed project . The MESA prohibits the Take of state-listed species, which includes actions that “in reference to animals, means to harass, harm, pursue, hunt, shoot, hound, kill, trap, capture, collect, process, disrupt the nesting, breeding, feeding or migratory activity or attempt to engage in any such conduct, or to assist such conduct… Disruption of nesting, breeding, feeding or migratory activity may result from, but is not limited to , the modification, degradation or destruction of habitat of state-listed wildlife species” (321 CMR 10.02). As described in the MESA application, the Sandy Neck Beach Reconfiguration and Relocation Project will result in new impervious surface and permanent loss of habitat for state -listed species totaling ±2.18 acres with additional temporary alteration of habitat totaling ±0.5 acres. Based on a review of the information that was provided and the information that is currently contained in our database, the Division has determined that this project , as proposed, will result in a Take (321 CMR 10.18 (2)(b)) of Spadefoot due to the permanent loss or alteration of suitable habitat, potential direct mortality of individuals, and interference with the feeding , breeding, over-wintering, refuge and dispersal activities for these species. Projects resulting in a Take of state-listed species may only be permitted if they meet the performance standards for a Conservation and Management Permit (CMP; 321 CMR 10.23). In order for a project to qualify for a CMP, the Applicant must demonstrate that the project has avoided , minimized and mitigated impacts to state-listed species consistent with the following performance standards : (a) adequately assess alternatives to both temporary and permanent impacts to the state -listed species, (b) demonstrate that an insignificant portion of the local population will be impacted, and (c) develop and agree to carry out a conservation and management plan that provides a long-term net benefit to the conservation of the state-listed species. This Determination is a final decision of the Division of Fisheries and Wildlife pursuant to 321 CMR 10.18. Any person aggrieved by this decision shall have the right to an adjudicatory hearing at the Division pursuant to M.G.L. c. 30A, s.11 in accordance with the procedures for informal hearings set forth in 801 CMR 1.02 and 1.03. Any notice of claim for an adjudicatory hearing shall be made in writing, accompanied by a filing fee in the amount of $500.00 and the information specified in 321 CMR 10.25 (3). The notice of claim shall be sent to the Division’s Director, Mark S. Tisa, by certified mail, hand delivered or postmarked within twenty -one (21) days of the date of the Division’s Determination. Projects resulting in a Take of two (2) or more acres within Priority Habitat must file an Environmental Notification Form with the Massachusetts Environmental Policy Act (“MEPA”) Office and complete all MEPA actions prior to completing the MESA permitting process, per 301 CMR 11.03 (2)(b). No soil or vegetation disturbance, work, clearing, grading or other activities related to the subject filing shall be conducted anywhere on the project site until the MESA permitting process is complete. If you have any questions regarding this letter, please contact Amy Hoenig, Endangered Species Review Biologist, at amy.hoenig@mass.gov. 23-4196NHESP No.Page 3 of 3June 21, 2023 Issued Sincerely, Everose Schlüter, Ph.D. Assistant Director cc: 1 950 CMR: DEPARTMENT OF THE STATE SECRETARY APPENDIX B COMMONWEALTH OF MASSACHUSETTS SECRETARY OF STATE: MASSACHUSETTS HISTORICAL COMMISSION PERMIT APPLICATION: ARCHAEOLOGICAL FIELD INVESTIGATION A. General Information Pursuant to Section 27C of Chapter 9 of the General Laws and according to the regulations outlined in 950 CMR 70.00, a permit to conduct a field investigation is hereby requested. 1. Name: Ross K. Harper 2. Institution/Address: AHS, Inc., 569 Middle Turnpike, P.O. Box 543, Storrs, CT 06268 3. Project Location: Sandy Neck Beach, 425 Sandy Neck Beach Road 4. Town: Barnstable 5. Attach a copy of a U.S.G.S. quadrangle with the project area clearly marked. 6. Property Owner(s): Town of Barnstable 7. The applicant affirms that the owner has been notified and has agreed that the applicant may perform the proposed field investigations. 8. The proposed field investigation is for a: a. Reconnaissance Survey (circle one) b. Intensive Survey c. Site Examination d. Data Recovery B. Professional Qualifications 1. Attach a personnel chart and project schedule as described in 950 CMR 70.11(b). 2. Include copies of curricula vitarum of key personnel (unless already on file with the State Archaeologist). C. Research Design 1. Attach a narrative description of the proposed Research Design according to the requirements of 950 CMR 70.11. 2. The Applicant agrees to perform the field investigation according to the standards 3 B. Professional Qualifications. 1. Personnel Chart (Research Team) Project Manager Mary Guillette Harper* Principal Investigator: Ross K. Harper* Senior Archaeologist (Historic): Ross K. Harper Senior Archaeologist (Prehistoric): Timothy Ives* Field Archaeologists: William Sikorski Nico DellaValle Kelsey Tuller Jordan Tabolt Landon Whitney Justin Humphries Laboratory Supervisor: James Poetzinger Conservator: Robyn Beausoleil * Resumes on file 2. Project Schedule The Town of Barnstable is proposing a series of improvements at Sandy Neck Beach Park, located at 425 Sandy Neck Road in West Barnstable (Figure 1). These improvements include moving a parking lot about 60 feet landward of its existing location to protect the lot from coastal erosion. The project also proposes to relocate the gatehouse further along the access road into the park to protect it from coastal flooding. The relocation of these infrastructure components will require extensive land modification to complete (Figures 2A, 2B, 2C, and 2D). As part of the Massachusetts Environmental Policy Act (MEPA) review of the project, the Massachusetts Historical Commission (MHC) noted that:1 The project involves considerable excavation activities, which may impact archaeological sites associated with the indigenous occupation and land use of Sandy Neck. Therefore, the MHC requests that an intensive (locational) archaeological survey (950 CMR 70) be conducted well in advance of the proposed construction/excavation activities. The goal of the archaeological survey is to locate and identify any significant archaeological resources within the project area and, if so, to develop alternative plans that would avoid, minimize, or mitigate any adverse effects. The MHC also noted that the project area is located within the Sandy Neck Cultural Resources District (MHC# BRN.A), which is listed in the National Register of Historic Places (NR) and is within the Old King’s Highway Regional Historic District, which is listed in the State Register of Historic Places (SR). Regarding the proposed relocation of the Edward T. R. Landers Memorial (MHC # BRN.922) and the design of the new gatehouse in the APE, the MHC recommends that the Town seeking comments from the Old King's Highway Historic District Commission in Barnstable and sending a copy of their comments to the MHC. 1 Letter from Brona Simon, Executive Director, State Historic Preservation Officer, State Archaeologist Massachusetts Historical Commission, to Secretary Rebecca Tepper, Executive Office of Environmental Affairs, August 29, 2023. 4 Project Area The APE is situated in the northwest corner of Barnstable along Sandy Neck Road in Bodfish Park at the westernmost portion of the Sandy Neck landform and north of the Great Marsh. At the southern end of the APE is the Sandy Neck Trail, which runs east to the point. Portions of it overlie an historic road. This road was the only overland route to the peninsula. Archaeological and Historical Services, Inc. (AHS) plans to conduct an intensive (locational) survey of the project area as follows. C. Research Design. 1. Statement of purpose of the field investigation In accordance with the Massachusetts Standards for Conducting Archaeological Investigations (Massachusetts General Laws, Chapter 9, Sections 26-27c (950 CMR 70)) and the Secretary of the Interior’s Standards and Guidelines for Archeology and Historic Preservation (48 Fed. Reg. 190 (1983)), AHS will conduct an intensive (locational) survey regarding cultural (i.e., historic and archaeological) resources in the project area, or Area of Potential Effects (APE). The purpose of an intensive (locational) survey is to locate and identify all archaeological resources which may be present within an APE. The survey includes two steps: sensitivity assessment and subsurface testing. The assessment may determine, for example, that some portions of the APE have undergone deep and pervasive subsurface disturbance that lowers or negates their potential for containing intact archaeological deposits (disturbed archaeological site components are generally not considered eligible for the NR, thus reducing the necessity for subsurface testing. The assessment may also help focus and intensify testing on the most archaeologically sensitive areas as identified through archaeological site forms, cultural resource management (CRM) reports, local histories, historic maps, and informant interviews. Shovel test pits (STPs) will be excavated across portions of the APE assessed as relatively undisturbed and therefore archaeologically sensitive. The test pits will be placed at intervals close enough to pick up evidence of buried archaeological sites (no greater than 10 meters). 2. Description of documentary and informant research as part of the field investigation AHS conducted research on recorded archaeological and historic resources in and near the proposed APE in MHC’s digital Massachusetts Cultural Resources Information System database (MACRIS) and physical files. We also examined MHC townwide and regional cultural resource management reports, articles on the archaeology and environment of the region, historic maps, and town histories, and travelers (Freeman 1860; Dwight 1960 3: 49-50; MHC 1984). CRM reports of archaeological surveys in the general area were also reviewed, with a focus on archaeological surveys conducted in Barnstable. Data from these sources provide a context for assessing the archaeological sensitivity of the APE. The Barnstable Historical Commission, and the Cape Cod Museum of Natural History (CCMNH) will also be contacted regarding any important information they may have regarding any potential significant finds in the APE. Pre-Colonial Background research indicates that the APE and vicinity generally have a high degree of pre-colonial and historic-period archaeological sensitivity. A comprehensive archaeological assessment was conducted for Sandy Neck by Fred Dunford (1995), which included in-depth background research and select subsurface testing. This important study identified and recorded seven archaeological loci. The analysis also included comparing photographs to document surface 5 topography of the neck. The APE falls within this designated Sandy Neck Cultural Resources District (MHC# BRN.A). The assessment identified Site 19-BN-81, a very large site which essentially includes all of Sandy Neck proper as well as Bodfish Park. This site is associated with documented occupation from virtually every time period from the Middle Archaic to the Contact Period. It also includes a shell midden and burials. Within Site 19-BN-81, which is in Bodfish Park, and near the APE, is Site 19-BN-997, the Sandy Neck Blowout Burial. Few other professional surveys have been completed near the APE; however, several archaeological surveys have been conducted in the general area within West Barnstable and East Sandwich and are associated with multi-town surveys (Davin and Glover 1988; King and Davin 1991; Strauss 1996; Herbster 2005; Smith 2006; Waller and Laskoski 2011; Fahey and Herbster 2015). Several other pre-colonial Indigenous sites have been documented in the general vicinity of the APE. These include 19-BN-544 and 19-BN-545, the Sandy Neck Road Sites I and II, respectively, but with little associated information. Site 19-BN-220 is associated with a campsite and shell midden of unknown period(s). Site 19-BN-782, the Berkshire Kettlehole in Barnstable is associated with a lithic scatter and camp site. The APE would have provided pre-colonial peoples with year-round access to a wide diversity of resources, including shellfish, saltwater and freshwater fish, turtles, turkey and waterfowl, and a diversity of large and small game including beaver, raccoon, and white-tailed deer. Historic Period The Sandy Neck Cultural Resources District (MHC #BRN.A) is listed in the National Register of Historic Places and is also within the Old King’s Highway Regional Historic District. Listed in the State Register of Historic Places and is associated with sites from the 17th century to the 19th century. The district runs along Route 6A (Main Street) between the town lines of Sandwich and Yarmouth and includes more than 1,000 acres and nearly 500 properties and buildings. The project also proposes the relocation of the Edward T. R. Landers Memorial (MHC #BRN.922). The memorial commemorates Barnstable police Officer Edward Landers who died on duty in 1984. Bodfish Park (BRN.189), was established in 1920 and is comprised of land donated by lawyer John Dunning Whitney Bodfish who practiced in Barnstable in the early 20th century. South of the APE and clustered along Main Street (Route 6A) are a number of important historic sites, including BRN.HA.50, Scorton Hill, dating to the 17th and 18th centuries, 19BRN.HA.49, Indian Spring, and Ethnic Heritage Agriculture site, BRN.HA.49, dating from the 17th to 19th centuries, BRN.HA.52, the Jones Grist Mill site, BRN.HA.51, known as the Second Old Stone Fort, dating from the 17th to 19th centuries, and other sites, as well as later industrial sites associated with potteries and brickmaking. Initial contact between the Native people of coastal Massachusetts and European explorers began as early as 1524 when Giovanni da Verrazzano, an Italian navigator working for the French, mapped the coastline. Interest in the region intensified by the English in the early 17th century and was explored in 1602 by Bartholomew Gosnold, who named Cape Cod; Martin Pring in 1603, who spent two months ashore at the mouth of the Pamet River on Cape Cod; and by John Smith in 1614, who published a map and detailed description of what he called “New England.” In the early 17th century, Native communities in the region were part of the Wampanoag Confederacy, which included the Sakonnet, Nemasket, Pocasset, the Nauset of Cape Cod, and others, who inhabited most of what is today southeastern Massachusetts. The Wampanoag people in this area 6 felt the impact of European epidemic disease much earlier than some other tribes in the region, and as a result, by the time English settlers arrived in Plymouth in 1620 and Massachusetts Bay in 1628, the Wampanoags had already been reduced in numbers. The Wampanoag Sachem Massasoit, also known as Ousamequin, established a military pact with Plymouth Colony in the spring of 1621 and was able to maintain a high level of cohesion and autonomy. After their defeat in King Philip’s War in 1675-6, the Wampanoags settled in praying communities, including the Mashpee Tribe, the Aquinnah Tribe on Martha’s Vineyard, and Herring Pond band on Cape Cod. Barnstable was one of the earliest towns to be settled by English colonists in Plymouth Colony (1638) and was incorporated on September 4, 1639, just 19 years after their arrival in Plymouth. The Barnstable area was particularly important for the early colonists as it provided many natural resources including timber, salt hay, cranberries, and bayberries for candlemaking. Sandy Neck Harbor provided a haven for ships up to eight feet draught. Early English settlement by families from Scituate clustered on Lothrop Hill in the region the Wampanoags called Mattakeesee, possibly meaning “Big Meadow,” located on Barnstable Harbor in the northeastern section of town. The first meetinghouse was built there by 1646, and by 1653 the first mill had been constructed at Marstons Mills in the southwestern section of town. Barnstable’s name was derived from the town of Barnstable located on the River Taw in northern Devonshire, England. Barnstable’s early economy was primarily derived from agriculture, fishing, and saltworks (Freeman 1860; Walker 1880; MHC 1984). In the early 18th century, settlement in Barnstable remained concentrated in the northern areas of town, with West Parish created in 1715. During the 18th and early 19th centuries, the town steadily prospered from fishing, saltmaking, brickmaking, commercial fishing, shipbuilding, and shipping, which led to the development of other villages such as Osterville, Centerville, Hyannis, and Cotuit. In 1837 Barnstable produced 2,500 bushels of salt. Other products included shoes, boots, hats, cabinetwares, chairs, and wooden wares (Haywood 1846). In the early 19th century minister and Yale president Timothy Dwight, so described the northern area of Barnstable: A noble prospect is seen from the high grounds, consisting of the town and neighbouring country. A very extensive salt marsh, at that time covered with several thousand stacks of hay; the harbour, a mile wide, and four or five miles long; a long, lofty, wild, and fantastical beach, thrown into a thousand grotesque forms by the united force of winds and waves; and the bay, bounded on the north only by sky, on the east by the peninsula of Cape Cod, and on the west by the eastern shore of Massachusetts (Dwight 1969 3: 49-50). Other notable local 19th-century industries included specialized cranberry agriculture and brick production, though general farming continued to be important. Dwight added that: The soil in Barnstable is plainly richer, as the situation is better, than that of Sandwich. The forest growth in both townships is chiefly oak and yellow pine. The land produces good crops of maize, rye, and other grains, a good deal of flax, and a great quantity of onions. On some grounds, and in favourable seasons, wheat grows well. Salt hay is furnished by the marshes in abundance (Dwight 1969 3: 49- 50). By the mid-19th century, a rail line connected Barnstable to parts west with a station in 7 West Barnstable. The completion of the high-speed Route 6 corridor in 1926 brought more tourism and the development of widespread suburban development to the region. Today, Barnstable continues to be a seasonal resort community, a commercial area for the mid-section of Cape Cod, and the governmental seat of Barnstable County (MHC 1984). Historic maps reveal a general history of land use and occupation for the area from the late 18th century to the 20th century. Among the earliest maps of Barnstable are the 1795 town map and the 1831 town map, neither of which show activity or structures in this area (Figures 3 and 4). The 1858 Walling Barnstable County map similarly shows no roads or houses; however, this should be interpreted as there being no common-use roads, houses, or industry recorded in the area at the time the maps were made (Figure 5). The map does show what appears to be Sandy Neck Road in Sandwich, associated with two families named Blossom. The 1860 U.S. Coast Survey map shows Sandy Neck Road as well as the road (now trail) to the south, at the edge of the dunes and wetlands, leading east to the end of the point and a lighthouse (Figure 6). The lighthouse, which is located six miles down the Neck, was built in 1826 and has since been restored. The 1880 Walker Atlas also shows no development in the APE (Figure 7). The 1905 Walker map shows the road clearly extending into the northwest corner of Barnstable from Sandwich, as Sandy Neck Road does today (Figure 8). The mid-century U.S.G.S. maps now clearly depict Sandy Neck Road and a path leading to the beach (Figure 9). 3. Native American Consultation The Mashpee Tribe will be contacted regarding our fieldwork schedule should tribal cultural resource monitors wish to observe. 4. Description and justification of field methods and strategies to be used in the field investigations Archaeologists will walk over the APE, to refine the areas of sensitivity to undergo subsurface testing (Figures 10A and 10B). Areas designated as moderately to highly archaeologically sensitive will be tested with STPs placed at 10-meter intervals, totaling 111 STPs. In addition, a block of STPs is proposed to use as array or bracket pits around significant artifact- bearing grid pits, or off the grid in areas of microsensitivity noted in the walkover survey. We propose a block of 12 STPs for the extra testing, for a maximum of 123 STPs. All STPs will measure 50x50 centimeters square in plan and be dug by hand with shovel and trowel in 10-centimeter levels, within natural and cultural strata, into the C Horizon subsoil. Stratigraphic profiles of each pit will be drawn, soil colors will be classified using a Munsell soil chart, and the provenience of every recovered artifact and ecofact will be recorded. All recovered archaeological material will be bagged and transported to AHS’s laboratory for cleaning, identification, inventory, cataloguing and curation. Each STP will be backfilled immediately upon completion and the ground carefully restored. All test pits will be mapped onto project plans using GIS. In accordance with MHC guidelines and the Massachusetts Unmarked Burial Law (Massachusetts General Laws, Chapter 38, section 6), in the event that an apparent or possible human burial is discovered, the survey will stop, and the State Archaeologist and Office of the Chief Medical Examiner will be immediately notified. The medical examiner will attempt to identify the remains and conduct an inquiry to determine whether the remains are suspected of being 100 years old or more, and if so determined, shall immediately notify the State Archaeologist, who will determine if the remains are Native American. If the remains are 8 determined to be likely Native American, the State Archaeologist will notify the Commission on Indian Affairs. 5. Description of laboratory tests and analyses to be used in the field investigation Surface-exposed and artifacts and ecofacts (food remains) collected from the STPs will be bagged in the field and delivered to AHS’s laboratory facilities, along with all of the appropriate field paperwork, immediately following the excavation. AHS has full-time laboratory staff and three separate laboratories to facilitate cleaning, soil flotation, identification, inventory, analysis, curation, and conservation. Strict data control is established by cataloguing every bag that is brought in from the field and placing the bagged artifacts in a separate storage location. Under our laboratory supervisor, in the “wet lab” employees remove the artifacts from the field bags and retain the provenience information by placing the cultural material and bags in custom compartmentalized screens. We wash each stable artifact, then place them in screens to dry. The artifacts are then rebagged into plastic envelopes, into which are placed acid-free identification tags on which the site name and number and provenience information are recorded. The artifacts then go to our “dry lab” in which they are identified by a staff expert in historic or pre-colonial material culture and assigned unique numbers. The identification and provenience data are entered into our artifact inventory database program. This sophisticated program was custom-made and designed for New England material culture. It permits not just detailed listing of artifacts but allows the querying and manipulation of data to provide the most detailed and thorough understanding of artifact distributions across a site. Upon completion of the laboratory processing, all of the artifacts and ecofacts, bagged into archival envelopes with acid-free identification tags, will be placed in numerical order by artifact number into acid-free polypropylene boxes. The artifacts are organized in such a way that any individual artifact can be found immediately. Acid-free copies of the artifact inventory list and associated site paperwork will be included, and the boxes will be labeled clearly. Any artifact in the artifact inventory list can be readily retrieved from the boxes, making access for future analysis or exhibit use easy. 6. Summary of results expected from the field investigations Based on the apparent relative lack of pervasive disturbance in much of the proposed APE, its environmental characteristics, and the presence of archaeological sites in the vicinity, the APE is considered to be highly sensitive for pre-colonial archaeological resources. Historic maps indicate that the project vicinity remained largely undeveloped. It is possible that archaeological materials or deposits related dwellings associated with mill workers, villagers, and other local industries, from the mid- 17th century to the mid-19th century may be present in the APE. 7. Description of the report which will be prepared as part of the field investigation AHS will prepare a fieldwork completion memorandum that will summarize the results of the intensive (locational) survey. The memorandum will be prepared within 10 business days of fieldwork completion or sooner for each survey task. The memorandum will be followed by a comprehensive technical report in which the survey results are clearly presented in narrative and graphic form and recommendations made for additional survey, impact mitigation or avoidance of identified significant sites. MHC archaeological site inventory forms will be produced for all identified sites. 9 8. Justification for the field investigation The field investigations are necessary for the Sandy Neck Beach Park improvements project to proceed. 