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HomeMy Public PortalAboutPlanning Board Packet 01/13/21 updated 010821SPECIAL PERMIT AND SITE PLAN REVIEW APPLICATION #2021-01 APPLICANT: DISTRIBUTED SOLAR DEVELOPMENT, LLC PROPERTY: 1000 FREEMANS WAY Application #2021-01 www.brewster-ma.gov Page 1 of 1 1/8/2021 DEPARTMENT REVIEWS Application #2021-01 APPLICANT: Distributed Solar Development, LLC (DSD) OWNER: Town of Brewster REPRESENTATIVE: Joshua Burdett, Tetra Tech, Inc. MAP/LOT: Map 119, Lot 1-F PROPERTY ADDRESS: 1000 Freemans Way (Captains Golf Course) Received from: Conservation Com. Comments received from Noelle Aguiar, Conservation Administrator  It does not appear that the project is within jurisdiction so not comments to pass on from Conservation. Health Dept. Comments received from Sherrie McCullough, Assistant Health Director  The septic system at 1000 Freemans Way is located in the driveway in front of the club house. The system is H-20 rated.  The proposed project is to set the canopies over the existing parking lots. Both parking lots are far enough away from the septic system and should not cause any disruption to the system.  There is a second system for the maintenance and storage building on site. It consists of an H-20 septic tank and an H-20 d-box. Both of these are located under the pavement. The leach pit is not underneath that pavement but is in a wooded area that abuts one of the parking lots where the canopies may be placed. I would recommend verifying its location prior to any construction activities. Historic District Com. Comments received from Sara Provos, Senior Department Assistant  This property is not located in the OKH, therefore HDC Approval/Review is not required. Police Dept. Comments received from Lt. George Bausch  The Brewster Police have no issues with this application. Brewster Planning Board 2198 Main Street Brewster, MA 02631-1898 (508) 896-3701 x1133 brewplan@brewster-ma.gov January 6, 2021 Ryan Bennett, Town Planner Town of Brewster 2198 Main Street Brewster, MA 02631 RE: Peer review of stormwater management plan for proposed solar facility, Captains Golf Course, Freemans Way, Brewster, Massachusetts Dear Ms. Bennett At your request, the Horsley Witten Group, Inc. (HW) has conducted a peer review of the proposed solar facility at Captains Golf Course. The purpose of the review was to determine if the proposed plan is in compliance with the performance standards of the Water Quality Protection Overlay District as laid out in Section 179-57 of the Overlay District regulations. Our review focused on the water quality issues with the stormwater generated by the new solar canopies, specifically the changes in nitrogen loading on this portion of the Captains Golf Course Property. It also focused on the design of the new stormwater infiltration proposed to manage runoff from the solar canopies to confirm they meet the Overly District performance standards and also comply with the Massachusetts Stormwater Management Standards (MASWMS). Our review was based on the information provided in the December 2020 Special Use/Site Plan Approval application prepared by Tetra Tech, Inc. on behalf of Distributed Solar Operations, LLC (Developer). HW also reviewed the August 11, 2020 memorandum from the Water Quality Review Committee regarding the project. Specific comments are provided below. Water Quality and Nitrogen Loading Section 157-57 (a) of the Water Quality Overlay District Regulations requires any new or altered use to meet a 5 mg/L performance standard for nitrogen loading to groundwater. The regulations say the nitrogen loading calculations should be performed using the methodology described in the Cape Cod Commissions Nitrogen Loading Technical Bulletin 91-001. The proposed solar canopies will cover portions of the parking area and landscaped islands in the parking lot. Runoff from the canopies will be infiltrated directly from the solar panels into infiltration trenches. This will reduce the volume of water falling onto the paved parking areas. The Developer provided nitrogen loading calculations in Appendix C of its stormwater management report, prepared by Tetra Tech, that indicate that the overall nitrogen load will decrease from an existing nitrogen concentration of 2.88 mg/L under existing conditions to 1.56 mg/L under proposed conditions with the solar canopies in place. HW reviewed the calculations provided in Appendix C, but it was unclear how the recharge values were determined for runoff Ms. Ryan Bennett January 6, 2021 Page 2 of 3 from paved, roof (canopy) and lawn areas, as well as the nitrogen loading value that was applied to the lawn areas in the calculations. HW developed its own nitrogen loading spreadsheet (Table 1,attached to this letter) to compare pre- and post-development conditions assuming runoff from a roof or canopy to have a nitrogen concentration of 0.75 mg/L compared to the runoff from a parking area as having a nitrogen concentration of 1.5 mg/L. Our calculations also show a decrease; from 2.48 mg/L to 1.53 mg/L. These numbers are somewhat lower than those provided in the Stormwater Management Report and below the threshold within the 5 mg/L within the bylaw. Despite the above analysis, based on the topography of the parking lot, it is unlikely that there will be any significant change in the nitrogen load resulting from the solar canopies. When a rain event occurs, water from the uncovered areas of the parking lot will still flow below the solar canopies to the existing catch basins before discharging to the detention ponds north and west of the parking lot. As the water flows under the canopies it will still collect pollutants that have been deposited there by the vehicles and people using the lot. In smaller storms the volume of water and associated nitrogen load entering the existing stormwater facilities may be lower, but in a bigger storm, runoff will flow throughout the covered areas, collecting the nitrogen and discharging it to the detention ponds. Therefore, the calculated nitrogen concentration for existing conditions (2.48 mg/L) is likely more representative of future conditions as well. In Section 5.3 of the Site Plan Application the Developer states that no hazardous materials are proposed for use in the project. The proposed transformers will utilize Envirotemp FR3 as a mineral oil which is biodegradable. The battery system will use approximately 7 gallons of ethylene glycol as a coolant, and about one pound of R134A, a nontoxic refrigerant oil. While it appears that these compounds are appropriate for the site, it would be helpful for the Developer to provide materials safety data sheets to confirm their non-toxic status. The Developer should also provide information on the volume of the Envirotemp transformer oil that will be used in each transformer. The proposed location of the battery storage facility is on the north side of the parking area, east of the entrance road. It appears to be in a location that will not impinge on traffic flow and should not create any issues with snow plowing or snow storage. The Developer states that it will be located on a concrete pad, within a lock box and surrounded by a seven-foot tall, locked fence that is supported by concrete bollards. HW recommends that the Developer provide more detail on how an accidental release of ethylene glycol from the battery facility will be managed. Stormwater Design The Developer has stated that the project will not be held to the draft stormwater management bylaw per discussions during the Staff Review Meeting, and that the existing stormwater drainage system complies with the Performance Standards outlined in section 179-57 (e) and (f); HW has completed the review using these assumptions. Infiltration Trenches • HW recommends that the Developer review potential conflicts with the proposed canopy foundations as well as existing drainage pipes. It appears that some of the foundation poles will be located within an infiltration trench, and the trenches also cross existing drainage lines that convey runoff from the parking lot to the two detention basins. Ms. Ryan Bennett January 6, 2021 Page 3 of 3 Conflicts will decrease the allowable infiltration area for the trenches and the existing drainage lines could be impacted during construction. • HW recommends increasing the size of trenches 5 and 6. Currently these trenches are overtopping during the 10-year storm and there is additional space to extend the length of these two trenches. • The Infiltration Trench Detail indicated the surface of the trench to be pea gravel or sand. HW recommends either stone or grass instead of sand. As currently designed, some trenches will overtop at either the 10- or 100- year storm events and sand may become an erosion issue. • One soil boring completed in the vicinity of the infiltration trenches (B-4) indicated a layer of “well graded sand with silt” from one to four feet depth below grade. HW recommends that the Developer confirm that this will not impact the infiltration capacity of the proposed infiltration trenches. This may involve soil borings/test pits at the locations of the proposed trenches. The MASWMS recommends a minimum of two soil borings for each trench and an addition boring every 50 feet for trenches longer than 100 feet. • HW recommends protecting the area of the infiltration trenches from heavy equipment during construction of the solar panels to not impact the future infiltration capacity. Erosion Control • HW recommends adding a compost filter sock to protect the basin to the north in addition to the one proposed to the west. • HW recommends considering the use of a silt sack or similar product for inlet protection for the existing catch basins in the parking lot instead of the proposed compost filter sock. There will be construction in the vegetated islands that could create sediment that would wash into the catch basins. The proposed inlet protection will only provide protection from sediment runoff from the pavement, not from the areas where the infiltration trenches will be built. Total Suspended Solids (TSS) Removal • HW recommends that the Developer confirm whether the type of existing catch basins on site are deep sump hooded if they are to be included in the calculations. Parking Lot • In consideration of future maintenance, the Developer should confirm whether equipment typically used in repaving parking areas, or to maintain or replace catch basins will not be restricted by the height of the canopies. Overall, if these comments are addressed it is HW’s opinion that the proposed project meets the performance standards in Brewster’s Water Quality Protection Overlay District regulations. Sincerely, HORSLEY WITTEN GROUP, INC. Mark Nelson, P.G. Principal Table 1: Captains Golf Course Solar Project Nitrogen Loading Calculations Existing Conditions Area (ft2) Recharge Rate (in/yr) Annual Recharge (L/year)Loading Rates Annual Load (mg/year) Project Area 139,858 Roof/Canopy - 40 0 0.75 mg/L Parking Lot 101,183 40 9,548,910 1.5 mg/L 14,323,364 Natural Area - - 0.05 mg/L Lawn 38,696 17 1,552,034 3 lbs/1,000 square foot - 25% leach 13,175,988 Totals 11,100,944 27,499,352 Nitrogen Concentration (mg/L)2.48 Proposed Conditions Area (ft2) Recharge Rate (in/yr) Annual Recharge (L/year)Loading Rates Annual Load Project Area 139,858 Roof/Canopy 63,139 40 5,958,596 0.75 mg/L 4,468,947 Parking Lot 59,321 40 5,598,281 1.5 mg/L 8,397,421 Natural Area - 0 0.05 mg/L Lawn 17,418 17 698,608 3 lbs/1,000 square foot - 25% leach 5,930,829 Totals 12,255,485 18,797,197 Nitrogen Concentration (mg/L)1.53 TOWN OF BREWSTER 2198 MAIN STREET BREWSTER, MA 02631 PHONE: (508) 896-3701 EXT 120 FAX: (508) 896-4538 WWW.TOWN.BREWSTER.MA.US WATER QUALITY REVIEW COMMITTEE DATE: August 11, 2020 TO: Planning Board FROM: WQRC RE: 198 Commerce Park Road and 1000 Freemans Way Captains Golf Course Solar Panel Array The Water Quality Review Committee held a meeting on July 31, 2020 to review and comment on the proposed Solar Panel Array at the Captains Golf Course and the Driving Range. Driving Range, 198 Commerce Park: The WQRC, after review of the submitted project documents and consultant commentary, voted to recommend the project contingent on the following items: 1. Additional technical information be provided to the Planning Board and in-house staff regarding existing and any proposed stormwater runoff and drainage structures to adequately address the requirement that all drainage be contained onsite and meet the Bylaw standards for stormwater design. 2. Updated operation and maintenance plan required for the existing and proposed drainage structures. 3. Additional technical information be provided to adequately confirm the proposed project meets the Nitrogen loading requirements of the WQRC Bylaw. 4. Additional information be provided to address safety concerns about the location of the transformers and inverters and possible intrusion by vehicular traffic. 5. Submittal of an Operation and Maintenance Plan including emergency notification of the operators to address possible breakdown of solar panel equipment or oil/coolant leaks. Captains Golf Course, 1000 Freemans Way: The WQRC, after review of the submitted project documents and consultant commentary, voted to recommend the project contingent on the following items: 1. Additional technical information be provided to the Planning Board and in-house staff regarding existing and proposed stormwater runoff and drainage structures to adequately address the requirement that all drainage be contained onsite and meet the Bylaw standards for stormwater design. 