9. References Cited Davin, Ann K., and Suzanne Glover 1988 Intensive Archaeological Survey, Proposed Barnstable Municipal Golf Course, Barnstable, Massachusetts. On file at the Massachusetts Historical Commission, Boston. Dunford, Frederick J. 1995 The Sandy Neck Cultural Resources District, Barnstable, Massachusetts: An Archaeological Reconnaissance Survey with Suggestions for Cultural Resource Management. On file at the Massachusetts Historical Commission, Boston. Dwight, Timothy 1969 Travel in New England and New York. Four Volumes. The Belknap Press, Harvard, MA. Fahey, Eric and Holly Herbster 2015 Intensive (Locational) Archaeological Survey, Mid Cape Reliability Project, ROWs 342 and 343 and Bourne Switching Station, Bourne, Sandwich, and Barnstable, Massachusetts. Pawtucket, RI: Public Archaeology Laboratory, Inc. Fletcher, Peter 1993 Soil Survey of Barnstable County, Massachusetts. United States. Soil Conservation Service, Massachusetts Agricultural Experiment Station. Washington, D.C. Freeman, Frederick 1860 The History of Cape Cod: The Annals of Barnstable County. Boston, MA: Printed for the Author by Geo. C. Rand & Avery. Harrison, A. M. 1860 U.S. Coast Survey Map. Barnstable Coastline. Washington DC. Haywood, John 1846 A Gazetteer of Massachusetts: Containing Descriptions of All the Counties, Towns and Districts in the Commonwealth. Boston, MA: John Haywood. Herbster, Holly 2005 Technical Report, Archaeological Reconnaissance Survey, Keyspan Sagamore Reinforcement Project, Sandwich, Barnstable, Yarmouth, Dennis, and Harwich, Massachusetts. Pawtucket, RI: Public Archaeology Laboratory, Inc. King, Marsha K., and Ann K. Davin 1991 Archaeological Site Examination of the Parker Lombard House, West Barnstable, Massachusetts. Pawtucket, RI: Public Archaeology Laboratory, Inc. 10 Massachusetts Historical Commission (MHC) 1984 Reconnaissance Survey Town Report. Barnstable. Associated Regional Report: Cape Cod and the Islands. Boston, MA: Massachusetts Historical Commission. Massachusetts Topographical Survey Commission 1890 Atlas of Massachusetts. Boston, MA: Published by the Commission at its Office. Library of Congress. Simon, Brona 2023 Letter from Brona Simon, Executive Director, State Historic Preservation Officer, State Archaeologist Massachusetts Historical Commission, to Secretary Rebecca Tepper, Executive Office of Environmental Affairs, August 29, 2023. Smith, Leith 2006 Archaeological Intensive Survey, Hanlon Seawall Reconstruction Project, East Sandwich, Massachusetts. On file at Massachusetts Historical Commission. Strauss, Alan E. 1996 Intensive Archaeological Survey of the Riverview School Expansion in Sandwich, Massachusetts. On file at Massachusetts Historical Commission. U.S.G.S. 1942 Topographical Map. United States Geological Survey. Hyannis Quadrangle. U.S.G.S. 1938 Topographical Map. United States Geological Survey. Sandwich Quadrangle. Waller, Joseph N. Jr., and Gregg Laskoski 2011 Intensive (Locational) Archaeological Survey, Lower SEMA 345 kV Transmission Project, Plymouth and Barnstable Counties, Massachusetts. Pawtucket, RI: Public Archaeology Laboratory, Inc. Walling, Henry Francis 1858 Map of the counties of Barnstable, Dukes and Nantucket, Massachusetts; based upon the Trigonometrical Survey of the State. Boston, MA: D.R. Smith & Co. Walker Company 1905 Atlas of Barnstable County. Boston, MA: Walker Lithograph & Publishing Co. Walker, George H. 1880 Barnstable County, MA. Barnstable Town, Barnstable Village West. Boston, MA: Geo. H. Walker & Co. Figure 1: The location of the Sandy Neck Beach Park Area of Potential Effects (APE) (red line) indicated by a red arrow. Figure 2A: Project Arial showing the five general locations of the Areas of Potential Effects (APEs). Figure 2B: The locations of the Area of Potential effects (APE) associated with the parking lot area. Figure 2C: The locations of the Area of Potential effects (APE) associated with the existing gatehouse and proposed gatehouse areas. Figure 2D: The locations of the Area of Potential effects (APE) associated with the entrance to the existing off road vehicle trail area. Figure 3: A section of the 1795 map of Barnstable showing the general Area of Potential Effects (APE) (red arrow). Figure 4: A section of the 1831 town map of Barnstable showing the general area of the APE (red arrow). Figure 5: A section of the 1858 Walling Map of the counties of Barnstable, Dukes, and Nantucket showing the general area of the APE (red arrow). Figure 6: A section of an 1860 U.S. Coast Survey map showing the general area of the APE (red arrow). Figure 7: A section of the 1880 Walker Atlas showing no development in the general area of the APE (red arrow). Figure 8: A section of the 1905 Walker map of Barnstable County showing the general area of the APE (red arrow). Figure 9: A section of the 1942 USGS map, Hyannis Quadrangle and the 1938 USGS map, Sandwich Quadrangle, showing the general area of the APE (red arrow). The map shows the access trail or road to the beach. N A 0 15 30 60 90 120 • • Feet 0 5 10 20 - M ,Meters 0 Proposed Test Pits LJAPE Figure IOA: Proposed Plan of Shovel Test Pits N A 0 15 30 60 90 120 -=-=--c:::==--Feet 0 5 10 20 M M ,Meters 0 Proposed Test Pits LJAPE Figure lOB: Proposed Plan of Shovel Test Pits February 27, 2024 MEMORANDUM To: Amber Unruh Senior Project Manager – Special Projects Town of Barnstable – Department of Public Works 382 Falmouth Rd., Hyannis, MA 02601 Amber.Unruh@town.barnstable.ma.us From: Mary Guillette Harper Re: Intensive (Locational) Archaeological Survey Sandy Neck Beach Long-term Coastal Resiliency, 425 Sandy Neck Beach Road Barnstable, MA MHC# RC.73606. EOEA# 16744. Dear Ms. Unruh: This memorandum summarizes the results of the intensive (locational) archaeological survey fieldwork conducted for the Town of Barnstable (Figures 1A and 1B). The town is proposing a series of improvements at Sandy Neck Beach Park. As part of the Massachusetts Environmental Policy Act Office (MEPA) review, the Massachusetts Historical Commission (MHC) noted that project area has archaeological sensitivity and requested that an intensive (locational) archaeological survey (950 CMR 70) be conducted in advance of the proposed construction/excavation activities. The results of the survey are summarized below. A.Results of the Archaeological Intensive (Locational) Survey AHS conducted the fieldwork portion of the survey on February 19, 20, and 21, 2024. Shovel test pits (STPs) were excavated at 10-meter intervals along 13 transects; plus one judgment STP and four array STPs were excavated, for a total of 115 STPs in the project area. Most of the STPs encountered deep dune sand with little visible stratigraphy within them. Only 10 of the STPs produced cultural materials (artifacts), primarily small fragments of late historic to modern (twist- top) bottle glass. Several of the STPs contained modern debris, such as plastic, which was recorded on the STP soil profile forms and then discarded. These finds are considered to have no cultural significance. Shovel test pit T9-1, located in the southeastern section of the proposed parking lot and drainage-basin area, contained two lead musket balls (Figures 2, 3, and 4). One is .49 caliber and whole (unfired) and the other is .47 caliber and has been fired (impacted); it was likely the same caliber as the other one before it was fired. Two small unidentified fragments of corroded iron were also recovered. The finds were located 60-70 centimeters below surface, beneath the dune sand, in mottled darker sandy soil, which we designated Feature 1. The lead balls were hand-cast in a mold, trimmed of their sprues, and exhibit patina. They are not modern. To further investigate the artifacts and associated feature soil identified in STP T9-1, four array STPs were excavated around the findspot. The four STPs were located in the four cardinal directions: north, south, east, and west, two meters from STP T9-1. The STPs located to the north, south, and west contained no artifacts and no feature soil. Shovel test pit T9-1-East, however, contained another .49 caliber whole (unfired) lead ball at 86 cm below surface with similar feature soil to that found in STP T9-1. The age and cultural association of the site are unclear, but it appears to represent a relatively small and short-term occupation or use. The site could be associated with a historic hunting blind, hunting camp, or military surveillance outpost. The size of the lead balls at .49 caliber is larger than typically used for lead shot to hunt waterfowl, including larger birds such as Canada geese. The ball size is also smaller than was typically used for military muskets and long- barreled fowling firearms. The lead balls may be associated with a light fowling piece or a rifle. B. Recommendations The discovered site appears to represent a poorly documented aspect of historic hunting or military activities on Cape Cod and Eastern Massachusetts in general. AHS recommends a Site Examination to collect sufficient information to determine if the site is eligible for inclusion in the National Register of Historic Places. This information includes the physical parameters of the site, data that can establish the site’s age and function, and the degree of integrity, or intactness, of the site. A Site Examination includes STPs and 1-x-1-meter excavation units focused on the finds in order to collect the necessary information. The Site Examination would also provide information the Town needs for impact avoidance or mitigation purposes if the site is determined to be National Register eligible. Sincerely, Mary G. Harper President MGH/rlb Enclosure Via e-mail Figure 1A Figure 1B Figure 2: Photograph of the excavation of shovel test pit (STP) T9-1 which recovered two lead musket balls and two small fragments of unidentified iron in sandy feature soil below dune sand. Camera facing northeast. Figure 3: Photograph of the soil/sand profile of shovel test pit T9-1. Note the upper lighter dune sand and starting at approximately 33 cm below surface a darker sandy feature soil (the scale is a meter long in 10 cm blocks), camera facing east. Figure 4: The whole .49 caliber lead musket ball and the fired (impacted) .47 caliber lead musket ball recovered from shovel test pit T9-1. DRAFT Eastern Spadefoot Protection Plan (ESPP) for 425 Sandy Neck Road Barnstable, MA MA NHESP File No. 07-21418 DATE: March 31, 2024 PREPARED BY: Goddard Consulting LLC 291 Main Street, Suite 8 Northborough, MA 01532 PREPARED FOR: Town of Barnstable 367 Main Street Barnstable, MA 02601 425 Sandy Neck Road, Barnstable NHESP File No. 07-21418 Eastern Spadefoot Protection Plan | Page 1 1.0 INTRODUCTION This Eastern Spadefoot Protection Plan (ESPP) has been developed in compliance with Conditions of the pending MESA Checklist Review for parking improvements at 425 Sandy Neck Road, Barnstable MA (see Locus Map below). The project site has been determined to provide habitat for the Eastern Spadefoot Toad (Scaphiopus holbrookii). In summary, prior to any work a barrier fence which shall be installed around the perimeter of the limit of work (LOW), so that an impenetrable barrier encircles the entire work area during the active season. Additional barrier will be added in areas where there is no LOW indicated on the plan so that the entire project area is sealed off from the surrounding natural habitat. Temporary access gate(s) shall be installed along the construction entrance to the work area. The gate shall be closed at the end of work every day throughout the active season. The barrier fence can be installed at any time of year, but no work on the project can begin until Eastern Spadefoot (ES) sweeps (described below) have been conducted. Sweeps must be performed within 60 days of barrier fence installation, during the active season and prior to any work taking place on the project. Regular inspection of the barrier shall take place by a qualified individual during the active season. This ESPP also provides for initial ES awareness training procedures for contractors/property owners, installation of ES barriers (silt fence), inspection and approval of this barrier, sweeping (searching) the site for ES after the fence is installed, relocating them if found, and maintenance of the ES barrier during construction. The Primary ESPP Components include: 1. Contractor education 2. Time of year restrictions for work 3. Eastern Spadefoot barrier fencing 4. Review and approval of the ES barrier 5. Pre-construction sweeps in advance of clearing/work for ES 6. Signage 7. Site inspections by Biologist and NHESP Reporting 1.1 DEFINITIONS Work: Site grading, clearing, grubbing, excavation, parking lot installation. Biologist: Shall be a person hired by the contractor, who is experienced in the biology of the Eastern Spadefoot and has experience in implementing similar ESPP’s in the past. The Biologist must be approved by MA NHESP prior to work and obtain a valid scientific collector’s permit prior to conducting site sweeps. Active / Inactive Season: The Inactive Season is defined as September 15 to June 1 and Active Season is defined as June 1 to September 15. 425 Sandy Neck Road, Barnstable NHESP File No. 07-21418 Eastern Spadefoot Protection Plan | Page 2 2.0 EASTERN SPADEFOOT PROTECTION PLAN 2.1 CONTRACTOR EDUCATION AND AWARENESS One of the primary components of the ESPP is education and awareness training to the contractor/owner and their crews as these persons have the highest chance of encountering ES as they are on site daily. The biologist will present a short, detailed, training session to the contractor and primary field crews prior to start of work in ES habitat. This training session will include basic identification and biology of the rare amphibian(s). This training will detail procedures to follow if an ES is encountered on site, the role of the barriers, the details of this ESPP and stress the importance of maintaining the limits of work and not having impacts to areas beyond what is permitted. ES information sheets that detail a summary of this training will be provided and posted on site. 2.2 TIME OF YEAR RESTRICTIONS Work on site CANNOT occur between September 15 and June 1 (inactive season), unless the work area is encircled with barrier (as shown on the following page) prior to September 15, and the area is swept/cleared for ES during the active season. Therefore, if the sweeps do not take place between June 1 and September 15 of a given year, no work on the project can take place until after sweeps are performed the following June. If these conditions are met, then work within the barrier can occur during the winter months. Work may occur within the barrier during the active season provided the sweeps have occurred first and the barrier is properly maintained. Work outside of the barrier must be approved by the biologist prior to work and may require daily on-site presence of the biologist. 2.3 BARRIER FENCING Work area(s) must be encircled with silt fence or other approved barrier. No mesh backing is to be used. Silt fences should be staked in, rigid and vertical. This barrier shall be CONTINUOUS without gaps. This barrier shall be removed immediately after work is completed, upon completion of loaming and seeding of the new development area. If exclusion was successful, no ES should be found within the excluded area. If temporary access points are needed in this barrier, they can be constructed by leaving a small gap in the fencing just large enough for vehicle access and placing a wooded gate, secured in place in the gap which can be moved to allow access and replaced when done or alternatively replacing the silt fence. Example of ES Barriers 425 Sandy Neck Road, Barnstable NHESP File No. 07-21418 Eastern Spadefoot Protection Plan | Page 3 Under no circumstances shall these access points be left open overnight or when active work is not occurring on site, as ES could re-gain access to the work area and the site would need to be re-swept. If work will take longer than one winter and extend into the following active ES season, the barrier should be maintained over the winter and the biologist re-inspect the barrier and corrections / repairs should be made prior to June 1. If this does not occur, re- sweeping of the entire work area may be needed. Barrier fence installation instructions are as follows: o A silt fence barrier shall be installed along the limit of work. This will act as a physical demarcation for site contractors but will also act as a barrier to any ES that may be inclined to stray into the work zone. o Installation of the barrier must be conducted using methods that result in a minimum of disturbance (i.e., hand-dug, “2-man” trencher or auger). It is not appropriate to clear large access paths prior to sweeps for ES. No clearing may occur outside of the limit of work approved by the NHESP o The barrier must be composed of at least 2.5 feet of vertical barrier above ground and an additional 4-6 inches buried below ground. o The face of the material must be relatively smooth. Materials commonly used are staked at 6-10 foot intervals and include tightly woven geotextile, aluminum flashing, or other such materials stapled or tacked to stakes. Loosely woven geotextile fabrics, hay/straw bales, wattles or tubular materials are not generally sufficient. o The bottom of the silt fencing must be carefully buried in a 4-6 inch deep trench. The trench must be backfilled and compacted. If it is not possible to dig a trench, then the bottom of the barrier must be affixed to the surface. o If hay or straw bales are to be used with silt fencing, they shall be installed on the work-side of the silt fence to avoid ES using these to climb up on to breach the barrier. o Once installed, the barrier shall be taut between the stakes. Slumps or loose materials will undermine the effectiveness of the barrier. In some circumstances, geotextile fabrics may need to be reinforced with backer material to ensure integrity. Backer material is typically similar to hardware cloth. o At the completion of the installation, an inspection by Goddard Consulting will be performed to ensure proper installation. o The barrier shall be removed completely upon completion of loaming and seeding of the new development area. 2.4 SITE ACCESS If continuing access to the work area is required, a construction access gate shall be installed at the entrance. The gate shall be closed at the end of each work day so that no ES can enter the work area through the only opening in the barrier. An example of a suitable gate, consisting of plywood and 2x4s, is shown in the following photos: 425 Sandy Neck Road, Barnstable NHESP File No. 07-21418 Eastern Spadefoot Protection Plan | Page 4 Example of ES Gates Example of ES Gates 425 Sandy Neck Road, Barnstable NHESP File No. 07-21418 Eastern Spadefoot Protection Plan | Page 5 Alternative gate designs can be used instead of the above examples, provided that they are at least three feet tall and are flush with the ground so no ES can burrow underneath AND PROVIDED THAT THE DESIGN IS APPROVED BY NHESP. The access gate will be inspected and approved by Goddard Consulting prior to the start of work on the project. At this time it is expected that each sweep zone will be completely closed off and no gates will be required. 2.5 BARRIER INSPECTION AND APPROVAL After the barrier is installed, it shall be inspected by the biologist for integrity and given verbal signoff from the biologist that the barrier is adequate. If modifications or repairs need to occur, the biologist will notify the contractor and NHESP and such repairs or modifications will occur prior to ES sweeps. Notes on any repairs or modifications will be taken for inclusion in the final report. The active season for ES in MA is from June 1 to September 15. During the Active Season - Once every two weeks, a person familiar with barrier maintenance and installation or the approved biologist shall inspect the barrier and facilitate any repairs or alterations. The barrier should remain taught between stakes and any holes along the bottom repaired. Outside the Active Season – During May and only if the barrier remains in place over the winter, then the biologist shall conduct an early season inspection of the barrier and facilitate any repairs or alteration necessary for the barrier to function for ES protection. At the Completion of Project – Removal of temporary fencing will take place at the end of construction. 2.6 EASTERN SPADEFOOT SWEEPS Sweeps must be performed within 60 days of barrier fence installation, during the active season and prior to any work taking place on the project. The area will be swept for ES on three separate dates prior to any clearing or earthwork. Sweeps must be performed during the active season (June 1 to September 15). Therefore, if the sweeps do not take place between June 1 and September 15 of a given year, no work on the project can take place until after sweeps are performed the following June. Sweeps must occur after installation of the barrier but before any heavy machinery enters the work zone or any soil or vegetation alteration commences. Following barrier installation: o The biologist shall inspect the barrier and facilitate any repairs/alterations necessary to ensure the integrity of the barrier. o Sweeps by the biologist must occur within the first two hours after sunset, during a “qualifying event”. A qualifying event is defined as ambient air temperatures >65°F + relative humidity ≥80% + little to no precipitation during the first two hours after sunset. Ideal conditions consist of when it is raining/misty during the day, but the precipitation stops after sunset. o Searches must include looking along the inside perimeter of the barrier fence, along any access paths traveled by heavy machinery, and within the entire area inside the barrier. o Any state-listed vertebrate species encountered during these searches shall be released by the biologist in appropriate habitat on site, but outside of, the construction areas. o Sweeps must be performed within 60 days of barrier fence installation. 425 Sandy Neck Road, Barnstable NHESP File No. 07-21418 Eastern Spadefoot Protection Plan | Page 6 Regular inspection of the barrier shall take place by a qualified individuals during the active season. Level of effort will consist of 4 person-hours per acre spread out among the three sweep dates. The limit of work is 4.12 acres, over 7 discrete areas (Table 1 and Toad Fencing Plan) according to the approved plans, therefore 16.5 sweep hours should be spent in total (5.5 hours per sweep). Table 1: Toad Sweep Areas Sweep Area Size (SF) A 7,219 B 4,470 C 148,425 D 2,473 E 779 F 5,703 G 12,602 TOTAL 4.12 acres Sweeps of work areas will be conducted by a highly qualified individual who has direct and extensive experience working with state-listed rare amphibians and reptiles. Steven Riberdy of Goddard Consulting will conduct all sweeps under a Commercial Scientific Collection Permit. Any other individuals performing sweeps while not under the direct supervision of Steven shall be pre-approved by NHESP. Acceptance of this ES protection plan by NHESP will be presumed to include approval of Steven Riberdy as the NHESP-approved biologist. 2.7 SITE INSPEECTIONS AND REPORTING The NHESP shall be notified at least 48 hours prior to any activities to be performed subject to this ESPP. Upon confirmation from the Biologist that the work to be performed is in compliance with this ESPP, and acknowledgement of the report by NHESP, work may be initiated. Within 30 days of the completion of searches by the biologist, a report must be submitted to the NHESP indicating: the dates of each pre-work search clearly stating the name of the individual(s) conducting work at each search period; the number of hours searched per date; presence or absence of ES; information on any amphibians or reptiles found, whether state-listed or not; and the condition of the barrier and any repairs. If a state-listed species is encountered at any time, it shall be documented with photographs, a rare animal observation form (via VPRS online system) will be filled out and submitted to NHESP, and the animal will be released into suitable habitat outside of the work area. 2.8 CONTRACTOR RESPONSIBILITIES In order for this ESPP to be effective, the contractor must actively engage the Biologist in work schedules, be aware of the permitted limits of work, and relay the concerns and sensitive nature of this species on site to the daily workers. Responsibilities of the contractor include: 1. Maintain barrier in good working order, inspect daily, repair immediately if breaches are found. 2. Maintain limit of work, with no work beyond what is approved. 3. Install and Maintain signage, stating no trespass or altering of the barriers. 425 Sandy Neck Road, Barnstable NHESP File No. 07-21418 Eastern Spadefoot Protection Plan | Page 7 4. Contact the Biologist if an amphibian is found to be certain it is not a rare amphibian. 5. Once per week, a person familiar with barrier maintenance and installation shall inspect the barrier and facilitate any repairs or alterations. The limit of work barrier should remain taut between stakes and any holes along the bottom repaired. 6. If an ES is seen outside of work area note location so the biologist can obtain a GPS point later, if in work area and ES moves on before the biologist arrives, take photos if possible and also note location for GPS location by the biologist. July 24, 2023 Mark S. Ells, Town Manager Town of Barnstable 367 Main Street Hyannis, MA 02601 Cc: Leslie Fields (lfields@woodsholegroup.com) RE: Environmental Notification Form: Proposed Sandy Neck Beach Long-Term Coastal Resiliency Project Dear Mr. Ells, On behalf of The Nature Conservancy, I am writing to express our support for the Sandy Neck Beach Long- Term Coastal Resiliency Project as proposed in the Environmental Notification Form (ENF). As you know Sandy Neck is a 6-mile, 1400-acre barrier beach located on Cape Cod Bay in West Barnstable on Cape Cod. The barrier system protects the Great Marsh, the second largest marsh in MA, and is an excellent example of an intact barrier beach system with a dune-swale system second in size in MA to Cape Cod National Seashore. The Nature Conservancy has owned land at Sandy Neck since 1991 and has been active both in land protection and in restoration of the dune-swale system. Sandy Neck is currently one of the highest quality remaining dune systems in the North Atlantic Coast Ecosystem. In addition, in a recent coastal resilience analysis by The Nature Conservancy, Sandy Neck has been identified as a resilient site for both terrestrial resilience as well as an important coastal site for marsh migration with sea level rise. The current location of the main parking area and gatehouse are causing severe coastal erosion and primary dune loss and flooding and will impact the ability of the public to access Sandy Neck in the long term. The revenues from this access are critical to the current excellent natural resource management of the site including shorebird management and swale restoration. In addition, when the facilities are damaged the town has to divert revenues to repair and maintenance, further jeopardizing natural resource management at the site. Therefore, we support this project as described in the ENF as an action that will protect people and nature from the impacts of climate change by protecting an existing ecological asset. Sincerely, Karen Lombard Director of Stewardship & Restoration The Nature Conservancy in Massachusetts 20 Ashburton Place Boston, MA 02108 tel (617) 532-8300 fax (617) 232-8400 nature.org/massachusetts 100% Recycled Paper 482 Main Street | Dennis, MA 02638 Tel: 508-619-3185 | info@apcc.org | www.apcc.org Andrew Gottlieb Executive Director BOARD OF DIRECTORS Eliza McClennen President Steven Koppel Vice President Bob Ciolek Treasurer Jack Looney Clerk Tom Cohn John Cumbler Margo Fenn Joshua Goldberg DeeDee Holt Pat Hughes Molly Karlson Elysse Magnotto-Cleary Blue Magruder Wendy Northcross Rick O’Connor Kris Ramsay Robert Summersgill Charles Sumner Taryn Wilson July 27, 2023 Mark S. Ells, Town Manager Town of Barnstable 367 Main Street Hyannis, MA 02601 RE: Environmental Notification Form: Proposed Sandy Neck Beach Long-Term Coastal Resiliency Project Dear Mr. Ells: The Association to Preserve Cape Cod (APCC), writes to express support for the Sandy Neck Beach Long-Term Coastal Resiliency Project as proposed in the Environmental Notification Form. The project proposed by the town of Barnstable will help improve the resilience of the Sandy Neck facilities and public access while supporting improvement and recovery of natural resources. The town has undertaken a detailed planning process for this site, including exploration of several design alternatives. The site has continued to require maintenance and management due to the area’s vulnerability to storm surge and the impacts of climate change. Founded in 1968, APCC is Cape Cod’s leading nonprofit environmental advocacy and education organization with the mission to preserve, protect and restore the natural resources of the Cape. APCC has been involved in early discussion and review of proposed plans for Sandy Neck Beach to improve the coastal resilience of this site. The proposed managed retreat of the existing parking lot will reduce long-term maintenance at the site, integrating nature- based solutions to stabilize the coastline, thereby reducing erosion and restoring the dune. The proposed project seeks to minimize the negative impacts on the environment while providing or maintaining recreational and access to the area with an overall net benefit to habitat and increased resilience of infrastructure and the coastline. While APCC is supportive of the proposed approach and preferred alternative, we encourage the town to work closely with the state’s Natural Heritage and 100% Recycled Paper 482 Main Street | Dennis, MA 02638 Tel: 508-619-3185 | info@apcc.org | www.apcc.org Endangered Species Program to take all necessary actions to avoid, minimize and mitigate any impacts on rare species habitat of the spadefoot toad or other affected state-listed species. We encourage continued coordination with Natural Heritage on this matter to develop the best plan for addressing any potential impacts. We urge you to support this important project proposal. you have any questions, please feel free to contact me at (508) 619-3185. Sincerely, Don Keeran Assistant Director cc: Leslie Fields, Woods Hole Group The Commonwealth of Massachusetts Executive Office of Energy and Environmental Affairs 100 Cambridge Street, Suite 900 Boston, MA 02114 Maura T. Healey GOVERNOR Kimberley Driscoll LIEUTENANT GOVERNOR Rebecca L. Tepper SECRETARY Tel: (617) 626-1000 Fax: (617) 626-1081 http://www.mass.gov/eea October 10, 2023 CERTIFICATE OF THE SECRETARY OF ENERGY AND ENVIRONMENTAL AFFAIRS ON THE ENVIRONMENTAL NOTIFICATION FORM PROJECT NAME : Sandy Neck Beach Long-Term Coastal Resiliency Project PROJECT MUNICIPALITY : Barnstable PROJECT WATERSHED : Cape Cod EEA NUMBER : 16744 PROJECT PROPONENT : Town of Barnstable DATE NOTICED IN MONITOR : August 9, 2023 Pursuant to the Massachusetts Environmental Policy Act (MEPA; M.G. L. c. 30, ss. 61- 62I) and Section 11.06 of the MEPA regulations (301 CMR 11.00), I hereby determine that this project does not require an Environmental Impact Report (EIR). Project Description As described in the Environmental Notification Form (ENF), the project includes the full relocation of the parking lot 60 to 75 feet (ft) landward of its current position. The seaward sides of the parking lot will be abandoned and a new parking lot with space for 200 vehicles will be built to the south and east of the existing lot. An enhanced dune approximately + 745 ft long with a crest elevation between 26 and 27.5 ft NAVD88 will be built along the seaward edge of the new parking lot. Seaward and landward slopes of the dune will be 4H:1V and the dune will be vegetated with beach grass. A rear dune with a crest elevation between 26 and 27.5 ft NAVD88 and a 6H:1V slope will be constructed along the back (south) side of the new parking lot to provide stability for the parking area and shelter from car lights for the surrounding neighborhoods. This dune will be planted with beach grass and spaded shrubs. The existing gatehouse will be moved approximately 350 ft seaward to a location that is higher in elevation to reduce flood vulnerability. A new travel lane for outgoing traffic will be EEA# 16744 ENF Certificate October 10, 2023 2 added west of the relocated gatehouse. The area of the existing gatehouse will be reconfigured to new parking spaces, two exit lanes, one entrance lane, and restoration of a gravel parking area located east of the current gatehouse using native salt-tolerate plantings. Over the past ten years the primary dune system that protects the parking lot and the public infrastructure from storm and flood damage has been subjected to severe erosion and sediment loss. Since 2013 the Town has restored the primary dune seven times. According to the ENF, sediment transport and Massachusetts Coast Flood Risk Model (MC-FRM) model studies have shown that erosional damage of the parking lot at Sandy Neck can be expected as early as 2030 with a 100-year return period storm event. Flooding during current and future storms is also a problem at Sandy Neck Beach Park. The existing gatehouse and roadway at the entrance to the park is vulnerable to flooding with current sea level conditions. Winter storms Grayson and Riley in 2018 caused flooding of the gatehouse, and MC-FRM model results show that the existing gatehouse will be vulnerable to flooding during high tides by the year 2050. Loss of gatehouse operations impacts the ability of staff to manage public access and to protect Sandy Neck’s natural resources. Project Site Sandy Neck Beach Park is located and owned by the Town of Barnstable (Town) and serves as the Town’s only public beach on Cape Cod Bay. The project is located at the Sandy Neck Public Beach Facility at 425 Sandy Neck Road. Neighboring parcels include property owned by the Town of Sandwich to the west and privately owned property to the south. The park is located on a barrier beach that is approximately 6 miles long and, in some locations, up to half a mile wide, allowing public access to dunes, maritime forests, and beaches. The Sandy Neck Barrier Beach System is a designated Area of Critical Environmental Concern (ACEC) and provides habitat for rare and endangered species. Infrastructure at the Park includes a parking lot with space for 200 vehicles, a bath house with public restrooms, concessions, observation viewing decks, an ORV trail, a gatehouse, which serves as an entrance to the project site, and an access road leading to the parking lot. The site supports recreational activities for beachgoers, ORV users, campers, hikers, horseback riders, mountain bikers, and fishermen. Wetland resource areas in the project area include Coastal Dune, Barrier Beach and Land Subject to Coastal Storm Flowage (LSCSF). According to the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (FIRM) (Panel No. 25001C0532J, effective 2014), the entire project site is located within Zone VE and AE with a Base Flood Elevation (BFE) of 15 feet NAVD88. The project site is located within Priority and Estimated Habitat for several state-listed bird species, including the Eastern Spadefoot (Scaphiopus holbrookii; Threatened), Piping Plover (Charadrius melodus; Threatened), Least Tern (Sternula antillarum; Special Concern), Plymouth Gentian (Sabatia kennedyana; Special Concern) and Northern Diamond- backed Terrapin (Malaclemys terrapin; Threatened). The project site is not located within the Designated Geographic Area (DGA, as defined in 301 CMR 11.02) of an Environmental Justice (EJ) population.1 1 “Environmental Justice Population” is defined in M.G.L. c. 30, § 62 under four categories: Minority, Income, English Isolation, and a combined category of Minority and Income. EEA# 16744 ENF Certificate October 10, 2023 3 Environmental Impacts and Mitigation Potential environmental impacts associated with the project include impacts to 219,106 sf to Coastal Dune, Barrier Beach and LSCSF and the alteration of upland Eastern Spadefoot Toad habitat. Measures to avoid, minimize, and mitigate environmental impacts include a 1:1 replication for permanents impacts to wetland resources, adherence to time of year (TOY) restrictions to protect endangered species, erosion and sedimentation controls during construction, and implementation of a Spadefoot Toad protection plan. Jurisdiction and Permitting The project is subject to MEPA review and preparation of an ENF because it requires Agency Action and meets/exceeds MEPA review thresholds at 301 CMR 11.03(2)(b)(2) greater than two acres of disturbance of designated priority habitat, as defined in 321 CMR 10.02, that results in a take of a state-listed endangered or threatened species or species of special concern; 301 CMR 11.03(3)(b)(1)(f) alteration of ½ or more acres of any other wetlands; 301 CMR 11.03(3)(b)(2) construction of a new roadway or bridge providing access to a barrier beach or a new utility line providing service to a structure on a barrier beach; 301 CMR 11.03(3)(b)(1)(e) new fill or structure or expansion of existing fill or structure, except a pile supported structure, in a velocity zone or regulatory floodway; 301 CMR 11.03(3)(b)(1)(a) alteration of coastal dune, barrier beach or coastal bank; and 301 CMR 11.03(11)(b) any Project of ½ or more acres within a designated ACEC, unless the Project consists solely of one single family dwelling. The project requires a Conservation and Management Permit (CMP) from the Massachusetts Division of Fisheries & Wildlife (DMF) Natural Heritage and Endangered Species Program (NHESP). The project requires an Order of Conditions (OOC) from the Barnstable Conservation Commission (or in the case of an appeal, a Superseding OOC from MassDEP) and a General Permit from the U.S. Army Corps of Engineers (USACOE). Because the project received Financial Assistance from the Massachusetts Office of Coastal Zone Management (CZM) Coastal Resiliency Grants in FY16 and FY23 for design and permitting, MEPA jurisdiction for any future reviews would be broad and extend to all aspects of the project that may cause Damage to the Environment as defined in the MEPA regulations. Review of the ENF The ENF provided a description of existing and proposed conditions, preliminary project plans, and an alternatives analysis, and identification of measures to avoid, minimize and mitigate environmental impacts. Consistent with the MEPA Interim Protocol on Climate Change Adaptation and Resiliency, the ENF contained an output report from the MA Climate Resilience Design Standards Tool prepared by the Resilient Massachusetts Action Team (the “MA Resilience Design Tool”),2 together with information on climate resilience strategies to be undertaken by the project. On August 23, 2023, and September 20, 2023, the Proponent provided 2 https://resilientma.org/rmat_home/designstandards/ EEA# 16744 ENF Certificate October 10, 2023 4 supplemental information to the MEPA Office providing responses to comments received during the remote MEPA consultation session that was held on August 22, 2023. For purposes of clarity, all supplemental materials provided by the Proponent are included in references to the “ENF.” Comments from the Cape Cod Commission (CCC) are supportive of the project. Alternatives Analysis The ENF evaluated a range of alternatives including a No Build Alternative, a Stone Revetment with Vegetated Sand Cover Alternative, a Bio-Engineered Sand-Filled Coir Bags with Vegetated Sand Cover Alternative, a Partial Relocation of the Parking Lot with an Enhanced Dune and ORV Trail Relocation Alternative, a Full Relocation of the Parking Lot with an Enhanced Dune and ORV Trial Relocation Alternative and a Full Relocation of the Parking Lot with an Enhanced Dune and no ORV Trail Relocation Alternative (Preferred Alternative). The No Build Alternative would leave the dune and beach infrastructure as is, with no changes to improve resiliency of the parking lot or gatehouse. This alternative would require the Town to continue frequent renourishment of the dune every 1-3 years and would leave the parking lot vulnerable to damage from erosion. The No Build Alternative would also leave the gatehouse vulnerable to flooding during periods of high tide as soon as the year 2050, which would limit access to the park during high tide and would interfere with staff operations at the gatehouse. For these reasons, this alternative was dismissed. The Stone Revetment with Vegetated Sand Cover and ORV Trail Relocation Alternative includes construction of 656 linear feet (lf) of stone revetment along the seaward side of the existing parking lot. The revetment would be constructed in the footprint of the existing coastal dune. The crest elevation of the structure would match the existing grades of the parking lot at 23 and 18 ft NAVD88, respectively. The crest of the dune would be approximately 10 ft wide. The revetment would have a seaward slope of 1.5H:1V and would include a base layer of bedding stones, a layer of 2-3 ton stones, and an armor layer of 5 ton stones. Toe stones sized at 5-tons would anchor the structure at elevation 3.4 ft NAVD88. Following construction of the revetment, the structure would be covered with sand to replicate the existing dune. Beachgrass would be planted on the face of the restored dune to aid in sand stabilization, and a minimum of four feet of sand would be required to be maintained across the face of the revetment on an annual basis. While the revetment alternative prevents further erosion of the parking lot, waves striking the revetment structure would cause scour at the base of the structure, leading to loss of beach width and volume. Because of the potential for increased beach erosion and loss of sediment from the littoral system, this alternative was dismissed. The Bio-Engineered Sand-Filled Coir Bags with Vegetated Sand Cover Alternative includes an 800 lf long bio-engineered coir bag array along the back edge (south) of the existing dune. The array would include three stacked coir bags, two on the bottom and one on the top, each measuring 5 x 4 ft. The stacked coir bag array would be covered with compatible sand to restore the profile of the current dune with a crest elevation of 25 ft NAVD88 and a seaward slope of 1.5H:1V. Drift fence would be installed along the toe of the restored dune to minimize wave-induced erosion. To provide additional resiliency and protect the coir bags from degradation, sand cover would be maintained across the face of the coir array on an annual basis. EEA# 16744 ENF Certificate October 10, 2023 5 While this alternative would result in the least amount of impact to the surrounding resources, the design life of a coir bag system is typically 5 to 7 years provided sand cover is maintained to protect from direct wave action and ultraviolet degradation of the coir. Because of the relatively short useful life of this alternative, it was dismissed. The Partial Relocation of the Parking Lot with an Enhanced Dune includes partial relocation of the parking lot, leaving approximately one-third of the existing parking lot seaward of the 50-year dune erosion line. An enhanced dune approximately 600 ft long with a crest elevation between 26 to 27.5 ft NAVD88 would be built along the seaward edge of the parking lot. Seaward and landward slopes of the dune would be 4H:1V. The existing gatehouse would be abandoned and a new administration building with adjacent entrance booth would be built in the parking lot. This alternative leads to similar permanent impacts to resource areas compared to the Preferred Alternative (0.81 acres), however, model results show that by 2050 the parking lot would be damaged during the 100-year storm, and erosion caused by the 50-year storm would be at the seaward edge of the parking lot. Because this alternative does not meet the project’s goal of being sustainable for 50 years, it was dismissed. The Full Relocation of the Parking Lot with an Enhanced Dune and ORV Trial Relocation Alternative includes the full relocation of the parking lot behind the 50-year dune erosion line. An enhanced dune approximately 745 ft long with a crest elevation between 26 and 27.5 ft NAVD88 would be built along the seaward edge of the parking lot. Seaward and landward slopes of the dune would be 4H:1V and would be planted with beach grass. A new sand & gravel surface ORV trail from the parking lot, along the back side of the parking lot, would allow staff to more efficiently monitor ORV traffic at the site. Two emergency access paths from the parking lot to the ORV trail would be added. A rear dune with a slope of 6H:1V would be constructed along the edge of the new ORV trail to provide stability for the trail and screening for the surrounding neighborhoods from car headlights. The rear dune would be planted with native shrubs and beach grass. While this alternative provides protection for the parking lot through 2070 for the 100-year storm, the public voiced concerns that traffic flow along relocated ORV trail and the parking lot could create a pinch point that would result in traffic congestion and public safety concerns. In addition, this alternative has a greater permanent impact to the surrounding resource areas compared to the Preferred Alternative (1.17 acres compared to 0.81) due to the relocation of the ORV trail. Because of public safety concerns and its impact on coast dune, barrier beach and rare species habit, this alternative was dismissed. Similar to the previous alternative, the Preferred Alternative includes the full relocation of the parking lot behind the 50-year dune erosion line. Like the previous alternative, the project also includes an enhanced dune approximately 745 ft long with a crest elevation between 26 and 27.5 ft NAVD88 built along the seaward edge of the parking lot. Seaward and landward slopes of the dune would be 4H:1V and the dune would be vegetated with beach grass. A rear dune with a crest elevation between 26 and 27.5 ft NAVD88 and a 6H:1V slope will be constructed along the back (south) side of the new parking lot (this dune is located along the new ORV trail in previous alternative) to provide stability for the parking area and shelter from car lights for the surrounding neighborhoods. The existing gatehouse would be moved approximately 350 ft further up the access road to a point that is higher in elevation to reduce vulnerability to flooding with future increases in sea level. A new travel lane, which will result in 187 lf of new roadway EEA# 16744 ENF Certificate October 10, 2023 6 providing access to a barrier beach, for outgoing traffic will be added west of the relocated gatehouse. This alternative differs from the previous alternative in that the existing ORV trail would remain in place and the entrance to the ORV trail would be enhanced to provide improved public safety. This alternative provides protection through 2070 for the 100-year storm while not impacting public safety like the Full Relocation of the Parking Lot with an Enhanced Dune and ORV Trial Relocation Alternative. Because the alternative best achieves the primary goal of providing resiliency to future storm events anticipated due to climate change, this alternative was selected as the Preferred Alternative. Wetlands The project will result in new permanent overlapping impacts to approximately 35,283 sf (0.81 acres) to Coastal Dune, Barrier Beach and LSCSF associated with the relocation of the parking lot behind the 50-year dune erosion line and the relocation of the gatehouse. The Barnstable Conservation Commission will review the project for its consistency with the with the Wetlands Protections Act (WPA), the Wetland Regulations (310 CMR 10.00), and associated performance standards. While the project will result in permanent impacts to coastal resources, the project is proposing to restore 39,640 sf (0.91 acres) of Coastal Dune, Barrier Beach and LSCSF. Comments from MassDEP and the Office of Coastal Zone Management (CZM) state that the proposed restoration meets the Coastal Dune performance standards of requiring a 1:1 restoration to offset any new impacts to Coastal Dune. Comments from MassDEP state that although the project will involve fill associated with the parking lot relocation in a velocity zone, all project work is above Mean High Water (MHW) and therefore outside of MassDEP Waterways jurisdiction. ACEC and Stormwater The project site is located within the Sandy Neck Barrier Beach System ACEC, which was formally designated as such in 1978. According to the ACEC designation document, the ACEC was designated to protect an extensive and largely unaltered resource system, including a seven mile long barrier beach system, dunes and sandy beaches, several thousand acres of salt marsh, productive shellfish beds, a large coastal embayment, an anadromous fish run and floodplain, and erosion and accretion areas.3 According to the ENF, the project complies with the intent of the Sandy Neck Barrier Beach System ACEC designation as the project will provide treatment and attenuation of existing stormwater runoff prior to discharge, which will improve the water quality of stormwater discharges within the ACEC. Stormwater in the parking lot will be directed to a vegetated swale and then to a bioretention basin. The proposed Stormwater Management System implements Best Management Practices and has been designed in full compliance with the MA Stormwater Management Standards. 3 Executive Office of Environmental Affairs. “Sandy Neck Barrier Beach System ACEC Designation Document.” Department of Conservation & Recreation, December 1978. https://www.mass.gov/files/documents/2016/08/qn/sn-des.pd EEA# 16744 ENF Certificate October 10, 2023 7 In addition, the project proposes to increase impervious surfaces within the ACEC by 0.52 acres (22,651 sf). In order to achieve no net increase in impervious surface, the project has identified 18,412 sf of the parking lot where pervious asphalt or pervious pavers will be utilized. An additional 4,239 sf at the site of the existing gatehouse will be converted to gravel to achieve a no net increase in impervious surface. Rare Species The project site is located within Priority and Estimated Habitat for several state-listed bird species, including the Eastern Spadefoot (Scaphiopus holbrookii; Threatened), Piping Plover (Charadrius melodus; Threatened), Least Tern (Sternula antillarum; Special Concern), Plymouth Gentian (Sabatia kennedyana; Special Concern) and Northern Diamond-backed Terrapin (Malaclemys terrapin; Threatened). These species and their habitats are protected pursuant to the Massachusetts Endangered Species Act (MESA) (M.G.L. c.131A) and its implementing regulations (321 CMR 10.00). Additionally, state-listed species habitats are protected in accordance with the rare wetland wildlife provisions of the Massachusetts Wetlands Protection Act and its implementing regulations (WPA, 310 CMR 10.37, 10.58(4)(b) and 10.59), as appropriate. The Piping Plover is also listed as Threatened and protected pursuant to the U.S. Endangered Species Act (ESA, 50 CFR 17.11). The project, as detailed in the ENF, will result in alteration to upland Eastern Spadefoot habitat. As identified in the ENF and in comments from the NHESP, the project will result in a “Take” and will require a CMP pursuant to 321 CMR 10.23. The Proponent has initiated consultation with NHESP to identify means to avoid, minimize, and mitigate impacts to the Eastern Spadefoot. According to the ENF, the Proponent has committed to meeting the performance standards of a CMP and mitigation measures will include one or more of the following actions: • Acquisition and protection of suitable parcels offsite. • Protection of other critical parcels (potentially not located in the Town of Barnstable). • Land conservation (e.g., Conservation Restriction). • Conservation funding via escrow The Proponent should continue proactive consultations with the NHESP to determine a suitable long-term net benefit for Eastern Spadefoot. Comments from NHESP confirm a specific long-term net benefit required under a CMP has not been finalized. Comments go on to state that NHESP anticipates that a suitable long-term net benefit could be achieved through the protection of suitable, high-quality habitat, or management of habitat; therefore, the NHESP anticipates that the project should be able to meet the performance standards of a CMP. Cultural Resources According to the ENF, the Massachusetts Historical Commission (MHC) Massachusetts Cultural Resource Information System (MACRIS) interactive map shows that the project is located within the Sandy Neck Cultural Resources District (BRN.A), Barnstable Multiple Resource Area (BRN.N) and Old King's Highway Regional Historic District (BRN.O), which is EEA# 16744 ENF Certificate October 10, 2023 8 listed in the State Register of Historic Places. Comments from MHC state that the project, which involves excavation activities that may impact archaeological sites, requires an intensive (locational) archaeological survey (950 CMR 70) before construction begins. Comments state that if significant archaeological resources are found within the project area, the Proponent must develop alternative plans that would avoid, minimize or mitigate any adverse effects to these resources. The Proponent has solicited bids from approved archaeological firms to conduct the required survey and will conduct the survey before project construction begins. In addition, the project proposes to relocate the Edward T. R. Landers Memorial (MHC # BRN.922), which is currently located at the existing gatehouse on the project site, to the site of the new gatehouse. Comments from MHC recommend that the Proponent seek comment from the Old King's Highway Historic District Commission in Barnstable regarding the relocation of the memorial. The Proponent held a meeting with the Old King’s Highway Historical District Committee to present details on the relocation of the memorial on Sept. 13, 2023. The Old King’s Highway Historical District Committee had no objections or concerns regarding the relocation. Climate Change Adaptation and Resiliency Effective October 1, 2021, all MEPA projects are required to submit an output report from the MA Resilience Design Tool to assess the climate risks of the project. Based on the output report attached to the ENF, the project has a “High” exposure rating based on the project’s location for the following climate parameters: sea level rise/storm surge, extreme precipitation (urban flooding), and extreme heat. Based on the 50-year useful and the self- assessed criticality of the project, the MA Resilience Design Tool recommends a planning horizon of 2070 (2050 intermediate planning horizon) and a return period associated with a 100- year (1% annual chance) storm event for sea level rise/storm surge, and a 25-year (4% annual chance) storm event for extreme precipitation (urban flooding). The tool recommends planning for the 50th percentile with respect to extreme heat (which indicates an increase in extremely hot days as compared to a historical baseline). These design recommendations are provided with respect to the gate house and parking lot. The restoration of the primary frontal dune is considered a Natural Resource project, for which a standard return period recommendation of 20-year storm is provided as a suggested guide. The project is proposed to increase the resiliency of the parking lot to coastal flooding by relocating the parking lot 60 to 75 ft landward. The project will also improve resiliency by moving the existing gatehouse to higher ground and elevating its first floor to an elevation of 14 feet NAVD88. This elevation is 1 foot above the currently mapped FEMA 100-year BFE. According to the output report from the MA Resilience Design Tool, the “wave action water elevation” (anticipated flood elevation after taking into account wave action) for the site ranges from 14.6 feet NAVD88 to 19.2 feet NAVD88 (area weighted average to maximum) by the recommending planning horizon of 2070; in 2050, the anticipated elevations range from 12.8 feet NAVD88 to 17.1 feet NAVD88. The proposed elevation of the gatehouse (14 ft NAVD88) is lower than these recommended elevations. The Proponent is encouraged to consult future climate data in the final design, and to maximize opportunities to improve resiliency for future uses. EEA# 16744 ENF Certificate October 10, 2023 9 Construction Period Construction is expected to take place in two phases from October through March to minimize impacts to beach use during peak summer season and avoid impacts to rare species. All construction and demolition activities should be managed in accordance with applicable MassDEP’s regulations regarding Air Pollution Control (310 CMR 7.01, 7.09-7.10), and Solid Waste Facilities (310 CMR 16.00 and 310 CMR 19.00, including the waste ban provision at 310 CMR 19.017). The project should include measures to reduce construction period impacts (e.g., noise, dust, odor, solid waste management) and emissions of air pollutants from equipment, including anti-idling measures in accordance with the Air Quality regulations (310 CMR 7.11). I encourage the Proponent to require that its contractors use construction equipment with engines manufactured to Tier 4 federal emission standards, or select project contractors that have installed retrofit emissions control devices or vehicles that use alternative fuels to reduce emissions of volatile organic compounds (VOCs), carbon monoxide (CO) and particulate matter (PM) from diesel-powered equipment. Off-road vehicles are required to use ultra-low sulfur diesel fuel (ULSD). If oil and/or hazardous materials are found during construction, the Proponent should notify MassDEP in accordance with the Massachusetts Contingency Plan (310 CMR 40.00). All construction activities should be undertaken in compliance with the conditions of all State and local permits. I encourage the Proponent to reuse or recycle construction and demolition (C&D) debris to the maximum extent. Conclusion The ENF has adequately described and analyzed the project and its alternatives, and assessed its potential environmental impacts and mitigation measures. Based on review of the ENF and comments received on it, and in consultation with Agencies, I have determined that an EIR is not required. October 10, 2023 _________________________ Date Rebecca L. Tepper Comments received: 08/29/2023 Massachusetts Historical Commission (MHC) 09/22/2023 Massachusetts Department of Environmental Protection (MassDEP), Southeast Regional Office (SERO) 09/23/2023 Gordon Starr 09/28/2023 Massachusetts Office of Coastal Zone Management (CZM) 09/28/2023 Cape Cod Commission (CCC) 09/29/2023 Massachusetts Division of Marine Fisheries (DMF) RLT/NSP/nsp Cape Cod Commission Comment Letter, ENF, Sandy Neck Resiliency Project, Barnstable September 2023 Page 1 of 2 Via Email September 28, 2023 Rebecca Tepper, Secretary of Energy and Environmental Affairs Executive Office of Energy and Environmental Affairs Attn: MEPA Office, Nicholas Perry, MEPA Analyst 100 Cambridge Street, Suite 900, Boston, MA 02114 Re: Environmental Notification Form EEA No. 16744 (Cape Cod Commission File No. 23022) Sandy Neck Beach Long-Term Coastal Resiliency Project, Barnstable Dear Secretary Tepper: Thank you for the opportunity to provide comments on the above-referenced ENF for the proposed Sandy Neck Beach Long-Term Coastal Resiliency Project (“the Project”). The Project proposes dune restoration, relocation and elevation of a gatehouse, and managed relocation of Barnstable’s Sandy Neck Beach parking lot. The Project will make these Town assets more resilient to coastal flooding and relative sea level rise, consistent with regional coastal resiliency goals. The Project will also preserve the Town’s recreational use of the site in a safe and sustainable manner. Although impacts to natural resources cannot be completely avoided, Commission staff suggest that the proactive response to the effects of climate change and anticipated sea level rise is likely to have a long-term benefit to natural and recreational resources. According to the ENF, the Applicant plans to refuel vehicles and equipment away from wetlands and stormwater systems. Commission staff recommend that the Applicant identify locations that are greater than 100-ft away from wetlands and stormwater systems for refueling. If none are available within the Project Site, staff recommend secondary containment or refueling offsite. Additionally, implementing and maintaining erosion and sedimentation controls in all construction and staging areas will be important given the purpose and location of the Project. Cape Cod Commission Comment Letter, ENF, Sandy Neck Resiliency Project, Barnstable September 2023 Page 2 of 2 Commission staff recommend removing erosion and sediment controls only once disturbed areas have been stabilized with vegetation. As described in the ENF, the Project is likely to result in long-term environmental and recreational benefits and Commission staff suggest that the Project objectives align with regional goals. Thank you for the opportunity to provide comments on the Project. Please feel free to reach out with any questions. Sincerely, Kristy Senatori Executive Director Cc: Project File Leslie Fields, Woods Hold Group, via email Mark Ells, Barnstable Town Administrator, via email Elizabeth Jenkins, Barnstable Director of Planning and Development, via email Barnstable Cape Cod Commission Representative, via email Cape Cod Commission Chair, via email Cape Cod Commission Committee on Planning and Regulation Chair, via email MEMORANDUM TO: Rebecca L. Tepper, Secretary, EEA ATTN: Nicholas Perry, MEPA Office FROM: Lisa Berry Engler, Director, CZM DATE: September 29, 2023 RE: EEA-16744, Sandy Neck Long Term Coastal Resilience Project, Barnstable The Massachusetts Office of Coastal Zone Management (CZM) has completed its review of the above-referenced Environmental Notification Form (ENF), noticed in the Environmental Monitor dated August 9, 2023, and offers the following comments. Project Description The proposed project is located on Sandy Neck barrier beach and is located within the Sandy Neck Area of Critical Environmental Concern. The proposed work includes the relocation of the lower parking lot 60 to 75 feet (ft) landward of its current position and removing 66 ft of the seaward portion of the upper parking lot. A +745 ft long primary dune with crest elevation between 26 ft and 27.5 ft will be restored along the seaward side of the new parking lots. A rear dune will be constructed along the back side of the parking lots to provide stability for the parking area and to shelter surrounding neighborhoods from vehicle lights. An emergency access path will be provided between