2. Updated operation and maintenance plan required for the existing and any proposed drainage structures. 3. Additional technical information be provided to adequately confirm the proposed project meets the Nitrogen loading requirements of the WQRC Bylaw. 4. Additional information be provided to address safety concerns about the location of the transformers, inverters, and battery packs and possible intrusion by vehicular traffic. Placement of battery pack storage units to be located appropriately to not inhibit snow plowing or snow storage piles onsite or access by utility vehicles onto to golf course. 5. Submittal of an Operation and Maintenance Plan including emergency notification of the operators to address possible breakdown of solar panel equipment or oil/coolant leaks. ___________________ Amy L. von Hone, Vice Chair Brewster Water Quality Review Committee Revised 05-2019 Planning Board Application Page 3 of 3 □ Landscaping □ Outdoor Lighting Facilities □ A site plan (map) showing the following information:* □ Title of drawing including name and address of applicant and person responsible for preparation of such drawing □ North arrow, date and scale- minimum scale 1” = 40’ □ Ruled box for date and Board signatures □ Lot size and zoning classification* □ Boundaries of property plotted to scale □ Proposed use(s) of the property* □ Location and dimensions of all existing and proposed buildings including setback distances and square footage calculations for each use* □ Location and design of parking and loading areas □ Delineation of both regular and handicapped spaces □ Delineation of reserved parking areas □ Proposed surface materials □ Proposed ingress and egress routes including location of road cuts □ Location and design of all existing or proposed site improvements including: □ Walkways and sidewalks □ Refuse storage and disposal □ Drains and culverts □ Retaining walls and fences □ Outdoor storage areas, if any □ Outdoor lighting facilities □ Existing trees of more than four (4) inches in diameter, including those located in road rights-of-way □ Existing water courses, wetlands, Conservancy District boundaries, and other natural features of the site □ Location of wells and/or septic systems, accompanied by design plan(s) □ Elevation plan (11” x 17”) □ Grading and drainage plan showing existing and proposed contours, accompanied by drainage calculations demonstrating structures have been sized using a 25 year design storm □ Landscaping plan including: □ Calculation of proposed green space □ Location, size and type of shade trees *Applicants requesting a Site Plan Review Waiver shall provide, at a minimum, the items noted above. Special Use / Site Plan Approval Application Brewster Golf Course Solar Project Prepared for: Distributed Solar Operations, LLC 200 Harborside Drive, Suite 200 Schenectady, NY 12305 Prepared by: Tetra Tech, Inc. 3136 South Winton Road, Suite 303 Rochester, NY 14623 Submitted: December 2020 Special Use / Site Plan Application Brewster Golf Course Solar Project 1 194-7098 TABLE OF CONTENTS 1.0 PROJECT NARRATIVE AND HISTORY .............................................................................................................2 2.0 EXISTING CONDITIONS .....................................................................................................................................3 Parking spaces and drive aisles ....................................................................................................................3 Vegetated Spaces ..........................................................................................................................................3 Stormwater System ........................................................................................................................................3 3.0 PROPOSED CONDITIONS AND LAND USE .....................................................................................................4 4.0 NATURAL AND CULTURAL RESOURCES .......................................................................................................4 Threatened and Endangered Species ...........................................................................................................4 Wetlands and Waterbodies ............................................................................................................................5 Land Grading and Vegetation Removal/Planting ...........................................................................................5 Cultural Resource Consultation .....................................................................................................................5 5.0 DESIGN CONSIDERATIONS ..............................................................................................................................6 Visual Impact/Community Character .............................................................................................................6 Lighting and Signage .....................................................................................................................................7 Site Security ...................................................................................................................................................7 Stormwater Design .........................................................................................................................................7 6.0 OPERATION, MONITORING AND MAINTENANCE ..........................................................................................9 Operation and Maintenance plan ...................................................................................................................9 Safety and First Responders .........................................................................................................................9 Decommissioning Plan...................................................................................................................................9 APPENDICES APPENDIX A: ENGINEERING SITE PLANS ......................................................................................................... 10 APPENDIX B: LEASE AGREEMENT .................................................................................................................... 12 APPENDIX C: FAA DETERMINATION LETTER ................................................................................................... 13 APPENDIX D: THREATENED & ENDANGERED SPECIES ................................................................................. 14 APPENDIX E: WETLANDS AND WATERBODIES ............................................................................................... 15 APPENDIX F: CULTURAL RESOURCES ............................................................................................................. 16 APPENDIX G: EQUIPMENT SPECIFICATIONS ................................................................................................... 17 APPENDIX H: STORMWATER MANAGEMENT PLAN ........................................................................................ 18 APPENDIX I: OPERATION & MAINTENANCE PLAN .......................................................................................... 19 Special Use / Site Plan Application Brewster Golf Course Solar Project 2 194-7098 APPENDIX J: DECOMMINSSIONING PLAN ........................................................................................................ 20 1.0 PROJECT NARRATIVE AND HISTORY Tetra Tech, Inc. (Tetra Tech) on behalf of Distributed Solar Operations, LLC (DSD) has prepared this Site Plan Application for presentation to the Town of Brewster Planning Board during the Site Plan Review process pursuant to the Brewster Town Code Article XII. The Application is in support of a pending Site Plan Approval application submission to the Planning Board to construct a solar energy project on the northern parking lot of the Captains Golf Course located at 1000 Freemans Way, Brewster, Massachusetts (the Site). The Site currently consists of an asphalt-paved and striped parking lot with vegetated islands. The proposed development on the Site consists of an approximately 1,113-kilowatt (kW), alternating current (AC), T-structure canopy, photovoltaic (PV) solar energy generating facility with a battery energy storage system (the Project) which will cover approximately 63,187 square feet. The Project will primarily be located on the parking lot with the corresponding battery energy storage system (BESS) and electrical equipment pad located on the vegetated and cleared land bordering the northern portion of the subject parking lot. The Project is proposed by DSD in response to the Request for Proposal (RFP) issued by Cape & Vineyard Electric Cooperative, Inc. (CVEC) in Winter 2019. The RFP outlines the search for tenants “to lease public rooftop, ground mount, and solar canopy space on municipal and regional school district property in the [Town] of Brewster…to install and operate solar energy facilities…and sell the solar energy generation to CVEC.” DSD will be the applicant, owner and operator of the Project throughout its useful life of approximately 20 years. The Town would receive an annual lease payment during operation of the proposed solar project. The Project would be capable of delivering 100% of the produced electricity into the local electrical power grid. The Project will be paired with a BESS mounted on a concrete pad at the ground level. Prior to utility interconnection, direct current (DC) electrical power produced by the PV modules will be converted to AC electrical power via string inverters located within the racking structure and carried through underground wiring to the pad-mounted transformer(s) where the AC electrical power will be transferred into the existing local power grid via overhead electrical service. The PV panels proposed for this project are fixed-tilt panels that are tilted to the south and positioned on top of the steel canopy frame. According to the Town of Brewster’s online GIS Mapping Site, the Site is proposed on an approximately 1.4-acre portion of one land parcel identified as tax parcel no. 13.10.01.2000, which totals approximately 299.5 acres of land, owned by the Town of Brewster, and occupied by the Captains Golf Course. The subject land parcel is located in the Residential Rural (R-R) Zoning District and the Water Quality Protection District. In accordance with the Brewster Town Code, the Project is subject to the following local standards: • Staff review conference (Chapter 83) • Water Quality Protection District (Article XI) • Site Plan Review (Article XII) • Large Scale Ground-Mounted Solar Photovoltaic Installations (Article XIV) The project was originally submitted under Application #2020-10 on May 22, 2020 to the Town of Brewster for Site Plan and Special Use Permit application review. DSD and Tetra Tech attended five public hearings and one Water Quality Review Committee meeting as the applicants of the submission. During the project life of Application #2020-10, DSD and Tetra Tech incorporated several rounds of Special Use / Site Plan Application Brewster Golf Course Solar Project 3 194-7098 revisions, redesigned the project footprint, and added significant landscaping measures to comply with the Planning Board’s suggestions. After the public hearing held on October 14, 2020, DSD decided to withdraw Application #2020-10 without prejudice. The primary revisions associated with this new application submission are a comprehensive Stormwater Management Plan, visual animations, and a refined engineering plan set. Based on the history of the former Application #2020-10, it is anticipated that a staff review will not be required for this submission; however, it is assumed that this application will require at least one public hearing held by the Planning Board, a Water Quality Review meeting, and technical review by a third-party engineer. 