the lower parking lot and the existing Off-Road Vehicle (ORV) trail, and a stormwater management system will be added to the lower parking lot that will drain to a bioretention basin. The dunes will be vegetated with beach grass. The existing ORV trail will remain in place and the entrance will be enhanced to provide additional air-up/air-down spaces with a new compressor inside a flood-proof enclosure. The existing gatehouse will be moved up the access road approximately 350 ft to a location that is naturally higher in elevation to reduce flood vulnerability. A new travel lane for outgoing traffic will be added west of the relocated gatehouse. The area of the existing gatehouse will be reconfigured to add new air-up and parking spaces, a compressor with flood-proof enclosure, two (2) exit lanes, one (1) entrance lane, and restoration of a gravel parking area located east of the current gatehouse using native plantings. Project Comments State agencies have worked with the town of Barnstable since 2015 to help assess both short- term and long-term threats to the Sandy Neck Beach infrastructure and natural resources from coastal erosion, coastal flooding, and future sea level rise. Barnstable has also been awarded two Coastal Resilience grant awards in 2016 and 2023 to assist with this project and to help the town develop and evaluate feasible alternatives that improve the resiliency of the infrastructure while minimizing impacts to coastal resources. State agencies have also participated in numerous inter-agency pre-application meetings to provide regulatory feedback to the town as they have worked to develop alternatives. The ENF evaluated 6 alternatives, including Stone Revetment with Vegetated Sand Cover and ORV Trail Relocation; Bio-Engineered Sand-Filled Coir Bags with Vegetated Sand Cover; Partial Relocation of the Parking Lot with an Enhanced Dune and ORV Trail Relocation; Full Relocation of the Parking Lot with an Enhanced Dune and ORV Trial Relocation; and Full Relocation of the Page | 2 Parking Lot with an Enhanced Dune and no ORV Trail Relocation. Environmental imp acts were quantified in terms of acres of resource impacted by permanent, temporary, and restoration activities. These impacts were then evaluated and balanced with other project requirements and goals, including public safety, existing and future traffic patterns and requirements, town management capabilities, emergency vehicle access, neighborhood concerns, and project costs. Based on this evaluation process the Full Relocation of Parking Lot with Enhanced Dune and no ORV Trail Relocation Alternative was selected as the preferred alternative. The analysis presented in the ENF and the supplemental information was detailed and included recent site survey topography, resource area delineations, history, and documentation of past storm damage to the gatehouse and parking lot infrastructure, past beach nourishment efforts, and flood risk analysis for all the alternatives that were evaluated. The project design meets DEP’s policy requiring a 1:1 ratio for new alteration vs. resource restoration and the requirem ent of no increase in impermeable surface. The town should continue to consult with the Massachusetts Division of Fisheries & Wildlife, Natural Heritage & Endangered Species Program to develop the required Conservation Management Permit. Federal Consistency Review The proposed project may be subject to CZM federal consistency review, and if so, must be found to be consistent with CZM’s enforceable program policies. For further information on this process, please contact Sean Duffey, Project Review Coordinator, at sean.duffey@mass.gov, or visit the CZM website at www.mass.gov/federal-consistency-review-program. LBE/sm cc: Mark S. Ellis, Town Manager Nina Coleman, Director of Natural Resources Leslie Fields, Woods Hole Group, Inc. Nate Corcoran, MASS DEP Amy Hoenig, FWE Rebecca Haney, CZM Stephen McKenna, CZM Maura T. Healey Governor Kimberley Driscoll Lieutenant Governor Rebecca L. Tepper Secretary Bonnie Heiple Commissioner This information is available in alternate format. Contact Melixza Esenyie at 617-626-1282. TTY# MassRelay Service 1-800-439-2370 MassDEP Website: www.mass.gov/dep Printed on Recycled Paper September 22, 2023 Rebecca L. Tepper, Secretary of Energy and Environment Executive Office of Energy and Environmental Affairs RE: ENF Review. EOEEA #16744 BARNSTABLE. Sandy Neck Beach Long- Term Coastal Resiliency Project at 425 Sandy Neck Road ATTN: MEPA Office 100 Cambridge Street, Suite 900 Boston, MA 02114 Dear Secretary Tepper, The Southeast Regional Office of the Department of Environmental Protection (MassDEP) has reviewed the Environmental Notification Form (ENF) for the Sandy Neck Beach Long Term Coastal Resiliency Project, 425 Sandy Neck Road, West Barnstable, Massachusetts (EOEEA #16744). The Project Proponent provides the following information for the Project: The proposed project includes relocation of the lower parking lot 60 to 75 ft landward of its current position and removing 66 ft of the seaward portion of the upper parking lot. A +745 ft long primary dune with crest elevation between 26 and 27.5 will be restored along the seaward side of the new parking lots. A rear dune will be constructed along the back side of the parking lots to provide stability for the parking area and to shelter surrounding neighborhoods from vehicle lights. An emergency access path will be provided between the lower parking lot and the existing ORV trail and a stormwater management system will be added to the lower parking lot that will drain to a bioretention basin. The dunes will be vegetated with beach grass. The existing ORV trail will remain in place and the entrance will be enhanced to provide additional air- up/air-down spaces with a new compressor inside a flood-proof enclosure. The existing gatehouse will be moved up the access road approximately 350 ft to a location that is naturally higher in elevation to reduce flood vulnerability. A new travel lane for outgoing traffic will be added west of the relocated gatehouse. The area of the existing gatehouse will be reconfigured to add new air-up and parking spaces, a compressor with flood-proof enclosure, two (2) exit lanes, one (1) entrance lane, and restoration of a gravel parking area located east of the current gatehouse using native plantings. The project triggers the requirement for an Environmental Notification Form (ENF) pursuant to 301 CMR 11.03(2)(b)2, 11.03(3)(b)1.a, 11.03(3)(b)1.e, 11.03(3)(b)1.f, 11.03(3)(b)2, and 11.03(11)b for greater than 2 acres disturbance to designated priority habitat, alteration of a barrier beach, fill in a velocity zone, and EEA No. 16744 September 22, 2023 2 work in greater than ½ acre of an ACEC. The project will result in 5.24 acres of permanent impact to wetland resources; 3.37 acres are currently altered and the remaining 1.87 acres will be impacts to previously undisturbed resources. These permanent impacts represent an increase of 1.02 acres over the existing site. The 1.87 acres of newly impacted resource area include coastal dune, barrier beach and estimated & priority habitat. Temporary disturbance to coastal dune, barrier beach and upland spadefoot toad habitat will total 1.14 acres. Restoration of coastal dune, barrier beach, and estimated & priority habitat will take place over 3.72 acres. Bureau of Water Resources (BWR) Comments Wetlands. The applicant will need to submit a Notice of Intent (NOI) to MassDEP and the Barnstable Conservation Commission for the Project. MassDEP notes that if the minimum submittal requirements have been met a File Number will be issued. It is anticipated that the Barnstable Conservation Commission will conduct a Public Hearing and issue an Order of Conditions. A final Order of Conditions must be obtained before any work within Areas Subject to Jurisdiction commences. The Project involves the landward retreat of a parking lot on a barrier beach and coastal dune. In order to meet the coastal dune performance standards, the Department requires a 1:1 ratio of new impacts to restoration of degraded coastal dune. The Project has 0.81 acres of new impact and proposes to restore 0.91 acres of barrier beach and coastal dune. Therefore, meeting the requirement. Work should be performed in accordance with any Time of Year Restrictions as determined by the Division Natural Heritage and Endangered Species and/or the Division of Marine Fisheries. Waterways. All work is above Mean High Water (MHW) and therefore outside of Waterways jurisdiction. Bureau of Waste Site Cleanup (BWSC) Comments Based upon the information provided, the Bureau of Waste Site Cleanup (BWSC) searched its databases for disposal sites and release notifications that have occurred at or might impact the proposed Project area. A disposal site is a location where there has been a release to the environment of oil and/or hazardous material that is regulated under M.G.L. c. 21E, and the Massachusetts Contingency Plan [MCP – 310 CMR 40.0000]. There are no listed MCP disposal sites located at or in the vicinity of the site that would appear to impact the proposed Project area. Interested parties may view a map showing the location of BWSC disposal sites using the MassGIS data viewer at MassMapper. Under the Available Data Layers listed on the right sidebar, select “Regulated Areas”, and then “DEP Tier Classified 21E Sites”. MCP reports and the compliance status of specific disposal sites may be viewed using the BWSC Waste Sites/Reportable Release Lookup at: https://eeaonline.eea.state.ma.us/portal#!/search/wastesite The Project Proponent is advised that if oil and/or hazardous material are identified during the implementation of this Project, notification pursuant to the Massachusetts Contingency Plan (310 CMR 40.0000) must be made to MassDEP, if necessary. A Licensed Site Professional (LSP) should be retained to determine if notification is required and, if need be, to render appropriate EEA No. 16744 September 22, 2023 3 opinions. The LSP may evaluate whether risk reduction measures are necessary if contamination is present. The BWSC may be contacted for guidance if questions arise regarding cleanup. Spill Prevention Control. A spill contingency plan addressing prevention and management of potential releases of oil and/or hazardous materials from pre- and post-construction activities should be presented to workers at the site and enforced. The plan should include but not be limited to, refueling of machinery, storage of fuels, and potential on-site activity releases. Bureau of Air and Waste (BAW) Comments Air Quality. Construction and operation activities shall not cause or contribute to a condition of air pollution due to dust, odor, or noise. To determine the appropriate requirements please refer to: 310 CMR 7.09 Dust, Odor, Construction, and Demolition 310 CMR 7.10 Noise Construction-Related Measures The Project Proponent reports: “The Project will implement measures to limit emissions from construction equipment to the extent practicable, such as retrofitting diesel construction vehicles, or utilizing vehicles that use alternative fuels, such as ultra-low-sulfur diesel fuel to reduce emissions during construction activities. In addition, the Massachusetts anti-idling law will be enforced during the construction phase of the Project with the - 7 - installation of on-site anti-idling signage.” The Proponent is advised that MassDEP requests that all non-road diesel equipment rated 50 horsepower or greater meet EPA’s Tier 4 emission limits, which are the most stringent emission standards currently available for off-road engines. If a piece of equipment is not available in the Tier 4 configuration, then the Proponent should use construction equipment that has been retrofitted with appropriate emissions reduction equipment. Emission reduction equipment includes EPA- verified, CARB-verified, or MassDEP-approved diesel oxidation catalysts (DOCs) or Diesel Particulate Filters (DPFs). The Proponent should maintain a list of the engines, their emission tiers, and, if applicable, the best available control technology installed on each piece of equipment on file for Departmental review. MassDEP reminds the Proponent that unnecessary idling (i.e., in excess of five minutes), with limited exception is not permitted during the construction and operations phase of the Project. Regarding construction period activity, typical methods of reducing idling include driver training, periodic inspections by site supervisors, and posting signage. In addition, to ensure compliance with this regulation once the Project is occupied, MassDEP requests that the Proponent establish permanent signs on the Project grounds limiting idling to five minutes or less and citing the Massachusetts Idling Regulation (310 CMR 7.11). Solid Waste Management. The Project Proponent reports the “Proposed work to remove/replace the existing parking lot will require removal of the existing asphalt. This material will be transported to an approved off-site recycling facility.” As a reminder, the Project Proponent is advised of the following requirements: 1. Compliance with Waste Ban Regulations: Waste materials discovered to restore the primary dune that are determined to be solid waste (e.g., construction and demolition waste) and/or EEA No. 16744 September 22, 2023 4 recyclable material (e.g., metal, asphalt, brick, and concrete) shall be disposed, recycled, and/or otherwise handled in accordance with the Solid Waste Regulations including 310 CMR 19.017: Waste Bans. Waste Ban regulations prohibit the disposal, transfer for disposal, or contracting for disposal of certain hazardous, recyclable, or compostable items at solid waste facilities in Massachusetts, including, but not limited to, metal, wood, asphalt pavement, brick, concrete, and clean gypsum wallboard. The goals of the waste bans are to: promote reuse, waste reduction, or recycling; reduce the adverse impacts of solid waste management on the environment; conserve capacity at existing solid waste disposal facilities; minimize the need for construction of new solid waste disposal facilities; and support the recycling industry by ensuring that large volumes of material are available on a consistent basis. Further guidance can be found at: https://www.mass.gov/guides/massdep-waste- disposal-bans. MassDEP recommends the Proponent consider source separation or separating different recyclable materials at the job site. Source separation may lead to higher recycling rates and lower recycling costs. Further guidance can be found at: https://recyclingworksma.com/construction-demolition-materials-guidance/ For more information on how to prevent banned materials from entering the waste stream the Proponent should contact the RecyclingWorks in Massachusetts program at (888) 254-5525 or via email at info@recyclingworksma.com. RecyclingWorks in Massachusetts also provides a website that includes a searchable database of recycling service providers, available at http://www.recyclingworksma.com . 2. Asphalt, brick, and concrete (ABC) rubble, such as the rubble generated during the removal/replacement of the existing parking lot must be handled in accordance with the Solid Waste regulations. These regulations allow, and MassDEP encourages, the recycling/reuse of ABC rubble. The Proponent should refer to MassDEP's Information Sheet, entitled " Using or Processing Asphalt Pavement, Brick and Concrete Rubble, Updated February 27, 2017 ", that answers commonly asked questions about ABC rubble and identifies the provisions of the solid waste regulations that pertain to recycling/reusing ABC rubble. This policy can be found on-line at the MassDEP website: https://www.mass.gov/files/documents/2018/03/19/abc-rubble.pdf. If you have any questions regarding the Solid Waste Management Program comments above, please contact Jennifer Wharff at Jennifer.Wharf@mass.gov or Mark Dakers at Mark.Dakers@mass.gov. Proposed s.61 Findings The “Certificate of the Secretary of Energy and Environmental Affairs on the ENF” may indicate that this Project requires further MEPA review and the preparation of an Environmental Impact Report (EIR). Pursuant to MEPA Regulations 301 CMR 11.12(5)(d), the Proponent will prepare Proposed Section 61 Findings to be included in the EIR in a separate chapter updating and summarizing proposed mitigation measures. In accordance with 301 CMR 11.07(6)(k), this chapter should also include separate updated draft Section 61 Findings for each State agency that will issue permits for the Project. The draft Section 61 Findings should contain clear commitments to implement mitigation measures, estimate the individual costs of each proposed EEA No. 16744 September 22, 2023 5 measure, identify the parties responsible for implementation, and contain a schedule for implementation. Other Comments/Guidance The MassDEP Southeast Regional Office appreciates the opportunity to comment on this ENF. If you have any questions regarding these comments, please contact George Zoto at George.Zoto@mass.gov or Jonathan Hobill at Jonathan.Hobill@mass.gov. Very truly yours, Jonathan E. Hobill, Regional Engineer, Bureau of Water Resources JH/GZ Cc: DEP/SERO ATTN: Millie Garcia-Serrano, Regional Director Gerard Martin, Deputy Regional Director, BWR John Handrahan, Deputy Regional Director, BWSC Seth Pickering, Deputy Regional Director, BAW Jennifer Viveiros, Deputy Regional Director, ADMIN Maissoun Reda, Chief, Wetlands and Waterways, BWR Nate Corcoran, Wetlands, BWR Brendan Mullaney, Waterways, BWR Mark Dakers, Chief, Solid Waste, BAW Elza Bystrom, Solid Waste, BAW Angela Gallager, Chief, Site Management, BWSC Amanda Cantara, Site Management, BWSC September 29, 2023 Rebecca Tepper, Secretary Executive Office of Energy and Environmental Affairs Attention: MEPA Office Nicholas Perry, EEA No. 166744 100 Cambridge Street Boston, Massachusetts 02114 Project Name: Sandy Neck Beach Coastal Resiliency Project Proponent: Town of Barnstable Location: 425 Sandy Neck Road, Sandy Neck Beach Project Description: Long-Term Coastal Resiliency Project: Relocate Existing Parking Lot, Relocate Gatehouse and Equipment Storage Document Reviewed: Environmental Notification Form EEA File Number: 16744 NHESP Tracking No.: 23-4196 Dear Secretary Tepper: The Natural Heritage & Endangered Species Program of the Massachusetts Division of Fisheries & Wildlife (the Division) reviewed the Environmental Notification Form (ENF) and Supplemental Material (dated 9/20/23) for the proposed Sandy Neck Beach Long-Term Coastal Resiliency Project (the “Project”) at Sandy Neck Beach Park in Barnstable, MA and would like to offer the following comments. As proposed, the Project will occur within Priority Habitat and Estimated Habitat for Eastern Spadefoot (Scaphiopus holbrookii; Threatened), Piping Plover (Charadrius melodus; Threatened), Least Tern (Sternula antillarum; Special Concern), Plymouth Gentian (Sabatia kennedyana; Special Concern) and Northern Diamond-backed Terrapin (Malaclemys terrapin; Threatened). These species are protected pursuant to the Massachusetts Endangered Species Act (M.G.L c. 131A) and its implementing regulations (MESA, 321 CMR 10.00). Additionally, state-listed species habitats are protected in accordance with the rare wetland wildlife provisions of the Massachusetts Wetlands Protection Act a nd its implementing regulations (WPA, 310 CMR 10.37, 10.58(4)(b) and 10.59), as appropriate. The Piping Plover is also listed as Threatened and protected pursuant to the U.S. Endangered Species Act (ESA, 50 CFR 17.11). The MESA is administered by the Division and prohibits the Take of state -listed species, which is defined as “in reference to animals…harm…kill…disrupt the nesting, breeding, feeding or migratory activity…and in reference to plants…collect, pick, kill, transplant, cut or process…Disruption of nesting, breeding, feeding, or migratory activity may result from, but is not limited to, the modification, degradation, or destruction of Habitat” of state-listed species (321 CMR 10.02). The Project, as detailed in the ENF, will result in approximately 3.61 acres of alteration to upland Eastern Spadefoot habitat. On June 21, 2023, the Division issued a determination that the project will result in a Take (321 CMR 10.18 (2)(b)) of Eastern Spadefoot (see ENF Section J). Projects resulting in a Take of state-listed species may only be permitted if the performance standards for a Conservation and Management Permit (CMP; 321 CMR 10.23) are met. For a project to qualify for a CMP, the applicant must demonstrate that the project has avoided, mi nimized and mitigated impacts to state-listed species consistent with the following performance standards: (a) adequately assess alternatives to both temporary and permanent impacts to the state-listed species, (b) demonstrate that an insignificant portion of the local population will be impacted, and (c) develop and agree to carry out a conservation and management plan that provides a long-term net benefit to the conservation of the state-listed species. The Proponent has consulted with the Division regarding the required CMP and it is our understanding that the Proponent intends to meet the performance standards of a CMP. The Proponent should continue proactive consultations with the Division to determine a suitable long -term net benefit for Eastern Spadefoot. At this time, the details of the long-term net benefit required under a CMP have not been finalized. However, the Division anticipates that a suitable long-term net benefit could be achieved through the protection of suitable, high-quality habitat, or management of habitat; therefore, the Division anticipates that project should be able to meet the performance standards of a CMP . Division will not render a final decision until the MEPA review process and associated public and agency comment period is completed, and until all required MESA filing materials are submitted by the proponent to the Division. As our MESA review is not complete, no alteration to the soil, surface, or vegetation and no work associated with the proposed project shall occur on the property until the Division has made a final determination. If you have any questions about this letter, please contact Amy Hoenig, Senior Endangered Species Review Biologist, at (508) 389-6364 or Amy.Hoenig@state.ma.us. We appreciate the opportunity to comment on this project. Sincerely, Everose Schlüter, Ph.D. Assistant Director cc: Nina Coleman, Town of Barnstable Leslie Fields, Woods Hole Group Rebecca Haney, CZM Barnstable Board of Selectmen Barnstable Planning Department Barnstable Conservation Commission DEP Southeast Regional Office, MEPA To Whom It May Concern, I am writing in support of this redesign of the Sandy Neck facilities. I am writing as a long-time resident of Barnstable and as a Town Councilor for Barnstable Village, which includes Barnstable Harbor. This design will allow the town residents to continue to have access to the beaches and the biodiverse habitats of Sandy Neck for years to come. I have been to all of the community meetings throughout this process and I have been impressed with the ability of the consultants to listen and respond to community concerns. This has been a long, well developed process and every effort has been made to protect the critical habitat that is there. Without these changes our parking lot facilities may be compromised by the next winter storm. Thank you for your consideration, Gordon Starr Town Councilor Precinct1 West Barnstable, MA 02668 774 368 0923 Section J Abutters List & Abutter Notification Abutters List For Conservation Commission: Notice of Intent Job Description: Proposed Reconfiguration of beach parking facilities with dune enhancement. LOCUS: 425 Sandy Neck Road Barnstable, MA Parcel ID: 263001 APPLICANT: Town of Barnstable 367 Main Street Barnstable, MA 02601 ABUTTERS WITHIN 100FT OF PROJECT FOOTPRINT: Timothy P Kandianis, TR 24 Leonard Road West Barnstable, MA 02668 Lukas, Edmund, & Frances Reynolds 304 E 65th St, APT 27A New York, NY 10065 VISUAL ABUTTERS TO BE NOTIFIED SEPARATELY BY APPLICANT: 56 Leonard Road Nominee Trust 56 Lakeland Avenue South Yarmouth, MA 02664 Stephen T & Nancy Marshall 34 Leonard Road East Sandwich, MA 02537 Joel Rubenstein 34 Bonad Road Newton, MA 02465 Kathleen M Eckert 2001 Pasco Del Mar Palos Verdes Est, CA 90274-2658 Nina S & Lawrence J Barbieri 96 Blanchette Drive Marlborough, MA 01752 Thomas E & Margaret M O/Neill P.O> Box 447 West Barnstable, MA 02668 Nancy F & Joseph B Gill 42 Burning Tree Lane West Barnstable, MA 02668 Carolee Proscia 55 Astor Drive Mohopac, NY 10541 Justin J & Lynn M Manning 74 Holway Drive West Barnstable, MA 02668 Mary G Jacobanis Trust 80 Holway Drive West Barnstable, MA 02668 David J & Lisa Hickey 76 Stony Brook Road Darien, CT 06820 D Scott Thatcher 220 Commonwealth Ave, APT 3 Boston, MA 02116 Paul A Salois 2005 Revocable Trust 32 Leonard Road East Sandwich, MA 02537-1203 Richard A & Beverly W Hoffstein P.O. Box 814 West Barnstable, MA 02668-0814 NOTICE OF INTENT ABUTTER NOTIFICATION LETTER DATE: Upcoming Barnstable Conservation Commission Public HearingRE: To Whom It May Concern, As an abutter within 100 feet of a proposed project, please be advised that a NOTICE OF INTENT application has been filed with the Barnstable Conservation Commission. APPLICANT: PROJECT ADDRESS OR LOCATION: ASSESSOR’S MAP & PARCEL: MAP PARCEL PROJECT DESCRIPTION: ________________________________________________________ APPLICANT’S AGENT: PUBLIC HEARING: WILL BE HELD REMOTELY VIA ZOOM See agenda posting on Town Clerks website available at least 48 hours in advance of the meeting for details. DATE: TIME: P.M. NOTE: Plans and applications describing the proposed activity are on file with the Conservation Commission at https://itlaserfiche.town.barnstable.ma.us/WebLink/Browse.aspx?id=825530&dbid=0&repo=TownOfBarns table, by email to Kimberly.Cavanaugh@town.barnstable.ma.us or by calling (508-862-4093) Town of Barnstable 425 Sandy Neck Road Barnstable, MA 02668 263001 Proposed retreat of beach parking facilities with Leslie Fields, Woods Hole Group, Inc. 107 Waterhouse Road Bourne, MA 02532 / 508-495-6225 dune enhancement. April 2, 2024 April 16, 2024 3:00 Section K Project Maps & Plans Service Layer Credits: Copyright:© 2013National Geographic Society, i-cubed 107 Waterhouse RoadBourne, MA 02532 Town of Barnstable425 Sandy Neck RoadBarnstable, MAUSGS Sandwich QuadrangleMap Scale 1:24,000 L o c u sLocus ¯0 0.5 1Miles 20,160.00 Conservation Notice of Intent (NOI) Abutter Map for Subject Parcel This map is for illustration purposes only. It is not adequate for legal boundary determination or regulatory interpretation. This map does not represent an on-the-ground survey. It may be generalized, may not reflect current conditions, and may contain cartographic errors or omissions. Legend Property owners within 100 feet of the perimeter of the subject parcel upon which work is proposed. Parcel lines shown on this map are only graphic representations of Assessor’s tax parcels. They are not true property boundaries and do not represent accurate relationships to physical objects on the map such as building locations. 840 Town of Barnstable GIS Unit 1,680 1/30/2024 gis@town.barnstable.ma.us Printed on: 0 ft.1,680 Subject Parcel Abutters 100 ft. Buffer ft. 1 inch = approx. Town Boundary Railroad Tracks Water Bodies Plotted On:Mar 28, 2024-8:38am By: TJGraceLast Saved: 3/27/2024Tighe & Bond: J:\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Drawings_Figures\AutoCAD\Sheet\B0633-008-C-90% Site Plans.dwgPREPARED BY: COMPLETE SET 43 SHEETS LOCATION MAP SCALE: 1" = 1500' PREPARED FOR: TOWN OF BARNSTABLE 367 MAIN STREET HYANNIS, MA 02601 PROJECT LOCATION: SANDY NECK BEACH PARK 425 SANDY NECK ROAD W. BARNSTABLE, MA 02668 NINA COLEMAN - DIRECTOR OF NATURAL RESOURCES 90% DESIGN MARCH 2024 TOWN OF BARNSTABLE SANDY NECK BEACH FACILITY RECONFIGURATION N 53 Southampton Road Westfield, MA 01085 (413) 562-1600 LIST OF DRAWINGS SHEET NO.DRAWING NO.DRAWING TITLE GENERAL 1 G-001 COVER SHEET 2 G-002 GENERAL NOTES, LEGEND AND ABBREVIATIONS CIVIL 3 C-100 OVERALL SITE PLAN 4 C-101 EXISTING CONDITIONS PLAN - 1 5 C-102 EXISTING CONDITIONS PLAN - 2 6 C-103 EXISTING CONDITIONS PLAN - 3 7 C-104 EXISTING CONDITIONS PLAN - 4 8 C-105 GATEHOUSE EXISTING CONDITIONS PLAN 9 C-201 EROSION CONTROL AND DEMOLITION PLAN - 1 10 C-202 EROSION CONTROL AND DEMOLITION PLAN - 2 11 C-203 EROSION CONTROL AND DEMOLITION PLAN - 3 12 C-204 EROSION CONTROL AND DEMOLITION PLAN - 4 13 C-205 GATEHOUSE EROSION CONTROL AND DEMOLITION PLAN 14 C-301 SITE LAYOUT AND MATERIALS PLAN - 1 15 C-302 SITE LAYOUT AND MATERIALS PLAN - 2 16 C-303 SITE LAYOUT AND MATERIALS PLAN - 3 17 C-304 SITE LAYOUT AND MATERIALS PLAN - 4 18 C-305 GATEHOUSE SITE LAYOUT AND MATERIALS PLAN 19 C-401 SITE GRADING AND DRAINAGE PLAN - 1 20 C-402 SITE GRADING AND DRAINAGE PLAN - 2 21 C-403 SITE GRADING AND DRAINAGE PLAN - 3 22 C-404 GATEHOUSE SITE GRADING AND DRAINAGE PLAN 23 C-405 GATEHOUSE SITE UTILITIES PLAN 24 C-501 SITE LANDSCAPING PLAN - 1 25 C-502 SITE LANDSCAPING PLAN - 2 26 C-503 SITE LANDSCAPING PLAN - 3 27 C-504 SITE LANDSCAPING NOTES AND DETAILS 28 C-601 SITE DETAILS - 1 29 C-602 SITE DETAILS - 2 30 C-603 SITE DETAILS - 3 31 C-604 SITE DETAILS - 4 32 C-605 SITE DETAILS - 5 33 C-606 SITE DETAILS - 6 (SITE SECTIONS) 34 C-607 SITE DETAILS - 7 (SITE SECTIONS-2) 35 S-100 WALKWAY AND PLATFORM PLAN AND NOTES 36 S-401 WALKWAY AND PLATFORM PLAN AND SECTIONS 37 S-501 WALKWAY AND PLATFORM DETAILS 38 E-001 ELECTRICAL LEGEND 39 E-002 ELECTRICAL GENERAL NOTES 40 ED-100 ELECTRICAL GATEHOUSE DEMOLITION SITE PLAN 41 E-100 ELECTRICAL GATEHOUSE SITE PLAN 42 E-501 ELECTRICAL DETAILS 43 E-601 ELECTRICAL ONE-LINE DIAGRAMS AND SCHEDULES PERMIT SET NOT FOR CONSTRUCTION SITE LOCATION DESIGNED/CHECKED BY: DRAWN BY: FILE: APPROVED BY: Barnstable, MA Sandy Neck Beach Facility Reconfiguration Town of Barnstable DATE: PROJECT NO:Plotted On:Mar 28, 2024-8:38am By: TJGraceLast Saved:3/27/2024Tighe & Bond:J:\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Drawings_Figures\AutoCAD\Sheet\B0633-008-C-90% Site Plans.dwgMARK DATE DESCRIPTION B0633-008-C-90% Site Plans.dwg B0633-008 SCALE: G-002 GENERAL NOTES, LEGEND, AND ABBREVIATIONS TJG/SO TJG/DJB JPV NO SCALE 7/27/23 EXISTING PROPOSEDDESCRIPTION ABBREVIATIONS ABDN('D)ABANDON(ED) AC ASBESTOS CEMENT PIPE BC BITUMINOUS CURB BFP BACK FLOW PREVENTOR BIT BITUMINOUS BL BASELINE BLDG BUILDING BND BOUND BOC BOTTOM OF CURB BOT BOTTOM BS BOTTOM OF STEP BW BOTTOM OF WALL CATV CABLE TELEVISION CB CATCH BASIN CEM CEMENT CI CAST IRON PIPE CL CENTERLINE CLF CHAIN LINK FENCE CO CLEAN OUT CONC CONCRETE CPP CORRUGATED POLYETHYLENE PIPE CY CUBIC YARD DH DRILL HOLE DI DUCTILE IRON PIPE DIA DIAMETER DMH DRAIN MANHOLE E EAST EF EACH FACE EG EXISTING GRADE EL/ELEV ELEVATION ELEC ELECTRIC EMH ELECTRIC MANHOLE EOP EDGE OF PAVEMENT EW EACH WAY EXIST EXISTING FES FLARED END SECTION FF FINISH FLOOR FM FORCE MAIN G GAS GG GAS GATE GRAN GRANITE HC HANDICAP HDPE HIGH DENSITY POLYETHYLENE HMA HOT MIX ASPHALT HYD HYDRANT IN INCHES INV INVERT IP IRON PIN L LENGTH OF CURB LP LIGHT POLE LT LEFT MAX MAXIMUM MH MANHOLE MIN MINIMUM MISC MISCELLANEOUS MON MONUMENT MJ MECHANICAL JOINT INTERMEDIATE CONTOURS INDEX CONTOURS SPOT GRADE MAGNITUDE & DIRECTION OF SLOPE STORM DRAIN SANITARY SEWER FORCE MAIN GRAVITY SANITARY SEWER WATER SERVICE UNDERGROUND ELECTRIC TELEPHONE SERVICE COMMUNICATION SERVICE OVERHEAD UTILITY CURB EDGE OF PAVEMENT FENCE - WOOD POST GUARDRAIL STORM DRAIN STRUCTURES SANITARY SEWER MANHOLE WATER SERVICE STRUCTURES ELECTRIC SERVICE STRUCTURES EXISTING DUNE VEGETATION PROPOSED LIMITS OF WORK PARKING SPACES TOAD EXCLUSION AREAS DUNE PLANTINGS PRIMARY DUNE RESTORATION AREAS BACK DUNE RESTORATION AREA 0.0% MANHOLE CATCH BASIN D LEGEND RESOURCE AREAS WETLAND LIMIT 100-FOOT BUFFER ZONE 50-FOOT BUFFER ZONE (ACEC) AREAS OF CRITICAL ENVIRONMENTAL CONCERN BARRIER BEACH COASTAL BEACH & COASTAL DUNE LAND SUBJECT TO COASTAL STORM FLOWAGE ABBREVIATIONS CONT'D N NORTH NITC NOT IN THIS CONTRACT NTS NOT TO SCALE N/A NOT APPLICABLE N/F NOW OR FORMERLY OC ON CENTER OCS OUTLET CONTROL STRUCTURE OH OVERHEAD PB PLANT BED PC POINT OF CURVATURE PCC POINT OF COMPOUND CURVATURE PCPP PERFORATED CORRUGATED POLYETHYLENE PIPE PERF PERFORATED PI POINT OF INTERSECTION PRC POINT OF REVERSE CURVATURE PSF POUNDS PER SQUARE FOOT PSI POUNDS PER SQUARE INCH P.T. PRESSURE TREATED PVC POLYVINYLCHLORIDE PVMT PAVEMENT R RADIUS RCP REINFORCED CONCRETE PIPE RD ROOF DRAIN REV REVISION ROW RIGHT OF WAY RT RIGHT R&D REMOVE AND DISPOSE R&R REMOVE AND RESET R&S REMOVE AND STACK S SOUTH SAN SANITARY SCH SCHEDULE SF SQUARE FOOT SMH SEWER MANHOLE SS STAINLESS STEEL STA STATION STL STEEL STRM STORM T TANGENT LENGTH TC TOP OF CURB TEL TEL-DATA TP TEST PIT TS TOP OF STEP TW TOP OF WALL TYP TYPICAL UP UTILITY POLE W WATER WG WATER GATE WV WATER VALVE XFMR TRANSFORMER DEMOLITION / GEOTECHNICAL EROSION & SEDIMENT CONTROL UTILITY TO BE ABANDONED UTILITY TO BE DEMOLISHED ITEM TO BE DEMOLISHED CLEARING & CRUBBING TEST PIT LEGEND LEGEND 25 EROSION CONTROL AND RESOURCE AREA PROTECTION NOTES 1.PROVIDE ALL EROSION CONTROL MEASURES SHOWN, SPECIFIED, REQUIRED BY PERMIT, AND/OR REQUIRED BY THE ENGINEER PRIOR TO ANY CONSTRUCTION OR IMMEDIATELY UPON REQUEST. MAINTAIN SUCH CONTROL MEASURES UNTIL FINAL SURFACE TREATMENTS ARE IN PLACE AND/OR UNTIL PERMANENT VEGETATION IS ESTABLISHED. INSPECT AFTER EACH RAINSTORM AND DURING MAJOR STORM EVENTS TO CONFIRM THAT ALL SEDIMENTATION AND EROSION CONTROL MEASURES REQUIRED ARE IN PLACE AND EFFECTIVE. 2.INSTALL SILT SACKS OR OTHER APPROVED SEDIMENTATION BARRIERS IN/AT ALL CATCH BASINS IN THE PROJECT AREA. 3.COMPACT, STABILIZE, AND LOAM AND SEED SIDE SLOPES, SHOULDER AREAS AND DISTURBED VEGETATED AREAS IN ACCORDANCE WITH THE CONTRACT DOCUMENTS AND AS REQUIRED BY PERMITS. GRADE SIDE SLOPES, SHOULDER AREAS AND DISTURBED VEGETATED AREAS TO A MAXIMUM SLOPE OF 3 HORIZONTAL TO 1 VERTICAL (3H:1V), WHERE POSSIBLE. PROVIDE BIODEGRADABLE EROSION CONTROL BLANKETS TO PREVENT EROSION WHERE SLOPES ARE STEEPER THAN 3H:1V. 4.SETTLE OR FILTER ALL SILT-LADEN WATER FROM DEWATERING ACTIVITIES IN A SEDIMENTATION OR FILTER BAG TO REMOVE SEDIMENTS PRIOR TO RELEASE USING A SEDIMENTATION OR FILTER BAG LOCATED DOWN-GRADIENT OF THE DEWATERED AREA. 5.REMOVE AND PROPERLY DISPOSE OF SILT TRAPPED AT BARRIERS IN UPLAND AREAS OUTSIDE BUFFER ZONES. REMOVE MATERIALS DEPOSITED IN ANY TEMPORARY SETTLING BASINS AT THE COMPLETION OF THE PROJECT. RESTORE ALL DISTURBED AREAS TO THEIR PRECONSTRUCTION CONDITION. 6.SWEEP, COLLECT, REMOVE AND DISPOSE OF ANY SEDIMENT TRACKED ONTO PUBLIC RIGHT-OF-WAYS AT THE END OF EACH DAY. 7.LOAM AND SEED ALL DISTURBED VEGETATED AREAS TO ESTABLISH COVER AND STABILIZATION AS SOON AS POSSIBLE FOLLOWING DISTURBANCE. 8.MAINTAIN AN ADDITIONAL SUPPLY OF EROSION CONTROL MEASURES ON-SITE FOR EMERGENCY REPAIRS. 9.STORE FUEL, OIL, PAINT, OR OTHER HAZARDOUS MATERIALS IN A SECONDARY CONTAINER AND REMOVE TO A SECURE LOCKED AND COVERED AREA DURING NON-WORK HOURS. 10.PROVIDE A SUPPLY OF ABSORBENT SPILL RESPONSE MATERIALS SUCH AS BOOMS, BLANKETS, AND OIL ABSORBENT MATERIALS AT THE CONSTRUCTION SITE AT ALL TIMES TO CLEAN UP POTENTIAL SPILLS OF HAZARDOUS MATERIALS. IMMEDIATELY REPORT SPILLS OF HAZARDOUS MATERIALS TO THE STATE ENVIRONMENTAL AGENCY AND THE MUNICIPALITY WHERE THE WORK IS OCCURRING. GENERAL NOTES 1.NOTIFY DIGSAFE AT 1-888-344-7233 AND OTHER UTILITY OWNERS IN THE AREA NOT ON THE DIGSAFE LIST AT LEAST 72 HOURS PRIOR TO ANY DIGGING, TRENCHING, ROCK REMOVAL, DEMOLITION, BORING, BACKFILLING, GRADING, LANDSCAPING, OR ANY OTHER EARTH MOVING OPERATIONS. 2.LOCATIONS OF EXISTING UTILITIES ARE APPROXIMATE. IN ADDITION, SOME UTILITIES MAY NOT BE SHOWN. DETERMINE THE EXACT LOCATION OF UTILITIES BY TEST PIT OR OTHER METHODS, AS NECESSARY TO PREVENT DAMAGE TO UTILITIES AND/OR INTERRUPTIONS IN UTILITY SERVICE. PERFORM TEST PIT EXCAVATIONS AND OTHER INVESTIGATIONS TO LOCATE UTILITIES, AND PROVIDE THIS INFORMATION TO THE ENGINEER, PRIOR TO CONSTRUCTING THE PROPOSED IMPROVEMENTS. LOCATE ALL EXISTING UTILITIES TO BE CROSSED BY HAND EXCAVATION. 3.NOT ALL OF THE UTILITY SERVICES TO BUILDINGS ARE SHOWN. THE CONTRACTOR SHALL ANTICIPATE THAT EACH PROPERTY HAS SERVICE CONNECTIONS FOR THE VARIOUS UTILITIES. 4.BOLD TEXT AND LINES INDICATE PROPOSED WORK. LIGHT TEXT AND LINES INDICATE APPROXIMATE EXISTING CONDITIONS. 5.TIGHE & BOND ASSUMES NO RESPONSIBILITY FOR ANY ISSUES, LEGAL OR OTHERWISE, RESULTING FROM CHANGES MADE TO THESE DRAWINGS WITHOUT WRITTEN AUTHORIZATION FROM TIGHE & BOND. 6.EXCAVATE ADDITIONAL TEST PITS TO LOCATE EXISTING UTILITIES AS DIRECTED OR APPROVED BY THE ENGINEER. 7.NOTIFY THE ENGINEER OF ANY UTILITIES IDENTIFIED DURING CONSTRUCTION THAT ARE NOT SHOWN ON THE DRAWINGS OR THAT DIFFER IN SIZE OR MATERIAL. 8.THE CONTRACTOR IS RESPONSIBLE FOR SITE SAFETY; COORDINATION WITH THE OWNER, ALL SUBCONTRACTORS, AND WITH OTHER CONTRACTORS WORKING WITHIN THE LIMITS OF WORK, THE MEANS AND METHODS OF CONSTRUCTING THE PROPOSED WORK. 9.OBTAIN, PAY FOR AND COMPLY WITH PERMITS, NOTICES AND FEES NECESSARY TO COMPLETE THE WORK. ARRANGE AND PAY FOR NECESSARY INSPECTIONS AND APPROVALS FROM THE JURISDICTIONAL AUTHORITIES. 10.SHORE UTILITY TRENCHES WHERE FIELD CONDITIONS DICTATE AND/OR WHERE REQUIRED BY LOCAL, STATE AND FEDERAL HEALTH AND SAFETY CODES. 11.FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO CONSTRUCTION. IF FIELD CONDITIONS ARE OBSERVED THAT VARY SIGNIFICANTLY FROM THOSE SHOWN ON THE DRAWINGS, IMMEDIATELY NOTIFY THE ENGINEER IN WRITING FOR RESOLUTION OF THE CONFLICTING INFORMATION. 12.PROTECT AND MAINTAIN ALL UTILITIES IN THE AREAS UNDER CONSTRUCTION DURING THE WORK. LEAVE ALL PIPES AND STRUCTURES WITHIN THE LIMITS OF THE CONTRACT IN A CLEAN AND OPERABLE CONDITION AT THE COMPLETION OF THE WORK. TAKE ALL NECESSARY PRECAUTIONS TO PREVENT SAND AND SILT FROM DISTURBED AREAS FROM ENTERING THE DRAINAGE SYSTEM. 13.NOTIFY THE ENGINEER IN WRITING OF ANY CONFLICT, ERROR, AMBIGUITY, OR DISCREPANCY WITH THE PLANS OR BETWEEN THE PLANS AND ANY APPLICABLE LAW, REGULATION, CODE, STANDARD SPECIFICATION, OR MANUFACTURER'S INSTRUCTIONS. 14.THE CONTRACTOR IS RESPONSIBLE FOR SUPPORT OF EXISTING UTILITIES AND REPAIR OR REPLACEMENT COSTS OF UTILITIES DAMAGED DURING CONSTRUCTION, WHETHER ABOVE OR BELOW GRADE. REPLACE DAMAGED UTILITIES IMMEDIATELY AT NO ADDITIONAL COST TO THE OWNER AND AT NO COST TO THE PROPERTY OWNER. 15.TAKE NECESSARY MEASURES AND PROVIDE CONTINUOUS BARRIERS OF SUFFICIENT TYPE, SIZE, AND STRENGTH TO PREVENT ACCESS TO ALL WORK AND STAGING AREAS AT THE COMPLETION OF EACH DAYS WORK. 16.NO OPEN TRENCHES WILL BE ALLOWED OVER NIGHT. THE USE OF ROAD PLATES TO PROTECT THE EXCAVATION WILL BE CONSIDERED UPON REQUEST, BUT BACKFILLING IS PREFERRED. 17.THE CONTRACTOR IS RESPONSIBLE FOR ALL NECESSARY TRAFFIC CONTROL/SAFETY DEVICES TO ENSURE SAFE VEHICULAR AND PEDESTRIAN ACCESS THROUGH THE WORK AREA, OR FOR SAFELY IMPLEMENTING DETOURS AROUND THE WORK AREA. PERFORM TRAFFIC CONTROL IN ACCORDANCE WITH THE CONTRACTOR'S APPROVED TRAFFIC CONTROL PLAN. 18.MAINTAIN EMERGENCY ACCESS TO ALL PROPERTIES WITHIN THE PROJECT AREA AT ALL TIMES DURING CONSTRUCTION. 19.WHEN WORKING IN THE ROAD, PROVIDE THE OWNER AND LOCAL FIRE/POLICE/SCHOOL AUTHORITIES A DETAILED PLAN OF APPROACH INDICATING METHODS OF PROPOSED TRAFFIC ROUTING ON A DAILY BASIS. PROVIDE COORDINATION TO ENSURE COMMUNICATION AND COORDINATION BETWEEN THE OWNER, CONTRACTOR AND LOCAL FIRE/POLICE/SCHOOL AUTHORITIES THROUGHOUT THE CONSTRUCTION PERIOD. 20.REMOVE AND DISPOSE OF ALL CONSTRUCTION-RELATED WASTE MATERIALS AND DEBRIS IN STRICT ACCORDANCE WITH ALL APPLICABLE LOCAL, STATE, AND FEDERAL LAWS. 21.THE TERM "DEMOLISH" USED ON THE DRAWINGS MEANS TO REMOVE AND DISPOSE OF IN ACCORDANCE WITH LOCAL, STATE, AND FEDERAL REQUIREMENTS. 22.THE TERM "ABANDON" USED ON THE DRAWINGS MEANS TO LEAVE IN PLACE AND TAKE APPROPRIATE MEASURES TO DECOMMISSION AS SPECIFIED OR NOTED ON THE DRAWINGS. 23.ALL PROPOSED WORK MAY BE ADJUSTED IN THE FIELD BY THE OWNER'S PROJECT REPRESENTATIVE TO MEET EXISTING CONDITIONS. BASE PLAN NOTES 1.THE EXISTING CONDITIONS INFORMATION SHOWN ON THE DRAWINGS IS BASED ON THE FOLLOWING: ·SURVEY DATA PROVIDED BY THE WOODS HOLE GROUP AND THE TOWN OF BARNSTABLE IN AUGUST 2022 AND APRIL 2023 ·THE RESOURCE AREA BOUNDARIES DEPICTED ON THE DRAWINGS WERE DELINEATED BY THE WOODS HOLE GROUP 2.UTILITY LOCATIONS SHOWN WERE PLOTTED FROM INFORMATION SUPPLIED BY RESPECTIVE UTILITY COMPANIES AND DATA OBTAINED FROM FIELD SURVEYS AND AS BUILT DRAWINGS. THE ACCURACY AND COMPLETENESS OF SUBSURFACE INFORMATION SHOWN ON THESE DRAWINGS IS NOT GUARANTEED. DETERMINE THE LOCATIONS AND ELEVATIONS OF ALL UTILITIES WHICH MAY AFFECT CONSTRUCTION OPERATIONS. 3.THE DRAWINGS ARE BASED ON THE FOLLOWING DATUMS: HORIZONTAL NAD83 ; VERTICAL NAVD88 4.THE EXISTING CONDITIONS SHOWN ARE APPROXIMATE. FIELD VERIFY EXISTING CONDITIONS. SURFACE RESTORATION NOTES 1.ALL PAVEMENT DAMAGED BY THE CONTRACTOR'S OPERATIONS SHALL BE REPLACED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. 2.PROVIDE SITE GRADING AT ACCESSIBLE SIDEWALK RAMPS, SIDEWALKS, AND BUILDING ENTRANCES THAT IS CONSISTENT WITH THE RELEVANT ACCESS REQUIREMENTS OF THE ARCHITECTURAL BARRIERS ACT (ABA), THE AMERICANS WITH DISABILITIES ACT (ADA), AND MA ARCHITECTURAL ACCESS BOARD REQUIREMENTS (AAB). SMALL CHANGES IN GRADE OVER RELATIVELY SHORT DISTANCES (E.G. AT PARKING SPACES, ACCESSIBLE ROUTES, AND RAMPS) MIGHT NOT BE CLEARLY DEPICTED WITHIN THE CONTOUR INTERVAL SHOWN. COMPLY WITH THE CRITERIA IN THESE STANDARDS. SELECT MAXIMUM SLOPE CRITERIA ARE REPRODUCED BELOW: - ACCESSIBLE PARKING STALL AND PASSENGER LOADING ZONE (ANY DIRECTION) SLOPE < 2.0% - LONGITUDINAL SLOPE ALONG ACCESSIBLE ROUTES < 5.0% - CROSS SLOPE ALONG ACCESSIBLE ROUTES < 2.0% 3.PROTECT PROJECT FEATURES (E.G., WALLS, FENCES, MAIL BOXES, SIGNS, SIDEWALKS, CURBING, STAIRS, WALKWAYS, TREES, ETC.) FROM DAMAGE DURING CONSTRUCTION, INCLUDING PROVIDING TEMPORARY SUPPORTS, WHEN APPROPRIATE. 4.IF REMOVAL OF PROJECT FEATURES IS REQUIRED IN ORDER TO PERFORM THE PROPOSED WORK, REMOVE THOSE SITE FEATURES ONLY UPON APPROVAL OF ENGINEER. REPLACE ALL REMOVED PROJECT FEATURES; NEW ITEMS SHALL BE EQUAL OR BETTER IN QUALITY AND CONDITION TO THE ITEMS REMOVED. 5.EXISTING SURVEY MONUMENTS DISTURBED BY THE CONTRACTOR SHALL BE REPLACED BY A LAND SURVEYOR LICENSED IN THE STATE IN WHICH THE WORK IS PERFORMED AT NO ADDITIONAL COST TO THE OWNER. 6.COORDINATE THE ADJUSTMENT OF EXISTING UTILITY STRUCTURES WITH EACH RESPONSIBLE UTILITY OWNER PRIOR TO RECONSTRUCTION AND/OR PAVING OPERATIONS. RAISE ALL STRUCTURES TO FINISHED GRADES PRIOR TO THE END OF THE CONSTRUCTION SEASON AND PRIOR TO FINISHED PAVING. 7.REPAIR DISTURBED PAVED SURFACES AT THE END OF EACH WORK WEEK, UNLESS OTHERWISE APPROVED/REQUIRED BY THE OWNER. 8.TRANSFER ALL TEMPORARY BENCHMARKS, AS NECESSARY. 9.ACCOMMODATE PEDESTRIAN TRAFFIC WHERE A SIDEWALK IS TO BE CLOSED FOR SAFETY. “SIDEWALK CLOSED HERE” SIGNS SHALL BE USED AT THE NEAREST SAFE INTERSECTION. SEE TRAFFIC CONTROL DETAILS FOR SIGN INFORMATION. 10.REGRADE ALL UNPAVED AREAS DISTURBED BY THE WORK AS REQUIRED. REPAIR/REPLACE PAVED SURFACES DISTURBED BY THE WORK IN-KIND, UNLESS OTHERWISE NOTED. RESTORE SURFACES TO EXISTING OR PROPOSED CONDITIONS AS INDICATED ON THE DRAWINGS. 11.PROVIDE A SMOOTH, FLUSH TRANSITION BETWEEN ALL NEW AND EXISTING PAVEMENTS AND WALKING SURFACES. 23.20 OE OE TABLE OF TIDAL DATUMS HAT / HTL = 6.5' MHW = 4.2' NAVD88 = 0.0 MLW = -5.4' W W E E T T T-C T-C SS SS VALVE 18 UPOLE LGHTSx xxDESIGNED/CHECKED BY: DRAWN BY: FILE: APPROVED BY: Barnstable, MA Sandy Neck Beach Facility Reconfiguration Town of Barnstable DATE: PROJECT NO:Plotted On:Mar 28, 2024-8:39am By: TJGraceLast Saved:3/27/2024Tighe & Bond:J:\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Drawings_Figures\AutoCAD\Sheet\B0633-008-C-90% Site Plans.dwgMARK DATE DESCRIPTION B0633-008-C-90% Site Plans.dwg B0633-008 SCALE: C-100 OVERALL SITE PLAN TJG/SO TJG/DJB JPV 1" = 80' 00 80'160' SCALE: 1" = 80' N 100-FOOT BUFFER ZONE WETLAND 50-FOOT BUFFER ZONE WETLAND WETLAND WETLAND WETLAND WETLAND WETLAND WETLA N D WETLAND WETLAND WETLAND EXISTING ORV TRAIL SANDY NECK BEACH ROAD SANDY NECK BEACH SEE SHEET C-101 FOR EXISTING CONDITIONS PLAN - 1 SEE SHEET C-201 FOR EROSION CONTROL AND DEMOLITION PLAN - 1 SEE SHEET C-301 FOR SITE LAYOUT AND MATERIALS PLAN - 1 SEE SHEET C-401 FOR SITE GRADING AND DRAINAGE PLAN - 1 SEE SHEET C-501 FOR SITE LANDSCAPING PLAN - 1 SEE SHEET C-105 FOR GATEHOUSE EXISTING CONDITIONS PLAN SEE SHEET C-205 FOR GATEHOUSE EROSION CONTROL AND DEMOLITION PLAN SEE SHEET C-305 FOR GATEHOUSE SITE LAYOUT AND MATERIALS PLAN SEE SHEET C-404 FOR GATEHOUSE SITE GRADING AND DRAINAGE PLAN SEE SHEET C-405 FOR GATEHOUSE UTILITIES SITE PLAN SEE SHEET C-102 FOR EXISTING CONDITIONS PLAN - 2 SEE SHEET C-202 FOR EROSION CONTROL AND DEMOLITION PLAN - 2 SEE SHEET C-302 FOR SITE LAYOUT AND MATERIALS PLAN - 2 SEE SHEET C-402 FOR SITE GRADING AND DRAINAGE PLAN - 2 SEE SHEET C-502 FOR SITE LANDSCAPING PLAN - 2 SEE SHEET C-103 FOR EXISTING CONDITIONS PLAN - 3 SEE SHEET C-203 FOR EROSION CONTROL AND DEMOLITION PLAN - 3 SEE SHEET C-303 FOR SITE LAYOUT AND MATERIALS PLAN - 3 SEE SHEET C-403 FOR SITE GRADING AND DRAINAGE PLAN - 3 SEE SHEET C-503 FOR SITE LANDSCAPING PLAN - 3 SEE SHEET C-104 FOR EXISTING CONDITIONS PLAN - 4 SEE SHEET C-204 FOR EROSION CONTROL AND DEMOLITION PLAN - 4 SEE SHEET C-304 FOR SITE LAYOUT AND MATERIALS PLAN - 4 7/27/23 TOP CONC-CURB 19.34 1076 R=21.22 R=18.90 R=16.82 inv 6in ads INV.=20.80 inv 6in ads INV.=20.89 M M DESIGNED/CHECKED BY: DRAWN BY: FILE: APPROVED BY: Barnstable, MA Sandy Neck Beach Facility Reconfiguration Town of Barnstable DATE: PROJECT NO:Plotted On:Mar 28, 2024-8:39am By: TJGraceLast Saved:3/27/2024Tighe & Bond:J:\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Drawings_Figures\AutoCAD\Sheet\B0633-008-C-90% Site Plans.dwgMARK DATE DESCRIPTION B0633-008-C-90% Site Plans.dwg B0633-008 SCALE: C-101 EXISTING CONDITIONS PLAN - 1 TJG/SO TJG/DJB JPV 1" = 20' 00 20'40' SCALE: 1" = 20' N MATCH LINESEE SHEET C-102MATCH LINESEE SHEET C-102MATCH LINE SEE SHEET C-103 100-FOOT BUFFER ZONE ISOLATED WETLAND 50-FOOT BUFFER ZONE EXISTING BEACH ACCESS EXISTING PERGOLA EXISTING OBSERVATION DECK EXIST CONCESSION / RESTROOMBLDGEXISTING OBSERVATION DECK APPROX. LOCATION OF EXISTING LEACHING FIELD SHEET NOTES 1.THE ENTIRE AREA SHOWN ON THE PLAN IS WITHIN THE FOLLOWING JURISDICTIONAL BOUNDARIES: - BARRIER BEACH - LAND SUBJECT TO COASTAL STORM FLOWAGE - ESTIMATED HABITATS OF RARE WILDLIFE LIMITS OF COASTAL BEACH LIMITS OF COASTAL DUNE 7/27/23 APPROX. LOCATION OF WELL STRUCTURE (BELOW OBSERVATION DECK) APPROX. LOCATION OF ELECTRIC METER APPROX. LOCATION OF TELEPHONE & COMMUNICATION HANDHOLE APPROX. LOCATION OF UNDERGROUND ELECTRIC, TELEPHONE, COMMUNICATION & TV SERVICE EXISTING SEPTIC COMPONENTS ZONE VE(15) ZONE AE(13) ZONE VE(15) ZONE AE(13) ACEC EXISTING WOOD DECKING EXISTING REFUSE ENCLOSURE EXISTING WOODEN SPLIT RAIL FENCE (TYP) EXISTING WOODEN PICKET FENCE EXISTING SAND PLAY AREA EXISTING SEPTIC VENT PIPES EXISTING BODFISH ROCK EXISTING BEACH ACCESS EXISTING STORMWATER SWALE EXISTING SHOWER PEDESTAL EXISTING INFILTRATION BASIN ACEC EXISTING DUNE VEGETATION (TYP) DESIGNED/CHECKED BY: DRAWN BY: FILE: APPROVED BY: Barnstable, MA Sandy Neck Beach Facility Reconfiguration Town of Barnstable DATE: PROJECT NO:Plotted On:Mar 28, 2024-8:39am By: TJGraceLast Saved:3/27/2024Tighe & Bond:J:\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Drawings_Figures\AutoCAD\Sheet\B0633-008-C-90% Site Plans.dwgMARK DATE DESCRIPTION B0633-008-C-90% Site Plans.dwg B0633-008 SCALE: C-102 EXISTING CONDITIONS PLAN - 2 TJG/SO TJG/DJB JPV 1" = 20' 00 20'40' SCALE: 1" = 20' N SEE SHEET C-101MATCH LINESEE SHEET C-101MATCH LINEMATCH LINE SEE SHEET C-103 MATCH LINE SEE SHEET C-103 EXISTING ORV TRAILEXISTING ASPHALT PARKING LOT SHEET NOTES 1.THE ENTIRE AREA SHOWN ON THE PLAN IS WITHIN THE FOLLOWING JURISDICTIONAL BOUNDARIES: - AREAS OF CRITICAL ENVIRONMENTAL CONCERN (ACEC) - BARRIER BEACH - LAND SUBJECT TO COASTAL STORM FLOWAGE - ESTIMATED HABITATS OF RARE WILDLIFE LIMITS OF COASTAL BEACH LIMITS OF COASTAL DUNE ZONE VE(15) 7/27/23 EXISTING CAPE COD BERM (TYP) EXISTING BEACH ACCESS EXISTING DUNE VEGETATION (TYP) DESIGNED/CHECKED BY: DRAWN BY: FILE: APPROVED BY: Barnstable, MA Sandy Neck Beach Facility Reconfiguration Town of Barnstable DATE: PROJECT NO:Plotted On:Mar 28, 2024-8:39am By: TJGraceLast Saved:3/27/2024Tighe & Bond:J:\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Drawings_Figures\AutoCAD\Sheet\B0633-008-C-90% Site Plans.dwgMARK DATE DESCRIPTION B0633-008-C-90% Site Plans.dwg B0633-008 SCALE: C-103 EXISTING CONDITIONS PLAN - 3 TJG/SO TJG/DJB JPV 1" = 20' 00 20'40' SCALE: 1" = 20' NSEE SHEET C-102 MATCH LINE SEE SHEET C-102 MATCH LINE SEE SHEET C-101MATCH LINE100-FOOT BUFFER ZONE ISOLATED WETLAND ISOLATED WETLAND 50-FOOT BUFFER ZONE 50-FOOT BUFFER ZONE 100-FOOT BUFFER ZONEEXISTING SAND ORV TRAILZONE AE(13) 7/27/23 APPROX. EDGE OF EXISTING ORV TRAIL ZONE VE(15) SHEET NOTES 1.THE ENTIRE AREA SHOWN ON THE PLAN IS WITHIN THE FOLLOWING JURISDICTIONAL BOUNDARIES: - AREAS OF CRITICAL ENVIRONMENTAL CONCERN (ACEC) - BARRIER BEACH - LAND SUBJECT TO COASTAL STORM FLOWAGE - ESTIMATED HABITATS OF RARE WILDLIFE EXISTING DUNE VEGETATION (TYP) UPOLE R=7.93 R=8.09 R=8.20 UPOLE LGHTS UPOLE xxxxxxx x xxxxxxxxxxDESIGNED/CHECKED BY: DRAWN BY: FILE: APPROVED BY: Barnstable, MA Sandy Neck Beach Facility Reconfiguration Town of Barnstable DATE: PROJECT NO:Plotted On:Mar 28, 2024-8:39am By: TJGraceLast Saved:3/27/2024Tighe & Bond:J:\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Drawings_Figures\AutoCAD\Sheet\B0633-008-C-90% Site Plans.dwgMARK DATE DESCRIPTION B0633-008-C-90% Site Plans.dwg B0633-008 SCALE: C-104 EXISTING CONDITIONS PLAN - 4 TJG/SO TJG/DJB JPV 1" = 20'00 20'40' SCALE: 1" = 20' N 100-FOOT BUFFER ZONE 50-FOOT BUFFER ZONE ISOLATED WETLAND 100-FOOT BUFFER ZONE 50-FOOT BUFFER ZONE SANDY NECK BEACH ROADEXISTI N G S A N D O R V T R A I L EDGE OF EXISTING PAVEMENT DUMPSTERS COMPRESSOR SHACK ACEC SHEET NOTES 1.THE ENTIRE AREA SHOWN ON THE PLAN IS WITHIN THE FOLLOWING JURISDICTIONAL BOUNDARIES: - BARRIER BEACH - COASTAL DUNE - LAND SUBJECT TO COASTAL STORM FLOWAGE - ESTIMATED HABITATS OF RARE WILDLIFE 7/27/23 EDGE OF EXISTING GRAVEL (TYP) LIMIT OF EIXSTING GRAVEL ISOLATED WETLAND ISOLATED WETLAND ISOLATED WETLAND ISOLATED WETLAND EDGE OF EXISTING GRAVEL (TYP) WOOD LOGS OHWOHWOHW OHW OHW OHWOHWOHWOHW OHW OHW OHW OHW OHWOHWOHWOHW OHW OHW OHWOHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW EEEEEEE E EEEEEEEEEEEETTTTTTTW W W W W W W W WWDESIGNED/CHECKED BY: DRAWN BY: FILE: APPROVED BY: Barnstable, MA Sandy Neck Beach Facility Reconfiguration Town of Barnstable DATE: PROJECT NO:Plotted On:Mar 28, 2024-8:43am By: TJGraceLast Saved:3/27/2024Tighe & Bond:J:\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Drawings_Figures\AutoCAD\Sheet\B0633-008-C-90% Gatehouse Site Plans.dwgMARK DATE DESCRIPTION B0633-008-C-90% Gatehouse Site Plans.dwg B0633-008 SCALE: C-105 GATEHOUSE EXISTING CONDITIONS PLAN JPV 1" = 20' 00 20'40' SCALE: 1" = 20' N TJG/SO TJG/DJB EXIST GA T E H O U S E BUILDING 50-FOOT WETLAND BUFFER 100-FOOT WETLAND BUFFER 50-FOOT WETLAND BUFFER 100-FOOT WETLAND BUFFER ISOLATED WETLAND ISOLATED WETLAND SAN DY NE C K BE A C H R O A D EXISTING MAINTENAN C E GARAGE GRAVEL PARKING AREA ACEC LIMITS OF SALT MARSH SHEET NOTES 1.THE ENTIRE AREA SHOWN ON THE PLAN IS WITHIN THE FOLLOWING JURISDICTIONAL BOUNDARIES: - LAND SUBJECT TO STORM FLOWAGE - BARRIER BEACH - ESTIMATED HABITATS OF RARE WILDLIFE LIMITS OF BARRIER BEACH 7/27/23 EXISTING ASPHALT SIDEWALK EDGE OF GRAVEL EXISTING WOOD SPLIT RAIL FENCE EXISTING WOOD PICKET FENCE EXISTING STORAGE AREA EXISTING WOOD SPLIT RAIL FENCE EDGE OF EXISTING GRAVEL PARKING AREA ACEC TOP CONC-CURB 19.34 1076 R=21.22 R=18.90 R=16.82 inv 6in ads INV.=20.80 inv 6in ads INV.=20.89 M M DESIGNED/CHECKED BY: DRAWN BY: FILE: APPROVED BY: Barnstable, MA Sandy Neck Beach Facility Reconfiguration Town of Barnstable DATE: PROJECT NO:Plotted On:Mar 28, 2024-8:39am By: TJGraceLast Saved:3/27/2024Tighe & Bond:J:\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Drawings_Figures\AutoCAD\Sheet\B0633-008-C-90% Site Plans.dwgMARK DATE DESCRIPTION B0633-008-C-90% Site Plans.dwg B0633-008 SCALE: C-201 EROSION CONTROL AND DEMOLITION PLAN - 1 TJG/SO TJG/DJB JPV 1" = 20' 00 20'40' SCALE: 1" = 20' N MATCH LINESEE SHEET C-202MATCH LINESEE SHEET C-202MATCH LINE SEE SHEET C-203 100-FOOT BUFFER ZONE ISOLATED WETLAND 50-FOOT BUFFER ZONE PRESERVE AND MAINTAIN EXISTING BEACH ACCESS DO NOT DISTURB EXISTING SEPTIC SYSTEM, EQUIPMENT, OR STRUCTURES DURING CONSTRUCTION. PROTECT AREA AS REQUIRED. SAW CUT EXISTING PAVEMENTS DEMOLISH EXISTING OBSERVATION DECK DEMOLISH EXISTING DRAINAGE STRUCTURE DEMOLISH EXISTING DRAINAGE STRUCTURES DO NOT DISTURB EXISTING DRAINAGE STRUCTURES IN SANDY NECK ROAD (TYP) DO NOT DISTURB EXISTING PERGOLA DURING CONSTRUCTION DEMOLISH EXISTING ASPHALT PAVEMENT AND CURBING (TYP) DEMOLISH EXISTING ASPHALT PAVEMENT (TYP) SAW CUT AND PROTECT EXISTING PAVEMENTS AROUND BUILDING TO ACCOMMODATE NEW SITE IMPROVEMENTS DO NOT DISTURB EXISTING OBSERVATION DECK EXIST CONCESSION / RESTROOMBLDGTEMPORARY CONSTRUCTION ENTRANCE EROSION CONTROL BARRIER (TYP) 7/27/23 LIMIT OF WORK (TYP) LIMIT OF WORK (TYP) LIMIT OF WORK (TYP) EROSION CONTROL BARRIER (TYP) DEMOLISH EXISTING CAPE COD BERM (TYP) SHEET NOTES 1.THE ENTIRE AREA SHOWN ON THE PLAN IS WITHIN THE FOLLOWING JURISDICTIONAL BOUNDARIES: - BARRIER BEACH - LAND SUBJECT TO COASTAL STORM FLOWAGE - ESTIMATED HABITATS OF RARE WILDLIFE TOAD EXCLUSION AREA B TOAD EXCLUSION AREA A LIMITS OF COASTAL BEACH LIMITS OF COASTAL DUNE DEMOLISH EXISTING SPLIT FENCE DEMOLISH EXISTING PICKET FENCE DEMOLISH EXISTING DECKING AROUND AND UNDER THE PERGOLA DEMOLISH EXISTING REFUSE ENCLOSURE CLEAR AND GRUB VEGETATION WITHIN LIMIT OF WORK (TP) REMOVE AND STORE EXISTING BODFISH ROCK REMOVE AND STOCKPILE SUBBASE MATERIAL ONSITE FOR REUSE (TYP) REMOVE AND STOCKPILE SUBBASE MATERIAL ONSITE FOR REUSE (TYP) TOAD EXCLUSION AREA C DEMOLISH EXISTING DRAINAGE STRUCTURE AND PIPING DEMOLISH EXISTING DRAINAGE STRUCTURE AND PIPING TOAD EXCLUSION AREA C ACEC ACEC TOAD EXCLUSION AREA D DESIGNED/CHECKED BY: DRAWN BY: FILE: APPROVED BY: Barnstable, MA Sandy Neck Beach Facility Reconfiguration Town of Barnstable DATE: PROJECT NO:Plotted On:Mar 28, 2024-8:39am By: TJGraceLast Saved:3/27/2024Tighe & Bond:J:\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Drawings_Figures\AutoCAD\Sheet\B0633-008-C-90% Site Plans.dwgMARK DATE DESCRIPTION B0633-008-C-90% Site Plans.dwg B0633-008 SCALE: C-202 EROSION CONTROL AND DEMOLITION PLAN - 2 TJG/SO TJG/DJB JPV 1" = 20' 00 20'40' SCALE: 1" = 20' N SEE SHEET C-201MATCH LINESEE SHEET C-201MATCH LINEEXISTING SAND ORV TRAILDEMOLISH EXISTING ASPHALT PAVEMENT, AND CURBING. STOCKPILE SUBBASE MATERIAL ONSITE FOR REUSE. (TYP) 7/27/23 LIMIT OF WORK (TYP) LIMIT OF WORK (TYP) EROSION CONTROL BARRIER (TYP) SHEET NOTES 1.THE ENTIRE AREA SHOWN ON THE PLAN IS WITHIN THE FOLLOWING JURISDICTIONAL BOUNDARIES: - AREAS OF CRITICAL ENVIRONMENTAL CONCERN (ACEC) - BARRIER BEACH - LAND SUBJECT TO COASTAL STORM FLOWAGE - ESTIMATED HABITATS OF RARE WILDLIFE LIMITS OF COASTAL BEACH LIMITS OF COASTAL DUNE CLEAR AND GRUB VEGETATION WITHIN LIMIT OF WORK (TP) TOAD EXCLUSION AREA C DESIGNED/CHECKED BY: DRAWN BY: FILE: APPROVED BY: Barnstable, MA Sandy Neck Beach Facility Reconfiguration Town of Barnstable DATE: PROJECT NO:Plotted On:Mar 28, 2024-8:39am By: TJGraceLast Saved:3/27/2024Tighe & Bond:J:\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Drawings_Figures\AutoCAD\Sheet\B0633-008-C-90% Site Plans.dwgMARK DATE DESCRIPTION B0633-008-C-90% Site Plans.dwg B0633-008 SCALE: TJG/SO TJG/DJB JPV 1" = 20' 00 20'40' SCALE: 1" = 20' NSEE SHEET C-202 MATCH LINE SEE SHEET C-102 MATCH LINE SEE SHEET C-201MATCH LINE7/27/23 SHEET NOTES 1.THE ENTIRE AREA SHOWN ON THE PLAN IS WITHIN THE FOLLOWING JURISDICTIONAL BOUNDARIES: - AREAS OF CRITICAL ENVIRONMENTAL CONCERN (ACEC) - BARRIER BEACH - LAND SUBJECT TO COASTAL STORM FLOWAGE - ESTIMATED HABITATS OF RARE WILDLIFE C-203 EROSION CONTROL AND DEMOLITION PLAN - 3EXISTING SAND ORV TRAILLIMIT OF WORK (TYP) EROSION CONTROL BARRIER (TYP) 100-FOOT BUFFER ZONE ISOLATED WETLAND ISOLATED WETLAND 50-FOOT BUFFER ZONE 100-FOOT BUFFER ZONE APPROX. EDGE OF EXISTING ORV TRAIL CLEAR AND GRUB VEGETATION WITHIN LIMIT OF WORK (TP) TOAD EXCLUSION AREA C TOAD EXCLUSION AREA C UPOLE R=7.93 R=8.09 R=8.20 UPOLE LGHTS UPOLE xxxxxxx x xxxxxxxxxxDESIGNED/CHECKED BY: DRAWN BY: FILE: APPROVED BY: Barnstable, MA Sandy Neck Beach Facility Reconfiguration Town of Barnstable DATE: PROJECT NO:Plotted On:Mar 28, 2024-8:39am By: TJGraceLast Saved:3/27/2024Tighe & Bond:J:\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Drawings_Figures\AutoCAD\Sheet\B0633-008-C-90% Site Plans.dwgMARK DATE DESCRIPTION B0633-008-C-90% Site Plans.dwg B0633-008 SCALE: C-204 EROSION CONTROL AND DEMOLITION PLAN - 4 TJG/SO TJG/DJB JPV 1" = 20' 00 20'40' SCALE: 1" = 20' N DO NOT DISTURB EXISTING DRAINAGE STRUCTURES IN SANDY NECK ROAD (TYP) DEMOLISH EXISTING COMPRESSOR HUT, UTILITY POLE, AND LANDSCAPING 100-FOOT BUFFER ZONE 50-FOOT BUFFER ZONE 100-FOOT BUFFER ZONE 50-FOOT BUFFER ZONE SANDY NECK BEACH ROADEXISTI N G O R V T R A I L DEMOLISH EXISTING POLE AND LIGHT FIXTURE DEMOLISH EXISTING FENCE SAW CUT EXISTING PAVEMENTS DEMOLISH EXISTING ASPHALT PAVEMENT APRON EROSION CONTROL BARRIER (TYP) 7/27/23 INSTALL SILT SACK EROSION CONTROL IN CATCH BASINS (TYP) EDGE OF EXISTING GRAVEL (TYP) EDGE OF EXISTING GRAVEL (TYP) ISOLATED WETLAND DUMPSTERS ACEC SHEET NOTES 1.THE ENTIRE AREA SHOWN ON THE PLAN IS WITHIN THE FOLLOWING JURISDICTIONAL BOUNDARIES: - BARRIER BEACH - COASTAL DUNE - LAND SUBJECT TO COASTAL STORM FLOWAGE - ESTIMATED HABITATS OF RARE WILDLIFE ISOLATED WETLAND ISOLATED WETLAND ISOLATED WETLAND ISOLATED WETLAND TOAD EXCLUSION AREA E REMOVE AND STACK EXISTING WOOD LOGS OHWOHWOHWOHWOHW OHW OHW OHWOHWOHWOHW OHW OHW OHW OHWOHWOHW OHWOHWOHW OHWOHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW EEEEEE EE EEEEEEEEEEEETTTTTTTW W W W W W W W WWDEMOLISH EXISTING ASPHALT PAVEMENT AND CURBING (TYP) INSTALL SILT SACK EROSION CONTROL IN CATCH BASINS (TYP) SAW CUT EXISTING PAVEMENTS RELOCATE EXISTING GATEHOUSE BUILDING EXISTING UTILITY POLE TO BE RELOCATED. SEE SHEET E-100 DEMOLISH EXISTING LANDSCAPING, CURBING, AND SIGNAGE DEMOLISH EXIST LANDSCAPING, CURB, AND SIGNAGE DEMOLISH EXISTING JERSEY BARRIERS (TYP) SAW CUT EXISTING PAVEMENTS DEMOLISH EXISTING ASPHALT PAVEMENT AND CURBING (TYP) 50-FOOT WETLAND BUFFER 100-FOOT WETLAND BUFFER 50-FOOT WETLAND BUFFER 100-FOOT WETLAND BUFFER ISOALTED WETLAND ISOLATED WETLAND SAN DY NE C K BE A C H R O A D EXISTING MAINTENAN C E GARAGE DESIGNED/CHECKED BY: DRAWN BY: FILE: APPROVED BY: Barnstable, MA Sandy Neck Beach Facility Reconfiguration Town of Barnstable DATE: PROJECT NO:Plotted On:Mar 28, 2024-8:49am By: TJGraceLast Saved:3/27/2024Tighe & Bond:J:\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Drawings_Figures\AutoCAD\Sheet\B0633-008-C-90% Gatehouse Site Plans.dwgMARK DATE DESCRIPTION B0633-008-C-90% Gatehouse Site Plans.dwg B0633-008 SCALE: C-205 GATEHOUSE EROSION CONTROL AND DEMOLITION PLAN JPV 1" = 20' 00 20'40' SCALE: 1" = 20' N TJG/SO TJG/DJB EROSION CONTROL BARRIER (TYP) CUT AND DEMOLISH EXISTING BUILDING SEWER AT SEPTIC TANK. PLUG TANK CHAMBER INVERT WITH NON-SHRINK GROUT AND RAISE COVER TO NEW