2.0 EXISTING CONDITIONS The Site is located on the northern parking lot of the Captains Golf Course facility, south of Freemans Way and is bounded by Freemans Way followed by VFW recreation space, AMA Excavating Quarry and Secure Storage to the north; the Captain’s Golf Course maintenance garage and associated golf course to the east; the Captain’s Golf Course and Freemans Grill to the south; and the Captain’s Golf Course landscaping material storage area and forested land followed by U.S. Route 6 to the west. According to the topographic survey performed by Northeast Survey Consultants of Easthampton, Massachusetts dated February 25, 2020, the Golf Course site is sloped from 106 feet amsl in the eastern portion of the site to 92 feet amsl in the western portion of the site. An engineering site plan set showing the extents of the property and existing conditions is included in Appendix A. PARKING SPACES AND DRIVE AISLES Based on the topographic survey data and site reconnaissance, the subject parking lot is asphalt cover and contains approximately 256 striped parking spaces. According to the representatives of the Golf Course, the parking spaces on the eastern half of the parking lot are more frequently used than the spaces on the western half of the parking lot; during peak season and when holding private events, the current number of parking spaces is more than adequate to support guest parking. There are two north-south drive aisles within the parking lot and one to the east of the parking lot that services the direct line to the clubhouse. In addition, there are three east-west drive aisles on the northern, central (between vegetated islands) and southern portions of the parking lot. It is DSD’s understanding that the northern drive aisle is occasionally used for commercial construction vehicles to access the maintenance building and the landscaping material stockpiles to the west of the parking lot. Other drive aisles and parking spaces are primarily used for commuter vehicle traveling and parking. VEGETATED SPACES The existing parking lot area contains approximately 38,000 square feet of vegetated ground in the form of parking lot islands. In addition, the area surrounding the parking lot consists of typical grassed ground cover and natural forested areas. Based on the topographic survey, site reconnaissance, and communication with the Town, there are 18 existing London Plane trees within the islands and at least six additional trees (varying species) in the southeast corner of the parking lot. These trees vary from approximately six-inch diameter on the western and central portions of the parking lot to approximately 16-inch diameter on the eastern portion of the parking lot. STORMWATER SYSTEM Based on the topographic survey data, site reconnaissance, and publicly-available Lidar data, the existing stormwater system in the subject parking lot consists of eight catch basins and associated piping that Special Use / Site Plan Application Brewster Golf Course Solar Project 4 194-7098 directs a portion of stormwater flow to an existing vegetated detention basin to the north and a portion of stormwater flow to an existing vegetated detention basin to the west. Both detention basins are located on the subject land parcel. It does not appear that any other surficial and/or subsurface stormwater features are present at the Site. 3.0 PROPOSED CONDITIONS AND LAND USE The Project site is proposed by DSD in response to the RFP issued by CVEC in Winter 2019. The proposed Project consists of an approximately 1,113-kilowatt kW AC, T-structure canopy, PV solar energy generating facility with a BESS which will cover approximately 63,187 square feet. The Project will consist of six separate canopy sections (CP-1 through CP-6 referenced in Appendix A) to allow sunlight to enter the parking area while providing shade to the parking spaces. The canopies allow approximately 13.5 feet of minimum overhead clearance on the southern end and a maximum of over 19 feet of overhead clearance on the northern end of each structure. The canopy structure containing the solar modules is supported by vertical steel columns which will be located inside of the vegetated islands to mitigate impacts to existing parking spaces. There are two steel columns located in the drive aisle along the western edge of the parking lot. The steel columns located in the drive aisle will be properly protected with a concrete footer and spaced to allow adequate access for emergency vehicles to the parking lot extents (over 30 feet). The canopies will contain several string inverters installed approximately eight feet from the ground surface on the steel columns and wiring will be enclosed in rigid metal conduit (RMC) that is run along the steel columns, through the foundation and into the ground. The conduit is run underground to the proposed equipment pad on the northern side of the Site which contains the transformer and the BESS. The equipment will be located on an approximately 32-foot x 22-foot concrete slab, surrounded by a seven-foot-tall wooden privacy fence, and protected by a series of bollards. In addition, three new utility poles are proposed to the north of the parking lot to carry the electricity generated from the Project into the existing overhead utility lines along Freemans Way. The Project is consistent with the Town’s aspirations to maximize the potential of existing developed spaces and the vision to become a “green” community as outlined in the 2018 Town of Brewster Vision Plan. In addition, DSD is the award recipient of the Project through the Winter 2019 RFP issued by CVEC. CVEC identified this Site in cooperation with the Town as a feasible location for the development of a solar canopy energy generating facility. Though the Project is proposed within the R-R Zoning District, it is DSD’s opinion that the Project is responsibly designed and will not degrade the existing character of the Golf Course property, will maintain vehicular flow of the existing parking lot, and enhances the Captains Golf Course as an improved Town financial asset. 4.0 NATURAL AND CULTURAL RESOURCES THREATENED AND ENDANGERED SPECIES Tetra Tech, on behalf of DSD, performed a desktop review of the United States Fish and Wildlife Service Information for Planning and Consultation (IPaC) for the Project. The IPaC determined that the Project site may contain suitable northern long-eared bat habitat. Per the 4(d) rule for the northern long-eared bat, tree clearing is allowed as long as it is located greater than 0.25 mile from a known hibernacula and occurs outside of the pup season (June 1st through July 31st). However, tree clearing is not proposed for the construction of the Project except for removal of small ornamental trees within the parking lot islands, which are not suitable bat habitat. In addition, tree trimming may be necessary along the northern edge Special Use / Site Plan Application Brewster Golf Course Solar Project 5 194-7098 of the parking lot for the proper installation of CP-1 and CP-4. No other threatened and endangered species were identified within the Project areas as they are within developed areas. In addition, Tetra Tech reviewed the Massachusetts Geographic Information System (GIS) Online Data Viewer (OLIVER) on November 11, 2020 to identify any Natural Heritage and Endangered Species Program (NHESP) areas in the vicinity of the Site. NHESP data indicates whether an area lies in the geographic extent of habitat of state-listed species (endangered, threatened, or special concern) in Massachusetts based on observations within the last 25 years. Based on the NHESP layer, the Site is not located within a mapped NHESP Priority Habitat of Rare Species or NHESP Estimated Habitat of Rare W ildlife. The IPaC results and screenshot of the OLIVER database are included in Appendix D. WETLANDS AND WATERBODIES Tetra Tech reviewed OLIVER on November 11, 2020 to identify any mapped wetlands and/or waterbodies on the Project site or in the surrounding areas. Based on this review, no federal, state or locally-protected wetlands or waterbodies were mapped on or within 1,000 feet of the Project. Please note that the Captains Golf Course maintains the grounds surrounding the Project and water features associated with the golf course are subject to change at the discretion of the Captains Golf Course; however, waterbodies associated with the golf course are not anticipated to impact the permitting implications of the Project. In addition, CVEC, on behalf of DSD, consulted with the Cape Cod Commission on March 12, 2020 to inquire whether the Project requires formal Development of Regional Impact (DRI) review by the Commission due to its size, nature of the use, existing site conditions, proximity to natural resources, etc. The Commission responded on March 13, 2020 stating that the Project does not require DRI review as the Project is not considered a “Change of Use” as well as a “Municipal Use” and is not subject to DRI requirements for commercial and industrial uses. The OLIVER database screenshot and the Cape Cod Commission correspondence are included in Appendix E. LAND GRADING AND VEGETATION REMOVAL /PLANTING The proposed Project will be constructed on the existing northern parking lot at the Site. No land grading, filling, or paving is anticipated except for the boring and filling of the steel/concrete footers of the canopy, the patching associated with the electrical trench line and the minimal grading and pouring of the transformer and battery storage equipment pad. The Site contains raised landscaped areas inside of the canopy footprint with 14 total trees that will be removed (see Appendix A). The existing trees to be removed will be replaced on the Site in accordance with the landscaping plan (see Appendix A) pursuant to Brewster Code §179-66.G.2. Tetra Tech, on behalf of DSD, coordinated with the Brewster Tree Warden, Patrick Ellis on September 9, 2020. Mr. Ellis provided his revision comments to Tetra Tech and provided his general approval of the plant selection. In addition, Tetra Tech and DSD have revised the landscaping plan several times through the original Site Plan Application submission process from April 2020 to October 2020. It is Tetra Tech’s opinion that the proposed landscaping plan incorporates the Planning Board’s comments since that time. CULTURAL RESOURCE CONSULTATION To assess the potential presence of properties listed on or eligible for listing on the National Register of Historic Places on the Site and surrounding areas, the Massachusetts Cultural Resource Information System (MACRIS) was reviewed on November 11, 2020. The MACRIS “allows [users] to search the Massachusetts Historical Commission (MHC) database for information on historic properties and areas Special Use / Site Plan Application Brewster Golf Course Solar Project 6 194-7098 in the Commonwealth.” The desktop review of MACRIS did not identify cultural resources on the Site or on the surrounding properties; however, this database does not include information on all historic properties in Massachusetts. Therefore, a Project Notification Form (PNF) was submitted to MHC for the Project on March 26, 2020 for review and comment. To date, Tetra Tech has not received a response from MHC regarding the PNF which is over the 30-day response period; therefore, pursuant to 950 CMR 71.00, the Project may proceed without further consultation. The MACRIS database output and the MHC submission package is included in Appendix F. 5.0 DESIGN CONSIDERATIONS DSD and Tetra Tech developed the attached engineering design package (Appendix A) in accordance with the following local standards and processes: • Water Quality Protection District (Article XI) • Site Plan Review (Article XII) • Large Scale Ground-Mounted Solar Photovoltaic Installations (Article XIV) • Staff Review conference held on February 26, 2020 • Water Quality Review Committee virtual meeting held on July 31, 2020 • Public Hearings held from July 2020 to October 2020 The Interconnection Agreement from Eversource Energy was received by DSD on November 5, 2019. DSD has provided the Interconnection Agreement to the Town under separate cover. The proposed Project equipment consists of the following: • Q Cells Peak Duo L-G6.3 monocrystalline solar panels with anti-reflective coating • CBC Steel Buildings custom steel canopy • CPS 36, 50, and 60 kW medium power three phase string inverters • Eaton three phase, pad-mounted compartmental type transformer • Eaton pad-mounted 480V switchgear • Cooper pole-mounted group operated air break switch • Tesla Powerpack lithium-ion battery storage component The equipment specification sheets are included in Appendix G. VISUAL IMPACT/COMMUNITY CHARACTER As previously discussed, the Project is a solar canopy that will be constructed on an existing asphalt- paved parking lot. The Project will consist of six steel, carport-like structures and be approximately 13.5 feet in height at minimum and over 19 feet in height at maximum. The PV modules that make up the “roof” of the canopy will be positionally fixed, tilted at 5˚ and oriented to the south (azimuth 193 degrees). The PV modules used for the Projects are anticipated to be Q Cells Peak Duo-G6, which are monocrystalline panels with anti-reflective coating commonly used in the residential and commercial rooftop and ground-mount solar energy markets. Due to the location of the Project, the canopy components will not be seen by any residential receptors; visual receptors will be limited to direct observation within the Site. The Project will be significantly screened from vehicles traveling along Freemans Way due to an existing vegetative buffer along the road. In addition, DSD will paint the paintable canopy portions a color which will be decided by the Town. DSD is recommending the color range within the standard grey palette from Sherwin-Williams. This can be seen in Appendix A. It is advised that the appropriate parties decide on the color within the field at a later date. It is DSD’s opinion Special Use / Site Plan Application Brewster Golf Course Solar Project 7 194-7098 that the size and scale of the Project does not detract from the character of the Site and enhances the parking lot’s value as an asset to the Town. A visual simulation of the Project has been prepared by Tetra Tech and will be provided under separate cover to the Town. As an industry standard in site development, it is important to consider the potential ocular and physical impacts to navigable airspace. In accordance with CFR Title 14 Part 77.9 (Safe, Efficient Use, and Preservation of the Navigable Airspace) the Federal Aviation Administration (FAA) established an online Notice Criteria Tool that reports whether a proposed structure is in proximity to a jurisdictional air navigation facility and if formal submission to the FAA Obstruction Evaluation Group (OEG) is recommended. The Notice Criteria Tool also identifies final approach flight paths that may be considered vulnerable to a proposed structure’s impact on navigation signal reception. The Notice Criteria Tool was utilized to determine if the Project is located within an FAA‐identified impact area based on the Project’s boundaries and height above ground surface. The FAA Notice