FINISH GRADE EROSION CONTROL BARRIER (TYP) ACEC 7/27/23 PLUG EXISTING SEWER FORCE MAIN AT DISTRIBUTION BOX. PROTECT FOR FUTURE USE. DISCONNECT EXISTING ELECTRICAL TO GATEHOUSE DO NOT DISTURB EXISTING ELECTRICAL SERVICE TO GARAGE EXISTING ELECTRICAL SERVICE TO GARAGE TO REMAIN REMOVE AND DISPOSE EXISTING TELEPHONE SERVICE CUT AND CAP EXISTING WATER SERVICE SHEET NOTES 1.THE ENTIRE AREA SHOWN ON THE PLAN IS WITHIN THE FOLLOWING JURISDICTIONAL BOUNDARIES: - LAND SUBJECT TO STORM FLOWAGE - BARRIER BEACH - ESTIMATED HABITATS OF RARE WILDLIFE REMOVE AND STACK SECTION OF EXISTING PICKET FENCE AND GATE REMOVE AND STACK EXISTING SPLIT RAIL FENCE LIMITS OF SALT MARSH LIMITS OF BARRIER BEACH REMOVE AND STORE SUBBASE MATERIAL ONSITE FOR REUSE (TYP) REMOVE AND STOCKPILE SUBBASE MATERIAL ONSITE FOR REUSE (TYP) SAW CUT EXISTING PAVEMENTS TOAD EXCLUSION AREA G TOAD EXCLUSION AREA F DEMOLISH SECTION OF EXISTING SPLIT RAIL FENCE PLUG EXISTING PUMP CHAMBER INVERT WITH NON-SHRINK GROUT AND RAISE COVER TO NEW FINISH GRADE DESIGNED/CHECKED BY: DRAWN BY: FILE: APPROVED BY: Barnstable, MA Sandy Neck Beach Facility Reconfiguration Town of Barnstable DATE: PROJECT NO:Plotted On:Mar 28, 2024-8:39am By: TJGraceLast Saved:3/27/2024Tighe & Bond:J:\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Drawings_Figures\AutoCAD\Sheet\B0633-008-C-90% Site Plans.dwgMARK DATE DESCRIPTION B0633-008-C-90% Site Plans.dwg B0633-008 SCALE: C-301 SITE LAYOUT AND MATERIALS PLAN - 1 TJG/SO TJG/DJB JPV 1" = 20' 00 20'40' SCALE: 1" = 20' N MATCH LINESEE SHEET C-202MATCH LINESEE SHEET C-202MATCH LINE SEE SHEET C-203100-FOOT BUFFER ZONE ISOLATED WETLAND 50-FOOT BUFFER ZONE 5' WIDE CURB OPENINGS (TYP) WHITE PAINTED DIRECTIONAL ARROW (TYP) CAPE COD BERM (TYP) GRANITE CURBING ALONG VEGETATED SWALE (TYP) HMA PAVEMENT (TYP) HMA PAVEMENT (TYP) HMA PAVEMENT (TYP) ELEVATED PVC RAMP, LANDING, AND OBSERVATION PLATFORM TO TOP OF NEW DUNE INSTALL MOBI-MATS ON EXISTING BEACH ACCESS (TYP) MOBIMAT ACCESS TO BEACH EXIST CONCESSION / RESTROOMBLDGSEE SHEET C-401 FOR DUNE GRADING 15'R 39'R 20'R 20'R 3'R 3'R 15'R 3'R 33'R REFUSE ENCLOSURE SYMBOLIC FENCE 19'24'24'24'SANDY N E C K B E A C H VEGETATED SWALE - SEE SHEET C-401 FOR GRADING 21'18'21'21'18'10'60° 18' CAST IN PLACE CONCRETE CONDUIT FOR FUTURE ELECTRICAL OR IRRIGATION 9'9' 9'TYPT Y P T Y P PVC CROSSING W/ P.T. SUPPORTS (TYP) 9' WIDE PAINTED PEDESTRIAN CROSSINGS (TYP) 4" WIDE WHITE PAINTED PARKING STRIPE (TYP) 4" WIDE WHITE PAINTED PARKING STRIPE (TYP) 8' WIDE WHITE PAINTED RASIED CROSSWALK SHEET NOTES 1.ALL PARKING STALL DIMENSIONS AND MATERIALS WILL BE IN ACCORDANCE WITH 521CMR, ADA REGULATIONS, AND THE PROVISIONS OF THE BARNSTABLE MINIMUM PARKING LOT DESIGN STANDARDS 2.THE ENTIRE AREA SHOWN ON THE PLAN IS WITHIN THE FOLLOWING JURISDICTIONAL BOUNDARIES: - BARRIER BEACH - LAND SUBJECT TO COASTAL STORM FLOWAGE - ESTIMATED HABITATS OF RARE WILDLIFE 5'R 5'R 3'R3'R 10'R 24'19'19'30' CAPE COD BERM (TYP) CONCRETE WALK TO WOOD STAIRS AND PLATFORM 9'7/27/23 3'R3'R 5'R 3'R 5'R 9' TYP 19'LIMITS OF PREDICTED 50-YEAR DUNE LOSS 3'R 2'R 3'R PERVIOUS PAVEMENT MEET EXISTING PAVEMENT FLUSH (TYP) EXISTING OVERLOOK PLATFORM 18 14 5 12 3 12 EXISTING PERGOLA SAN D P L A Y A R E A SAND AND BEACH GRASS SAND AND BEACH GRASS ASPH A L T S I D E W A L K PVC BOA R D W A L K LIMITS OF COASTAL BEACH LIMITS OF COASTAL DUNE 23'9'SAND AND BEACH GRASS CAST IN PLACE CONCRETE 4' WOOD PICKET FENCE 8' WIDE WHITE PAINTED CROSSWALK CAPE COD BERM (TYP) RELOCATED BODFISH ROCK 28' x 16' TIMBER VIEWING PLATFORM ELEVATED TIMBER ADA ACCESSIBLE RAMP ELEVATED TIMBER STAIRS 12' X 15' CONCRETE DUMPSTER PAD EXISTING SHOWER PEDESTAL CONCRETE WHEELSTOP (TYP) PERVIOUS PAVEMENT (TYP) ACEC ACEC SIDEWALK INLET GRATE 18" WIDE CURB OPENING DESIGNED/CHECKED BY: DRAWN BY: FILE: APPROVED BY: Barnstable, MA Sandy Neck Beach Facility Reconfiguration Town of Barnstable DATE: PROJECT NO:Plotted On:Mar 28, 2024-8:39am By: TJGraceLast Saved:3/27/2024Tighe & Bond:J:\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Drawings_Figures\AutoCAD\Sheet\B0633-008-C-90% Site Plans.dwgMARK DATE DESCRIPTION B0633-008-C-90% Site Plans.dwg B0633-008 SCALE: C-302 SITE LAYOUT AND MATERIALS PLAN - 2 TJG/SO TJG/DJB JPV 1" = 20' 00 20'40' SCALE: 1" = 20' N SEE SHEET C-301MATCH LINESEE SHEET C-301MATCH LINEMATCH LINE SEE SHEET C-303 MATCH LINE SEE SHEET C-303EXISTING ORV TRAIL5' WIDE CURB OPENINGS 5' WIDE CURB OPENINGS 10' WIDE CURB OPENINGS GRANITE CURBING (TYP) HMA PAVEMENT (TYP) 5'R VEGETATED SWALE - SEE SHEET C-401 FOR GRADING 21'18'21'18'10'60°21'MOBIMAT ACCESS TO BEACH SEE SHEET C-401 FOR DUNE GRADING SANDY N E C K B E A C H 16' WIDE DOUBLE LEAF BAR GATE CAST IN PLACE CONC PAD 25'R 15'R 5'R GRAVEL ACCESS ROAD 5'R 9' 9' T Y P T Y P PVC CROSSING W/ P.T. SUPPORTS (TYP) WHITE PAINTED DIRECTIONAL ARROW (TYP) ACCESSIBLE SPACES AND SIGNAGE. LAYOUT AND STRIPING IN ACCORDANCE WITH 521CMR 9' WIDE PAINTED PEDESTRIAN CROSSINGS (TYP) 4" WIDE WHITE PAINTED PARKING STRIPE (TYP) CAPE COD BERM (TYP) CAPE COD BERM (TYP)9'7/27/23 PERVIOUS PAVEMENT (TYP) LIMITS OF COASTAL BEACH LIMITS OF COASTAL DUNE SHEET NOTES 1.ALL PARKING STALL DIMENSIONS AND MATERIALS WILL BE IN ACCORDANCE WITH 521CMR, ADA REGULATIONS, AND THE PROVISIONS OF THE BARNSTABLE MINIMUM PARKING LOT DESIGN STANDARDS 2.THE ENTIRE AREA SHOWN ON THE PLAN IS WITHIN THE FOLLOWING JURISDICTIONAL BOUNDARIES: - AREAS OF CRITICAL ENVIRONMENTAL CONCERN (ACEC) - BARRIER BEACH - LAND SUBJECT TO COASTAL STORM FLOWAGE - ESTIMATED HABITATS OF RARE WILDLIFE 44 40 39 20 DDESIGNED/CHECKED BY: DRAWN BY: FILE: APPROVED BY: Barnstable, MA Sandy Neck Beach Facility Reconfiguration Town of Barnstable DATE: PROJECT NO:Plotted On:Mar 28, 2024-8:39am By: TJGraceLast Saved:3/27/2024Tighe & Bond:J:\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Drawings_Figures\AutoCAD\Sheet\B0633-008-C-90% Site Plans.dwgMARK DATE DESCRIPTION B0633-008-C-90% Site Plans.dwg B0633-008 SCALE: C-303 SITE LAYOUT AND MATERIALS PLAN - 3 TJG/SO TJG/DJB JPV 1" = 20' 00 20'40' SCALE: 1" = 20' NSEE SHEET C-302 MATCH LINE SEE SHEET C-302 MATCH LINE SEE SHEET C-301MATCH LINE100-FOOT BUFFER ZONE ISOLATED WETLAND ISOLATED WETLAND 50-FOOT BUFFER ZONE 50-FOOT BUFFER ZONE 100-FOOT BUFFER ZONE DMH-2 SEE SHEET C-403 EXISTING SAND ORVTRAILSTONE OUTLET PROTECTION INFILTRATION BASIN SEE SHEET C-403 FOR GRADING PLAN AND C-504 FOR LANDSCAPING NOTES AND DETAILS SEE SHEET C-403 FOR GRADING 7/27/23 EDGE OF EXISTING SAND ORV TRAIL SHEET NOTES 1.THE ENTIRE AREA SHOWN ON THE PLAN IS WITHIN THE FOLLOWING JURISDICTIONAL BOUNDARIES: - AREAS OF CRITICAL ENVIRONMENTAL CONCERN (ACEC) - BARRIER BEACH - LAND SUBJECT TO COASTAL STORM FLOWAGE - ESTIMATED HABITATS OF RARE WILDLIFE UPOLE UPOLE xxxxxxx x DESIGNED/CHECKED BY: DRAWN BY: FILE: APPROVED BY: Barnstable, MA Sandy Neck Beach Facility Reconfiguration Town of Barnstable DATE: PROJECT NO:Plotted On:Mar 28, 2024-8:40am By: TJGraceLast Saved:3/27/2024Tighe & Bond:J:\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Drawings_Figures\AutoCAD\Sheet\B0633-008-C-90% Site Plans.dwgMARK DATE DESCRIPTION B0633-008-C-90% Site Plans.dwg B0633-008 SCALE: C-304 SITE LAYOUT AND MATERIALS PLAN - 4 TJG/SO TJG/DJB JPV 1" = 20' 00 20'40' SCALE: 1" = 20' N HMA PAVEMENT APRON EXTEND HMA SIDEWALK AD REQUIRED. 8' WIDE WHITE PAINTED CROSSWALK 45'R 15'R 14'14'EXTEND HMA SIDEWALK AS REQUIRED FLOOD-PROOF COMPRESSOR LIGHT POLE W/ SHIELDED MOTION ACTIVATED LUMINAIRE DIRECTION OF TRAFFIC FLOW EXTENT OF TRAVEL LANE 100-FOOT BUFFER ZONE 50-FOOT BUFFER ZONE ISOLATED WETLAND 100-FOOT BUFFER ZONE 50-FOOT BUFFER ZONE EXISTI N G S A N D ORV TR A I L 5 AIR-UP SPACES 12 AIR-DOWN SPACES (AUXILIARY AIR-UP SPACES) LIMITS OF PROPOSED GRAVEL AREA (TYP) GRAVEL SURFACE THROUGHOUT ORV AREA 7/27/23 EDGE OF EXISTING GRAVEL (TYP) EDGE OF EXISTING GRAVEL (TYP) LIMITS OF PROPOSED GRAVEL AREA (TYP) EDGE OF EXISTING SAND ORV TRAIL LIMIT OF HMA PAVEMENT28'SAW CUT EXISTING PAVEMENT AS REQUIRED FOR SMOOTH TRANSITION ISOLATED WETLAND ISOLATED WETLAND ISOLATED WETLAND ISOLATED WETLAND SHEET NOTES 1.THE ENTIRE AREA SHOWN ON THE PLAN IS WITHIN THE FOLLOWING JURISDICTIONAL BOUNDARIES: - BARRIER BEACH - COASTAL DUNE - LAND SUBJECT TO COASTAL STORM FLOWAGE - ESTIMATED HABITATS OF RARE WILDLIFE LIGHT POLE W/ SHIELDED MOTION ACTIVATED LUMINAIRE RELOCATED SWING GATE RELOCATED/REORIENTED WOOD LOGS AT EDGE OF TRAIL RFID ENCLOSURE ACEC OHW OHW OHW OHW OHW OHW OHW OHW OHW OHWOHWOHW OHW OHW OHW OHWOHWOHWOHWOHWOHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW EEEEEEE EEEEEEEEEEEEECL 11.03 1399T-CT-CT-C T-C T-CHH HH HH HH HH DESIGNED/CHECKED BY: DRAWN BY: FILE: APPROVED BY: Barnstable, MA Sandy Neck Beach Facility Reconfiguration Town of Barnstable DATE: PROJECT NO:Plotted On:Mar 28, 2024-8:43am By: TJGraceLast Saved:3/27/2024Tighe & Bond:J:\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Drawings_Figures\AutoCAD\Sheet\B0633-008-C-90% Gatehouse Site Plans.dwgMARK DATE DESCRIPTION B0633-008-C-90% Gatehouse Site Plans.dwg B0633-008 SCALE: C-305 GATEHOUSE SITE LAYOUT AND MATERIALS PLAN JPV 1" = 20' 00 20'40' SCALE: 1" = 20' N TJG/SO TJG/DJB EXISTING MAINTENAN C E GARAGE NEW 8'x10' FLOOD PROOF COMPRESSOR ENCLOSURE ON CONCRETE PAD CAPE COD BERM (TYP) HMA PAVEMENT (TYP) 5'R 5'R 95'R GRAVEL AIR UP AREA EXISTING GRAVEL PARKING AREA TO BE REMOVED AND RESTORED WITH NATIVE VEGETATION. SEE SHEET C-504 FOR VEGETATED ISLAND DETAILS. ISOLATED WETLAND CAPE COD BERM (TYP)20'14'SAN DY NE C K B E A C H R O A D WHITE PAINTED DIRECTIONAL ARROW (TYP) 4" WIDE DOUBLE YELLOW LINE 4" WIDE WHITE PAINTED STRIPING IN FRONT OF EXISTING GARAGE ENTRANCE MEET EXISTING LINE STRIPING 5'R 2'R 14'24'63' 9 AIR-UP SPACES GRAVEL EMPLOYEE PARKING AREA RELOCATED GATEHOUSE BUILDING W/ NEW ADA-COMPLIANT PVC ENTRANCE RAMP DEDICATED EXIT LANE 8' WIDE WHITE PAINTED RAISED CROSSWALK EXISTING WALKING PATHS AIR-UP DIRECTIONAL SIGNAGE QUEUE AREA FOR (4) VEHICLES 8' WIDE WHITE PAINTED RAISED CROSSWALK WHITE PAINTED DIRECTIONAL ARROW (TYP) CAPE COD BERM (TYP) 8'R 4'R 5'R 3'R ACCESSIBLE SPACES AND SIGNAGE. LAYOUT AND STRIPING IN ACCORDANCE WITH 521CMR LIGHT BOLLARD (TYP) 1 4 '27'8'1 4 ' 1 0 ' FLAG POLE AND HISTORIC ROCK HMA WALK DEDICATED EXIT LANE 50-FOOT WETLAND BUFFER 100-FOOT WETLAND BUFFER 7/27/23 WHITE PAINTED TRAFFIC BAR WHITE PAINTED TRAFFIC BAR EXTEND HMA SIDEWALK AS REQUIRED APPROX. LIMIT OF NEW PAVEMENT EXTEND HMA SIDEWALK AS REQUIRED APPROX. LIMIT OF NEW PAVEMENT 14'5'R 5'R DO NOT DISTURB EXISTING SEPTIC TANK AND PUMP CHAMBER. RAISE COVERS TO FINISH GRADE AS REQ'D (TYP)ELECTRICAL HANDHOLE (TYP) 50-FOOT WETLAND BUFFER 100-FOOT WETLAND BUFFER SHEET NOTES 1.THE ENTIRE AREA SHOWN ON THE PLAN IS WITHIN THE FOLLOWING JURISDICTIONAL BOUNDARIES: - LAND SUBJECT TO STORM FLOWAGE - BARRIER BEACH - ESTIMATED HABITATS OF RARE WILDLIFE ACEC LIMITS OF SALT MARSH LIMITS OF BARRIER BEACH REINSTALL SPLIT RAIL FENCE INSTALL PICKET FENCE AND GATE 8' WIDE WHITE PAINTED CROSSWALK CAPE COD BERM (TYP) CAPE COD BERM (TYP) BEGIN CAPE COD BERM CAPE COD BERM (TYP) EXPANDED MATERIAL STORAGE AREA LIGHT POLE W/SHIELDED DARK SKY LUMINAIRE ELECTRICAL HANDHOLE (TYP) LIGHT POLE W/ SHIELDED DARK SKY LUMINAIRE ISOLATED WETLAND VEGETATED ISLAND. SEE SHEET C-504 FOR DETAILS END CAPE COD BERM R=21.22 R=18.90 R=16.82D D2725 20 15 10 25 2322 21 2 1 2 0 20 15 22 24 21 22 23232225 24 26 27 2 0 1 921 21 2 0 19 22 22 2323242323 22232323DD 20 22 DESIGNED/CHECKED BY: DRAWN BY: FILE: APPROVED BY: Barnstable, MA Sandy Neck Beach Facility Reconfiguration Town of Barnstable DATE: PROJECT NO:Plotted On:Mar 28, 2024-8:40am By: TJGraceLast Saved:3/27/2024Tighe & Bond:J:\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Drawings_Figures\AutoCAD\Sheet\B0633-008-C-90% Site Plans.dwgMARK DATE DESCRIPTION B0633-008-C-90% Site Plans.dwg B0633-008 SCALE: C-401 SITE GRADING AND DRAINAGE PLAN - 1 TJG/SO TJG/DJB JPV 1" = 20' 00 20'40' SCALE: 1" = 20' N MATCH LINESEE SHEET C-402MATCH LINESEE SHEET C-402MATCH LINE SEE SHEET C-403A-AC-606B-BC-6067/27/23 SHEET NOTES 1.THE HTL ELEVATION IS 6.5-FEET. THERE WILL BE NO WORK OR DISTURBANCE AT OR BELOW THAT ELEVATION. 2. 3.THE ENTIRE AREA SHOWN ON THE PLAN IS WITHIN THE FOLLOWING JURISDICTIONAL BOUNDARIES: - BARRIER BEACH - LAND SUBJECT TO COASTAL STORM FLOWAGE - ESTIMATED HABITATS OF RARE WILDLIFE ISOLATED WETLAND 50-FOOT BUFFER ZONE EROSION CONTROL BARRIER (TYP) EROSION CONTROL BARRIER (TYP) RAISE EXISTING SEPTIC COVERS TO NEW FINISH GRADE (TYP) 40 LF 12" ADS PIPE, S=0.5% 1.3% 1.3%1.7% 1.3% 1.3% 1% 1.4%2%2.5% 1. 5 % 2 . 0% 1.1%1%1%TC=24.00 BC=23.70 TC=24.00 BC=23.70 TC=23.60 BC=23.30 TC=24.00 BC=23.70 1% 23.20 23.5 1 (EXI S T ) 23.5 7 (EXI S T ) 23.5 8 (EXI S T ) 23.5 6 (EXI S T ) 23.5 6 (EXI S T ) 23.5 4 (EXI S T ) TC= 2 3 . 5 4 ( E X I S T ) BC= 2 3 . 2 4 TC=22.48 BC=22.18 TC=21.30 BC=21.00 24.50 5' WIDE CURB OPENING 4:1 SLOP E 6:1 SLOP E 2.2:1 SLOPE 4:1 SLOP E 6"PERF PVC UNDERDRAIN APPROXIMATE LIMIT OF WORK (TYP) APPROXIMATE LIMIT OF WORK (TYP) TC=24.20 BC=23.90 TC=24.20 BC=23.90 TC=24.00 BC=23.70 TC=23.30 BC=23.00 TC=23.30 BC=23.00 TC=23.30 BC=23.00 TC=23.30 BC=23.00 24.00 DMH-3 RIM = 23.30 15" INV IN = 17.34 15 INV OUT = 17.30 EXIST. DMH-1 RIM = 21.22 NEW 15" INV IN = 17.10 INV OUT = 17.09 CB-4 RIM = 22.00 12" INV OUT = 19.00 38 LF 15" ADS PIPE, S=0.5% (24) MC-7200 INFILTRATION CHAMBERS TOP OF CHAMBER = 19.77 BOTTOM OF CHAMBER =14.77 BOTTOM OF STONE = 14.02 INV IN =17.50 INV OUT =17.50 15"X15" TEE, ELEV = 17.50 15" ADS MANIFOLD 15" ADS MANIFOLD 4% RAISED CROSSWALK 21.50 23.60 DMH-4 RIM = 22.20 12"INV IN (CB-4)= 18.90 12" INV IN (CB-5)= 18.90 12" INV OUT = 18.65 CB-5 RIM = 22.00 12" INV OUT = 19.00 16 LF 12" ADS PIPE, S=0.6% 7 LF 12" ADS PIPE, S=1.4% 24.30 1% LIMITS OF COASTAL BEACH LIMITS OF COASTAL DUNE 3.5:1 SL O P E ACEC 28' x 16' TIMBER VIEWING PLATFORM EL. 31.00 TIMBER LANDING EL. 28.50 9'-WIDE TIMBER STAIRWAY EL. 24.30 TIMBER LANDING EL. 27.70 TIMBER LANDING EL. 31.00 TIMBER LANDING EL. 26.80 1.2% 1 . 0%1.3%2% 18" WIDE CURB OPENING ELEV.21.70 SEDIMENT FOREBAY SIDEWALK INLET GRATE. SEE SHEET C-602 FOR DETAILS. 1.3% 1.1% 76 LF 12" ADS PIPE, S=2% DMH-2(WQU-1) RIM = 22.93 15" INV IN =17.90 15" INV OUT =17.65 DMH-5 (60") RIM = 22.75 12" INV IN (DMH-4)= 18.60 12" INV IN (FOREBAY) = 18.60 15" INV OUT = 18.00 12" HDPE RISER OUTLET GRATE=21.50 12" INV OUT =20.00 TC=23.70 BC=23.40 1.3% 2% TC=23.20 BC=22.90 25 20 2620 20 18 17 16 19 1 9 1 8 1 7 1 6 25 20 15 10 13 12 11 18 17 16 15 1413151514151515 DESIGNED/CHECKED BY: DRAWN BY: FILE: APPROVED BY: Barnstable, MA Sandy Neck Beach Facility Reconfiguration Town of Barnstable DATE: PROJECT NO:Plotted On:Mar 28, 2024-8:40am By: TJGraceLast Saved:3/27/2024Tighe & Bond:J:\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Drawings_Figures\AutoCAD\Sheet\B0633-008-C-90% Site Plans.dwgMARK DATE DESCRIPTION B0633-008-C-90% Site Plans.dwg B0633-008 SCALE: C-402 SITE GRADING AND DRAINAGE PLAN - 2 TJG/SO TJG/DJB JPV 1" = 20' 00 20'40' SCALE: 1" = 20' N SEE SHEET C-401MATCH LINESEE SHEET C-401MATCH LINEMATCH LINE SEE SHEET C-403 MATCH LINE SEE SHEET C-403 1.3%1.7% TC=20.30 BC=20.00 1.3% 1.3% 1.3% 1.3% 1.3%1.7%1.7%1.7%1.7% 1.3% 1.3% 1.3% 1.3% 1.3%2.5%2.5%2.5% 1.3% 1.3% 1.3% 2% 2% 2% 6.5% 1% 4.8% TC=19.30 BC=19.00 TC=18.30 BC=18.00 TC=17.30 BC=17.00 TC=20.30 BC=20.00 TC=19.30 BC=19.00 TC=18.30 BC=18.00 TC=17.30 BC=17.00 TC=16.30 BC=16.00 TC=16.00 BC=15.50 23.50 22.50 21.50 20.50 EROSION CONTROL BARRIER (TYP)EXISTING ORV TRAIL5' WIDE CURB OPENING 5' WIDE CURB OPENING 5' WIDE CURB OPENING 6:1 SLOPE 4:1 SLOP E 4:1 SLOPE 4.3:1 SLO P E 24" HDPE RISER OUTLET GRATE=14.00 24" INV OUT = 11.00 6"PERF PVC UNDERDRAIN APPROXIMATE LIMIT OF WORK (TYP) TC=15.30 BC=15.00C-CC-6077/27/23 HTL LINE (ELEV. 6.5') SHEET NOTES 1.THE HTL ELEVATION IS 6.5-FEET. THERE WILL BE NO WORK OR DISTURBANCE AT OR BELOW THAT ELEVATION. 2.THE ENTIRE AREA SHOWN ON THE PLAN IS WITHIN THE FOLLOWING JURISDICTIONAL BOUNDARIES: - AREAS OF CRITICAL ENVIRONMENTAL CONCERN (ACEC) - BARRIER BEACH - LAND SUBJECT TO COASTAL STORM FLOWAGE - ESTIMATED HABITATS OF RARE WILDLIFE LIMITS OF COASTAL BEACH LIMITS OF COASTAL DUNE 1%H.P 15.20 5' WIDE CURB OPENING D20 15 10 5 15 DESIGNED/CHECKED BY: DRAWN BY: FILE: APPROVED BY: Barnstable, MA Sandy Neck Beach Facility Reconfiguration Town of Barnstable DATE: PROJECT NO:Plotted On:Mar 28, 2024-8:40am By: TJGraceLast Saved:3/27/2024Tighe & Bond:J:\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Drawings_Figures\AutoCAD\Sheet\B0633-008-C-90% Site Plans.dwgMARK DATE DESCRIPTION B0633-008-C-90% Site Plans.dwg B0633-008 SCALE: C-403 SITE GRADING AND DRAINAGE PLAN - 3 TJG/SO TJG/DJB JPV 1" = 20' 00 20'40' SCALE: 1" = 20' NSEE SHEET C-402 MATCH LINE SEE SHEET C-402 MATCH LINE SEE SHEET C-401MATCH LINE100-FOOT BUFFER ZONE ISOLATED WETLAND 50-FOOT BUFFER ZONE 50-FOOT BUFFER ZONE 100-FOOT BUFFER ZONE 24" ADS PIPE, S=3.3% DMH-2 RIM = 10.00 24" INV IN = 7.00 24" INV OUT = 6.90 INFILTRATION BASIN BOTTOM = 5.00 EROSION CONTROL BARRIER (TYP)EXISTING ORV TRAIL6:1 SLOPE 6:1 SLOPE 4:1 SLOPE APPROXIMATE LIMIT OF WORK (TYP) 24" INV = 6.25 24" ADS PIPE,S =2.8% 20' WIDE EMERGENCY SPILLWAY @ ELEV. 7.50 STONE OUTLET PROTECTIONC-CC-6077/27/23 SHEET NOTES 1.THE ENTIRE AREA SHOWN ON THE PLAN IS WITHIN THE FOLLOWING JURISDICTIONAL BOUNDARIES: - AREAS OF CRITICAL ENVIRONMENTAL CONCERN (ACEC) - BARRIER BEACH - LAND SUBJECT TO COASTAL STORM FLOWAGE - ESTIMATED HABITATS OF RARE WILDLIFE ISOLATED WETLAND CL 11.03 1399 HH HH HH HH HH 1099 8 10 11111 1 11 12 1212 131211 121312 1212128 88 88 8 9687109 7 8 788 8 8DESIGNED/CHECKED BY: DRAWN BY: FILE: APPROVED BY: Barnstable, MA Sandy Neck Beach Facility Reconfiguration Town of Barnstable DATE: PROJECT NO:Plotted On:Mar 28, 2024-8:44am By: TJGraceLast Saved:3/27/2024Tighe & Bond:J:\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Drawings_Figures\AutoCAD\Sheet\B0633-008-C-90% Gatehouse Site Plans.dwgMARK DATE DESCRIPTION B0633-008-C-90% Gatehouse Site Plans.dwg B0633-008 SCALE: C-404 GATEHOUSE GRADING AND DRAINAGE PLAN JPV 1" = 20' 00 20'40' SCALE: 1" = 20' N TJG/SO TJG/DJB EXISTING MAINTENAN C E GARAGE SAN DY NE C K BE A C H R O A D APPROX LOCATION OF EXIST UNDERGROUND INFILTRATION SYSTEM 1% EXIST CB-2 RIM =7.2 8.00 (EXIST)1%8.80 9.0 (EXIST) 0.5%1% EROSION CONTROL BARRIER (TYP) 50-FOOT WETLAND BUFFER 100-FOOT WETLAND BUFFER EROSION CONTROL BARRIER (TYP) RELOCATED GATEHOUSE BUILDING FF ELEV = 14.00 FG ELEV = 12.50 12.50 12.501% 1% 2% 11.50 (EXIST) 11.00 (EXIST) 5%5% ADA RAMP W/ HANDRAIL, S=8.3% 7/27/23 10.50 (EXIST) 1% 11.70 1%1.9%TC=13.30 BC=13.00 TC=12.80 BC=12.50 TC=12.40 BC=12.20 TC=12.75 BC=12.45 TC=11.50 BC=11.20 TC=10.60 BC=10.30 1% TC=12.30 BC=12.00 TC=12.80 BC=12.50 12.15 11.55 12.50 3 . 2% SEDIMENT FOREBAY-2 INFILTRATION BASIN - 2 11.60 11.45 11.90 0. 5 %0.5%TC=7.90 BC=7.60 TC=8.00 BC=7.70 TC=7.80 BC=7.50 TC=7.90 BC=7.60 TC=8.40 BC=8.10 TC=8.60 BC=8.30 TC=10.60 BC=10.301.3%7.50 TC=8.10 BC=7.80 1% TC=8.30 BC=8.00 TC=8.25 BC=7.95 TC=8.50 BC=8.20 50-FOOT WETLAND BUFFER 100-FOOT WETLAND BUFFER SHEET NOTES 1.THE ENTIRE AREA SHOWN ON THE PLAN IS WITHIN THE FOLLOWING JURISDICTIONAL BOUNDARIES: - LAND SUBJECT TO STORM FLOWAGE - BARRIER BEACH - ESTIMATED HABITATS OF RARE WILDLIFE ISOLATED WETLAND ISOLATED WETLAND LIMITS OF SALT MARSH LIMITS OF BARRIER BEACH ACEC SEDIMENT FOREBAY-3 5' WIDE CURB OPENING ELEV. 10.20 7.50 8.65 8.30 TC=8.65 BC=8.35 8.35 GTD 7.90 SET HANDHOLE FLUSH TO FINISH GRADE (TYP) SET HANDHOLE FLUSH TO FINISH GRADE (TYP) CAPE COD BERM (TYP) CAPE COD BERM (TYP) SET MANHOLE COVERS FLUSH TO FINISH GRADE (TYP) MATCH EXISTING GRADE 1%1%TC=8.00 BC=7.70 TC=8.30 BC=8.00 8.00 OHW OHW OHWOHW OHWOHW OHW OHW OHWOHWOHWOHW OHW OHW OHW OHW OHWOHWOHWOHWOHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW EEEEEEE EEEEEEEEEEEEEW W W W W W W W W CL 11.03 1399 SSEEE E ET-CT-CT-C T-C T-CWHH HH HH HH HH DESIGNED/CHECKED BY: DRAWN BY: FILE: APPROVED BY: Barnstable, MA Sandy Neck Beach Facility Reconfiguration Town of Barnstable DATE: PROJECT NO:Plotted On:Mar 28, 2024-8:44am By: TJGraceLast Saved:3/27/2024Tighe & Bond:J:\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Drawings_Figures\AutoCAD\Sheet\B0633-008-C-90% Gatehouse Site Plans.dwgMARK DATE DESCRIPTION B0633-008-C-90% Gatehouse Site Plans.dwg B0633-008 SCALE: C-405 GATEHOUSE UTILITIES SITE PLAN JPV 1" = 20' 00 20'40' SCALE: 1" = 20' N TJG/SO TJG/DJB DO NOT DISTURB EXISTING SEPTIC PUMP CHAMBER. RAISE COVERS TO FINISH GRADE AS REQ'D (TYP) EXISTING MAINTENAN C E GARAGE RELOCATED GATEHOUSE BUILDING 50-FOOT WETLAND BUFFER 100-FOOT WETLAND BUFFER 7/27/23 1,500 GAL SEPTIC TANK RIM =11.35 4" INV IN = 9.58 4" INV OUT = 9.33 4" SCH40 PIPE, S=1% 4" SCH 40 PIPE, S=1% EXISTING DISTRIBUTION BOX RIM=10.60 4" INV IN = 8.91 (EXIST.) 4" INV OUT = 8.66 (EXIST.) 1" PE WATER SERVICE 2"X1" TEE 1" GATE VALVE WITH BOX NEW ELECTRICAL SERVICE. SEE SHEET E-100 FOR ELECTRICAL DETAILS CONTRACTOR TO EXCAVATE TEST PIT TO DETERMINE DEPTH OF EXISTING WATER LINE NEW CORPORATION ON EXIST. 2" SDR 21 PVC WATER SERVICE CUT, CAP AND BLOCK EXISTING WATER SERVICE NEW CURB STOP WITH GATE BOX TO FINISH GRADE MAINTAIN EXISTING ELECTRICAL SERVICE TO MAINTENANCE GARAGE NEW COMMUNICATION AND TELEPHONE SERVICE 50-FOOT WETLAND BUFFER 100-FOOT WETLAND BUFFER SHEET NOTES 1.THE ENTIRE AREA SHOWN ON THE PLAN IS WITHIN THE FOLLOWING JURISDICTIONAL BOUNDARIES: - LAND SUBJECT TO STORM FLOWAGE - BARRIER BEACH - ESTIMATED HABITATS OF RARE WILDLIFE ISOLATED WETLAND ISOLATED WETLAND ACEC LIMITS OF SALT MARSH LIMITS OF BARRIER BEACH LIGHT POLE AND LUMINAIRE. SEE SHEET E-100 FOR DETAILS LIGHT POLE AND LUMINAIRE. SEE SHEET E-100 FOR DETAILS ELECTRICAL HANDHOLE (TYP) ELECTRICAL HANDHOLE (TYP) CONTRACTOR TO EXCAVATE TEST PIT TO DETERMINE DEPTH AND LOCATION OF EXISTING WATER LINE DD2720 25 20 15 10 25 2322 21 2 1 2 0 20 15 22 24 21 22 23232225 24 26 27 2 0 1 921 21 2 0 19 22 22 23232423 23 22232323DD 20 22 DESIGNED/CHECKED BY: DRAWN BY: FILE: APPROVED BY: Barnstable, MA Sandy Neck Beach Facility Reconfiguration Town of Barnstable DATE: PROJECT NO:Plotted On:Mar 28, 2024-8:40am By: TJGraceLast Saved:3/27/2024Tighe & Bond:J:\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Drawings_Figures\AutoCAD\Sheet\B0633-008-C-90% Site Plans.dwgMARK DATE DESCRIPTION B0633-008-C-90% Site Plans.dwg B0633-008 SCALE: C-501 SITE LANDSCAPING PLAN - 1 TJG/SO TJG/DJB JPV 1" = 20' 00 20'40' SCALE: 1" = 20' N MATCH LINESEE SHEET C-502MATCH LINESEE SHEET C-502MATCH LINE SEE SHEET C-503 100-FOOT BUFFER ZONE ISOLATED WETLAND 50-FOOT BUFFER ZONE APPROXIMATE LIMIT OF WORK (TYP) SAND FENCING (TYP) BACK DUNE RESTORATION AREA. SEE SHEET C-504 FOR DETAILS (TYP) VEGETATED SWALE. SEE SHEET C-504 FOR DETAILS (TYP) BACK DUNE PLANTING. SEE SHEET C-504 FOR DETAILS (TYP) SAND FENCING (TYP) SAND FENCING (TYP) 7/27/23 SAND FENCING. SEE C-504 FOR DETAILS (TYP) PRIMARY DUNE RESTORATION AREA. SEE SHEET C-504 FOR DETAILS (TYP) SHEET NOTES 1.ALL PARKING STALL DIMENSIONS AND MATERIALS WILL BE IN ACCORDANCE WITH 521CMR, ADA REGULATIONS, AND THE PROVISIONS OF THE BARNSTABLE MINIMUM PARKING LOT DESIGN STANDARDS 2.THE ENTIRE AREA SHOWN ON THE PLAN IS WITHIN THE FOLLOWING JURISDICTIONAL BOUNDARIES: - BARRIER BEACH - LAND SUBJECT TO COASTAL STORM FLOWAGE - ESTIMATED HABITATS OF RARE WILDLIFE ACEC ACEC 25 20 2620 20 18 17 16 19 1 9 1 8 1 7 1 6 25 20 15 10 13 12 11 18 17 16 15 1413151514151515 DESIGNED/CHECKED BY: DRAWN BY: FILE: APPROVED BY: Barnstable, MA Sandy Neck Beach Facility Reconfiguration Town of Barnstable DATE: PROJECT NO:Plotted On:Mar 28, 2024-8:40am By: TJGraceLast Saved:3/27/2024Tighe & Bond:J:\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Drawings_Figures\AutoCAD\Sheet\B0633-008-C-90% Site Plans.dwgMARK DATE DESCRIPTION B0633-008-C-90% Site Plans.dwg B0633-008 SCALE: C-502 SITE LANDSCAPING PLAN - 2 TJG/SO TJG/DJB JPV 1" = 20' 00 20'40' SCALE: 1" = 20' N SEE SHEET C-501MATCH LINESEE SHEET C-501MATCH LINEMATCH LIN E SEE SHEET C - 5 0 3 MATCH LINE SEE SHEET C-503EXISTING ORV TRAILMOBIMAT ACCESS TO BEACH SANDY N E C K B E A C H APPROXIMATE LIMIT OF WORK (TYP) SAND FENCING (TYP) SAND FENCING. SEE SHEET C-504 FOR DETAILS (TYP) PRIMARY DUNE RESTORATION AREA .SEE SHEET C-504 FOR DETAILS (TYP) BACK DUNE RESTORATION AREA. SEE SHEET C-504 FOR DETAILS (TYP) VEGETATED SWALE. SEE SHEET C-504 FOR DETAILS (TYP) 7/27/23 SHEET NOTES 1.THE HTL ELEVATION IS 6.5-FEET. THERE WILL BE NO WORK OR DISTURBANCE AT OR BELOW THAT ELEVATION. 2.THE ENTIRE AREA SHOWN ON THE PLAN IS WITHIN THE FOLLOWING JURISDICTIONAL BOUNDARIES: - AREAS OF CRITICAL ENVIRONMENTAL CONCERN (ACEC) - BARRIER BEACH - LAND SUBJECT TO COASTAL STORM FLOWAGE - ESTIMATED HABITATS OF RARE WILDLIFE D20 15 10 5 20 15 1 7 1 6 13 1115 DESIGNED/CHECKED BY: DRAWN BY: FILE: APPROVED BY: Barnstable, MA Sandy Neck Beach Facility Reconfiguration Town of Barnstable DATE: PROJECT NO:Plotted On:Mar 28, 2024-8:40am By: TJGraceLast Saved:3/27/2024Tighe & Bond:J:\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Drawings_Figures\AutoCAD\Sheet\B0633-008-C-90% Site Plans.dwgMARK DATE DESCRIPTION B0633-008-C-90% Site Plans.dwg B0633-008 SCALE: C-503 SITE LANDSCAPING PLAN - 3 TJG/SO TJG/DJB JPV 1" = 20' 00 20'40' SCALE: 1" = 20' NSEE SHEET C-502 MATCH LINE SEE SHEET C-502 MATCH LINE SEE SHEET C-501MATCH LINE100-FOOT BUFFER ZONE ISOLATED WETLAND ISOLATED WETLAND 50-FOOT BUFFER ZONE 50-FOOT BUFFER ZONE 100-FOOT BUFFER ZONEEXISTING ORV TRAILINFILTRATION BASIN SEE SHEET C-504 FOR DETAILS APPROXIMATE LIMIT OF WORK (TYP) BACK DUNE RESTORATION AREA. SEE SHEET C-504 FOR DETAILS (TYP) BACK DUNE PLANTING. SEE SHEET C-504 FOR DETAILS (TYP) 7/27/23 SHEET NOTES 1.THE ENTIRE AREA SHOWN ON THE PLAN IS WITHIN THE FOLLOWING JURISDICTIONAL BOUNDARIES: - AREAS OF CRITICAL ENVIRONMENTAL CONCERN (ACEC) - BARRIER BEACH - LAND SUBJECT TO COASTAL STORM FLOWAGE - ESTIMATED HABITATS OF RARE WILDLIFE DESIGNED/CHECKED BY: DRAWN BY: FILE: APPROVED BY: Barnstable, MA Sandy Neck Beach Facility Reconfiguration Town of Barnstable DATE: PROJECT NO:Plotted On:Mar 28, 2024-8:40am By: TJGraceLast Saved:3/27/2024Tighe & Bond:J:\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Drawings_Figures\AutoCAD\Sheet\B0633-008-C-90% Site Plans.dwgMARK DATE DESCRIPTION B0633-008-C-90% Site Plans.dwg B0633-008 SCALE: C-504 SITE LANDSCAPING NOTES AND DETAILS TJG/SO TJG/DJB JPV 1" = 20' 7/27/23 PRIMARY DUNE RESTORATION AREA NOTES ·ONCE GRADING IS COMPLETE, INSTALL SAND FENCING IN A ZIG-ZAG PATTERN ALONG THE DUNE CREST AND IN A STRAIGHT LINE ALONG ALL BEACH ACCESS PATHWAYS. ·SAND FENCING ALONG DUNE CREST TO BE SECURED TO 4”X4”X8' PRESSURE TREATED TIMBERS INSTALLED IN ZIG-ZAG PATTERN AT APPROXIMATELY 10' ON-CENTER LEAVING A 4' REVEAL. ·SAND FENCING ALONG BEACH ACCESS PATHWAYS TO BE SECURED TO 4”X4”X8' PRESSURE TREATED TIMBERS INSTALLED IN A STRAIGHT LINE AT APPROXIMATELY 10' ON-CENTER LEAVING A 4' REVEAL. ·BARE ROOT AMERICAN BEACH GRASS (AMMOPHILA BREVILIGULATA) PLUGS TO BE INSTALLED FROM THE SEAWARD EDGE OF THE DUNE CREST TO THE LANDWARD EDGE OF THE DUNE RESTORATION AREA AT 18” ON-CENTER, 2-3 CULMS PER HOLE. BARE ROOT PLUGS MUST BE INSTALLED DORMANT (BY APRIL 1). CARE MUST BE TAKEN WHEN BACKFILLING PLANTINGS TO ENSURE RHIZOME IS IN FULL CONTACT WITH SAND AND NO AIR GAP REMAINS. ·IN AREAS WHERE EXISTING BEACH GRASS IS DAMAGED DURING CONSTRUCTION, RE-PLANT AND RESTORE TO PRE-CONSTRUCTION GRADES. VEGETATED ISLAND RESTORATION AREA NOTES ·18” OF ENGINEERED SOIL MEDIA TO BE INSTALLED BELOW GRADE IN EACH VEGETATED ISLAND. OVERLAY ENGINEERED SOIL MEDIA WITH 6” OF NATIVE SAND, MATCHING GRADE WITH ADJACENT PARKING AREA. ·ENGINEERED SOIL MEDIA TO HAVE A LOAMY SAND TEXTURE PER USDA TEXTURAL TRIANGLE. THE SOIL MIXTURE SHALL BE 60-70% SAND BY VOLUME WITH 15-25% TOPSOIL OR LOAM BY VOLUME AND 15-25% ORGANIC MATTER BY VOLUME WITH A MAXIMUM SILT AND CLAY CONTENT OF 8%. ·ONCE FINISHED GRADES HAVE BEEN ESTABLISHED, SOW NEW ENGLAND WETLAND PLANTS COASTAL SALT TOLERANT MIX INTO THE SURFACE OF EACH VEGETATED ISLAND AT A RATE OF 23LB. PER ACRE. ·OVERLAY VEGETATED ISLAND WITH 100% BIODEGRADABLE EROSION CONTROL FABRIC (ECS 2B OR SIMILAR) ANCHORED AT 3' ON-CENTER WITH 12” WOOD ECO-STAKES. ·ONCE THE VEGETATED ISLAND HAS BEEN SEEDED AND STABILIZED, INSTALL AMERICAN BEACHGRASS (AMMOPHILA BREVILIGULATA), LITTLE BLUESTEM (SCHIZACHYRIUM SCOPARIUM), SEASIDE GOLDENROD (SOLIDEGO SEMPERVIRENS) AND BUTTERFLY WEED (ASCLEPIAS TUBEROSA) PLUG PLANTINGS AT 36” ON-CENTER. ·TO IMPROVE SURVIVORSHIP OF NATIVE PLANTINGS AND SEED, TEMPORARY IRRIGATION WILL BE REQUIRED FOR A MINIMUM OF 2 GROWING SEASONS. ·IN RESTORATION AREA SOUTH OF EXISTING GATEHOUSE, INSTALL ONE-GALLON HIGH TIDE BUSH (BACCHARIS HAMMIFOLIA) PLANTINGS AT 8' ON-CENTER. VEGETATED SWALE ·24” OF ENGINEERED SOIL MEDIA TO BE INSTALLED BELOW GRADE IN EACH RAIN GARDEN. OVERLAY ENGINEERED SOIL MEDIA WITH 2-3” OF NATIVE SAND, MEETING FINISHED GRADE. ·ENGINEERED SOIL MEDIA TO HAVE A LOAMY SAND TEXTURE PER USDA TEXTURAL TRIANGLE. THE SOIL MIXTURE SHALL BE 60-70% SAND BY VOLUME WITH 15-25% TOPSOIL OR LOAM BY VOLUME AND 15-25% ORGANIC MATTER BY VOLUME WITH A MAXIMUM SILT AND CLAY CONTENT OF 8%. ·SWALE SIDE SLOPES TO BE GRADED AT 3:1 TO A 18”-24” WIDE BASE (VARIABLE). ·AFTER FINISHED GRADES HAVE BEEN ESTABLISHED, SIDE SLOPES AND BASE OF RAIN GARDEN TO BE SOWED WITH NEW ENGLAND WETLAND PLANTS COASTAL SALT TOLERANT MIX AT A RATE OF 23LB. PER ACRE. ·OVERLAY RAIN GARDEN SIDE SLOPES AND BASE WITH 100% BIODEGRADABLE EROSION CONTROL FABRIC (ECS 2B OR SIMILAR) ANCHORED AT 3' ON-CENTER WITH 12” WOOD ECO-STAKES. ·ONCE THE SWALE HAS BEEN SEEDED AND STABILIZED, AMERICAN BEACHGRASS (AMMOPHILA BREVILUGULATA) SWITCHGRASS (PANICUM VIRGATUM), LITTLE BLUESTEM (SCHIZACHYRIUM SCOPARIUM), SEASIDE GOLDENROD (SOLIDEGO SEMPERVIRENS) AND BUTTERFLY WEED (ASCLEPIAS TUBEROSA) PLUG PLANTINGS AT 36” ON-CENTER. ·TO IMPROVE SURVIVORSHIP OF NATIVE PLANTINGS AND SEED, TEMPORARY IRRIGATION WILL BE REQUIRED FOR A MINIMUM OF 2 GROWING SEASONS. ·AT PEDESTRIAN CROSSINGS, FINISHED GRADE OF ADJACENT PARKING AREA TO BE CARRIED ACROSS RAIN GARDEN USING NATIVE SAND OVERLAIN WITH MOBIMAT. ·OTHER NATIVE PLANTS MAY BE ADDED PER THE SANDY NECK PARK MANAGER AND APPROVED THE CONSERVATION AGENT. BACK DUNE RESTORATION AREA ALTERNATIVE 1: ·ONCE GRADING IS COMPLETE, INSTALL SAND FENCING IN A ZIG-ZAG PATTERN ALONG THE BACK DUNE CREST. ·SAND FENCING ALONG BACK DUNE CREST TO BE SECURED TO 4”X4”X8' PRESSURE TREATED TIMBERS INSTALLED IN ZIG-ZAG PATTERN AT APPROXIMATELY 10' ON-CENTER LEAVING A 4' REVEAL. ·EXISTING SHRUBS (MYRICA PENNSYLVANICA), BEACH PLUM (PRUNUS MARITIMA), BLACK CHERRY (PRUNUS SERROTINA) AND/OR EASTERN RED CEDAR (JUNIPERUS VIRGINIANA) TO BE SPADED FROM DISTURBED AREA SOUTH OF LOWER PARKING LOT AND REPLANTED IN CLUSTERS ALONG CREST OF DUNE AT 50' ON-CENTER THROUGHOUT BACK DUNE RESTORATION AREA. ·REPLANTED SHRUBS SHOULD BE REINSTALLED IN HOLE LINED WITH LOAM-COMPOST AND SOIL AMENDMENTS (TREESAVER, OR SIMILAR). ·SHRUB PLANTINGS TO BE SUPPLEMENTED WITH BARE ROOT AMERICAN BEACH GRASS (AMMOPHILA BREVILIGULATA) PLUGS INSTALLED AT 18” ON-CENTER, 2-3 CULMS PER HOLE AND 10 SEASIDE GOLDENROD (SOLIDAGO SEMPERVIRENS) PLUGS TO BE INSTALLED AT 50-FEET ON-CENTER. BARE ROOT PLUGS MUST BE INSTALLED DORMANT (BY APRIL 1). CARE MUST BE TAKEN WHEN BACKFILLING PLANTINGS TO ENSURE RHIZOME IS IN FULL CONTACT WITH SAND AND NO AIR GAP REMAINS. ·BARE ROOT BEACH GRASS MAY BE SALVAGED FROM THE AREA OF DISTURBANCE FROM THE NEW PARKING LOT AND REPLANTED ON THE BACK DUNE. ALTERNATIVE 2: ·ONCE GRADING IS COMPLETE, INSTALL SAND FENCING IN A ZIG-ZAG PATTERN ALONG THE DUNE CREST. ·SAND FENCING ALONG DUNE CREST TO BE SECURED TO 4”X4”X8' PRESSURE TREATED TIMBERS INSTALLED IN ZIG-ZAG PATTERN AT APPROXIMATELY 10' ON-CENTER LEAVING A 4' REVEAL. ·IF NOT POSSIBLE TO TRANSPLANT EXISTING SHRUBS, ONE-GALLON POTS OF BAYBERRY (MYRICA PENNSYLVANICA) AND BEACH PLUM (PRUNUS MARITIMA) SHRUBS TO BE FURNISHED AND INSTALLED IN CLUSTERS OF 10 PLANTINGS AT 50 FEET ON CENTER THROUGHOUT BACK DUNE RESTORATION AREA. ·SHRUB PLANTINGS TO BE SUPPLEMENTED WITH BARE ROOT AMERICAN BEACH GRASS (AMMOPHILA BREVILIGULATA) PLUGS INSTALLED AT 18” ON-CENTER, 2-3 CULMS PER HOLE. AND 10 SEASIDE GOLDENROD (SOLIDAGO SEMPERVIRENS) PLUGS TO BE INSTALLED AT 50-FEET ON-CENTER. BARE ROOT PLUGS MUST BE INSTALLED DORMANT (BY APRIL 1). CARE MUST BE TAKEN WHEN BACKFILLING PLANTINGS TO ENSURE RHIZOME IS IN FULL CONTACT WITH SAND AND NO AIR GAP REMAINS. INFILTRATION BASIN RESTORATION AREA ·INFILTRATION SIDE SLOPES TO BE GRADED AT 3:1 TO BASE OF PIT. ·INSTALL SWITCHGRASS (PANICUM VIRGATUM), LITTLE BLUESTEM (SCHIZACHYRIUM SCOPARIUM), SEASIDE GOLDENROD (SOLIDEGO SEMPERVIRENS) AND BUTTERFLYWEED (ASCLEPIAS TUBEROSA) PLUG PLANTINGS THROUGHOUT INFILTRATION BASIN RESTORATION AREA AT 36” ON-CENTER. ·TO ENSURE SURVIVORSHIP OF NATIVE PLANTINGS, TEMPORARY IRRIGATION WILL BE REQUIRED FOR A MINIMUM OF 2 GROWING SEASONS. ·OTHER NATIVE PLANTS MAY BE ADDED OR SPACING MAY BE MODIFIED PER THE SANDY NECK PARK MANAGER AND APPROVED THE CONSERVATION AGENT. ·FOR THE INFILTRATION AREA ADJACENT THE NEW GATEHOUSE, USE NATIVE SAND EXCAVATED FROM GATEHOUSE CONSTRUCTION AND SALVAGED PLANT MATERIALS AS MUCH AS POSSIBLE. DESIGNED/CHECKED BY: DRAWN BY: FILE: APPROVED BY: Barnstable, MA Sandy Neck Beach Facility Reconfiguration Town of Barnstable DATE: PROJECT NO:Plotted On:Mar 28, 2024-8:40am By: TJGraceLast Saved:3/27/2024Tighe & Bond:J:\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Drawings_Figures\AutoCAD\Sheet\B0633-008-C-90% Site Plans.dwgMARK DATE DESCRIPTION B0633-008-C-90% Site Plans.dwg B0633-008 SCALE: C-601 SITE DETAILS - 1 TJG/SO TJG/DJB JPV AS SHOWN PLAN SECTION12"3"WORK ZONE FLOW AREA TO BE PROTECTED WOOD STAKES*-TYP. WORK ZONE 2"x2"x2'-0" WOOD STAKES FOR WATTLES* STRAW WATTLES OR MULCH LOGS SILT FENCE *-STAKES TO BE SPACED AT 4-5' O.C. STAGGER STAKES BETWEEN STRAW WATTLES AND SILT FENCE9"AREA TO BE PROTECTED 4'-6"18"EROSION CONTROL BARRIER NO SCALE 1 1/2" HMA TOP COURSE 12" PROCESSED GRAVEL BASE 2 1/2" HMA BINDER COURSE 1'-0" HMA DRIVEWAYS AND PARKING AREAS NO SCALE 16' MIN . 30' L O N G PUBLIC W A Y 6" MINIMUM DEPTH OF 2" CRUSHED ANGULAR STONE WOVEN GEOTEXTILE FILTER FABRIC CONSTRUCTION ENTRANCE NO SCALE NOTE: SILTSACKS FOR TRENCH GRATE WILL MATCH OPENING LENGTH AS REQUIRED. SILTSACK OR APPROVED EQUAL SILTSACK EROSION CONTROL NO SCALE R 1" REBAR FOR BAG REMOVAL FROM INLET DUMP STRAP (TYP OF 2) SILTSACK MANUFACTURED BY: ATLANTIC CONSTRUCTION FABRICS, INC. 1801-A WILLIS ROAD RICHMOND, VIRGINIA 23237 NOTES: 1.ALL TIMBERS SHALL BE PRESSURE TREATED (0.40 PCF ACQ OR CCA-C) SOUTHERN YELLOW PINE. 2.ALL HARDWARE SHALL BE HOT DIP GALVANIZED. 3.ALL TIMBERS SHALL BE STAINED (COLOR AND TYPE TO BE SELECTED BY THE OWNER). 4.ALL CONNECTION HARDWARE SHALL BE SUFFICIENTLY TIGHTENED TO ACCOMMODATE FOR SHRINKAGE OF THE WOOD ELEMENTS. ELEVATION END VIEW2'-3"UNDISTURBED SUBGRADE COMPACTED BACKFILL FINISHED GRADE 6"x12" TIMBER RAIL 10"x12" TIMBER POST POSTS SPACED 10'-0" O.C. POST CONNECTION WITH BUTT JOINT 7'-0"CARRIAGE BOLTS NUT AND WASHER EDGE OF ROADWAY PAVEMENT 6"83 4" 3" 3" POST CONNECTION 6" CONCRETE ENCASEMENT60" TO SIGN3'-0"6" GROUND POST SIGN TYPICAL HANDICAPPED SIGNPOST NO SCALE R7-8 RESERVED PARKING 12" 18" VAN ACCESSIBLE 18" 9" R7-8P 24" MIN.28" MIN.18'5' MIN. TYP 9' NOTES: 1.SIGN BACKGROUND - BLUE REFLECTIVE 2.LETTERS, GRAPHICS & BORDER - WHITE REFLECTIVE 4" WHITE LINE 3' ON CENTER 45° ANGLE TO STALL INTERNATIONAL SYMBOL OF ACCESSIBILITY 4" WHITE LINE (TYP.) BLUE PAVEMENT PAINT4" WHITE LINE ACCESSIBLE SPACEINTERNATIONAL SYMBOL OF ACCESSIBILITY R7-8 AND R7-8P MOUNTED ON TYPICAL SIGN POST HANDICAPPED STRIPING AND SIGNAGE DETAIL NO SCALE 9' MIN. VAN CEMENT CONCRETE SIDEWALK NO SCALE W.W.F. (6x6 W4xW4)8" PROCESSED GRAVEL SUB-BASE 4" CEM CONC SIDEWALK 6" CEM CONC SIDEWALK (THROUGH DRIVEWAYS) WIDTH AS SHOWN 6"6" TOOL EDGES (TYP) TIMBER GUARD RAIL NO SCALE TYPE 1 ACCESSIBLE CURB RAMP NO SCALE 6'4.0' MIN1:12 MAX6'-6"6'-6"4' MIN 7.5% 7.5%2% MAX2% MAX."LEVEL LANDING" AT TOP OF RAMP (TYP) YELLOW DETECTABLE WARNING PANEL STRAIGHT OR CURVED SLOPED GRANITE CURBING FLUSH CURB STRAIGHT OR CURVED SLOPED GRANITE CURBING 212" HMA BINDER COURSE 112" HMA TOP COURSE 8" PROCESSED GRAVEL BORROW 12"11 2"5"LOAM BORROW CAPE COD BERM BERM NO SCALE 7/27/23 DESIGNED/CHECKED BY: DRAWN BY: FILE: APPROVED BY: Barnstable, MA Sandy Neck Beach Facility Reconfiguration Town of Barnstable DATE: PROJECT NO:Plotted On:Mar 28, 2024-8:40am By: TJGraceLast Saved:3/27/2024Tighe & Bond:J:\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Drawings_Figures\AutoCAD\Sheet\B0633-008-C-90% Site Plans.dwgMARK DATE DESCRIPTION B0633-008-C-90% Site Plans.dwg B0633-008 SCALE: C-602 SITE DETAILS - 2 TJG/SO TJG/DJB JPV AS SHOWN 7/27/23 NOTES: 1.SEE SITE PLAN FOR PAVEMENT WIDTH AND LOCATION. 2.SEE GRADING AND DRAINAGE PLAN FOR PAVEMENT GRADES AND CROSS-SLOPE. ASTM NO. 57 CHOKER COURSE SAND FILTER COURSE 3/8" STONE FILTER BLANKET NATIVE MATERIALS CURB (SEE DETAIL) ASTM NO. 3 STONE RESERVOIR COURSE 4" 3" 12" MIN. 4" POROUS PAVEMENT (POROUS ASPHALT) 4" NOMINAL 2" WEARING COURSE: PG64-28 PLUS 5 LBS. FIBER PER TON AND 1.5% LATEX 2" BINDER COURSE: PG64-28 PLUS 5 LBS. FIBER PER TON 4"2" CURB (SEE DETAIL) NON-WOVEN GEOTEXTILE, MIRAFI 160N OR APPROVED EQUAL (FOR SIDE STABILIZATION ONLY) NON-WOVEN GEOTEXTILE, MIRAFI 160N OR APPROVED EQUAL (FOR SIDE STABILIZATION ONLY) POROUS PAVEMENT SECTION NO SCALE 2"6'TOP OF RAMP/ CROSSWALK LINE BOTTOM OF RAMP 1' TYP2' TYPCONCRETE WALK PERGOLA AREA PLAN SECTION A-A AA 4' HMA TOP COURSE 0.4% MIN CROSS SLOPE (FOR DRAINAGE) PROP FULL DEPTH PAVEMENT 3"4' 6'6' RAISED CROSSWALK PAVEMENT MARKINGS NO SCALE RAISED CROSSWALK DETAIL NO SCALE NOTE: 1.SEE FIGURE 3B-27 IN THE MUTCD 11TH EDITION CHAPTER 3B FOR MORE DETAIL. 12" WHITE MARKING (TYP) 12"CENTER LINECENTER LINETRAVEL LANE6' TYP TYP3" HMA TOP COURSE INSTALLED IN TWO LIFTS 8" PROCESSED GRAVEL BASE HMA SIDEWALK SECTION NO SCALE 8' (TYP)2'1'1'1' STANDARD CROSSWALK STRIPING NO SCALE TYPTYPCENTER LINESTOP LINE1'4' TYP NOTES: 1. CROSSWALKS AND STOP LINES SHALL BE WHITE THERMOPLASTIC REFLECTORIZED MARKINGS UNLESS THE TOWN SPECIFIES WHITE TRAFFIC PAINT. 2. CENTER FIRST LONGITUDINAL LINE ON ROADWAY CENTERLINE, THEN EVENLY SPACE REMAINING LONGITUDINAL LINES TOWARD EACH CURB OR EACH EDGE OF PAVEMENT. 2' GAPS MAY VARY BY ± 4" TO FACILITATE UNIFORM GAP DIMENSIONS, SUBJECT TO TOWN APPROVAL. 3.TRANSVERSE LINES SHALL EXTEND THE FULL WIDTH OF PAVEMENT FROM CURB TO CURB OR EDGE OF PAVEMENT TO EDGE OF PAVEMENT. 4. TRANSVERSE LINES ARE PERPENDICULAR TO THE DIRECTION OF VEHICULAR TRAFFIC. LONGITUDINAL LINES ARE PARALLEL TO THE DIRECTION OF VEHICULAR TRAFFIC. 5. CROSSWALK WIDTH SHALL BE 8' UNLESS OTHERWISE SPECIFIED BY THE TOWN. PVC BOARDWALK NO SCALE 1/2" 12" DIA. 48" CONCRETE FOOTING 2"X6" PRESSURE TREATED JOIST SPACED MAX 16" O.C. (TYP) 4"x4" PRESSURE TREATED WOOD (TYP) 1"x6" PVC DECK BOARD (TYP) GALVANIZED TIMBER CONNECTOR (TYP)48"1/2" DIA. GALVANIZED J BOLT (TYP) GALVANIZED POST BRACKET (TYP) 10' O . C . 9' FLOW SIDEWALK B FLOW A FLOW LP x TOP OF INLET WALL FLOW TOP OF INLET WALL 6" 12" 6" B SIDEWALK SEE DETAIL PLAN VIEW CURB (IF APPLICABLE) PAVEMENT PATH (IF APPLICABLE)6" MIN. MATCH FACE OF CURB TO BACK OF SIDEWALK WIDTH SIDEWALK/GRATE 1% TYP. 12" 22" MIN 30" MIN MONOLITHIC POUR SECTION A-A INLET CHANNEL WALLS SIDEWALK 18" TRENCH GRATE IN FRAME #3 REBAR (SEE DETAIL A) 6" MIN. EXPANSION JOINT EA. SIDE (TYP) W.W. MESH (6x6w1.4xw1.4) FLAT SHEETS, 1" DEPTH OFF BOTTOM CONCRETE SECTION B-B 6" CONCRETE PAD STONE LINED SWALE A 1" 18" MAX. GAP CONCRETE PAD GRATE FRAME TOP OF GRATE = TOP OF CURB #31" MIN. SHELF DETAIL A 7" MIN. REBAR, 18" O.C. NOTES: 1. TRENCH GRATE SHALL BE INSTALLED PER MANUFACTURERS SPECIFICATIONS. 2. ALL TRENCH GRATES SHALL BE H-20 LOAD RATED. SIDEWALK INLET GRATE NO SCALE DESIGNED/CHECKED BY: DRAWN BY: FILE: APPROVED BY: Barnstable, MA Sandy Neck Beach Facility Reconfiguration Town of Barnstable DATE: PROJECT NO:Plotted On:Mar 28, 2024-8:40am By: TJGraceLast Saved:3/27/2024Tighe & Bond:J:\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Drawings_Figures\AutoCAD\Sheet\B0633-008-C-90% Site Plans.dwgMARK DATE DESCRIPTION B0633-008-C-90% Site Plans.dwg B0633-008 SCALE: C-603 SITE DETAILS - 3 TJG/SO TJG/DJB JPV AS SHOWN Varies Suit Finished Grade Grade Adjusters to Insert 8" Weir 8" 55'' Min.Drop Tee Inlet Pipe Stormceptor 6" 5'' 7" Outlet 48''Ø Outlet Pipe 24"Ø Drop 30''Ø Plate Orifice 6"Ø Port 6"Ø Oil STC 450I Precast Concrete Stormceptor (450 U.S. Gallon Capacity) Catch Basin Frame and Grate 6"Ø Oil Port Access opening 6"Ø Orifice Plate STC 450i PRECAST CONCRETE WATER QUALITY UNIT (WQU) NO SCALE AA GUTTER LINE PLAN 2 1/4"± 33"8"23 7/8"± NOTES: SECTION A-A 1. 2. CATCH BASIN FRAME & GRATE NO SCALE 3/4"±3/4"± MINIMUM WEIGHT OF GRATE - 190 LBS. MATERIAL GRATE - CAST IRON, SEE SPECIFICATIONS. 3. MINIMUM FRAME WEIGHT: 4 FLANGE - 295± LBS. 3 FLANGE - 265± LBS. 4. MATERIAL FRAME - CAST IRON, SEE SPECIFICATIONS. 5. FOR ADDITIONAL INFORMATION SEE MDOT 201.0. 15" STANDARD MANHOLE RUNG 14" SECTION A-A 3"8"1" 70"/82"Ø MONOLITHIC BASE SEAL ALL JOINTS WITH APPROVED PRE-FORMED GASKET MATERIAL (SEE SPECIFICATIONS) FLAT SLAB TOP FOR SHALLOW MANHOLES 48"/60"Ø 6" 5w" SPIGOT & BELL REINFORCEMENT SHALL BE CONNECTED TO BARREL REINFORCEMENT 24"x48" ECCENTRIC PRECAST MANHOLE CONE 24"Ø STANDARD MANHOLE RUNG (SEE DETAIL BELOW) ADJUST TO GRADE WITH NOT MORE THAN 12" OF RED CLAY BRICK MASONRY OR CONCRETE GRADING RINGS FRAME & COVERTOP STEP TO BE 20" MAX. BELOW TOP OF FRAME 5"12"4"FRAME TO BE SET IN FULL BED OF MORTAR 1/4 PIPE DIAMETERSHAPE INVERT WITH CONCRETE FILL (3000 PSI) SS CLAMP GROUT SECTION B-B RUBBER BOOT PIPE LENGTH 48"/60" PRECAST DRAIN MANHOLE (DMH) NO SCALE B B COPOLYMER POLYPROPYLENE PLASTIC 1/2" GRADE 60 STEEL REINFORCEMENT6"PIPE DIA. + 24" MIN.MULTIPLES 12",24",36" OR 48"AS REQUIRED18"-24"TAPEREDSECTIONPRECAST BASE6"MONOLITHIC BASE SEAL ALL JOINTS WITH APPROVED PRE-FORMED GASKET MATERIAL (SEE SPECIFICATIONS)MULTIPLES 12",24",36" OR 48"AS REQUIRED24"48" SPIGOT & BELL REINFORCEMENT SHALL BE CONNECTED TO BARREL REINFORCEMENT 24"x48" CONCENTRIC PRECAST CATCH BASIN CONE ADJUST TO GRADE WITH NOT MORE THAN 12" OF BRICK MASONRY FRAME & GRATE 5" FRAME TO BE SET IN FULL BED OF MORTAR 8" MIN 24" SQUARE OPENING O.D. OF PIPE +2" CLEARANCE FINISHED GRADE CAST IRON CATCH BASIN HOOD PRECAST CONCRETE DEEP SUMP HOODED CATCH BASIN (CB) NO SCALE NOTES: 1.FOR USE WITH PVC PIPE, PROVIDE RUBBER BOOT SIMILAR TO MANHOLE DETAIL. 2.FOR USE WITH OTHER TYPES OF PIPE, SEAL JOINT BETWEEN PIPE AND CATCH BASIN WITH GROUT.4'-0"D W1 W2 L d 12" 6' 6' 5' 3" 6' 14' 8' 15" 6'-6" 8' 5' 6" 6'-6" 18' 12' 18" 7' 10' 5' 6" 7' 18' 12' 21" 7'-6" 12' 6'-6" 6" 7'-6" 22' 16' 24" 8' 14' 8'-4" 6" 8' 26' 20' 6"6"8"12"12"W12'2'PLAN L L 1 112"W2SECTION A-A NON-WOVEN GEOTEXTILE. OVERLAP SEAMS 12" MINDW1 W2 L D 12"15"18"21"24" SLOPE "S" DIMENSIONS FOR "S"=1.0%DIMENSIONS FOR "S"=5.0% SLO P E V A R I E S avg avgd ** - THICKNESS SHALL BE 1'-0" OR 1.5xd , WHICHEVER IS GREATER avg d DENOTES AVERAGE STONE DIAMETER avg A A d STONE BORROW-SEE TABLE FOR SIZE STONE OUTLET NO SCALE GRANITE CURB NO SCALE SECTION ELEVATION 5"6"17"-19"1/2" 4" MIN. SMOOTH QUARRY SPLIT MAXIMUM ALLOWABLE BREAK BACK 9" - FOR CURB LENGTHS OF 6'-0" OR MORE 6" - FOR CURB LENGTHS OF LESS THAN 6'-0"6"SURFACE OF PAVEMENT PAVEMENT IN AREAS WHERE SIDEWALK IS CALLED FOR BEHIND THE CURB, THE CONC AT THE BACK OF CURB MAY BE OMITTED9"MINGRANITE CURBING REVEALGRANITE CURBING OVERALLHEIGHTPROCESSED GRAVEL BASE 6" CEM. CONC. FILL 7/27/23 DESIGNED/CHECKED BY: DRAWN BY: FILE: APPROVED BY: Barnstable, MA Sandy Neck Beach Facility Reconfiguration Town of Barnstable DATE: PROJECT NO:Plotted On:Mar 28, 2024-8:40am By: TJGraceLast Saved:3/27/2024Tighe & Bond:J:\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Drawings_Figures\AutoCAD\Sheet\B0633-008-C-90% Site Plans.dwgMARK DATE DESCRIPTION B0633-008-C-90% Site Plans.dwg B0633-008 SCALE: C-604 SITE DETAILS - 4 TJG/SO TJG/DJB JPV AS SHOWN6"2' MIN.CONTRACTOR TO PROVIDE TRENCH BOX, SHEETING OR OTHER MEANS ACCORDING TO OSHA STANDARDS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY REQUIREMENTS ACCORDING TO OSHA. TRENCH WIDTH (SEE NOTE 3)"D" UTILITY WARNING TAPE MARKED "DRAIN" OR "SEWER" AS APPROPRIATE PREVIOUSLY EXCAVATED MATERIAL 8" MAX. STONE DIAMETER " CRUSHED STONE 6"SANITARY SEWER PIPE OR STORM DRAIN PIPE NOTES: 1.COMPACT ALL BACKFILL MATERIAL WITH VIBRATORY PLATE EQUIPMENT (MINIMUM TWO PASSES) TO A MINIMUM DENSITY OF 95 PERCENT OF THE STANDARD PROCTOR DENSITY AS DETERMINED BY ASTM D698. 2.PLACE BACKFILL MATERIAL IN MAXIMUM ONE FOOT LIFTS. 3.FOR PIPES LESS THAN 24" IN DIAMETER THE TRENCH WIDTH SHALL BE 5.0'. FOR PIPES 24" IN DIAMETER AND GREATER, TRENCH WIDTH SHALL BE THE PIPE DIAMETER + 3.0' TYPICAL DRAIN OR SEWER LINE AND TRENCH SECTION NO SCALE 7/27/23 CONTROL JOINT A PLAN VIEW SECTION VIEW NOTES: 1. CONCRETE TO BE 4500 PSI, 7% AIR ENTRAINED 2. STANDARD BROOM FINISH. FILLED WITH SEALANT 1/8"x1" DEEP HAND TOOLED JOINT WITH 1/4" RADII POSITIVE LIMITING GROOVES (SEE SECTION VIEW) SEE PLAN VIEW FOR DIMENSIONS 2 LAYERS OF 6X6 - W2.9xW2.9 WWF 3" (TYP.) 3" (TYP.) 6" 3/4" CHAMFER (ALL TOP EDGES) PAVEMENT 3" (FROM ALL EDGES) COMPACTED SUBGRADE (STRIP LOAM AND ORGANICS)12"12" THICK CRUSHED GRAVEL BASE 1" 2-1/4" 4-1/2" 6" DUMPSTER PAD NO SCALE 6'-0" 6'-0" 6'-0" 5'-0"5'-0"5'-0" A A A A PROVIDE 2 CU. FT. OF SCREENED GRAVEL PROPERTYLINEDEPTH AS REQUIRED,NOT LESS THAN 5'-0"UNLESS OTHERWISE APPROVEDWATER SERVICE CONNECTION NO SCALE SERVICE LINE (SIZE AS SPECIFIED ON THE PLANS) PROVIDE COUPLING AS REQUIRED FOR PIPE SIZE AND MATERIAL ADJUSTABLE VALVE BOX EXISTING SERVICE (TYP) 3 4-INCH CURB STOP (TYP) FINISHED GRADE CORPORATION STOP PROPOSED WATER MAIN 6" SAND BEDDING 1'-6" MIN. WATER MAIN5'-0" MIN. COVER2'-0"1'-6" MIN.MIN.4'-6" MIN. COVER OF COMPACTEDSUITABLE SUB-GRADEUTILITY IDENTIFICATION TAPE (DETECTABLE) PROCESSED GRAVEL BORROW COMPACTED AS SPECIFIED 6"6"TYPICAL WATER MAIN TRENCH NO SCALE 6" MIN. COVER OF SURFACE RESTORATION AS SPECIFIED NOTE: ALL WATER MAIN INSTALLATIONS WILL MEET THE MINIMUM REQUIRED SETBACK DISTANCES FROM OTHER UTILITIES AND STRUCTURES. 10'-6" (AT SEAM) 5'-8" (AT SEAM) 4'-4"4'-7" 4"4" PLAN VIEW SECTION VIEW LIQUID LEVEL 24" DIA. WATERTIGHT 3" 6" TOP 5'-8"4" DIA INLET RUBBER BOOT W/CLAMP 4" DIA OUTLET RUBBER BOOT W/CLAMP 1'-2" SCH 40 PVC BAFFLE TEE NOTES: 1.CONCRETE: 4,000 PSI MINIMUM AFTER 28 DAYS. 2.CONSTRUCTION OF SEPTIC TANK AND TEES TO CONFORM WITH 310 CMR. 15.000 3.ALL REINFORCEMENT PER ASTM C1227. 4.PROVIDE 6" MINIMUM OF COMPACTED, LEVEL GRAVEL BASE UNDER THE TANK. 1500 GALLON TWO-COMPARTMENT SEPTIC TANK NO SCALE OUTLET EFFLUENT TEE W/ FILTER. INLET OUTLET EXTEND 24" BELOW FLOW INLET BAFFLE TEE. EXTEND 10" MIN. BELOW FLOW LINE RISERS TO FINISH GRADE CLEANOUT COVER 3 PLACES WITH STEEL FRAME AND COVERS AND RISERS TO FINISH GRADE EQUALEQUAL24" PARKING STALL 7 1 2" 2-3/4" 2" 2-3/4" 2" 1/4" CHAMFER AT ENDS (2) #3 BARS, TIED GRADE 60 2-3/4" 2" 2-3/4" PLACEMENT OF WHEEL STOP 8' CONCRETE WHEEL STOP HOLE FOR MOUNTING PIN PAVEMENT SURFACE 5/8" X 36" GALVANIZED STEEL MOUNTING PIN 4,000 PSI CONCRETE CONCRETE WHEELSTOP NO SCALE 12"12" SECTION PLAN DESIGNED/CHECKED BY: DRAWN BY: FILE: APPROVED BY: Barnstable, MA Sandy Neck Beach Facility Reconfiguration Town of Barnstable DATE: PROJECT NO:Plotted On:Mar 28, 2024-8:41am By: TJGraceLast Saved:3/27/2024Tighe & Bond:J:\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Drawings_Figures\AutoCAD\Sheet\B0633-008-C-90% Site Plans.dwgMARK DATE DESCRIPTION B0633-008-C-90% Site Plans.dwg B0633-008 SCALE: C-605 SITE DETAILS - 5 TJG/SO TJG/DJB JPV AS SHOWN NOTES 1.INSTALL RAIN GARDEN AFTER SITE IS STABILIZED TO PREVENT SEDIMENT FROM CLOGGING RAIN GARDEN. 2.MATERIAL SHOULD ALLOW AN INFILTRATION RATE OF 2 INCHES PER HOUR. PARKING AREA 24"2" MINIMUM DEPTH OF NATIVE SAND 8" 3 1 6"Ø PVC SCH 40 OVERFLOW DRAIN WITH 6"Ø PLASTIC GRATE 6"Ø HDPE UNDERDRAIN COORDINATE WITH GRADING AND DRAINAGE PLAN 2" MIN 1-1/2" CRUSHED STONE WRAPPED IN A NONWOVEN GEOTEXTILE FABRIC VEGETATED SWALE - TYPICAL SECTION 3/4" = 1'-0" PARKING AREA RANDOMLY PLACED BOULDERSSEE LANDSCAPING PLANS FOR PLANT SCHEDULE GRANITE CURB 12"24" DEPTH OF ENGINEERED SOIL MEDIUM 7/27/23 EMERGENCY SPILLWAY NO SCALE NON-WOVEN GEOTEXTILE SECTION A -SCALE NONE DETENTION BASIN 1 3 CREST OF SPILLWAY-SEE SHEET SITE PLAN FOR ELEVATIONS 3 TYP 1 BERM EXTEND ROCKFILL 15.0' MIN 20 0.5' - 1.0' LOW PERMEABILITY SOIL 6"3.0'CONCRETE CURB 3"-6" ANGULAR STONE (12" MIN DEPTH) NON-WOVEN GEOTEXTILE MODIFIED ROCK FILL (12" MIN DEPTH)3.0'CONCRETE CURB SPILLWAY-SEE SHEET SITE PLAN FOR ELEVATIONS SECTION B -SCALE NONE STORMWATER INFILTRATION SYSTEM - TYPICAL SECTION NO SCALE STORMTECH MC-7200 CHAMBER CRUSHED, ANGULAR 1 1/2" STONE GROUP 2 NON-WOVEN GEOTEXTILE ALL AROUND NATIVE SUBGRADE SOILS FINISH PAVEMENT GRADE VARIES ALONG LENGTH OF SYSTEM COMPACTED SUITABLE BACKFILL MATERIAL NATIVE SUBGRADE SOILS BOT. OF CHAMBERS BOT. OF STONE 12"MIN.2.0'MIN.60"12"MIN.100"9"9" 12" MIN. FINISH GRADE VARIES IN ELEVATION ALONG LENGTH OF SYSTEM WIDTH OF PIT SHALL BE 3 TIMES WIDTH OF ROOT BALL (10' MIN IN LEDGE) (SCARIFY AND SLOPE SIDES OF PIT) 4" SAUCER UNTIE BURLAP & ROLL BACK FROM TOP 1/3 OF ROOT BALL (IF PLASTIC BURLAP IS USED, REMOVE COMPLETELY) TAMPED PLANTING MIX COMPACTED SUBGRADE 3" TAMPED PLANTING MIX OR ENGINEERED SOIL MIX (FOR BIORETENTION AREA) 12" MIN. IN EARTH 24" MIN. IN LEDGE3"SHRUB & GRASS PLANTING - TYPICAL SECTION NO SCALE LC LOCKING GATE LATCH / HASP6"1'-0"± 24" 6" COMPACTED GRAVEL 16' LC 6" COMPACTED GRAVEL 1'-0"± 14' FINISH GRADE 16' WIDE BAR GATE NO SCALE 3500 PSI CONC FOOTING. SIZE AS PER MANUFACTURER RECOMMENDATIONS EMBEDMENT AS PER MANUFACTURER RECOMMENDATIONS GALVANIZED STEEL BAR GATE 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 DESIGNED/CHECKED BY: DRAWN BY: FILE: APPROVED BY: Barnstable, MA Sandy Neck Beach Facility Reconfiguration Town of Barnstable DATE: PROJECT NO:Plotted On:Mar 28, 2024-8:41am By: TJGraceLast Saved:3/27/2024Tighe & Bond:J:\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Drawings_Figures\AutoCAD\Sheet\B0633-008-C-90% Site Plans.dwgMARK DATE DESCRIPTION B0633-008-C-90% Site Plans.dwg B0633-008 SCALE: C-606 SITE DETAILS - 6 (SITE SECTIONS) TJG/SO TJG/DJB JPV AS SHOWN EXISTING GRADE PROPOSED FINISH GRADE 4:1 SEAWARD SLOPE4:1 LANDWARD SLOPE 46' WIDE CREST EXISTING UPPER PARKING LOT NEW PARKING LOT NEW LOWER PARKING LOT4:1 SLOPE6:1 SLOPE 24.50 5'-10' WIDE BERMSEE A-A BELOWMATCH LINEMATCH LINESEE A-A ABOVESEE B-B BELOWMATCH LINEMATCH LINESEE B-B ABOVENEW UPPER PARKING LOT EXISTING GRADE PROPOSED FINISH GRADE EXISTING GRADE PROPOSED FINISH GRADE 4:1 SEAWARD SLOPE4:1 LANDWARD SLOPE 44' WIDE CREST EXISTING LOWER PARKING LOT EXISTING LOWER PARKING LOT EXISTING GRADE PROPOSED FINISH GRADE 7/27/23 SECTION A-A A-4012 1/4" = 1'-0" SECTION A-A A-4012 1/4" = 1'-0" SECTION B-B A-4012 1/4" = 1'-0" SECTION B-B A-4012 1/4" = 1'-0" ASPHALT SIDEAWALK SECTION C-C 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 7 6 5 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 7 6 5 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 7 6 5 DESIGNED/CHECKED BY: DRAWN BY: FILE: APPROVED BY: Barnstable, MA Sandy Neck Beach Facility Reconfiguration Town of Barnstable DATE: PROJECT NO:Plotted On:Mar 28, 2024-8:41am By: TJGraceLast Saved:3/27/2024Tighe & Bond:J:\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Drawings_Figures\AutoCAD\Sheet\B0633-008-C-90% Site Plans.dwgMARK DATE DESCRIPTION B0633-008-C-90% Site Plans.dwg B0633-008 SCALE: C-607 SITE DETAILS - 7 (SITE SECTIONS 2) TJG/SO TJG/DJB JPV AS SHOWN EXISTING GRADE SEE C-C BELOWMATCH LINEPROPOSED FINISH GRADE 4:1 SEAWARD SLOPE4:1 LANDWARD SLOPE 10' WIDE CREST EXISTING LOWER PARKING LOT NEW LOWER PARKING LOT MATCH LINESEE C-C ABOVESEE C-C BELOWMATCH LINEMATCH LINESEE C-C ABOVE10' WIDE VEGETATED SWALE 4:1 SLOPE6:1 SLOPE 21.50 10' WIDE BERM NEW LOWER PARKING LOTNEW LOWER PARKING LOT EXISTING GRADE PROPOSED FINISH GRADE 6:1 SLOPE EXISTING GRADE PROPOSED FINISH GRADE 3:1 SLOPE TO BASIN3:1 SLOPE TO BASIN BIORETENTION BASIN 7/27/23 SECTION C-C A-4022 1/4" = 1'-0" SECTION C-C A-4022 1/4" = 1'-0" SECTION C-C A-4022 1/4" = 1'-0" DESIGNED/CHECKED BY: DRAWN BY: FILE: APPROVED BY: Barnstable, MA Sandy Neck Beach Facility Reconfiguration Town of Barnstable DATE: PROJECT NO:Plotted On:Mar 28, 2024-3:01pm By: TJGraceLast Saved:----Tighe & Bond:C:\Users\tjgrace\AppData\Local\Microsoft\Windows\INetCache\Content.Outlook\C0UE5073\B0633-008-C-Structural Permit Plans.dwgMARK DATE DESCRIPTION B0633-008-C-Structural Permit Plans.dwg B0633-008 SCALE: S-100 WALKWAY AND PLATFORM PLAN AND NOTES TJG/RKC RKC/AJG JPV 1" = 10' 00 10'20' SCALE: 1" = 10' N 2/28/24 28' x 16' TIMBER VIEWING PLATFORM EL. 31 28'-0" TIMBER LANDING EL. 26.8 EL. 24.3 LOWERE D R A I L I N G TIMBER EDGE PROTECTION AT LOWERED RAILING (SEE SHEET S-401, SECTION C-C) TIMBER NOTES: 1.TIMBER DECKING AND RAILING COMPONENTS SHALL BE VISUALLY GRADED NO. 2 SOUTHERN YELLOW PINE OR BETTER, AND SHALL BE ACQ TREATED TO A MINIMUM RETENTION OF 0.60 PCF. 2.TIMBER STRINGERS AND PILE CAPS SHALL BE VISUALLY GRADED NO. 1 SOUTHERN YELLOW PINE OR BETTER, AND SHALL BE CCA OR ACQ TREATED TO A MINIMUM RETENTION OF 0.60 PCF. 3.ALL PRESSURE TREATED TIMBER THAT HAS BEEN FIELD CUT, DRESSED, AND/OR DRILLED SHALL BE COATED WITH TWO (2) COATS OF COPPER NAPTHENATE PRESERVATIVE, INCLUDING THE ENDS OF ANY SPLICED SEGMENTS. 4.ALL TIMBER MEMBERS SHALL BE S4S SURFACE FINISH AND FREE OF TAGS OF STAPLES. 5.EACH PIECE OF WOOD OR TIMBER SHALL BE GRADED BY A RECOGNIZED LUMBER GRADING AGENCY. A CERTIFICATE OF COMPLIANCE SHALL BE REQUIRED FOR ALL TIMBER. 6.TIMBER MEMBERS SHOWN ON THESE DRAWINGS ARE REFERRED TO BY THEIR NOMINAL DIMENSIONS BUT SHOWN AT THEIR TRUE DRESSED DIMENSIONS. 7.ALL HORIZONTAL SURFACES BETWEEN TIMBER COMPONENTS SHALL BE COVERED WITH 30# TAR PAPER WITH A 1" OVERHANG ON ALL SIDES. TAR PAPER SHALL BE OVERLAPPED A MINIMUM OF 6" AT SEAMS. 8.DECK BOARDS SHALL BE SPACED 1 8" APART AND SHALL BE FASTENED USING STAINLESS STEEL SCREWS. SCREW HOLES SHALL BE PREDRILLED TO AVOID SPLITTING. 9.THE WALKWAY AND VIEWING PLATFORM IS DESIGNED TO WITHSTAND LOADS AS SPECIFIED IN THE 2015 INTERNATIONAL BUILDING CODE (100 PSF LIVE LOAD). 10.THE STRUCTURAL CAPACITY OF THE WALKWAY AND VIEWING PLATFORM WAS DETERMINED IN ACCORDANCE WITH THE AWS NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION, 2018 EDITION. MISCELLANEOUS METALS NOTES: 1.ALL BOLTS, THREADED RODS, OR DRIFT PINS USED IN TIMBER CONSTRUCTION SHALL BE HOT-DIPPED GALVANIZED, ASTM A307. 2.ALL WASHERS SHALL BE HOT-DIPPED GALVANIZED, ASTM F436 OVERSIZED WASHERS. 3.PILE CAP PLATES AND MISCELLANEOUS PLATE STEEL SHALL CONFIRM TO ASTM A572, GR. 50. 4.ALL MISCELLANEOUS STEEL USED IN TIMBER CONSTRUCTION SHALL BE HOT-DIPPED GALVANIZED, A36 (MIN). 5.ALL HOT-DIP GALVANIZING SHALL BE PERFORMED IN ACCORDANCE WITH ASTM A123. 6.ALUMINUM TO BE ALLOY 6061-T6. 7.ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS AND SHALL MEET THE REQUIREMENTS OF AWS SPECIFICATION D1.1, LATEST EDITION. ELECTRODES SHALL BE E70XX LOW-HYDROGEN OR APPROVED EQUAL. 8.ALL HOLES AND/OR SLOTS SPECIFIED IN STEEL PLATES AND SHAPES SHALL BE FACTORY DRILLED/CUT OR MAG-DRILLED IN THE FIELD. NO BURNING SHALL BE ALLOWED. ANY CUTTING OR DRILLING PERFORMED AFTER THE FACTORY COATING HAS BEEN APPLIED SHALL BE TOUCH-UP COATED WITH THE MANUFACTURER'S COATING FIELD TOUCH-UP KITS. PILE NOTES: 1.THE TIMBER WALKWAY AND PLATFORM SHALL BE SUPPORTED ON HELICAL PILES. THE CONTRACTOR MAY SELECT THE MANUFACTURER FOR HELICAL PILES, AS LONG AS PILES MEET THE LOAD AND LAYOUT/DIMENSIONING REQUIREMENTS SPECIFIED HEREIN. 2.HELICAL PILES SHALL BE 3-INCHES IN DIAMETER, MINIMUM, AND HOT-DIPPED GALVANIZED ACCORDANCE WITH ASTM A123. 3.THE TIMBER PILE CAP SHALL CONNECTED TO THE HELICAL PILES WITH A GALVANIZED, THREE-SIDED STEEL BRACKET, AS SHOWN ON THE DRAWINGS. 4.THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING STAMPED DESIGN CALCULATIONS FOR THE HELICAL PILES. CALCULATIONS SHALL INCLUDE PILE SIZE, DEPTH, CONNECTIONS, MOUNTING BRACKETS, CROSS BRACING, ETC., AS NECESSARY FOR DESIGN. THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND DESIGN CALCULATIONS TO THE ENGINEER FOR REVIEW AND APPROVAL PRIOR TO ORDERING OR FABRICATION. SHOP DRAWINGS AND CALCULATIONS SHALL BE SIGNED AND SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF MASSACHUSETTS. 