Criteria Tool Report stated that the Project does not exceed notice criteria and formal filing with the FAA OEG was not recommended. The FAA Determination Letter is included in Appendix C. LIGHTING AND SIGNAGE As per the lighting standards outlined in § 175-66.H and § 179-75.5.I, no flickering or flashing lights will be installed. Based on prior recommendations from the Planning Board, eight downward-casting LED lights are proposed on the eastern half of the Project (four on CP-5 and four on CP-6). The proposed lighting will illuminate the eastern half of the parking lot, see attached Lighting Plan in Appendix A. As per the signage standards outlined in § 179-75.5.I and by the Brewster Fire Department in email correspondence dated July 15, 2020, signs on the Project sites will comply with Article VI requirements and identify the owner, provide a 24-hour emergency contact phone number, and be approved by the Brewster Fire Department before installation. SITE SECURITY As discussed in Section 3.0 of this application, the PV panels will be approximately 19 feet in height at maximum with over 13 feet of overhead clearance. The height of the panels will act as a security barrier for the panels themselves. The string inverters will be installed approximately eight feet from the ground surface on the steel columns and wiring will be enclosed in RMC that is run along the steel columns, through the foundation and into the ground. The conduit is run underground to the transformer and the BESS. The transformer and BESS will be enclosed in a lock box and surrounded by a 7-foot-tall wooden privacy fence with locked egress gate. The fence will be protected by a series of bollards on the western and southern sides near drive aisles. STORMWATER DESIGN The Project is located in a Municipal Separate Storm Sewer System (MS4) district held by the Town of Brewster and in a Water Quality Protection District triggered by the Zone II Wellhead Protection District. The Project is subject to the requirements outlined in the Brewster Code (§ 179-57) for the effective treatment and retention of stormwater in Zone II for altered use. It is Tetra Tech’s and DSD’s assumption that the existing stormwater drainage system at the Site complies with the Performance Standards outlined in § 179-57. Tetra Tech has prepared a Stormwater Management Plan (SWMP) in accordance with the Standards noted above and the Massachusetts Stormwater Handbook standards for new development to the maximum extent practicable (see Appendix H). The following sub sections outline general responses to subsections A through H of § 179-57. Special Use / Site Plan Application Brewster Golf Course Solar Project 8 194-7098 A. The Project contains a snow and ice management system that will direct a large portion of the runoff from the modules into the proposed infiltration trenches. Based on the reduction of runoff from the parking lot (which has a higher nitrogen load standard), the nitrogen load in the runoff will effectively decrease from an existing condition load of 2.88 PPM to a post-construction load of 1.63 PPM. B. The Project does not consist of hazardous or toxic materials. The proposed transformer will utilize Envirotemp ® FR3 ® which is a less-flammable than typical electrical grade mineral oil and biodegradable fluid. In addition, the BESS will be contained in a weatherproof steel enclosure and contains a 50:50 ethylene glycol/water solution for cooling (approximately seven gallons per system) and R134a which is a refrigerant oil (approximately 0.9 pounds per system). Ethylene glycol is a common refrigerant found in standard commuter vehicles and R134a is non-toxic, non- flammable, and non-corrosive oil. No other liquids or other materials outside of electrical wiring, solar panels and steel will be used. C. The Project does not consist of hazardous or toxic materials nor does it generate waste during operation. D. The Project does not produce waste or dispose of any solid and/or liquid materials during operation. E. The captured stormwater runoff from the solar panels will be directed into the proposed infiltration trenches. Stormwater runoff that is not captured by the snow and ice management system will be captured by the existing stormwater catch basins and directed to the existing infiltration basins to the north and west of the Project but located on the Site. F. Stormwater management practices: a. See description E. b. Post development discharge rates for the Project decreases for the 2-year, 10-year and 100-year storm events except for the runoff at bioretention pond #2 for the 2-year storm. However, the increased runoff rate is 0.02 cfs higher than the pre-development condition, a 0.9% increase, and is considered negligible. c. The runoff as a result of the Project will collect into existing on-site detention ponds and proposed infiltration trenches and naturally exfiltrate to recharge the local groundwater supply. d. Based on the Project’s infiltration trench design, the existing catch basins, and anticipated regular street sweeping, the Project will exceed the total annual suspended solids (TSS) criteria of 80% removal by approximately 7%. e. It is assumed that the current stormwater management features will be maintained under the existing stormwater management plans for the Site. In addition, regular preventative maintenance will be conducted on an annual basis which will include the inspection of the proposed stormwater management system for the life of the Project. The annual maintenance may include module cleaning, catch basin cleaning, erosion control inspection and maintenance, etc. A Long-Term Pollution Prevention and Stormwater Operations & Maintenance Plan has been prepared for the Site and is included in Appendix H. G. Earth removal operations will be limited to borings for structural elements, trenching for the electrical conduit during the construction period and construction of the infiltration trenches. These operations will be less than five acres in surface area and be designed using the geotechnical survey data obtained by Weston & Sampson Engineers, Inc. of Reading, Massachusetts on May Special Use / Site Plan Application Brewster Golf Course Solar Project 9 194-7098 5, 2020. Please note that groundwater was not encountered to a depth of 20 feet below ground surface during the geotechnical survey. H. DSD and Tetra Tech are not aware of any groundwater monitoring wells at the Site and do not anticipate the Town will require them. The presence of the Project in a MS4 district will require the development, implementation and enforcement of a SWMP during construction. The SWMP can be found in Appendix H. The Town of Brewster has a draft stormwater management bylaw. Based on discussions held during the Staff Review Meeting, the Projects will not be held to the draft bylaw. 6.0 OPERATION, MONITORING AND MAINTENANCE OPERATION AND MAINTENANCE PLAN DSD’s Operation and Maintenance Plan (included in Appendix I) will be implemented on the Project. The Operation and Maintenance Plan will include general procedures for operational maintenance of the installation. Preventative maintenance will be conducted on an annual basis that will include the testing and inspection items outlined in the Plan. In addition, unplanned maintenance will be completed on an as-needed basis that may include painting, structural repairs, erosion control repairs and integrity of security measures. The Project will be actively monitored automatically to ensure that equipment is operating safely and efficiently, and such that unexpected problems can be addressed immediately. SAFETY AND FIRST RESPONDERS As per the emergency services requirements outlined in § 175-66.J, DSD will provide a copy of the project summary, electrical plans, and site plans to the Town Fire Chief. The Project will be in compliance with 527 CMR 1.00 Massachusetts Comprehensive Fire Code and the National Fire Protection Association (NFPA) Fire Code standards. The purpose of CMR 1.00 is “to prescribe minimum requirements and controls to safeguard life, property and public welfare from the hazards of fire and explosion created by the storage, handling or use of substances, materials or devices, or from conditions, or materials hazardous to life, property and the public welfare….” In addition, special attention will be paid to Chapter 18 Fire Department Access and Water Supply. In accordance with the previous email correspondence with the Brewster Fire Department on July 15, 2020, the Project will have a minimum 13-foot overhead clearance to provide access to local emergency vehicles. In addition, transformers and BESS equipment will be in an easily accessible location to accommodate the Brewster Fire Department access. Prior to operation, four daytime training sessions will be held for Fire Department personnel to become familiarized with the Project and review safety procedures and protocols. DECOMMISSIONING PLAN As per CVEC’s Common Technical Specifications, the Project will have a service life of 20 years at rated load. Once the Project has reached the end of its useful life, it will be removed. DSD will notify the Planning Board of the proposed date to discontinue operations and plans for removal. DSD will remove the installation within 150 days of the date of discontinued operations. Decommissioning plans will consist of the physical removal of the Project and associated equipment, disposal of any solid and hazardous waste, recycling of applicable materials, and stabilization or revegetation of the Site to pre-development conditions. The site-specific decommissioning plan is included in Appendix J. Special Use / Site Plan Application Brewster Golf Course Solar Project 10 194-7098 APPENDIX A: ENGINEERING SITE PLANS PROJECT NAME:SEAL & SIGNATURE:DRAWN BY:CHECK BY:REVISION DESCRIPTIONDATE:NO.SHEET TITLE:SHEET NO.:TOTAL NUMBER OF SHEETS:CEC KW:SCALE:AC KW:DC KW:PROJECT ADDRESS:PROJECT NO.:© COPYRIGHTDISTRIBUTED SOLAR DEVELOPMENT200 HARBORSIDE DRIVESUITE 200SCHENECTADY, NY 12305CVEC - BREWSTER GOLF COURSETITLE SHEETG-0011000 FREEMANS WAY BREWSTER, MA 02631 CAPE AND VINEYARD ELECTRIC COOPERATIVEBREWSTER GOLF COURSEPHOTOVOLTAIC SYSTEMPROJECTLOCATION1 11/13/20 PERMIT DRAWINGS AJN BRJ SYSTEM SPECIFICATIONSPANEL MODELHANWHA Q.PEAK DUOL-G8.3 BF 415WNUMBER OF PANELS2684 (2680 active)SYSTEM POWER, KWSTC1113.97TILT5°AZIMUTH193°CANOPY ARRAY SQUARE FOOTAGE63,187UTILITYEVERSOURCEPERMITTING AUTHORITYTOWN OF BREWSTERAPPLICABLE CODE2015 IBCZONER-ROCCUPANCY CATEGORYCAT. IIWIND SPEED / WIND EXPOSURE140MPH / CAT. CGROUND SNOW25PSFSEISMIC CATEGORYCLASS BSHEET INDEX:G-001TITLE PAGEA-100SITE PLANA-101.1ENLARGED SITE PLANA-101.2ENLARGED SITE PLANA-102TREE REMOVAL PLANA-102LIGHTING PLANA-200SECTIONS*C-101CIVIL SITE PLAN*C-102CIVIL DETAILS*C-103LANDSCAPING PLAN*C-104.1ENLARGED LANDSCAPING PLAN*C-104.2ENLARGED LANDSCAPING PLAN*C-105LANDSCAPING DETAILSPROJECT TEAMOWNER/DEVELOPER:GENERAL CONTRACTOR:ELECTRICAL ENGINEERGEOTECHNICAL FIRM:DAVE COLUMBO, PEPOWER ENGINEERS, LLCDUXBURY, MA 02332(508) 612-0382ENGINEER OF RECORDROY H. ARASHI, PE 54335APPLIED ENGINEERING, INC.129 INDEPENDENCE CT.GRASS VALLEY, CA 95945(530) 838-5358CIVIL ENGINEER:JOHN SCARAMUZZO, PETETRA TECH10 POST OFFICE SQUARE, SUITE 1100BOSTON, MA 02109(617) 443-7500DISTRIBUTED SOLAR DEVELOPMENT, LLC200 HARBORSIDE DRIVE, STE. 200SCHENECTADY, NY 12305DISTRIBUTED SOLAR OPERATIONS, LLC200 HARBORSIDE DRIVE, STE. 200SCHENECTADY, NY 12305THOMAS J. STRIKE, PEWESTON & SAMPSON7 PERIMETER ROADMANCHESTER, NH 03103(603) 263-9296GENERAL RESPONSIBILITY OF CHARGE:I CERTIFY THAT THESE DOCUMENTS WERE PREPARED OR APPROVED BYME, AND THAT I AM DULY LICENSED ARCHITECT/ENGINEER UNDER THELAWS OF THE STATE OF MASSACHUSETTS.THE DRAWING OR SHEETS MARKED WITH AS ASTERISK(*) HAVE BEENPREPARED BY OTHER DESIGN PROFESSIONALS OR CONSULTANTS WHOARE LICENSED AND/OR AUTHORIZED TO PREPARE SUCH DRAWINGS INTHE STATE OF MASSACHUSETTS.__________________________________________________________________SIGNATURE DATEDESIGN PROFESSIONAL DESIGNATED TO BE GENERAL CHARGE__________________________________________________________________LICENSE NUMBEREXPIRATION DATE12/2/2020, 7:12:16 amAs design professional in responsible charge. 12/2/202054335 6/30/2022 7916"FREEMAN'S WAYPROJECT NAME:SEAL & SIGNATURE:DRAWN BY:CHECK BY:REVISION DESCRIPTIONDATE:NO.SHEET TITLE:SHEET NO.:TOTAL NUMBER OF SHEETS:CEC KW:SCALE:AC KW:DC KW:PROJECT ADDRESS:PROJECT NO.:© COPYRIGHTDISTRIBUTED SOLAR DEVELOPMENT200 HARBORSIDE DRIVESUITE 200SCHENECTADY, NY 12305CVEC - BREWSTER GOLF COURSE PHOTOVOLTAIC SYSTEMSITE PLANA-1001/32" = 1'-0"1000 FREEMANS WAY BREWSTER, MA 02631CP-1SCALE:1OVERALL SITE PLAN1/32"=1'-0"2 A200 2 A200N ELECTRICAL PAD7' WOOD FENCE(3) NEW UTILITY POLESEXACT LOCATION TO BE DETERMINEDCP-2CP-3CP-4CP-5CP-6BREWSTER GOLF COURSE CARPORT SUMMARYCANOPYNUMBERPANELSMODELPOWER(W)COLUMNSSQ. FEETACTUALLENGTH (FT.)ACTUAL WIDTH(FT.)POWER(KWSTC)PANEL TILTAZIMUTHCP 14X62 = 248Q.PEAK DUOL-G6.341595,839211'-8"27'-7"102.925°194°CP 27X84 = 588Q.PEAK DUOL-G6.34151113,846286'-9"48'-3"244.025°194°CP 37X84 = 588Q.PEAK DUOL-G6.34151113,846286'-9"48'-3"244.025°194°CP 44X70 = 280Q.PEAK DUOL-G6.341596,592239'-0"27'-7"116.205°194°CP 57X70 = 490Q.PEAK DUOL-G6.3415911,532239'-0"48'-3"203.355°194°CP 67X70 = 490Q.PEAK DUOL-G6.3415911,532239'-0"48'-3"203.355°194°TOTAL2,6845863,1871113.8633'-11"41'-6"45'47'-3" TYP.21'-11"23'-6"22'-5"1 11/13/20 PERMIT DRAWINGS AJN BRJ 12/2/2020, 7:12:16 amAs design professional in responsible charge. 36524781CP1CP336524781CP291011PROJECT NAME:SEAL & SIGNATURE:DRAWN BY:CHECK BY:REVISION DESCRIPTIONDATE:NO.SHEET TITLE:SHEET NO.:TOTAL NUMBER OF SHEETS:CEC KW:SCALE:AC KW:DC KW:PROJECT ADDRESS:PROJECT NO.:© COPYRIGHTDISTRIBUTED SOLAR DEVELOPMENT200 HARBORSIDE DRIVESUITE 200SCHENECTADY, NY 12305CVEC - BREWSTER GOLF COURSE PHOTOVOLTAIC SYSTEMENLARGED SITEPLANA-101.13/32" = 1'-0"1000 FREEMANS WAY BREWSTER, MA 02631 211'-8116"(62 MODULES)N27'-31316"27'-31316"27'-31316"30'-834"27'-31316"27'-31316"27'-31316"48'-3" (7 MODS)27'-7" (4 MODS)20'-11"26'MATCHLINE SEE SHEET A101.2286'-9916"(84 MODULES)48'-3" (7 MODS)30'-834"27'-31316"20'-578"1 11/13/20 PERMIT DRAWINGS AJN BRJ 12/2/2020, 7:12:16 amAs design professional in responsible charge. 1CP4CP5CP623456987PROJECT NAME:SEAL & SIGNATURE:DRAWN BY:CHECK BY:REVISION DESCRIPTIONDATE:NO.SHEET TITLE:SHEET NO.:TOTAL NUMBER OF SHEETS:CEC KW:SCALE:AC KW:DC KW:PROJECT ADDRESS:PROJECT NO.:© COPYRIGHTDISTRIBUTED SOLAR DEVELOPMENT200 HARBORSIDE DRIVESUITE 200SCHENECTADY, NY 12305CVEC - BREWSTER GOLF COURSE PHOTOVOLTAIC SYSTEMENLARGED SITEPLANA-101.23/32" = 1'-0"1000 FREEMANS WAY BREWSTER, MA 02631 239'(70 MODULES)N27'-31316"27'-31316"27'-31316"30'-834"27'-31316"48'-3" (7 MODS)27'-31316"27'-31316"48'-3" (7 MODS)27'-7" (4 MODS)22'-4"26'MATCHLINE SEE SHEET A101.130'-834"1 11/13/20 PERMIT DRAWINGS AJN BRJ 12/2/2020, 7:12:16 amAs design professional in responsible charge. FREEMAN'S WAYPROJECT NAME:SEAL & SIGNATURE:DRAWN BY:CHECK BY:REVISION DESCRIPTIONDATE:NO.SHEET TITLE:SHEET NO.:TOTAL NUMBER OF SHEETS:CEC KW:SCALE:AC KW:DC KW:PROJECT ADDRESS:PROJECT NO.:© COPYRIGHTDISTRIBUTED SOLAR DEVELOPMENT200 HARBORSIDE DRIVESUITE 200SCHENECTADY, NY 12305CVEC - BREWSTER GOLF COURSE PHOTOVOLTAIC SYSTEMTREE REMOVALPLANA-1021/32" = 1'-0"1000 FREEMANS WAY BREWSTER, MA 02631 TREE LEGENDTREE TO BE REMOVED(14 TOTAL)TREE TO REMAINEXISTING TREE TO BE REMOVEDEXISTING TREE TO REMAIN (TYP)EXISTING LIGHT POLE TO REMAINNEXISTING TREES TO REMAINCP-1CP-2CP-3CP-4CP-5CP-61 11/13/20 PERMIT DRAWINGS AJN BRJ 12/2/2020, 7:12:16 amAs design professional in responsible charge. CVEC Brewster Golf CanopiesPHOTOMETRIC STATSIlluminance (Fc)Average = 0.73Maximum = 2.0Minimum = 0.0Avg/Min Ratio = N.A.Max/Min Ratio = N.A.Luminaire ScheduleSymbolQtyDescription8VCPG LED P3 40K T5W MVOLTVCPG-T5W-43w-40KMH: 17VCPG-T5W-43w-40KMH: 17VCPG-T5W-43w-40KMH: 17VCPG-T5W-43w-40KMH: 17VCPG-T5W-43w-40KMH: 17VCPG-T5W-43w-40KMH: 17VCPG-T5W-43w-40KMH: 17VCPG-T5W-43w-40KMH: 170.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.10.10.10.10.10.10.10.10.10.00.00.00.00.00.00.00.00.00.00.00.10.10.00.10.10.10.10.10.10.10.10.10.10.10.10.10.10.00.00.00.00.00.00.00.00.10.10.10.10.10.10.10.10.10.10.10.10.10.10.20.20.20.20.10.00.10.10.10.00.00.00.00.00.00.00.10.10.10.00.10.10.10.10.10.10.10.10.10.10.10.20.20.20.20.30.30.30.20.20.10.10.10.00.00.00.00.00.00.00.00.00.10.10.00.10.10.10.00.10.10.10.10.10.20.20.20.20.20.20.10.30.30.40.50.50.50.40.30.20.20.10.10.00.00.00.00.00.00.00.10.10.10.10.10.10.10.10.10.10.10.20.20.20.20.30.30.30.30.30.30.30.10.40.60.80.90.80.70.50.40.20.20.10.00.00.00.00.10.10.10.10.10.10.10.10.20.20.20.10.20.20.20.30.30.40.50.50.50.40.40.40.40.71.01.21.31.31.10.80.50.30.20.10.00.00.00.10.10.10.10.10.10.20.10.20.20.20.30.10.30.40.40.40.50.70.80.80.70.70.60.30.70.91.31.51.71.61.41.10.70.40.20.10.00.10.10.10.10.10.20.20.20.20.30.30.40.40.50.10.50.50.60.60.81.01.20.11.21.00.90.80.81.11.51.71.81.81.61.20.80.50.30.20.10.00.10.10.10.20.20.30.30.30.20.40.40.50.70.80.20.90.80.50.61.11.41.61.71.61.41.10.90.91.21.51.81.81.81.61.30.80.50.30.20.10.00.20.20.30.40.50.50.50.40.50.60.81.01.20.11.31.11.11.11.41.71.81.91.81.61.31.00.91.11.41.61.71.71.51.20.80.50.20.20.10.10.00.30.50.60.80.80.80.70.70.31.01.41.61.71.71.51.31.31.51.71.91.91.91.61.31.00.80.91.21.41.51.51.31.00.60.40.30.20.10.20.30.50.71.01.21.20.01.11.01.11.41.71.91.91.91.71.51.31.41.71.81.91.81.51.20.90.70.70.91.01.11.11.00.80.60.40.30.20.10.10.20.40.61.01.41.61.71.61.41.21.21.51.71.91.91.91.71.51.21.31.41.61.71.61.31.00.80.60.60.70.80.80.80.80.70.60.40.30.20.20.10.40.81.21.61.81.91.81.61.31.21.41.71.81.91.81.61.31.11.01.11.31.31.20.90.80.70.60.60.60.70.70.90.90.80.70.50.40.30.20.10.50.81.31.61.81.91.81.61.31.11.21.41.61.71.61.41.10.90.80.90.91.01.00.60.80.70.60.60.60.30.91.11.21.20.20.80.50.30.20.10.40.71.21.51.81.81.71.51.21.01.01.11.21.31.21.10.90.80.70.80.80.90.90.90.90.80.70.70.50.90.31.31.61.61.31.10.70.40.30.20.10.61.01.31.51.61.51.31.00.80.70.80.91.01.00.90.80.80.70.80.91.01.11.21.11.00.70.00.81.01.41.61.81.81.61.30.90.50.30.20.10.50.70.91.11.21.11.00.80.70.70.70.80.91.00.90.90.70.80.91.01.21.40.01.51.41.10.90.91.11.41.71.91.81.71.41.00.60.30.20.10.40.50.70.80.90.90.80.70.70.70.70.91.01.11.31.21.11.00.01.21.51.81.81.81.61.31.00.91.11.41.71.81.81.61.30.90.50.30.20.10.30.40.50.70.80.90.90.90.80.60.81.01.31.51.51.61.51.31.21.41.71.91.91.91.71.41.10.90.91.21.51.61.61.41.20.80.50.30.20.10.10.40.20.70.91.11.21.11.00.91.01.21.51.81.91.91.71.51.31.41.71.91.91.91.71.41.00.80.80.91.11.21.21.10.80.60.40.20.10.10.10.40.60.21.21.41.51.51.31.21.11.41.71.92.01.91.81.61.31.31.51.71.81.71.51.20.90.60.60.60.70.80.80.70.60.40.30.20.10.10.10.40.61.01.41.71.81.81.61.41.21.41.61.91.91.91.71.51.21.11.21.41.41.41.20.90.70.50.40.40.50.50.50.40.30.30.20.10.10.40.71.11.51.81.91.91.71.41.21.21.51.71.71.71.61.31.00.80.90.91.00.90.80.60.50.40.30.30.30.30.30.30.20.71.11.51.81.81.81.61.31.11.01.21.31.41.41.20.90.70.60.60.60.60.60.50.40.30.30.20.20.20.60.91.31.61.71.61.41.10.90.80.80.91.00.90.80.60.50.40.40.40.40.40.30.30.20.40.71.01.21.31.31.10.80.60.60.60.60.60.60.50.40.40.30.30.30.30.30.50.70.80.90.90.70.60.50.40.40.40.40.40.30.30.20.30.40.50.50.50.50.40.30.30.30.30.20.20.30.30.30.30.30.10.20.2NPROJECT NAME:SEAL & SIGNATURE:DRAWN BY:CHECK BY:REVISION DESCRIPTIONDATE:NO.SHEET TITLE:SHEET NO.:TOTAL NUMBER OF SHEETS:CEC KW:SCALE:AC KW:DC KW:PROJECT ADDRESS:PROJECT NO.:© COPYRIGHTDISTRIBUTED SOLAR DEVELOPMENT200 HARBORSIDE DRIVESUITE 200SCHENECTADY, NY 12305CVEC - BREWSTER GOLF COURSE PHOTOVOLTAIC SYSTEMLIGHTING PLANA-1031/16" = 1'-0"1000 FREEMANS WAY BREWSTER, MA 02631 1 11/13/20 PERMIT DRAWINGS AJN BRJ 12/2/2020, 7:12:16 amAs design professional in responsible charge. 5.0000 0 00 0 ° 10.00000 0 00 ° 5.00000000°5.00000000° PROJECT NAME:SEAL & SIGNATURE:DRAWN BY:CHECK BY:REVISION DESCRIPTIONDATE:NO.SHEET TITLE:SHEET NO.:TOTAL NUMBER OF SHEETS:CEC KW:SCALE:AC KW:DC KW:PROJECT ADDRESS:PROJECT NO.:© COPYRIGHTDISTRIBUTED SOLAR DEVELOPMENT200 HARBORSIDE DRIVESUITE 200SCHENECTADY, NY 12305CVEC - BREWSTER GOLF COURSE PHOTOVOLTAIC SYSTEMARRAY SECTIONSA-200SHOWN1000 FREEMANS WAY BREWSTER, MA 02631 SCALE:1TYPICAL SITE SECTION1/8"=1'-0"13'-6" MIN.SOLAR PANELMINI GUTTER STEEL PURLIN - GALVANIZEDCORRUGATED ROUND DOWNSPOUT24GA. STEEL27'-1158"47'47'23'-1134"27'-012"+/- 19'-412"13'-6" MIN.58'-814"58'-018"12'-1916"18'-318"1 11/13/20 PERMIT DRAWINGS AJN BRJSCALE:2TYPICAL CANOPY SECTION1/4"=1'-0"SNOW GUARD - GALVANIZEDSTEEL RAFTER - PAINTEDSTEEL COLUMN - PAINTED19'-412"13'-6" MIN.CONCRETE PIER HEIGHT VARIESMINIMUM PIER HEIGHT TO BE 36" WHERELOCATED ADJACENT TO DRIVE AISLES12/2/2020, 7:12:16 amAs design professional in responsible charge. 7916"5 - mp6-mp3-ce1-AC4-ss3-JV3-ss3-vc5-ss1-AC1-JV3-ca1-AC1-GTEXISTING TREE5-jc1-GT1-AC1-MV1-CC1-MVEXISTING TREEEXISTING TREE1-GT1-GT1-CC1-AC6-jc2-JV1-GT3-iv4-ss1-GT1-GT3-sv1-JVZONE: R-RFREEMAN'S WAYSCALE:1SITE PLAN1/32"=1'-0"SOLAR CANOPYOUTLINENPROJECT NAME:SEAL & SIGNATURE:DRAWN BY:CHECK BY:REVISION DESCRIPTIONDATE:NO.SHEET TITLE:SHEET NO.:TOTAL NUMBER OF SHEETS:CEC KW:SCALE:AC KW:DC KW:PROJECT ADDRESS:PROJECT NO.:NOT FORCONSTRUCTIONCVEC - BREWSTER GOLF COURCE PHOTOVOLTAIC SYSTEM 1000 FREEMANS WAY BREWSTER, MA 02631CIVIL SITEPLANC-101C.O.C.O.TYPICAL CANOPYFOUNDATION (SEESTRUCTURAL PLANSUNDER SEPARATE COVER)C.O.C.O.C.O.C.O.1 11/13/20 PERMIT DRAWINGS KMG JRBLEGEND:PROPOSED INFILTRATION TRENCHC.O.C.O.C.O.C.O.C.O.C.O.FREEMAN'S WAYELECTRICAL EQUIPMENT PAD(SEE ELECTRICAL PLANSUNDER SEPARATE COVER)STONE WALKWAY (TYP)PROPOSED STONE WALKWAYEXISTING TREE LINEEXISTING CURBPROPOSED TEMPORARY COMPOST FILTER SOCKPROPOSED DOWNSPOUT4C-102PROPOSED LANDSCAPING(SEE LANDSCAPING PLANS)INFILTRATION TRENCHLENGTH=175 FT1C-102INFILTRATION TRENCHLENGTH=140 FT1C-102PROPOSED CANOPY FOUNDATION POSTPROPOSED GUTTER DOWNSPOUT SPLASH BLOCKPROPOSEDTEMPORARYCOMPOST FILTERSOCK, TYP.2C-102CATCH BASIN INLETPROTECTION, TYP.3C-102GUTTERDOWNSPOUT, TYP.EXISTING CONTOURPROPOSED SOLAR CANOPY OUTLINEGENERAL NOTES:1.EXISTING CONDITIONS INFORMATION AND TOPOGRAPHY OBTAINED FROMALTA/NSPS LAND TITLE SURVEY BY NORTHEAST SURVEY CONSULTANTSDATED FEBRUARY 25, 2020. THE HORIZONTAL DATUM OF THIS PLAN IS THEMASSACHUSETTS COORDINATE SYSTEM NORTH AMERICAN DATUM 1983BASED ON AN RTK GPS SURVEY.2.THE LOCATIONS OF UTILITIES SHOWN HEREON ARE THE RESULT OFSURFACE EVIDENCE AS LOCATED BY THE FIELD SURVEY PERFORMED BYNORTHEAST SURVEY CONSULTANTS. THIS PLAN DOES NOT NECESSARILYDEPICT THE EXACT LOCATION OF THESE UTILITIES AND MAY NOT SHOW ALLOF THE UTILITIES WHICH EXIST WITHIN THE PREMISES SURVEYED. CONTACTDIG-SAFE AT 1-888-344-7233 BEFORE EXCAVATION. PROJECT NAME:SEAL & SIGNATURE:DRAWN BY:CHECK BY:REVISION DESCRIPTIONDATE:NO.SHEET TITLE:SHEET NO.:TOTAL NUMBER OF SHEETS:CEC KW:SCALE:AC KW:DC KW:PROJECT ADDRESS:PROJECT NO.:NOT FORCONSTRUCTIONCVEC - BREWSTER GOLF COURCE PHOTOVOLTAIC SYSTEM 1000 FREEMANS WAY BREWSTER, MA 02631CIVIL DETAILSC-102SCALE:1INFILTRATION TRENCHNTS1 11/13/20 PERMIT DRAWINGS KMG JRB TRENCH 4 FEET DEEPFILLED WITH 2-5 INCH DIAMETERWASHED STONE (BANK RUNGRAVEL PREFERRED)SCALE:2COMPOST FILTER SOCKNTSSCALE:4STONE WALKWAYNTSSCALE:3CATCH BASIN INLET PROTECTIONNTSSAND FILTER 6" DEEP(OR FABRIC EQUIVALENT)PEA GRAVEL ORSAND FILTER LAYER6" DIAMETER PERFORATED PVCOBSERVATION WELL WITH SCREW TOP LIDMINIMUM ONE PER TRENCHMINIMUM OF 2' FROM SEASONALHIGH GROUNDWATER ELEVATIONSECTION VIEW2'10.54'6"Ø SCH80 SOLID PVCGUTTER EXTENSION6"Ø SCH80 SOLID PVCGUTTER DOWNSPOUTSOLAR CANOPY COLUMNSOLAR CANOPYFOUNDATION6"Ø SCH80 SOLID PVC45° ELBOWPROPOSEDINFILTRATIONTRENCHPROFILE VIEWGUTTER DOWNSPOUTSPLASH BLOCK48" WIDEGEOTEXTILE (8 OZ. MINIMUM)TYPICAL 48" WIDE STONE WALKWAY4" THICK NO. 2 STONEEXISTING GRADEPLAN VIEWSECTION VIEWCOMPOST FILTER SOCK NOTES:1.PREFABRICATED COMPOST SOCK SHALL BE FILTREXX SOXX ORAPPROVED EQUIVALENT.2.MATERIAL FOR SOCKS SHALL CONSIST OF SANITIZED MATURECOMPOST, FREE OF VIABLE WEED SEEDS AND FOREIGN DEBRISSUCH AS GLASS AND PLASTIC. COMPOST SHALL BE IN SHREDDED ORGRANULAR FORM AND FREE FROM HARD LUMPS. IN ADDITION, NOKILN-DRIED WOOD OR CONSTRUCTION DEBRIS SHALL BE ALLOWED.CONTRACTOR SHALL REFER TO MASSDOT SPECIFICATIONS M1.06.0FOR MATERIAL SPECIFICATIONS.3.SOCK SHALL CONSIST OF JUTE MESH OR OTHER APPROVEDBIODEGRADABLE MATERIAL.4.NO STAKES SHALL BE INSTALLED.WORK AREA102101100PROTECTED AREACOMPOST FILTER SOCK18" DIAMETERCOMPOST FILTER SOCKPROTECTED AREAWORK AREAFLOWFLOWCONNECTION/ATTACHMENT DETAIL18" MINOVERLAPPING SECTIONSFORM CONNECTIONSCLOSED ENDEXISTING GRADE/GRASSED AREACOMPOST FILTER SOCKSEE DETAIL 2/C-102EXISTING CATCH BASIN INLETPAVEMENTFLOWEXISTING CURBCATCH BASIN INLET PROTECTION NOTES:1.SEDIMENT ACCUMULATED BEHIND FILTER SOCK TO BE REMOVEDPOST CONSTRUCTION IN ACCORDANCE WITH MASSACHUSETTSSTORMWATER HANDBOOK. ZONE: R-RFREEMAN'S WAYSCALE:1LANDSCAPE PLAN1/32"=1'-0"EXISTING TREE TO REMAIN (TYP)CANOPY OUTLINENPROJECT NAME:SEAL & SIGNATURE:DRAWN BY:CHECK BY:REVISION DESCRIPTIONDATE:NO.SHEET TITLE:SHEET NO.:TOTAL NUMBER OF SHEETS:CEC KW:SCALE:AC KW:DC KW:PROJECT ADDRESS:PROJECT NO.:NOT FORCONSTRUCTIONCVEC - BREWSTER GOLF COURCE PHOTOVOLTAIC SYSTEM 1000 FREEMANS WAY BREWSTER, MA 02631LANDSCAPINGPLANC-103TYPICAL CANOPYFOUNDATIONC-104.11C-104.211 11/13/20 PERMIT DRAWINGS DSS JRBSMALL TREESSHRUBSLEGEND:FREEMAN'S WAYELECTRICAL EQUIPMENT PAD(SEE ELECTRICAL PLANSUNDER SEPARATE COVER)STONE WALKWAY (TYP)STONE WALKWAY 6-ss1-AC1-JV3-ca1-AC1-GTEXISTING TREE5-jc1-GT1-AC1-MV1-CC1-MV1-ACPROJECT NAME:SEAL & SIGNATURE:DRAWN BY:CHECK BY:REVISION DESCRIPTIONDATE:NO.SHEET TITLE:SHEET NO.:TOTAL NUMBER OF SHEETS:CEC KW:SCALE:AC KW:DC KW:PROJECT ADDRESS:PROJECT NO.:NOT FORCONSTRUCTIONCVEC - BREWSTER GOLF COURCE PHOTOVOLTAIC SYSTEM 1000 FREEMANS WAY BREWSTER, MA 02631ENLARGEDLANDSCAPINGPLANC-104.1SCALE:1ENLARGED LANDSCAPE PLAN - LP12/32"=1'-0"N1 11/13/20 PERMIT DRAWINGS DSS JRBSMALL TREESSHRUBSLEGEND:CANOPY OUTLINETYPICAL CANOPYFOUNDATIONSHRUB PLANTINGDETAIL (TYP.)TREE PLANTINGDETAIL (TYP.)2C-1051C-105 5 - mp6-mp3-sv1-AC4-ss3-CL3-ss3-vc6-ss1-AC1-ACEXISTING TREEEXISTING TREE1-GT1-GT1-CC1-AC7-jc2-JV1-GT3-iv4-ss1-GT1-GT3-sv1-CLPROJECT NAME:SEAL & SIGNATURE:DRAWN BY:CHECK BY:REVISION DESCRIPTIONDATE:NO.SHEET TITLE:SHEET NO.:TOTAL NUMBER OF SHEETS:CEC KW:SCALE:AC KW:DC KW:PROJECT ADDRESS:PROJECT NO.:NOT FORCONSTRUCTIONCVEC - BREWSTER GOLF COURCE PHOTOVOLTAIC SYSTEM 1000 FREEMANS WAY BREWSTER, MA 02631ENLARGEDLANDSCAPINGPLANC-104.2SCALE:1ENLARGED LANDSCAPE PLAN - LP22/32"=1'-0"N1 11/13/20 PERMIT DRAWINGS DSS JRB CANOPY OUTLINETYPICAL CANOPYFOUNDATIONSHRUB PLANTINGDETAIL (TYP.)C-1051TREE PLANTINGDETAIL (TYP.)C-1052TYPICAL 48" WIDESTONE WALKWAYSMALL TREESSHRUBSLEGEND:STONE WALKWAYC-1055ELECTRICALEQUIPMENT PAD SHRUB PLANTINGDETAIL1C-105“”“””–”–PROJECT NAME:SEAL & SIGNATURE:DRAWN BY:CHECK BY:REVISION DESCRIPTIONDATE:NO.SHEET TITLE:SHEET NO.:TOTAL NUMBER OF SHEETS:CEC KW:SCALE:AC KW:DC KW:PROJECT ADDRESS:PROJECT NO.:NOT FORCONSTRUCTIONCVEC - BREWSTER GOLF COURCE PHOTOVOLTAIC SYSTEM 1000 FREEMANS WAY BREWSTER, MA 02631LANDSCAPINGDETAILSC-105TREE PLANTINGDETAIL2C-1051 11/13/20 PERMIT DRAWINGS DSS JRB Special Use / Site Plan Application Brewster Golf Course Solar Project 12 194-7098 APPENDIX B: LEASE AGREEMENT LEASE AGREEMENT FOR GROUND MOUNTED AND SOLAR CANOPY PHOTOVOLTAIC ENERGY FACILITY BETWEEN FREEMANS WAY SOLAR PROJECT 2019, LLC AND TOWN OF BREWSTER, MASSACHUSETTS ST AND ARD TERMS AND CONDITIONS This Lease Agreement (the "Agreement" or "Lease") is entered into this 16th day of December, 