5.THE MAXIMUM COMPRESSIVE LOAD ON A SINGLE HELICAL PILE IS 8600 LBS. THE MAXIMUM LATERAL LOAD ON A SINGLE HELICAL PILE IS 200 LBS. 25 26 27 25 26 2790'-0"200'-0"30'-0" 5'-0" 5'-0" 30'-0" TIMBER LANDING EL. 28.5 TIMBER RAMP @ 1:12 9'-0"9'-WIDE TIMBER STAIRWAY EL. 24.3 TIMBER LANDING EL. 31 TIMBER RAMP @ 1:12 TIMBER RAMP @ 1:12 TIMBER LANDING EL. 27.7 D-DS-401B-B S-401 A-AS-401C-CS-40116'-0" DESIGNED/CHECKED BY: DRAWN BY: FILE: APPROVED BY: Barnstable, MA Sandy Neck Beach Facility Reconfiguration Town of Barnstable DATE: PROJECT NO:Plotted On:Mar 28, 2024-3:01pm By: TJGraceLast Saved:----Tighe & Bond:C:\Users\tjgrace\AppData\Local\Microsoft\Windows\INetCache\Content.Outlook\C0UE5073\B0633-008-C-Structural Permit Plans.dwgMARK DATE DESCRIPTION B0633-008-C-Structural Permit Plans.dwg B0633-008 SCALE: S-401 WALKWAY AND PLATFORM PLAN AND SECTIONS TJG/RKC RKC/AJG JPV AS SHOWN 2/28/243'-6"4" (TYP.) TOP OF DECK EL. VARIES 2x8 TIMBER TOP RAIL 2x6 TIMBER TOP RAIL 2x3 TIMBER BALLUSTERS @ 37 8" CLEAR (MAX), FASTENED TO 2x6 WITH (2) GALV. NAILS PER INTX., PREDRILLED 6x6 TIMBER POST 2x3 TIMBER RAIL 2x6 TIMBER BOTTOM RAIL 4x8 TIMBER STRINGER (TYP.) 6x8 TIMBER PILE CAP (TYP.) GALV. HELICAL PILE (TYP.) (SEE NOTES) 2x8 TIMBER DECKING (TYP.) 1 2"-DIA. GALV. THRU BOLT, COUNTERSUNK (TYP., ONE PER STRINGER CONNECTION) SECTION A-A S-1006" = 1'-0" SECTION B-B S-1006" = 1'-0" SECTION C-C S-1006" = 1'-0" SECTION D-D S-1006" = 1'-0"3'-6"4" (TYP.)4x8 TIMBER STRINGER (TYP.) 2x8 TIMBER DECKING (TYP.) GALV. HELICAL PILE (TYP.) (SEE NOTES) 1 2"-DIA. GALV. THRU BOLT, COUNTERSUNK (TYP., ONE PER STRINGER CONNECTION) 6x8 TIMBER PILE CAP (TYP.) GALV. PILE BRACKET (TYP.) TOP OF DECK EL. 31 GALV. ∠6x31 2x 5 16x4" (TYP., ONE PER EXTERIOR STRINGER CONNECTION) (2) 1 2"-DIA. GALV. THRU BOLTS, COUNTERSUNK (TYP., TWO PER EXTERIOR STRINGER CONNECTION) 1 2"-DIA. GALV. THRU BOLT, (TYP., ONE PER EXTERIOR STRINGER CONNECTION) 12'-0"12'-0" GALV. ∠6x31 2x 5 16x4" (TYP., ONE PER EXTERIOR STRINGER CONNECTION) 1 2"-DIA. GALV. THRU BOLT (TYP., ONE PER EXTERIOR STRINGER CONNECTION) (2) 1 2"-DIA. GALV. THRU BOLTS, COUNTERSUNK (TYP., TWO PER EXTERIOR STRINGER CONNECTION) GALV. ∠6x31 2x 5 16x4" WHERE STRINGER INTERFERES WITH HELICAL PILE (TYP., THREE LOCATIONS) 6x6 POST, BEYOND 2x8 TOP RAIL 2x6 TOP RAIL 2x3 BALLUSTERS @ 37 8" CLEAR MAX., FASTENED TO 2x6 WITH (2) GALV. NAILS PER INTX., PREDRILLED 2x3 RAIL 2x6 BOTTOM RAIL 2x3 RAIL 2x3 TIMBER RAIL 4x8 TIMBER STRINGER (TYP.), BEYONDGALV. PILE BRACKET (TYP.) GALV. HELICAL PILE (TYP.), BEYOND (SEE NOTES) 6x8 TIMBER PILE CAP (TYP.) 2x8 TIMBER DECKING (TYP.) (2) 1 2"-DIA. GALV. THRU BOLTS, COUNTERSUNK (TYP., TWO PER EXTERIOR STRINGER CONNECTION) 2x8 TIMBER FASCIA (TYP.) 2x8 TIMBER BLOCKING (TYP.), BEYOND 3'-6"TOP OF DECK EL. 31 6x6 POST, BEYOND 2x8 TOP RAIL 2x6 TOP RAIL 2x3 BALLUSTERS @ 37 8" CLEAR MAX., FASTENED TO 2x6 WITH (2) GALV. NAILS PER INTX., PREDRILLED 2x3 RAIL 2x6 BOTTOM RAIL 2x3 RAIL 9"2'-10"2x8 TOP RAIL 2x6 TOP RAIL 2x3 RAIL 6x6 POST, BEYOND 2x3 RAIL 2x6 BOTTOM RAIL 5 4x4" ON 2x4X6" BLOCKING FOR EDGE PROTECTION AT LOWERED RAILING LOCATIONS 6'-0"6'-0" 16'-0" 6x8 TIMBER PILE CAP (TYP.) GALV. 6x31 2x 5 16x4" (TYP., ONE PER EXTERIOR STRINGER CONNECTION) 4x8 TIMBER STRINGER (TYP.), BEYOND (2) 1 2"-DIA. GALV. THRU BOLTS, COUNTERSUNK (TYP., TWO PER EXTERIOR STRINGER CONNECTION) 1 2"-DIA. GALV. THRU BOLT, (TYP., ONE PER EXTERIOR STRINGER CONNECTION) 2x8 TIMBER DECKING (TYP.) 16'-0"3'-6"2x8 TIMBER FASCIA (TYP.) 2x8 TIMBER BLOCKING (TYP.), GALV. ∠4x4x 5 16x6" W/ (4) 1 2"-DIA. GALV. THRU BOLTS, COUNTERSUNK (TYP., BLOCKING TO STRINGER) TOP OF DECK EL. 31 6x6 POST, BEYOND 2x8 TOP RAIL 2x6 TOP RAIL 2x3 BALLUSTERS @ 37 8" CLEAR MAX., FASTENED TO 2x6 WITH (2) GALV. NAILS PER INTX., PREDRILLED 2x3 RAIL 2x6 BOTTOM RAIL 2x3 RAIL 6'-0"6'-0" 28'-0" 5'-0" 3'-6" 1 S-501 2 S-501 1 S-501 3 S-501 0 0.5'1'1.5' SCALE: 1 1/2"=1'-0" PILE LAYOUT PLAN 1-1/2" = 1'-0" N GRADE BEAM 1 2 3 4 5 6 7 8 9 10 11 A B D E FG H I J KL M 8'-6" 3'-6" 3'-6"1'-0" 7'-6" 2'-7" 9'-10"10'-1" 9" 3'-6" C 7'-0"7'-0"2'-0" 3'-9" 3'-6" 9"7'-0"3'-0" 3'-0"7'-0"9" 3'-6" 1'-0" TYP. FOR PLATFORM 2'-0" TYP. FOR PLATFORM 1'-0" TYP. FOR STAIRWAY 9" TYP. FOR RAMPS 9" TYP. FOR RAMPS 1-1/2"-DIA. ADA-COMPLIANT ALUMINUM HANDRAIL (TYP.)2'-10" DESIGNED/CHECKED BY: DRAWN BY: FILE: APPROVED BY: Barnstable, MA Sandy Neck Beach Facility Reconfiguration Town of Barnstable DATE: PROJECT NO:Plotted On:Mar 28, 2024-3:01pm By: TJGraceLast Saved:----Tighe & Bond:C:\Users\tjgrace\AppData\Local\Microsoft\Windows\INetCache\Content.Outlook\C0UE5073\B0633-008-C-Structural Permit Plans.dwgMARK DATE DESCRIPTION B0633-008-C-Structural Permit Plans.dwg B0633-008 SCALE: S-501 WALKWAY AND PLATFORM DETAILS TJG/RKC RKC/AJG JPV AS SHOWN 2/28/24 GALV. ∠6x31 2x 5 16x4" (TYP., ONE PER EXTERIOR STRINGER CONNECTION) 1 2"-DIA. GALV. THRU BOLT (TYP., ONE PER EXTERIOR STRINGER CONNECTION) (2) 1 2 -DIA. GALV. THRU BOLTS, COUNTERSUNK (TYP., TWO PER EXTERIOR STRINGER CONNECTION)6"31 2"2"SECTION 6x8 TIMBER PILE CAP (TYP.) 6x6 TIMBER RAIL POST 3" MIN. HELICAL PILE W/ GALV. BRACKET (TYP.) 2x8 TIMBER DECKING (TYP.) 4x8 TIMBER STRINGER (TYP.) 1 2"-DIA. GALV. THRU BOLTS, COUNTERSUNK 6x6 TIMBER RAIL POST 4x8 TIMBER STRINGER (TYP.) 31 2"4"11 2" GALV. ∠6x31 2x 5 16x4" HELICAL PILE W/ GALV. BRACKET 1 2"-DIA. GALV. THRU BOLT 6x6 TIMBER RAIL POST 2x8 TIMBER FASCIA (TYP.) 2x8 TIMBER BLOCKING (SEE FRAMING PLAN) (2) 1 2"-DIA. GALV. THRU BOLTS, COUNTERSUNK 4x8 TIMBER STRINGER (TYP.) 2x8 TIMBER DECKING (TYP.)3"21 8" 6x6 TIMBER RAIL POST W/ (2) 1 2"-DIA. GALV. THRU BOLTS, COUNTERSUNK (TYP.) 2x8 TIMBER FASCIA (TYP.) 2x8 TIMBER BLOCKING (SEE FRAMING PLAN)GALV. ∠4x4x 5 16x6" W/ (4) 1 2"-DIA. GALV. THRU BOLTS (TYP., EACH END OF BLOCKING) 6x8 TIMBER PILE CAP (TYP.) 4"4"6x8 TIMBER PILE CAP (TYP.) 2x8 TIMBER BLOCKING (SEE FRAMING PLAN) 4x8 TIMBER STRINGER (TYP.) 4x8 TIMBER STRINGER (TYP.) 2x8 TIMBER DECKING (TYP.) GALV. ∠4x4x 5 16x6"6"4" (2) 1 2"-DIA. GALV. THRU BOLTS (TYP., EACH END OF BLOCKING) (2) 1 2"-DIA. GALV. THRU BOLTS (TYP., EACH END OF BLOCKING) 11 2"3"SECTION PLAN PLAN DETAIL 1 S-5011" = 1'-0" DETAIL 2 S-5011" = 1'-0" RAIL POST TO EXTERIOR STRINGER CONNECTION RAIL POST TO FASCIA CONNECTION DETAIL 3 S-5011" = 1'-0" TIMBER BLOCKING CONNECTION DETAIL 4 S-5011" = 1'-0" 6x6 RAIL POST 2x8 TOP RAIL 2x6 TOP RAIL 2x3 BALLUSTERS @ 37 8" CLEAR MAX., FASTENED TO 2x6 WITH (2) GALV. NAILS PER INTX., PREDRILLED 2x3 RAIL 2x6 BOTTOM RAIL 3'-6"4"VARIES, SEE PLAN 6'-0" MAX. STANDARD LOWERED TIMBER RAILING 6x6 RAIL POST 2x8 TOP RAIL 2x3 RAIL 2x3 RAIL 2x6 BOTTOM RAIL 2x6 RAIL 2x3 RAIL 2x6 BOTTOM RAIL 5 4x4 EDGE PROTECTION 2x4x6" BLOCKING FOR EDGE PROTECTION 4x8 EXTERIOR STRINGER 4x8 EXTERIOR STRINGER9"2'-10"6" 9" 0 0.5'1'2' SCALE: 1"=1'-0" HOMERUN TO EQUIPMENT. "L4A1" INDICATES EQUIPMENT ID, "1,3" INDICATESPANELBOARD CIRCUIT NUMBERS, (20A, 1P, UNLESS INDICATED OTHERWISE)SEE DRAWINGS FOR QUANTITY AND SIZE OF WIRE AND CONDUIT. MINIMUM2#12,#12G, IN 34"C IF NOT INDICATED OR SCHEDULED OTHERWISE. DASHEDLINES INDICATE IN OR UNDER SLAB.FEEDER TAG - REFER TO LEGEND OR TABLE OF FEEDER SIZESL4A1-1,3NUMBERS/LETTERS SHOWN BESIDE LIGHT FIXTURES SHALL INDICATE THE FOLLOWING:"F1" (CAPITAL LETTER(S) OR COMBINATION OF CAPITAL LETTER(S) AND NUMBERS) INDICATES FIXTURE TYPE."2" (NUMBER OR PANELBOARD NAME AND NUMBER) INDICATES CIRCUIT NUMBER."a" (LOWERCASE LETTER) INDICATES SWITCH CONTROL OF FIXTURE."E" INDICATES FIXTURE IS WIRED TO EMERGENCY SYSTEM."NL" INDICATES FIXTURE IS WIRED AS A NIGHT LIGHT (ALWAYS ON)."PC" INDICATES FIXTURE IS FURNISHED WITH PHOTOCELL CONTROL."MS" INDICATES FIXTURE IS FURNISHED WITH MOTION SENSOR."X#" INDICATES HAZARDOUS LOCATION, NUMBER INDICATES SPECIFIC TYPE.WALL MOUNTED LIGHTING FIXTURE - WIRED TO THE EMERGENCY LIFE SAFETYSYSTEMWALL MOUNTED LIGHTING FIXTURECEILING MOUNTED ILLUMINATED EXIT SIGN, ARROWS AS INDICATED ONDRAWINGSWALL MOUNTED ILLUMINATED EXIT SIGN, ARROWS AS INDICATED ONDRAWINGSEMERGENCY BATTERY UNITREMOTE EMERGENCY LIGHT HEADPOLE MOUNTED SITE LIGHTING FIXTUREBOLLARD STYLE SITE LIGHTING FIXTUREPANELBOARD, SURFACE MOUNTEDEDP 4 A 1PANEL TYPE (DP) DISTRIBUTION PANEL(L) LIGHTING PANELNUMBER IN SEQUENTIAL ORDER.SWITCHBOARD SOURCE OF POWERVOLTAGE (2) 208, (4) 480(P) POWER PANEL(OS) OPTIONAL STANDBY1.WIRING IS SHOWN ON DRAWINGS ONLY FOR SPECIFIC ROUTES OR SPECIALCONDITIONS.2.WIRING AND CONDUIT SHALL BE REQUIRED BETWEEN ALL OUTLETSINDICATED WITH CIRCUIT NUMBERS AND PANEL DESIGNATIONS.3.ALL SWITCH CONTROLS SHALL BE FURNISHED WITH WIRING AND CONDUITAS REQUIRED.4.ALTHOUGH ALL BRANCH CIRCUIT WIRING AND CONDUIT IS NOT SHOWN, ITIS THE INTENT OF THESE DOCUMENTS THAT A COMPLETE BRANCH CIRCUITWIRING SYSTEM BE INSTALLED.5.A GREEN GROUNDING CONDUCTOR SHALL BE RUN WITH ALL CIRCUITS.VERIFY CONDUIT SIZE TO ENSURE IT CAN ACCOMMODATE ALL PHASE,NEUTRAL AND GROUND CONDUCTORS.6.ALL BRANCH CIRCUITS SHALL HAVE INDIVIDUAL NEUTRALS AND GROUNDS.BRANCH CIRCUITS SHALL NOT SHARE NEUTRALS OR GROUNDS.FLOOD LIGHT - WALL MOUNTEDFLOOD LIGHT - POLE MOUNTEDHID OR COMPACT FLUORESCENT PENDANT OR SURFACE MOUNTED LIGHTINGFIXTURERACEWAYS AND WIRINGABBREVIATIONSBRANCH CIRCUIT WIRING NOTESLIGHTING FIXTURESPOWER DISTRIBUTION EQUIPMENTELECTRICAL PANELBOARD KEY2#10,#10G,34"CL4A1-1,3#AAFAFFAFGAICALARCHASATATSAWGBLDGCCBCTCATCIR, CKTCPCPTCOLCUDISC SW, DSDWGEECEMEXPFFUFTFVNRFVRGGCGFI, GFCIID KCMIL, MCMKVAKVARKWLSIGMCMCBMCCMISCMFRMLONC, NCNECNICNLNONTSOLPPH, ØPLCPVCPTPVCRRGSRVNRSSCCR, SCRSCH 40SPSPDSSSWTELTSPTYPUGUPSVVFDYWWTFWWTFWPXFMRWIRE SIZE OR IDENTIFICATION NUMBERAMPERESAMPERE FRAME (CIRCUIT BREAKER RATING)ABOVE FINISHED FLOORABOVE FINISHED GRADEAMPERE INTERRUPTING CAPACITYALUMINUMARCHITECTAMPERE SENSOR (CIRCUIT BREAKER RATING)AMPERE TRIP (CIRCUIT BREAKER RATING)AUTOMATIC TRANSFER SWITCHAMERICAN WIRE GAUGEBUILDINGCONDUITCIRCUIT BREAKERCURRENT TRANSFORMERCATALOGCIRCUITCONTROL PANELCONTROL POWER TRANSFORMER480 VOLTS - 120/240 VOLTS,UNLESS OTHERWISE INDICATEDCOLUMNDELTACOPPERDISCONNECT SWITCHDRAWINGWIRED ON EMERGENCY CIRCUITELECTRICAL CONTRACTOREMERGENCYEXPLOSION PROOFFLUSHFUSEFEETFULL VOLTAGE NON-REVERSINGFULL VOLTAGE REVERSINGGROUNDGENERAL CONTRACTORGROUND FAULT CIRCUIT INTERRUPTERIDENTIFICATIONONE THOUSAND CIRCULAR MILSKILOVOLT-AMPERESKILOVOLT-AMPERES REACTIVEKILOWATTSLONG/SHORT TIME, INSTANTANEOUS AND GROUNDFAULT SETTINGS (FOR CIRCUIT BREAKER)MECHANICAL CONTRACTORMAIN CIRCUIT BREAKERMOTOR CONTROL CENTERMISCELLANEOUSMANUFACTURERMAIN LUGS ONLYNORMALLY CLOSEDNATIONAL ELECTRICAL CODENOT IN CONTRACTNIGHT LIGHTNORMALLY OPENNOT TO SCALEOVERLOADPOLEPHASEPROGRAMMABLE LOGIC CONTROLLERPOLYVINYL CHLORIDEPOTENTIAL TRANSFORMERPOLYVINYL CHLORIDERECESSEDRIGID GALVANIZED STEEL CONDUITREDUCED-VOLTAGE NON-REVERSINGSURFACESHORT CIRCUIT CURRENT INTERRUPTING RATINGSCHEDULE 40 PVC CONDUITSPARESURGE PROTECTION DEVICESTAINLESS STEELSWITCHTELEPHONETWISTED SHIELDED PAIR CABLETYPICALUNDERGROUNDUNINTERRUPTABLE POWER SUPPLYVOLTVARIABLE FREQUENCY DRIVE (ALSO REFEREDTO AS ADJUSTABLE FREQUENCY DRIVE)WYEWATT, WIREWATER TREATMENT FACILITYWASTEWATER TREATMENT FACILITYWEATHERPROOFTRANSFORMERMISCELLANEOUSNOTES:1.GREEN GROUND CONDUCTOR NOT INDICATED BUT SHALL BE INCLUDED IN EACHRACEWAY. SIZE SHALL BE #12AWG UNLESS INDICATED OTHERWISE.2.HOMERUNS TO PANELBOARDS SHALL HAVE A MAXIMUM OF THREE (3) PHASECONDUCTORS (ONE PER PHASE), (3) NEUTRALS AND (3) GROUND CONDUCTORSIN EACH CONDUIT. DERATE CONDUCTORS AS REQUIRED PER CODE.CONDUIT IN OR UNDER SLABCONDUIT TURNING UPCONDUIT TURNING DOWNHHHANDHOLEUTILITY POLE(E) EMERGENCY16CONDUIT, CONCEALED IN CONSTRUCTION IN FINISHED AREAS,EXPOSED IN UNFINISHED AREASEOVERHEAD ELECTRICAL WIREUNDERGROUND CONDUIT (SHADING INDICATES CONCRETE ENCASED)1AAPHOTOGRAPH LOCATIONSECTIONEQUIPMENT, STRUCTURES, PIPING AND/OR CONDUITTO BE DEMOLISHED.GENERAL SYMBOLSBOLD LINES AND TEXT INDICATE PROPOSED WORKLIGHT LINES AND ITALIZED TEXT INDICATE APPROXIMATEEXISTING CONDITIONSOEDESIGNED/CHECKED BY:DRAWN BY:FILE:APPROVED BY:Barnstable, MASandy NeckBeach FacilityReconfigurationTown ofBarnstableDATE:PROJECT NO:Plotted On:Mar 28, 2024-9:10pm By: RHendricksonLast Saved:3/28/2024Tighe & Bond:J:\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Drawings_Figures\AutoCAD\Sheet\B0633-008-E-001.dwg MARKDATEDESCRIPTIONB0633-008-E-001.dwgB0633-008SCALE:ONE-001ELECTRICAL LEGENDJPVNO SCALERAKRHMICHAEL J.ROSSINIPE Electrical50542No.03/29/2024 DESIGNED/CHECKED BY:DRAWN BY:FILE:APPROVED BY:Barnstable, MASandy NeckBeach FacilityReconfigurationTown ofBarnstableDATE:PROJECT NO:Plotted On:Mar 28, 2024-9:11pm By: RHendricksonLast Saved:3/28/2024Tighe & Bond:J:\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Drawings_Figures\AutoCAD\Sheet\B0633-008-E-002.dwg MARKDATEDESCRIPTIONB0633-008-E-002.dwgB0633-008SCALE:ONE-002ELECTRICAL GENERAL NOTESJPVNO SCALERAKRHGENERAL SITE NOTES1.REFER TO THE CIVIL DRAWINGS FOR THE EXACT LOCATION OF ALL SITE LIGHTING,SIGNS, ETC.2.ALL EXCAVATION, TRENCHING, BACK FILL AND COMPACTION OF DUCT BANKS,TRANSFORMER PADS, SITE LIGHTING BASE, BY THE GC.3.SITE LIGHTING POLE BASES SHALL BE FURNISHED BY THE EC, INSTALLED BY THE GC.COORDINATE CONDUIT AND LIGHT POLE BOLT PATTERNS WITH GC.4.EACH LIGHT POLE BASE SHALL HAVE A LIGHTING HAND HOLE BESIDE IT.5.WHERE ROUTING IS SPECIFICALLY INDICATED, CONDUITS SHALL BE ROUTED ASINDICATED ON THE DRAWING. NO EXCEPTION WITHOUT PRIOR WRITTENPERMISSION FROM THE PROJECT ELECTRICAL ENGINEER.6.ALL CONCRETE WORK SHALL BE BY THE GC.GENERAL DEMOLITION NOTES1.DISCONNECT AND REMOVE EXISTING ELECTRICAL PANELBOARDS, JUNCTION BOXES,BRANCH CIRCUITS, FEEDERS, RACEWAYS, DEVICES, ETC., AS REQUIRED TOACCOMPLISH THE NEW WORK AS SHOWN OR REASONABLY IMPLIED. REFER TO THEARCHITECTURAL, PLUMBING, MECHANICAL, AND ELECTRICAL WORK SHOWN ON THEOTHER DRAWINGS OF THIS SET TO DETERMINE THE EXTENT OF THE DEMOLITIONWORK REQUIRED.2.EXISTING BRANCH CIRCUITS NO LONGER SERVING ANY EQUIPMENT OR DEVICESSHALL BE PULLED BACK TO AND DISCONNECTED FROM THE PANEL OF ORIGIN.RE-LABEL EXISTING CIRCUIT BREAKERS AS SPARE AND PROVIDE A NEWLABEL/NAMEPLATE OR TYPE-WRITTEN PANEL DIRECTORY.3.BRANCH CIRCUITS SERVING EXISTING DEVICES TO REMAIN AND EXISTING DEVICESTO BE REMOVED SHALL BE MAINTAINED AND RECONNECTED AS REQUIRED AFTERREMOVAL OF THE EXISTING DEVICES, AS NECESSARY TO ACCOMMODATE THEALTERATIONS.4.COORDINATE WITH THE OWNER'S RESPECTIVE DEPARTMENTS FOR THEDISCONNECTION AND REMOVAL OF TELECOMMUNICATIONS, FIRE ALARM, ANDSECURITY SYSTEM DEVICES, EQUIPMENT, AND CABLING.5.COORDINATE WITH THE ENGINEER, GENERAL, MECHANICAL, AND PLUMBINGCONTRACTORS FOR EXISTING EQUIPMENT TO BE DISCONNECTED AND REMOVED.DISCONNECT AND REMOVE THE ELECTRIC CONDUIT AND WIRING BACK TO THE POINTOF ORIGIN FOR EACH PIECE OF EQUIPMENT TO BE REMOVED.6.EXISTING FIRE ALARM SYSTEM SHALL REMAIN FULLY OPERATIONAL UNTIL NEW FIREALARM SYSTEM HAS BEEN INSTALLED, TESTED, AND ACCEPTED. THE EXISTING FIREALARM SYSTEM PANELS, DEVICES, CABLING, RACEWAYS, ETC., SHALL BEDISCONNECTED AND REMOVED. REFER TO SPECIFICATIONS FOR ADDITIONALINFORMATION.7.REMOVE ALL WIRING/CABLING NO LONGER IN USE FROM EXISTINGRACEWAYS/CONDUITS. RACEWAYS/CONDUITS NO LONGER IN USE THAT AREEMBEDDED IN FLOOR SLABS SHALL BE CUT BACK AS REQUIRED AND CAPPED.SURFACE-MOUNTED RACEWAYS/CONDUITS NO LONGER IN USE SHALL BE REMOVED.8.PROVIDE BLANK STAINLESS STEEL COVER PLATES FOR ALL JUNCTION/DEVICE BOXESNO LONGER IN USE THAT ARE EMBEDDED IN FLOOR SLABS OR MASONRY WALLS. ALLCOVER PLATES SHALL BE PAINTED TO MATCH EXISTING CONDITIONS.9.REFER TO SPECIFICATIONS FOR ADDITIONAL DEMOLITION CRITERIA.10.THE EXISTENCE OF UTILITIES AND APPURTENANCES AS SHOWN ON THESEDRAWINGS ARE FOR REFERENCE ONLY. THOROUGHLY INVESTIGATE THE EXACT SIZE,TYPE, LOCATION AND ELEVATION PRIOR TO THE START OF CONSTRUCTION. FIELDMEASURE TO VERIFY EXISTING AND CONTRACT INTERFACE DIMENSIONS, LOCATIONS,AND OTHER CONDITIONS. THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR ANYAND ALL DAMAGE WHICH MIGHT BE OCCASIONED BY FAILURE TO EXACTLY LOCATEAND PRESERVE ANY AND ALL UTILITIES.11.ASSUME MATERIALS TO BE DEMOLISHED ARE POSITIVE FOR HAZARDOUS MATERIALSAND DISPOSE OF AS NECESSARY IN ACCORDANCE WITH APPLICABLE REGULATIONS.REFER TO SPECIFICATIONS FOR MORE DETAILS.12.OWNER RETAINS RIGHT OF FIRST REFUSAL FOR ALL ITEMS TO BE REMOVED ORDEMOLISHED. TAKE REASONABLE CARE TO AVOID DAMAGE TO ITEMS TO BERETAINED BY OWNER. NO ADDITIONAL CHARGE WILL BE ALLOWED FOR REMOVAL OFSALVAGEABLE ITEMS.13.FOR ITEMS BEING DEMOLISHED, REMOVE EXISTING SUPPORTS AND MOUNTINGHARDWARE. FILL OPENINGS FROM ANCHOR HOLES AND CONDUIT/PIPEPENETRATIONS (UNLESS CONDUIT IS TO BE REUSED) WITH NON-SHRINK GROUT ANDPAINT TO MATCH WALL OR FLOOR.14.PATCH HOLES IN CONCRETE FROM OLD EQUIPMENT SUPPORTS, CONDUITS,PENETRATIONS, ETC. WITH NON-SHRINK GROUT. PAINT TO MATCH SURROUNDINGSURFACE.15.PROPERLY DISPOSE OF DEMOLISHED EQUIPMENT IN COMPLIANCE WITH CODES,REGULATIONS, AND STATE STANDARDS.GENERAL NOTES1.FOR SYMBOLS AND ABBREVIATIONS, REFER TO DRAWING E-001.2.BOLD TEXT AND LINES INDICATE PROPOSED WORK, LIGHT TEXT AND LINES INDICATEAPPROXIMATE EXISTING CONDITIONS.3.PROVIDE TEMPORARY POWER AND EQUIPMENT AS REQUIRED TO KEEP SYSTEMSOPERATIONAL, SEE 16050 FOR SEQUENCING AND SCHEDULING.4.FOR ELECTRICAL DETAILS, REFER TO DETAIL DRAWINGS5.ALL CONDUIT SHALL BE INSTALLED ATTACHED TO THE TOP OF STEEL (TOP CHORD OFJOIST/GIRDER).6.COORDINATE ALL DEVICE LOCATIONS WITH GC AND/OR OWNER PRIOR TO ROUGH-IN.7.COORDINATE ALL REQUIRED OPENINGS/PENETRATIONS THROUGH WALLS, FLOORS,AND CEILING WITH OTHER TRADES AND APPROVED EQUIPMENT SUBMITTALS.8.ALL PIPES OR OTHER UTILITIES DAMAGED DURING THE CONTRACTOR'S OPERATIONSSHALL BE THE CONTRACTOR'S RESPONSIBILITY TO REPAIR OR REPLACE AT NO COSTTO THE OWNER.9.SUPPORT ALL UTILITIES AND STRUCTURES DURING CONSTRUCTION AND MAKEREPAIRS IF DAMAGED.10.THE LOCATIONS OF EXISTING UTILITIES AND EQUIPMENT ARE APPROXIMATE.DETERMINE THE EXACT LOCATION OF EXISTING UTILITIES AND STRUCTURES BEFORECOMMENCING WORK. BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGE WHICHMIGHT BE OCCASIONED BY FAILURE TO EXACTLY LOCATE AND PRESERVE ANY ANDALL UTILITIES AND STRUCTURES.11.PREVENT DUST FROM BECOMING A NUISANCE OR HAZARD. CONTROL DUST DURINGAND AFTER CONSTRUCTION.12.DO NOT COMBINE POWER AND SIGNAL WIRING IN ANY CONDUIT, BOX, WIREWAY,CABLE TRAY, ETC. WITHOUT WRITTEN PERMISSION FROM THE ENGINEER, UNLESSSPECIFICALLY SHOWN ON THE DRAWINGS.MICHAEL J.ROSSINIPE Electrical50542No.03/29/2024 O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H WOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHW OHW O HW OHW O HW OHW O HW OHW OHW O HW OHW OHW OHW O HW OHW OHWOHWEEEEEEEEEEEEEEEEEEEEWWWWW WWWW W WETLANDWETLANDSANDY N ECK B EACH ROADEXISTINGMAINTENANCEGARAGESS E E EEE E E EEEWHHHHHH HHHHLIGHT POLEJ33321GARAGEELECTRICALPANELGATEHOUSEELECTRICALPANEL - 18GARAGEELECTRICALPANEL - 7POLE LIGHT3POWER/CABLE TVVERIZONRELOCATEDANTENNA POLELIGHT BOLLARD (TYP)57867DESIGNED/CHECKED BY:DRAWN BY:FILE:APPROVED BY:Barnstable, MASandy NeckBeach FacilityReconfigurationTown ofBarnstableDATE:PROJECT NO:Plotted On:Mar 28, 2024-9:12pm By: RHendricksonLast Saved:3/28/2024Tighe & Bond:J:\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Drawings_Figures\AutoCAD\Sheet\B0633-008-E-100.dwg MARKDATEDESCRIPTIONB0633-008-E-100.dwgB0633-008SCALE:IONE-100ELECTRICAL GATEHOUSESITE PLAN - 1JPVAS SHOWNRAKRH0020'40'SCALE: 1" = 20'NUNDERGROUNDDUCTBANKNOTES:1.COORDINATE METERING AND EQUIPMENT REQUIREMENTS WITH EVERSOURCE PRIOR TOSTARTING WORK. INSTALLED CONDITION OF METERING ARRANGEMENT SHALL BECAPTURED ON PROJECT RECORD DRAWINGS.2.ALL VERIZON EQUIPMENT SHOULD BE INSTALLED IN DEDICATED RACEWAYS AND HANDHOLES. ALL VERIZON EQUIPMENT TO BE INSTALL ACCORDING TO THERECONSTRUCTION STANDARDS. COORDINATE PRIOR TO THE COMMENCEMENT OF WORK.3.PROVIDE MINIMUM OF 12 INCHES OF SPACE BETWEEN POWER AND DATA/VERIZONCONDUIT.KEY NOTES:PROVIDE DUCTBANK FOR SERVICE FEEDER FEEDERS. REFER TO ONELINE AND DETAILSFOR ADDITIONAL INFORMATION.PROVIDE SERVICE FEEDER IN EXISTING CONDUIT SYSTEM.INTERCEPT EXISTING UNDERGROUND CONDUIT WITH HANDHOLE.HANDHOLE TO BE 24" x 36" x 24" AND H20 TRAFFIC-RATED WHERE APPLICABLE.LIGHTING FIXTURE TO BE CONTROLLED BY PHOTOCELL AND DIMMED DOWN TO 10%PASSIVE INFRA-RED OCCUPANCY SENSOR AFTER 15 MINS.PROVIDE (2) GROUNDING RODS AND RECONNECT EXISTING GROUNDING WIRE.PROVIDE NEMA 4X JUNCTION BOX TO CONNECT NEW SERVICE TO EXISTING ELECTRICALSYSTEM.PROVIDE 100A UTILITY COMBINATION METER MAIN.PROVIDE (2) GROUNDING RODS AND #2 GROUND WIREREFER TO DETAILS FOR ADDITIONAL INFORMATION ON UTILITY POLE SCOPE.123456789MICHAEL J.ROSSINIPE Electrical50542No.03/29/2024 O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H W O H WOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHW OHW O HW OHW O HW OHW O HW OHW OHW O HW OHW OHW OHW O HW OHW OHWOHWEEEEEEEEEEEEEEEEEEEETTTTTTTWWWWW WWWW W EXIST GATEHOUSEBUILDINGWETLANDWETLANDSANDY N ECK B EACH ROADEXISTINGMAINTENANCEGARAGEDESIGNED/CHECKED BY:DRAWN BY:FILE:APPROVED BY:Barnstable, MASandy NeckBeach FacilityReconfigurationTown ofBarnstableDATE:PROJECT NO:Plotted On:Mar 28, 2024-9:11pm By: RHendricksonLast Saved:3/28/2024Tighe & Bond:J:\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Drawings_Figures\AutoCAD\Sheet\B0633-008-ED-100.dwg MARKDATEDESCRIPTIONB0633-008-ED-100.dwgB0633-008SCALE:ONED-100ELECTRICAL GATEHOUSEDEMOLITION SITE PLANJPVAS SHOWNRAKRH0020'40'SCALE: 1" = 20'NNOTES:1.REMOVE ANY CONDUIT AND WIRING THAT IS NO LONGER IN USE BY PROJECTCOMPLETION.KEY NOTES:REMOVE THE EXISTING GARAGE PANELBOARD AND ASSOCIATED FEEDER IN ITSENTIRETY. MAINTAIN CONDUIT AND BRANCH CIRCUITS FOR REWORK AND RECONNECTUNDER NEW WORK SCOPE.EXISTING ANTENNA, POLE, WIRING, AND ASSOCIATED AUXILIARY HARDWARE ARE TOBE RELOCATED TO THE MAINTENANCE GARAGE. COORDINATE WITH THE PARKMANAGER AND EQUIPMENT VENDOR FOR ADDITIONAL INFORMATION.DISCONNECT AND MAINTAIN VERIZON SERVICE FOR EXTENSION TO MAINTENANCEGARAGE UNDER NEW WORK SCOPE.REMOVE EXISTING FEEDERS IN THEIR ENTIRETY. MAINTAIN AND MAKE SAFE CONDUIT.DISCONNECT AND REMOVE EXISTING UTILITY METER.REMOVE EXISTING GROUND RODS, MAINTAIN GROUND WIRE FOR RECONNECTION.DISCONNECT AND REMOVE CONDUIT COMING UP FROM THE GROUND AND JUNCTIONBOX123127444556367MICHAEL J.ROSSINIPE Electrical50542No.03/29/2024 IF REQUIRED,CABLE TIED ON POLEABOVE CONDUIT IN36" DIAMETER COILSEAL OPENING AROUND CABLE,CAP SPARE CONDUIT-DO NOT USE DUCT PLUGS.INSTALL GROUNDING BUSHING& ATTACH TO GROUND LEAD.5'RIGID GALVANIZED STEELCONDUIT SPARE RISERNOT SHOWN10'CLIP (GALV.STEEL)DESIGNED TOSECURE PIPE TOROUND POLE(2 LOCATIONS)5'COVER DOWNGROUND LEAD(#4 CU WIRE)W/ MOLDINGCAST IRON SLIPCOUPLINGSPAREDUCTTOP OF 5RISER8" ROD TO BE4" BELOW GRADETYPICAL STREET OR ROADWAY*LOCATE BOTH DUCTS WITHINONE POLE QUARTER AS SHOWN ABOVE.3'SECONDCONDUITDETAIL(IF NEEDED)INSTALL PIPE GROUNDING CLAMP& ATTACH TO #4 CU GROUND LEAD36" R X 90° GALVANIZED STEEL SWEEP.SPARE SWEEP (IF REQUIRED) MUST HAVEA THREADED CAP JUST ABOVE GRADE.#2 COUNTERPOISE-NSTAR SOUTH AREASFLOWTRAFFICRISERPOLERISERPOLERISERSPAREDUCTFLOWTRAFFICADAPTER COUPLINGSTEEL TO PVCNOTES:1.NSTAR SOUTH AREAS ONLY - #2 BARE COPPER WIRE (DIRECT BURIED COUNTERPOISE) SHALL CONNECT RISERPOLE GROUND TO THE FIRST PAD/SWITCH/MANHOLE GROUNDING RING.2.EXOTHERMIC CONNECTIONS (CADWELD) ARE ACCEPTABLE FOR BURIED CONNECTIONS.DESIGNED/CHECKED BY:DRAWN BY:FILE:APPROVED BY:Barnstable, MASandy NeckBeach FacilityReconfigurationTown ofBarnstableDATE:PROJECT NO:Plotted On:Mar 29, 2024-8:13am By: RHendricksonLast Saved:3/29/2024Tighe & Bond:J:\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Drawings_Figures\AutoCAD\Sheet\B0633-008-E-501.dwg MARKDATEDESCRIPTIONB0633-008-E-501.dwgB0633-008SCALE:ONE-501ELECTRICAL DETAILSJPVNO SCALERAKRH12"12" 3"GRADE1236" (MIN)CONTINUOUSMARKER TAPE OVEREDGES OFDUCTBANK (TYP)CONDUIT, SEE NOTE 6 (TYP)CONCRETE, SEE NOTE 4CONDUIT SPACERS, SEE NOTE 3#5 REBAR, SEE NOTE 53"3"NOTES:1.UNLESS OTHERWISE INDICATED ON DRAWINGS, ELECTRICAL DUCT BANK CONCRETE ENCASING SHALLBE CONTINUOUS ALONG THE ENTIRE LENGTH OF THE DUCT BANK.2.WHERE CONCRETE ENCASING IS NOT SHOWN FOR DUCT BANKS, PROVIDE STONE BORROW PERSPECIFICATION SECTION 02320.3.E.C. SHALL PROVIDE CONDUIT SPACERS 5'-0" ON CENTER, AS MANUFACTURED BY UNDERGROUNDDEVICES, INC.:a.L=2" SCHEDULE 40 PVC CONDUIT REQUIRES CONDUIT SPACER AT 5'-0" ON CENTER, BY U-D INC.,P/N 2W20-2 (OR -3).b.4" SCHEDULE 40 PVC CONDUIT REQUIRES CONDUIT SPACER AT 5'-0" ON CENTER, BY U-D INC., P/N4W30-2 (OR -3).c.5" SCHEDULE 40 PVC CONDUIT REQUIRES CONDUIT SPACER AT 5'-0" ON CENTER, BY U-D INC., P/N5W30-2 (OR -3).d.6" SCHEDULE 40 PVC CONDUIT REQUIRES CONDUIT SPACER AT 5'-0" ON CENTER, BY U-D INC., P/N6W30-2 (OR -3).4.CONCRETE SHALL BE PRE-MIX 2,500 P.S.I. 6" SLUMP LEAN CONCRETE, WITH RED DYE ADDED TOMIXTURE, CONCRETE BY ELECTRICAL CONTRACTOR.5.#5 REBAR SHALL BE PLACED CONTINUOUS ALONG DUCTBANK (MINIMUM OF 4), WITH A MINIMUM 3"COVER ALONG BOTTOM SIDE, AND 3" COVER ALONG REMAINING THREE SIDES.6.CONDUIT USAGE SHALL BE AS FOLLOWS:SCHEDULE 40 PVC CONDUIT - UTILITY SECONDARY - 240/120VSCHEDULE 40 PVC CONDUIT - CABLE TVSCHEDULE 40 PVC CONDUIT - VERIZONDUCTBANK GENERAL NOTESNO SCALE(SD-102)12SITE LIGHTING POLE BASE & HANDHOLENO SCALE(SD-226)1019232529303540888.59H + 7.5H + 8.0H + 8.5H + 9.0H + 9.59.5104550FINISHED GRADE7775H + 4.524"DIA.36"H + 6.5H + 6.5H + 6.5H + 7.5NOTES:1.ALL DIMENSIONS ARE IN NOMINAL FEETOR INCHES.2. TOP OF FOUNDATION SHALL BETROWELLED SMOOTH AND LEVEL.3. CLASS OF CONCRETE SHALL BE 3000P.S.I. CONCRETE SHALL BE VIBRATED.4. CONTRACTOR TO VERIFY OPENING SIZEIN POLE BASE PLATE PRIOR TO SETTINGCONDUIT SLEEVES.5. SUBJECT TO SOIL CONDITIONS, REFERTO GEOTECH REPORT.6. LOCATE EDGE OF POLE BASE 3'-0" TOEDGE OF PAVEMENT/WALKWAY.POLELENGTH(ft.)BASEBURIALDEPTH 'D'(ft.)REINFORCINGBARLENGTH(ft.)'D''LHH'LIGHTING HAND HOLE WITH OPENBOTTOM 17"W x 30"L x 12"DMINIMUM (INSIDE CLEARANCE)WITH LOGO ON COVER PERSPECIFICATIONS. PROVIDESYNERTECH BY OLD CASTLE ORAPPROVED EQUAL.(2) 112" PVCCONDUIT(2) 1" PVC CONDUIT.PROVIDE 12/2 UF CABLEFROM "LHH" TO FIXTURE.STUB MAX.3" INTOHAND HOLE(2) 112" PVCCONDUIT PIPE__'-__" LIGHT POLELOCK NUTSLEVELING NUTSPOLE BASE COVERCAST-IN-PLACECONCRETE BASEGALVANIZED STEEL "J" BOLTS ASSUPPLIED BY LIGHT FIXTUREMANUFACTURER(8) #6 REINF.BARS AND #4 TIES(2) 1-1/2" PVC CONDUIT24" DIA.24" (H)FIBER FORMNOTES:1.COORDINATE WITH SITE ELECTRICAL PLANS. CONDUIT TYPES SHOWN ARE TYPICAL.PROVIDE CONDUIT ENTRIES AND QUANTITIES AS SHOWN ON SITE PLANS.2.CONTRACTOR SHALL SIZE HAND HOLE PER NEC REQUIREMENTS.3.SPLICE CONDUCTORS (INCLUDING GROUNDING CONDUCTORS) IN HANDHOLE WITHSILICONE FILLED CONNECTORS RATED FOR UNDERGROUND. USE IDEAL #30-066 OREQUAL FOR #6 OR SMALLER SPLICES. USE ILSCO PDSS OR EQUAL UNDERGROUNDRATED LUGS FOR LARGER SPLICES.POWER HANDHOLE WITHCUSTOM COVER LABELED"POWER"BARRIER - CENTERED IN HANDHOLE ASINDICATED. 14" THICK PHENOLIC RESIN SHEET.AFFIX TO HANDHOLE WITH STAINLESS STEELHARDWARE. MINIMUM GAP BETWEEN POWERAND DATA/SECURITY SIDES TO BE 332" WITHCOVER ON.36" (MIN) 12" 3" MAX CONTINUOUS MARKER TAPE12" ABOVE CONDUIT PATH(TYP)(1) SCHEDULE 40 PVCCONDUIT (TYP)CONDUITPOWER CONDUITCONDUIT TO NEXT HANDHOLECONDUIT TO NEXT HANDHOLEFINISHED GRADEFRAME & COVER FLUSHWITH GRADEH-20 RATED CONCRETEHANDHOLE112" FREE DRAINING STONE6" MIN 3"MINSTRUT MOUNTED EQUIPMENT DETAILNO SCALECONCRETE SONOTUBEFOUNDATION BY 03300(4)12"Ø MIN. SS ADHESIVEANCHORS WITH 6" MIN.EMBEDMENT#3 CLOSES TIES@ 12" MAX OC(4)#4 VERTICAL2" CLEAR COVER(TYP)12"48"4" MIN.12" THICK GRAY TINTEDPOLYCARBONATE BACKBOARDMOUNTED ON STAINLESS STEELSTRUTS (MOUNT 36" AFG)STRUT-MOUNTED EQUIPMENT(COORDINATE SIZE ANDACCESS REQUIREMENTSWITH THE SUPPLIER)RISER POLENO SCALEMARKER TAPEOVER EDGES OFCONDUIT AREA(TYP)36" MINTYPICAL UNDERGROUNDPOWER, LIGHTING, ORDATA/SECURITY CONDUIT(S)PROVIDE 2" OF SAND AROUNDCONDUITS12"NOTES:1.MAINTAIN 3" MIN SPACING BETWEEN CONDUITS OF THESAME SYSTEM (POWER, DATA/SECURITY)2.MAINTAIN MINIMUM 1' SEPARATION BETWEEN POWER ANDDATA/SECURITY CONDUITS.3.MAINTAIN MINIMUM 1' SEPARATION BETWEEN ALLELECTRICAL CONDUIT AND OTHER UNDERGROUND SYSTEMS.3"MINUNDERGROUND LIGHTINGNO SCALE(SD-101GRADEPOWER & SECURITY HANDHOLE (IN ROADWAY)DETAIL TITLE LINE 2NO SCALE2-WAY DUCTBANK (4" CONDUIT ONLY)NO SCALE3"12" 3"GRADE3336" (MIN)CONTINUOUSMARKER TAPE OVEREDGES OFDUCTBANK (TYP)CONDUIT, SEE NOTE 6(TYP)CONCRETE, SEE NOTE 4CONDUIT SPACERS,SEE NOTE 3#5 REBAR, SEE NOTE 53"3"2-WAY DUCTBANK (4" CONDUIT ONLY)NO SCALE3MICHAEL J.ROSSINIPE Electrical50542No.03/29/2024 DESIGNED/CHECKED BY:DRAWN BY:FILE:APPROVED BY:Barnstable, MASandy NeckBeach FacilityReconfigurationTown ofBarnstableDATE:PROJECT NO:Plotted On:Mar 28, 2024-9:13pm By: RHendricksonLast Saved:2/29/2024Tighe & Bond:J:\B\B0633 Barnstable\008 - FY22 Sandy Neck Beach Facility Reconfiguration\Drawings_Figures\AutoCAD\Sheet\B0633-008-E-601.dwg MARKDATEDESCRIPTIONB0633-008-E-601.dwgB0633-008SCALE:NE-601ELECTRICAL ONE-LINEDIAGRAMS AND SCHEDULESJPVNO SCALERAKRHMPOLE(#P679/9)MOUNTEDTRANSFORMEREXISTING ONE-LINE DIAGRAMNO SCALEPROPOSED ONE-LINE DIAGRAMNO SCALE100A COMBINATION METER MAIN -100A FUSES3#2 & 1#2G, 2"C IN DUCTBANK3#2 & 1#2G, 2"C INEXISTING CONDUITSYSTEM100A COMBINATION METER MAIN -40A FUSES3#2 & 1#2G, 2"C IN DUCTBANK3#2 & 1#2G, 2"C INEXISTING CONDUITSYSTEMREMOVE EXISTING PANELMICHAEL J.ROSSINIPE Electrical50542No.03/29/2024 PERGOLA AND UPDATED SAND PLAY AREAS EXISTING OSV TRAILEXISTING SEPTIC SYSTEM TO REMAIN UPPER PARKING LOT - 65 SPACES SANDY NECK BEACH ROADEXISTING RESTROOM/CONCESSION BUILDING. EXISTING LIGHTING TO REMAIN MOBI MAT BEACH ACCESS (TYP) PRIMARY DUNE RESTORATION AREA (VEGETATE W/ BEACH GRASS) VEGETATED SWALE LOWER PARKING LOT - 143 SPACES EDGE OF EXISTING PARKING LOT BAR GATE EMERGENCY ACCESS PATH REAR DUNE RESTORATION AREA (VEGETATE W/ BEACH GRASS AND NATIVE SHRUBS) INFILTRATION BASIN & STONE OUTFALL PERVIOUS PAVEMENT PERVIOUS PAVEMENT 100-FOOT BUFFER ZONE 50-FOOT BUFFER ZONE ZONE VE(15) ZONE AE(13) ZONE VE(15) ZONE AE(13) LIMITS OF COASTAL BEACH LIMITS OF COASTAL DUNE ACEC LIMITS OF COASTAL BEACH LIMITS OF COASTAL DUNE 0 160'80'0 SCALE: 1" = 80' N SHEET NOTES - SKETCH PLAN 1 THE ENTIRE AREA SHOWN ON THE PLAN IS WITH THE1. FOLLOWING JURISDICTIONAL BOUNDARIES: - BARRIER BEACH - LAND SUBJECT TO COASTAL STORM FLOWAGE - ESTIMATED HABITATS OF RARE WILDLIFE WETLAND DELINEATION JULY 2022 AND APRIL 2023, BY2. ADAM FINKLE PWS, CERP. FIGURE SHOWING EXCERPT FROM TIGHE & BOND PLAN3. SHEET C-101 - C-103. MOBI MAT BEACH ACCESS (TYP) MOBI MAT BEACH ACCESS (TYP) BODFISH MEMORIAL ROCK 100-FOOT BUFFER ZONE 50-FOOT BUFFER ZONE ISOLATED WETLAND ACEC ADA ACCESSIBLE OVERLOOK EXISTING OVERLOOK TO REMAIN WALKWAY CONNECTING PARKING LOTS INFILTRATION BASIN & STONE OUTFALL LIMIT OF WORK TOAD EXCLUSION ZONE A TOAD EXCLUSION ZONE B TOAD EXCLUSION ZONE D TOAD EXCLUSION ZONE C LIMIT OF WORK EROSION CONTROL BARRIER Proposed Sandy Neck Beach Facility Reconfiguration - April 1, 2024 xxxx 0 40'20'0 SCALE: 1" = 20' N LIMIT OF PROPOSED GRAVEL AREA RELOCATED COMPRESSOR W/ FLOOD-PROOF ENCLOSURE UTILITY POLE W/ MOTION SENSORED SHIELDED DARK SKY LUMINAIRE EXISTI N G O R V T R A I L AIR-UP SPACES AIR-DOWN SPACES (AUXILIARY AIR UP SPACES) EXISTING DUMPSTERS TO REMAIN PORTABLE AIR COMPRESSORSANDY NECK BEACH ROADEDGE OF EXISTING ORV TRAIL CEDAR STOCKADE FENCE SHEET NOTES - SKETCH PLAN 2 1. THE ENTIRE AREA SHOWN ON THE PLAN IS WITH THE FOLLOWING JURISDICTIONAL BOUNDARIES: - BARRIER BEACH - COASTAL DUNE - LAND SUBJECT TO COASTAL STORM FLOWAGE - ESTIMATED HABITATS OF RARE WILDLIFE 2. WETLAND DELINEATION JULY 2022 AND APRIL 2023, BY ADAM FINKLE PWS, CERP. 3. FIGURE SHOWING EXCERPT FROM TIGHE & BOND PLAN SHEET C-304. 50-FOOT BUFFER ZONE 100-FOOT BUFFER ZONE ACEC ACEC ISOLATED WETLAND ISOLATED WETLAND RELOCATED SWING GATE FOR REPRESENTATION ONLY 50-FOOT BUFFER ZONE 100-FOOT BUFFER ZONE 50-FOOT BUFFER ZONE RELOCATED DUMPSTERS PREVIOUSLY DISTURBED AREAS TO REVEGETATE NATURALLY RELOCATED LOGS RELOCATED UTILITY POLE W/ MOTION SENSORED SHIELDED DARK SKY LUMINAIRE TOAD EXCLUSION ZONE E EROSION CONTROL BARRIER EROSION CONTROL BARRIER Proposed Sandy Neck Beach Facility Reconfiguration - April 1, 2024 APPROX. LIMIT OF NEW PAVEMENT PRIMARY ENTRANCE AND EXIT LANES EXISTING WALKING PATH EXISTING PARKING TO REMAIN 9 AIR-UP SPACES COMPRESSOR W/ FLOOD-PROOF ENCLOSURE RAISED CROSSWALK / CONNECTION TO EXISTING SIDEWALK EXISTING MAINTENANCE GARAGE DEDICATED AIR-UP EXIT LANE 6 PARKING SPACES EXISTING GRAVEL FROM PARKING AREA TO BE REMOVED AND RESTORED WITH NATIVE VEGETATION EXISTING MARSH TRAIL TO REMAIN SAN DY N E C K B E A C H R O A D GRAVEL N SHEET NOTES - SKETCH PLAN 3 1. THE ENTIRE AREA SHOWN ON THE PLAN IS WITH THE FOLLOWING JURISDICTIONAL BOUNDARIES: - BARRIER BEACH - COASTAL DUNE - LAND SUBJECT TO COASTAL STORM FLOWAGE - ESTIMATED HABITATS OF RARE WILDLIFE 2. WETLAND DELINEATION JULY 2022 AND APRIL 2023, BY ADAM FINKLE PWS, CERP. 3. FIGURE SHOWING EXCERPT FROM TIGHE & BOND PLAN SHEET C-404. ACEC ISOLATED WETLAND ISOLATED WETLAND 50-FOOT BUFFER ZONE 100-FOOT BUFFER ZONE EXISTING LIGHTING TO REMAIN 50-FOOT BUFFER ZONE 100-FOOT BUFFER ZONE ACEC NEW SIDEWALK QUEUE AREA FOR (4) VEHICLES RELOCATED GATEHOUSE BUILDING WITH NEW ACCESSIBLE RAMP EXISTING LIGHTING TO REMAIN DEDICATED EXIT LANES FLAG POLE & HISTORIC ROCK LIGHT BOLLARD (TYP) 0 80'40'0 SCALE: 1" = 40' RAISED TRAFFIC TABLE CROSSWALK RAISED CROSSWALK CROSSWALK / CONNECTION TO EXISTING SIDEWALK EXISTING UTILITY POLE WITH LIGHT UTILITY POLE W/ SHIELDED DARK SKY LUMINAIRE INFILTRATION BASIN & STONE OUTFALL PROPOSED GRADING UPDATES NEW SIDEWALK UTILITY POLE W/ SHIELDED DARK SKY LUMINAIRE TOAD EXCLUSION ZONE G EROSION CONTROL BARRIER EROSION CONTROL BARRIER TOAD EXCLUSION ZONE F EROSION CONTROL BARRIER Proposed Sandy Neck Beach Facility Reconfiguration - April 1, 2024