2019 (the "Effective Date") and is by and between Freemans Way Solar Project 2019, LLC, a Delaware limited liability company ("Developer"), and the Town of Brewster, Massachusetts municipal entity with an address of 2198 Main St, Brewster, MA 02631 ("Host"). RECITALS (a) Host wishes to lease an area of ground space described in Exhibit A (the "Premises"), which is a part of the Property located at 1000 Freemans Way, Brewster, MA 02631 and owned by Host to the Developer to allow it to design, procure, install, test, commission, own, operate and maintain a solar photovoltaic system and battery energy storage system ("PV System"), as defined in Article I (Definitions), on the Premises for beneficial public purposes; (b) Developer wishes to lease the Premises in order to design, procure, install, test, commission, own, operate and maintain the PV System on the Premises for beneficial public purposes, subject to the terms and restrictions set forth in this Agreement; and (c) Host has entered into a Services Agreement (the "Services Agreement") with the Cape & Vineyard Electric Cooperative, Inc., a Massachusetts cooperative corporation with an address at 23H2 White's Path, Suite 2, South Yarmouth, MA 02664 ("CVEC") pursuant to which CVEC will provide consultation, management and oversight concerning the PV System on behalf of the Host, as set forth in that Services Agreement and as set forth in this Agreement. NOW, THEREFORE, for consideration paid, the receipt and sufficiency of which are hereby acknowledged, the Parties to this Agreement hereby agree as follows. ARTICLE I: DEFINITIONS When used in this Agreement, the following terms shall have the meanings given, unless a different meaning is expressed or clearly indicated by the context. Words defined in this Article I which are capitalized shall be given their common and ordinary meanings when they {A0635574.I } 1 Special Use / Site Plan Application Brewster Golf Course Solar Project 13 194-7098 APPENDIX C: FAA DETERMINATION LETTERS Mail Processing Center Federal Aviation Administration Southwest Regional Office Obstruction Evaluation Group 10101 Hillwood Parkway Fort Worth, TX 76177 Aeronautical Study No. 2020-ANE-2073-OE Page 1 of 4 Issued Date: 04/23/2020 Nichole Seidell Distributed Solar Devleopment 200 Harborside Drive, Suite 200 Schenectady, NY 12305 ** DETERMINATION OF NO HAZARD TO AIR NAVIGATION ** The Federal Aviation Administration has conducted an aeronautical study under the provisions of 49 U.S.C., Section 44718 and if applicable Title 14 of the Code of Federal Regulations, part 77, concerning: Structure:Solar Panel Brewster Golf Lot NE Location:Harwich, MA Latitude:41-44-08.26N NAD 83 Longitude:70-01-04.15W Heights:100 feet site elevation (SE) 18 feet above ground level (AGL) 118 feet above mean sea level (AMSL) This aeronautical study revealed that the structure does not exceed obstruction standards and would not be a hazard to air navigation provided the following condition(s), if any, is(are) met: Based on this evaluation, marking and lighting are not necessary for aviation safety. However, if marking/ lighting are accomplished on a voluntary basis, we recommend it be installed in accordance with FAA Advisory circular 70/7460-1 L Change 2. This determination expires on 10/23/2021 unless: (a)the construction is started (not necessarily completed) and FAA Form 7460-2, Notice of Actual Construction or Alteration, is received by this office. (b)extended, revised, or terminated by the issuing office. (c)the construction is subject to the licensing authority of the Federal Communications Commission (FCC) and an application for a construction permit has been filed, as required by the FCC, within 6 months of the date of this determination. In such case, the determination expires on the date prescribed by the FCC for completion of construction, or the date the FCC denies the application. NOTE: REQUEST FOR EXTENSION OF THE EFFECTIVE PERIOD OF THIS DETERMINATION MUST BE E-FILED AT LEAST 15 DAYS PRIOR TO THE EXPIRATION DATE. AFTER RE-EVALUATION OF CURRENT OPERATIONS IN THE AREA OF THE STRUCTURE TO DETERMINE THAT NO SIGNIFICANT AERONAUTICAL CHANGES HAVE OCCURRED, YOUR DETERMINATION MAY BE ELIGIBLE FOR ONE EXTENSION OF THE EFFECTIVE PERIOD. Page 2 of 4 This determination is based, in part, on the foregoing description which includes specific coordinates, heights, frequency(ies) and power. Any changes in coordinates, heights, and frequencies or use of greater power, except those frequencies specified in the Colo Void Clause Coalition; Antenna System Co-Location; Voluntary Best Practices, effective 21 Nov 2007, will void this determination. Any future construction or alteration, including increase to heights, power, or the addition of other transmitters, requires separate notice to the FAA.This determination includes all previously filed frequencies and power for this structure. If construction or alteration is dismantled or destroyed, you must submit notice to the FAA within 5 days after the construction or alteration is dismantled or destroyed. This determination does include temporary construction equipment such as cranes, derricks, etc., which may be used during actual construction of the structure. However, this equipment shall not exceed the overall heights as indicated above. Equipment which has a height greater than the studied structure requires separate notice to the FAA. This determination concerns the effect of this structure on the safe and efficient use of navigable airspace by aircraft and does not relieve the sponsor of compliance responsibilities relating to any law, ordinance, or regulation of any Federal, State, or local government body. If we can be of further assistance, please contact our office at (202) 267-4525, or david.maddox@faa.gov. On any future correspondence concerning this matter, please refer to Aeronautical Study Number 2020-ANE-2073- OE. Signature Control No: 435850418-437436299 ( DNE ) David Maddox Specialist Attachment(s) Case Description Map(s) Page 3 of 4 Case Description for ASN 2020-ANE-2073-OE Parking lot canopy solar energy generating facility Page 4 of 4 Sectional Map for ASN 2020-ANE-2073-OE Mail Processing Center Federal Aviation Administration Southwest Regional Office Obstruction Evaluation Group 10101 Hillwood Parkway Fort Worth, TX 76177 Aeronautical Study No. 2020-ANE-2072-OE Page 1 of 4 Issued Date: 04/23/2020 Nichole Seidell Distributed Solar Devleopment 200 Harborside Drive, Suite 200 Schenectady, NY 12305 ** DETERMINATION OF NO HAZARD TO AIR NAVIGATION ** The Federal Aviation Administration has conducted an aeronautical study under the provisions of 49 U.S.C., Section 44718 and if applicable Title 14 of the Code of Federal Regulations, part 77, concerning: Structure:Solar Panel Brewster Golf Lot NW Location:Harwich, MA Latitude:41-44-09.25N NAD 83 Longitude:70-01-11.49W Heights:88 feet site elevation (SE) 18 feet above ground level (AGL) 106 feet above mean sea level (AMSL) This aeronautical study revealed that the structure does not exceed obstruction standards and would not be a hazard to air navigation provided the following condition(s), if any, is(are) met: Based on this evaluation, marking and lighting are not necessary for aviation safety. However, if marking/ lighting are accomplished on a voluntary basis, we recommend it be installed in accordance with FAA Advisory circular 70/7460-1 L Change 2. This determination expires on 10/23/2021 unless: (a)the construction is started (not necessarily completed) and FAA Form 7460-2, Notice of Actual Construction or Alteration, is received by this office. (b)extended, revised, or terminated by the issuing office. (c)the construction is subject to the licensing authority of the Federal Communications Commission (FCC) and an application for a construction permit has been filed, as required by the FCC, within 6 months of the date of this determination. In such case, the determination expires on the date prescribed by the FCC for completion of construction, or the date the FCC denies the application. NOTE: REQUEST FOR EXTENSION OF THE EFFECTIVE PERIOD OF THIS DETERMINATION MUST BE E-FILED AT LEAST 15 DAYS PRIOR TO THE EXPIRATION DATE. AFTER RE-EVALUATION OF CURRENT OPERATIONS IN THE AREA OF THE STRUCTURE TO DETERMINE THAT NO SIGNIFICANT AERONAUTICAL CHANGES HAVE OCCURRED, YOUR DETERMINATION MAY BE ELIGIBLE FOR ONE EXTENSION OF THE EFFECTIVE PERIOD. Page 2 of 4 This determination is based, in part, on the foregoing description which includes specific coordinates, heights, frequency(ies) and power. Any changes in coordinates, heights, and frequencies or use of greater power, except those frequencies specified in the Colo Void Clause Coalition; Antenna System Co-Location; Voluntary Best Practices, effective 21 Nov 2007, will void this determination. Any future construction or alteration, including increase to heights, power, or the addition of other transmitters, requires separate notice to the FAA.This determination includes all previously filed frequencies and power for this structure. If construction or alteration is dismantled or destroyed, you must submit notice to the FAA within 5 days after the construction or alteration is dismantled or destroyed. This determination does include temporary construction equipment such as cranes, derricks, etc., which may be used during actual construction of the structure. However, this equipment shall not exceed the overall heights as indicated above. Equipment which has a height greater than the studied structure requires separate notice to the FAA. This determination concerns the effect of this structure on the safe and efficient use of navigable airspace by aircraft and does not relieve the sponsor of compliance responsibilities relating to any law, ordinance, or regulation of any Federal, State, or local government body. If we can be of further assistance, please contact our office at (202) 267-4525, or david.maddox@faa.gov. On any future correspondence concerning this matter, please refer to Aeronautical Study Number 2020-ANE-2072- OE. Signature Control No: 435850417-437436302 ( DNE ) David Maddox Specialist Attachment(s) Case Description Map(s) Page 3 of 4 Case Description for ASN 2020-ANE-2072-OE Parking lot canopy solar energy generating facility Page 4 of 4 Sectional Map for ASN 2020-ANE-2072-OE Mail Processing Center Federal Aviation Administration Southwest Regional Office Obstruction Evaluation Group 10101 Hillwood Parkway Fort Worth, TX 76177 Aeronautical Study No. 2020-ANE-2074-OE Page 1 of 4 Issued Date: 04/23/2020 Nichole Seidell Distributed Solar Devleopment 200 Harborside Drive, Suite 200 Schenectady, NY 12305 ** DETERMINATION OF NO HAZARD TO AIR NAVIGATION ** The Federal Aviation Administration has conducted an aeronautical study under the provisions of 49 U.S.C., Section 44718 and if applicable Title 14 of the Code of Federal Regulations, part 77, concerning: Structure:Solar Panel Brewster Golf Lot SE Location:Harwich, MA Latitude:41-44-06.69N NAD 83 Longitude:70-01-04.65W Heights:104 feet site elevation (SE) 18 feet above ground level (AGL) 122 feet above mean sea level (AMSL) This aeronautical study revealed that the structure does not exceed obstruction standards and would not be a hazard to air navigation provided the following condition(s), if any, is(are) met: Based on this evaluation, marking and lighting are not necessary for aviation safety. However, if marking/ lighting are accomplished on a voluntary basis, we recommend it be installed in accordance with FAA Advisory circular 70/7460-1 L Change 2. This determination expires on 10/23/2021 unless: (a)the construction is started (not necessarily completed) and FAA Form 7460-2, Notice of Actual Construction or Alteration, is received by this office. (b)extended, revised, or terminated by the issuing office. (c)the construction is subject to the licensing authority of the Federal Communications Commission (FCC) and an application for a construction permit has been filed, as required by the FCC, within 6 months of the date of this determination. In such case, the determination expires on the date prescribed by the FCC for completion of construction, or the date the FCC denies the application. NOTE: REQUEST FOR EXTENSION OF THE EFFECTIVE PERIOD OF THIS DETERMINATION MUST BE E-FILED AT LEAST 15 DAYS PRIOR TO THE EXPIRATION DATE. AFTER RE-EVALUATION OF CURRENT OPERATIONS IN THE AREA OF THE STRUCTURE TO DETERMINE THAT NO SIGNIFICANT AERONAUTICAL CHANGES HAVE OCCURRED, YOUR DETERMINATION MAY BE ELIGIBLE FOR ONE EXTENSION OF THE EFFECTIVE PERIOD. Page 2 of 4 This determination is based, in part, on the foregoing description which includes specific coordinates, heights, frequency(ies) and power. Any changes in coordinates, heights, and frequencies or use of greater power, except those frequencies specified in the Colo Void Clause Coalition; Antenna System Co-Location; Voluntary Best Practices, effective 21 Nov 2007, will void this determination. Any future construction or alteration, including increase to heights, power, or the addition of other transmitters, requires separate notice to the FAA.This determination includes all previously filed frequencies and power for this structure. If construction or alteration is dismantled or destroyed, you must submit notice to the FAA within 5 days after the construction or alteration is dismantled or destroyed. This determination does include temporary construction equipment such as cranes, derricks, etc., which may be used during actual construction of the structure. However, this equipment shall not exceed the overall heights as indicated above. Equipment which has a height greater than the studied structure requires separate notice to the FAA. This determination concerns the effect of this structure on the safe and efficient use of navigable airspace by aircraft and does not relieve the sponsor of compliance responsibilities relating to any law, ordinance, or regulation of any Federal, State, or local government body. If we can be of further assistance, please contact our office at (202) 267-4525, or david.maddox@faa.gov. On any future correspondence concerning this matter, please refer to Aeronautical Study Number 2020-ANE-2074- OE. Signature Control No: 435850419-437436300 ( DNE ) David Maddox Specialist Attachment(s) Case Description Map(s) Page 3 of 4 Case Description for ASN 2020-ANE-2074-OE Parking lot canopy solar energy generating facility Page 4 of 4 Sectional Map for ASN 2020-ANE-2074-OE Mail Processing Center Federal Aviation Administration Southwest Regional Office Obstruction Evaluation Group 10101 Hillwood Parkway Fort Worth, TX 76177 Aeronautical Study No. 2020-ANE-2075-OE Page 1 of 4 Issued Date: 04/23/2020 Nichole Seidell Distributed Solar Devleopment 200 Harborside Drive, Suite 200 Schenectady, NY 12305 ** DETERMINATION OF NO HAZARD TO AIR NAVIGATION ** The Federal Aviation Administration has conducted an aeronautical study under the provisions of 49 U.S.C., Section 44718 and if applicable Title 14 of the Code of Federal Regulations, part 77, concerning: Structure:Solar Panel Brewster Golf Lot NW Location:Harwich, MA Latitude:41-44-08.05N NAD 83 Longitude:70-01-11.87W Heights:90 feet site elevation (SE) 18 feet above ground level (AGL) 108 feet above mean sea level (AMSL) This aeronautical study revealed that the structure does not exceed obstruction standards and would not be a hazard to air navigation provided the following condition(s), if any, is(are) met: Based on this evaluation, marking and lighting are not necessary for aviation safety. However, if marking/ lighting are accomplished on a voluntary basis, we recommend it be installed in accordance with FAA Advisory circular 70/7460-1 L Change 2. This determination expires on 10/23/2021 unless: (a)the construction is started (not necessarily completed) and FAA Form 7460-2, Notice of Actual Construction or Alteration, is received by this office. (b)extended, revised, or terminated by the issuing office. (c)the construction is subject to the licensing authority of the Federal Communications Commission (FCC) and an application for a construction permit has been filed, as required by the FCC, within 6 months of the date of this determination. In such case, the determination expires on the date prescribed by the FCC for completion of construction, or the date the FCC denies the application. NOTE: REQUEST FOR EXTENSION OF THE EFFECTIVE PERIOD OF THIS DETERMINATION MUST BE E-FILED AT LEAST 15 DAYS PRIOR TO THE EXPIRATION DATE. AFTER RE-EVALUATION OF CURRENT OPERATIONS IN THE AREA OF THE STRUCTURE TO DETERMINE THAT NO SIGNIFICANT AERONAUTICAL CHANGES HAVE OCCURRED, YOUR DETERMINATION MAY BE ELIGIBLE FOR ONE EXTENSION OF THE EFFECTIVE PERIOD. Page 2 of 4 This determination is based, in part, on the foregoing description which includes specific coordinates, heights, frequency(ies) and power. Any changes in coordinates, heights, and frequencies or use of greater power, except those frequencies specified in the Colo Void Clause Coalition; Antenna System Co-Location; Voluntary Best Practices, effective 21 Nov 2007, will void this determination. Any future construction or alteration, including increase to heights, power, or the addition of other transmitters, requires separate notice to the FAA.This determination includes all previously filed frequencies and power for this structure. If construction or alteration is dismantled or destroyed, you must submit notice to the FAA within 5 days after the construction or alteration is dismantled or destroyed. This determination does include temporary construction equipment such as cranes, derricks, etc., which may be used during actual construction of the structure. However, this equipment shall not exceed the overall heights as indicated above. Equipment which has a height greater than the studied structure requires separate notice to the FAA. This determination concerns the effect of this structure on the safe and efficient use of navigable airspace by aircraft and does not relieve the sponsor of compliance responsibilities relating to any law, ordinance, or regulation of any Federal, State, or local government body. If we can be of further assistance, please contact our office at (202) 267-4525, or david.maddox@faa.gov. On any future correspondence concerning this matter, please refer to Aeronautical Study Number 2020-ANE-2075- OE. Signature Control No: 435850420-437436298 ( DNE ) David Maddox Specialist Attachment(s) Case Description Map(s) Page 3 of 4 Case Description for ASN 2020-ANE-2075-OE Parking lot canopy solar energy generating facility Page 4 of 4 Sectional Map for ASN 2020-ANE-2075-OE Special Use / Site Plan Application Brewster Golf Course Solar Project 14 194-7098 APPENDIX D: THREATENED & ENDANGERED SPECIES Special Use / Site Plan Application Brewster Golf Course Solar Project 15 194-7098 APPENDIX E: WETLANDS AND WATERBODIES From:Liz Argo To:Timothy Magner; Burdett, Joshua; Ryan Bennett Subject:FW: CVEC"s Brewster Golf Course Solar Canopies - DRI Review? Date:Friday, March 13, 2020 11:39:45 AM Attachments:image003.jpg image004.jpg CAD_CVEC_DDRIVING RANGE_CP_IX_REV2_20190724 (1).pdf CAD_CVEC_GOLF LOTS_CP_IX_REV2_20190724 (1).pdf CAUTION: This email originated from an external sender. Verify the source before opening links orattachments. Hello Tim, Josh, and Ryan, CCC DRI review will not be needed as per the email from Jon Idman that I am forwarding. Thank You, Liz Liz Argo Executive Director Cape & Vineyard Electric Cooperative, Inc. 23H2 White’s Path, Suite 2 South Yarmouth, MA 02664 774-722-1812 (cell) From: Jonathon Idman <jidman@capecodcommission.org> Sent: Friday, March 13, 2020 11:01 AM To: Liz Argo <largo@cvecinc.org> Cc: Brewster Representative <brewster@capecodcommission.org>; Sandwich Representative <sandwich@capecodcommission.org>; Kristy Senatori <ksenatori@capecodcommission.org>; Erin Perry <eperry@capecodcommission.org>; Ryan Bennett <rbennett@brewster-ma.gov>; vstaley@brewster-ma.gov Subject: FW: CVEC's Brewster Golf Course Solar Canopies - DRI Review? Hi Liz, Thank you for reaching out. My opinion is that the proposed development depicted in the plans attached does not require mandatory DRI review by the CCC, namely: the proposed development is not a Change of Use (as that term is defined in the CCC’s regulations); and alternately, irrespective of the projects’ footprint, the proposed development is a “municipal use,” given CVEC and the Town’s primary involvement, rather than a commercial or industrial use. My opinion assumes that the proposal does not require the preparation of an EIR under MEPA. Please feel free to reach out to my with further questions as necessary. Jonathon Idman Chief Regulatory Officer Cape Cod Commission 3225 Main Street, P.O. Box 226 Barnstable, Massachusetts 02630 508/ 744-1260 From: Liz Argo <largo@cvecinc.org> Sent: Thursday, March 12, 2020 11:38 AM To: Jonathon Idman <jidman@capecodcommission.org> Subject: CVEC's Brewster Golf Course Solar Canopies - DRI Review? Hi Jon, CVEC is bringing forward another round of PV projects for our towns. In Brewster we have two solar canopy projects to be located at the Captain’s Golf Course. The town has asked CVEC to inquire as to whether either of the projects would trigger a DRI review by the Cape Cod Commission due to their footprint size. I’ve attached the design packages for you. They are both over 40,000 square feet. Please let us know if a DRI will be required for either project. Thank You, Liz Liz Argo Executive Director Cape & Vineyard Electric Cooperative, Inc. 23H2 White’s Path, Suite 2 South Yarmouth, MA 02664 774-722-1812 (cell) Special Use / Site Plan Application Brewster Golf Course Solar Project 16 194-7098 APPENDIX F: CULTURAL RESOURCES MACRIS Search Results Town(s): Brewster; Street Name: Freemans Way; Resource Type(s): Area, Building, Burial Ground, Object, Structure; Search Criteria: Inv. No.Property Name Street Town Year Wednesday, November 11, 2020 1 1Pageof 950 CMR: OFFICE OF THE SECRETARY OF THE COMMONWEALTH APPENDIX A MASSACHUSETTS HISTORICAL COMMISSION 220 MORRISSEY BOULEVARD BOSTON, MASS. 02125 617-727-8470, FAX: 617-727-5128 PROJECT NOTIFICATION FORM Project Name: ________________________________________________________________________________ City / Town: ________________________________________________________________________________ Project Proponent Name: ______________________________________________________________________________________ Address: ____________________________________________________________________________________ City/Town/Zip/Telephone: _____________________________________________________________________ Agency license or funding for the project (list all licenses, permits, approvals, grants or other entitlements being sought from state and federal agencies). Agency Name Type of License or funding (specify) Project Description (narrative): 5/31/96 (Effective 7/1/93) - corrected 950 CMR - 275 Brewster Golf Lots Solar Project Location / Address: 1000 Freemans Way___________________________________________________________ Brewster, MA Joshua Burdett, Tetra Tech 3136 South Winton Road, Suite 303 Rochester, NY 14623 / (607) 661-0041 The Project is a parking lot solar canopy located on an approximately 1.43-acre portion of one land parcel identified as tax parcel no. 13.10.01.2000, which totals 299.5 acres of land owned by the Town of Brewster. The Project area is limited to the existing asphalt- paved parking lot at The Captains Golf Course. Does the project include demolition? If so, specify nature of demolition and describe the building(s) which are proposed for demolition. The Project does not include demolition of any buildings as it will be constructed on an existing parking lot. Does the project include rehabilitation of any existing buildings? If so, specify nature of rehabilitation and describe the building(s) which are proposed for rehabilitation. The Project does not include rehabilitation of any existing buildings. Does the project include new construction? If so, describe (attach plans and elevations if necessary). The Project includes the construction of a new parking lot solar canopy. The preliminary plans are attached. Massachusetts Department of Energy Resources Solar Massachusetts Renewable Target (SMART) Program 950 CMR: OFFICE OF THE SECRETARY OF THE COMMONWEALTH APPENDIX A (continued) To the best of your knowledge, are any historic or archaeological properties known to exist within the project’s area of potential impact? If so, specify. What is the total acreage of the project area? Productive Resources: Agriculture _________________acres Forestry ___________________acres Mining/Extraction ___________acres Total Project Acreage_________acres Signature of Person submitting this form: _________________________________Date: ____________________ Name: ______________________________________________________________________________________ Address: ____________________________________________________________________________________ City/Town/Zip: ______________________________________________________________________________ Telephone: __________________________________________________________________________________ REGULATORY AUTHORITY 950 CMR 71.00: M.G.L. c. 9, §§ 26-27C as amended by St. 1988, c. 254. 7/1/93 950 CMR - 276 No, the MACRIS on-line database did not identify proximal cultural resources. Woodland ______________ acres Wetland________________ acres Floodplain______________ acres Open space______________ acres Developed ______________1.43 acres What is the acreage of the proposed new construction? 1.43 acres What is the present land use of the project area? The Project Area is currently an asphalt-paved parking lot serving the Captains Golf Course. Please attach a copy of the section of the USGS quadrangle map which clearly marks the project location. This Project Notification Form has been submitted to the MHC in compliance with 950 CMR 71.00. Joshua R. Burdett 3136 South Winton Road, Suite 303 Rochester, NY 14623 (607) 661-0041 / Joshua.Burdett@tetratech.com 3/26/2020 Service Layer Credits: USGS Topo 7.5-minute map for Massachusetts, 2013. 1000 Freemans Way Brewster, MassachusettsO 0 750 1,5 00375 Feet Legend Site Loca tio n Appendix A Site Location Brewster Golf LotsCopyright: Tetra Tech 3/26/2020 1:28:15 PMAp proximate Scale:To wn of Brewster *Locations are approximate Special Use / Site Plan Application Brewster Golf Course Solar Project 17 194-7098 APPENDIX G: EQUIPMENT SPECIFICATIONS YIELD SECURITY ANTI PID TECHNOLOGY (APT) HOT-SPOT PROTECT (HSP) TRACEABLE QUALITY (TRA.QTM) ANTI LID TECHNOLOGY (ALT) MOD:27898 photon.info/laboratory Q.PRO-G2 235 174 modules tested Best polycrystalline solar module 2014 Q.ANTUM TECHNOLOGY: LOW LEVELISED COST OF ELECTRICITY Higher yield per surface area, lower BOS costs, higher power classes, and an efficiency rate of up to 20.1 %. INNOVATIVE ALL-WEATHER TECHNOLOGY Optimal yields, whatever the weather with excellent low-light and temperature behaviour. ENDURING HIGH PERFORMANCE Long-term yield security with Anti LID Technology, Anti PID Technology1, Hot-Spot Protect and Traceable Quality Tra.Q™. EXTREME WEATHER RATING High-tech aluminium alloy frame, certified for high snow (5400 Pa) and wind loads (2400 Pa). A RELIABLE INVESTMENT Inclusive 12-year product warranty and 25-year linear performance warranty2. 1 APT test conditions according to IEC/TS 62804-1:2015, method B (−1500 V, 168 h) 2 See data sheet on rear for further information. THE IDEAL SOLUTION FOR: Rooftop arrays on commercial / industrial buildings Ground-mounted solar power plants Q.PEAK DUO L-G6.3 405-425 ENDURING HIGH PERFORMANCE α [% / K]+0.04 β [% / K]−0.27 γ [% / K]−0.36 NMOT [°F]109 ± 5.4 (43 ± 3 °C) Hanwha Q CELLS America Inc. 400 Spectrum Center Drive, Suite 1400, Irvine, CA 92618, USA | TEL +1 949 748-5996 | EMAIL inquiry@us.q-cells.com | WEB www.q-cells.com/na [V]1500 (IEC) / 1500 (UL)II [A DC]20 C / TYPE 1 [lbs / ft2]75 (3600 Pa) / 33 (1600 Pa) −40 °F up to +185 °F (−40 °C up to +85 °C)[lbs / ft2]113 (5400 Pa) / 50 (2400 Pa) 3 See Installation Manual 29 26 22 84.7 × 45.3 × 46.9 in (2150 × 1150 × 1190 mm) 1687 lbs (765 kg) Certified UL 1703 (254141) 405 410 415 420 425 [W]405 410 415 420 425 [A]10.65 10.70 10.74 10.79 10.83 [V]48.14 48.38 48.63 48.88 49.13 [A]10.14 10.18 10.23 10.27 10.32 [V]39.95 40.27 40.58 40.89 41.20 [%]≥ 18.9 ≥ 19.1 ≥ 19.4 ≥ 19.6 ≥ 19.8 [W]303.1 306.9 310.6 314.4 318.1 [A]8.58 8.62 8.65 8.69 8.73 [V]45.38 45.62 45.86 46.09 46.33 [A]7.98 8.01 8.05 8.09 8.12 [V]37.99 38.29 38.59 38.88 39.17 MECHANICAL SPECIFICATION Format 81.9 in × 40.6 in × 1.38 in (including frame) (2080 mm × 1030 mm × 35 mm) Weight 54.0 lbs (24.5 kg) Front Cover 0.13 in (3.2 mm) thermally pre-stressed glass with anti-reflection technology Back Cover Composite film Frame Anodized aluminum Cell 6 × 24 monocrystalline Q.ANTUM solar half cells Junction Box 2.09-3.98 × 1.26-2.36 × 0.59-0.71 in (53-101 × 32-60 × 15- 18 mm), Protection class IP67, with bypass diodes Cable 4 mm² Solar cable; (+) ≥ 55.1 in (1400 mm), (−) ≥ 55.1 in (1400 mm) Connector Stäubli MC4-Evo2, Amphenol UTX, Renhe 05-8, Tonglin TL-Cable01S-F; IP68 or Friends PV2e; IP67 Note: Installation instructions must be followed. See the installation and operating manual or contact our technical service department for further information on approved installation and use of this product.Specifications subject to technical changes. © Q CELLS Q.PEAK DUO L-G6.3_405-425_2019-03_Rev02_NAELECTRICAL CHARACTERISTICS POWER CLASS MINIMUM PERFORMANCE AT STANDARD TEST CONDITIONS, STC1 (POWER TOLERANCE +5 W / −0 W)MinimumPower at MPP1 PMPP Short Circuit Current1 ISC Open Circuit Voltage1 VOC Current at MPP I MPP Voltage at MPP VMPP Efficiency1 η MINIMUM PERFORMANCE AT NORMAL OPERATING CONDITIONS, NMOT2 MinimumPower at MPP PMPP Short Circuit Current ISC Open Circuit Voltage VOC Current at MPP I MPP Voltage at MPP VMPP 1Measurement tolerances PMPP ± 3 %; I SC; VOC ± 5 % at STC: 1000 W/m2, 25 ± 2 °C, AM 1.5 G according to IEC 60904-3 • 2 800 W/m², NMOT, spectrum AM 1.5 G Q CELLS PERFORMANCE WARRANTY PERFORMANCE AT LOW IRRADIANCE At least 98 % of nominal power during first year. Thereafter max. 0.54 % degradation per year. At least 93.1 % of nominal power up to 10 years. At least 85 % of nominal power up to 25 years. All data within measurement toleranc- es. Full warranties in accordance with the warranty terms of the Q CELLS sales organisation of your respective country. Typical module performance under low irradiance conditions in comparison to STC conditions (25 °C, 1000 W/m²) TEMPERATURE COEFFICIENTS Temperature Coefficient of ISC Temperature Coefficient of VOC Temperature Coefficient of PMPP Normal Module Operating Temperature PROPERTIES FOR SYSTEM DESIGN Maximum System Voltage VSYS Safety Class Maximum Series Fuse Rating Fire Rating Max. Design Load, Push / Pull3 Permitted Module Temperature on Continuous DutyMax. Test Load, Push / Pull3 QUALIFICATIONS AND CERTIFICATES PACKAGING INFORMATION UL 1703, CE-compliant, IEC 61215:2016, IEC 61730:2016, Application Class II, U.S. Patent No. 9,893,215 (solar cells) Number of Modules per Pallet Number of Pallets per 53' Trailer Number of Pallets per 40' HC-Container Pallet Dimensions (L × W × H) Pallet Weight 40.6" (1030 mm) 51.5" (1308 mm) 81.9" (2080 mm) 1.38" (35 mm) 4 × Mounting slots (DETAIL A)8 × Drainage holes 0.12 × 0.24" (3 × 6 mm) Frame DETAIL A 0.63" (16 mm) 0.33" (8.5 mm)1.0" (25.5 mm) 38.5" (979 mm) DETAIL B 0.39" (10 mm) 0.28" (7 mm)0.98" (25 mm) 4 × Mounting slots system Tracker (DETAIL B) 38.6" (980 mm) 15.7" (400 mm) NA 15.2" (386 mm) Label 4 × Grounding holes, Ø 0.18" (4.5 mm) 55.1 " (1400 mm)4 × Drainage holes 55.1 " (1400 mm) EN RELATIVE EFFICIENCYCOMPARED TO NOMINAL POWER [%]100 95 90 85 80 75 155 2520010 YEARS 98 Q CELLS Industry standard for tiered warranties* Industry standard for linear warranties* *Standard terms of guarantee for the 10 PV companies with the highest production capacity in 2014 (as at: September 2014) 200 400 600 800 1000 110 100 90 80RELATIVE EFFICIENCY [%]IRRADIANCE [W/m²] Technical Data 50/60kW, 1000Vdc String Inverters for North America The 50 & 60kW (55 & 66kVA) medium power CPS three phase string inverters are designed for ground mount, large rooftop and carport applications. The units are high performance, advanced and reliable inverters designed specifically for the North American environment and grid. High efficiency at 98.8% peak and 98.5% CEC, wide operating voltages, broad temperature ranges and a NEMA Type 4X enclosure enable this inverter platform to operate at high performance across many applications. The CPS 50/60KTL products ship with either the Standard wire-box or the Rapid Shutdown wire-box, each fully integrated and separable with touch safe fusing, monitoring, and AC and DC disconnect switches. The integrated PLC transmitter in the Rapid Shutdown wire-box enables PVRSS certified module-level rapid shutdown when used with the Tigo TS4-F/TS4-A-F products, APS RSD-S-PLC-A products, and NEP PVG-4 products. The CPS Flex Gateway enables monitoring, controls and remote product upgrades. NEC 2017 PVRSS Certified Rapid Shutdown 55 & 66kVA rating allows max rated Active Power @±0.91PF Selectable Max AC Apparent Power of 50/55kVA and 60/66kVA NEC 2014/17 compliant & UL listed Arc-Fault circuit protection 15-90° Mounting orientation for low profile roof installs Optional Flex Gateway enables remote FW upgrades Integrated AC & DC disconnect switches 3 MPPT's with 5 inputs each for maximum flexibility Copper and Aluminum compatible AC connections NEMA Type 4X outdoor rated, tough tested enclosure UL1741 SA Certified to CA Rule 21, including SA14 FW and SA15 VW Separable wire-box design for fast service Standard 10 year warranty with extensions to 20 years Generous 1.8 and 1.5 DC/AC Inverter Load Ratios Key Features Datasheet CPS SCA50KTL-DO/US-480 CPS SCA60KTL-DO/US-480 50/60KTL Standard Wire-box 50/60KTL Rapid Shutdown Wire-box CHINT POWER SYSTEMS AMERICA 2020/01-MKT NA Chint Power Systems America 6800 Koll Center Parkway, Suite 235 Pleasanton, CA 94566Tel: 855-584-7168 Mail: AmericaSales@chintpower.com Web: www.chintpowersystems.com Technical Data Model Name CPS SCA50KTL-DO/US-480 CPS SCA60KTL-DO/US-480 Max. PV Power Max. DC Input Voltage Operating DC Input Voltage Range Start-up DC Input Voltage / Power Number of MPP Trackers MPPT Voltage Range @ PF>0.99 480-850Vdc 540-850Vdc Max. PV Short-Circuit Current (Isc x 1.25) Number of DC Inputs DC Disconnection Type DC Surge Protection Rated AC Output Power @ PF>0.99 to ±0.911 50kW 60kW Max. AC Apparent Power (Selectable)50/55kVA 60/66kVA Rated Output Voltage Output Voltage Range2 Grid Connection Type Max. AC Output Current @480Vac 60.2/66.2A 72.2/79.4A Rated Output Frequency Output Frequency Range2 Power Factor Current THD @ Rated Load Max. Fault Current Contribution (1 Cycle RMS) Max. OCPD Rating 110A 125A AC Disconnection Type AC Surge Protection Topology Max. Efficiency CEC Efficiency Stand-by / Night Consumption Enclosure Protection Degree Cooling Method Operating Temperature Range3 Non-Operating Temperature Range4 Operating Humidity Operating Altitude Audible Noise User Interface and Display Inverter Monitoring Site Level Monitoring Modbus Data Mapping Remote Diagnostics / FW Upgrade Functions Dimensions (HxWxD) Weight Mounting / Installation Angle5 AC Termination DC Termination6 Fused String Inputs (5 per MPPT)7 Certifications and Standards Selectable Grid Standard Smart-Grid Features Standard Extended Terms 1) Active Power Derating begins; at PF=±0.91 to ±0.8 when Max AC Apparent Power is set to 55 or 66kVA. 2) The "Output Voltage Range" and "Output Frequency Range" may differ according to the specific grid standard. 3) Active Power Derating begins; at 40°C when PF=±0.9 and MPPT ≥Vmin, at 45°C when PF=1 and MPPT ≥Vmin, and at 50°C when PF=1 and MPPT V ≥ 700Vdc. 4) See user manual for further requirements regarding non-operating conditions. 5) Shade Cover accessory required for installation angles of 75 degrees or less. 6) RSD wire-box only includes fuses/fuseholders on the positive polarity, compliant with NEC 2017, 690.9 (C). 7) Fuse values above 20A have additional spacing requirements or require the use of the Y-Comb Terminal Block. See user manual for details. AC Output DC Input 200-950Vdc 1000Vdc 98.8% 330V / 80W 15 inputs, 5 per MPPT Load-rated DC switch Load-break rated AC switch <3% >0.99 (±0.8 adjustable) Display and Communication LCD+LED Inverter: 123.5lbs/56kg; Wire-box: 33lbs/15kg <60dBA @ 1m and 25°C 64.1A Type II MOV, 1240VC, 15kA ITM (8/20µS) Environment System and Performance 98.5% <1W 57 - 63Hz 60Hz No low temp minimum to +158°F / +70°C maximum 0 to 100% 13,123.4ft / 4000m (derating from 9842.5ft / 3000m) 15A fuses provided (Fuse values up to 30A acceptable) CPS Standard / (with Flex Gateway) 15 and 20 years Warranty Volt-RideThru, Freq-RideThru, Ramp-Rate, Specified-PF, Volt-VAr, Freq-Watt, Volt-Watt 10 years UL1741SA-2016, UL1699B, CSA-C22.2 NO.107.1-01, IEEE1547a-2014; FCC PART15 IEEE 1547a-2014, CA Rule 21, ISO-NE 39.4 x 23.6 x 10.24in. (1000 x 600 x 260mm) 15 to 90 degrees from horizontal (vertical or angled) Safety 90kW (33kW per MPPT) M8 Stud Type Terminal Block (Wire range: #6 - 3/0AWG CU/AL, Lugs not supplied) Screw Clamp, Neg. Busbar (RSD version6) Wire range: #14 - #6AWG CU Mechanical CPS Flex Gateway (1 per 32 inverters) 3 Transformerless NEMA Type 4X Variable speed cooling fans -22°F to +140°F / - 30°C to +60°C 3Φ / PE / N (Neutral optional) 422 - 528Vac 480Vac 204A (68A per MPPT) Type II MOV, 2800VC, 20kA ITM (8/20µS) SunSpec, Modbus RS485 Three-phase pad-mounted compartmental type transformer General At Eaton, we are constantly striving to introduce new innovations to the transformer industry, bringing you the highest quality, most reliable transformers. Eaton’s Cooper Power series Transformer Products are ISO 9001 compliant, emphasizing process improvement in all phases of design, manufacture, and testing. In order to drive this innovation, we have invested both time and money in the Thomas A. Edison Technical Center, our premier research facility in Franksville, Wisconsin. Such revolutionary products as distribution-class UltraSIL™ Polymer-Housed Evolution™ surge arresters and Envirotemp™ FR3™ fluid have been developed at our Franksville lab. With transformer sizes ranging from 45 kVA to 12 MVA and high voltages ranging from 2400 V to 46 kV, Eaton has you covered. From fabrication of the tanks and cabinets to winding of the cores and coils, to production of arresters, switches, tap changers, expulsion fuses, current limit fuses, bushings (live and dead) and molded rubber goods, Eaton does it all. Eaton’s Cooper Power series transformers are available with electrical grade mineral oil or Envirotemp™ FR3™ fluid, a less-flammable and bio-degradable fluid. Electrical codes recognize the advantages of using Envirotemp™ FR3™ fluid both indoors and outdoors for fire sensitive applications. The bio- based fluid meets Occupational Safety and Health Administration (OSHA) and Section 450.23 NEC Requirements. Three-Phase Transformers CA202003EN Effective July 2015 Supersedes 210-12 August 2013 COOPER POWERSERIES Figure 1. Three-phase pad-mounted compartmental type transformer. LOW- VOLTAGE BUSHING SUPPORT SILLSuitable for skidding, rolling, and jacking 5-position tap changer Ground pad and strap for x0Parking stand Liquid level gauge Nameplate laser-scribed anodized aluminum Removable cabinet walls Drip shield Type Three Phase, 50 or 60 Hz, 65 ºC Rise (55 ºC, 55/65 ºC), 65/75 °C, 75 °C Fluid Type Mineral oil or Envirotemp™ FR3™ fluid Coil Configuration 2-winding or 4-winding or 3-winding (Low-High-Low), 3-winding (Low-Low-High) Size 45 – 10,000 kVA Primary Voltage 2,400 – 46,000 V Secondary Voltage 208Y/120 V to 14,400 V Specialty Designs Inverter/Rectifier Bridge K-Factor (up to K-19) Vacuum Fault Interrupter (VFI) UL® Listed & Labeled and Classified Factory Mutual (FM) Approved® Solar/Wind Designs Differential Protection Seismic Applications (including OSHPD) Hardened Data Center Table 1. Product Scope Bay-O-Net fusing LOW-VOLTAGE BUSHING Low-voltage molded epoxy bushings with NEMA® spades LOADBREAK SWITCH 2 Catalog Data CA202003EN Effective July 2015 Three-phase pad-mounted compartmental type transformer www.eaton.com/cooperpowerseries HIGH-VOLTAGE BUSHING Table 4. Audible Sound Levels Self-Cooled, Two Winding kVA Rating NEMA® TR-1 Average Decibels (dB) 45-500 56 501-700 57 701-1000 58 1001-1500 60 1501-2000 61 2001-2500 62 2501-3000 63 3001-4000 64 4001-5000 65 5001-6000 66 6001-7500 67 7501-10000 68 Table 6. Temperature Rise Ratings 0-3300 Feet (0-1000 meters) Standard Optional Unit Rating (Temperature Rise Winding)65 ºC 55 °C, 55/65 ºC, 75 °C Ambient Temperature Max 40 ºC 50 ºC Ambient Temperature 24 Hour Average 30 ºC 40 ºC Temperature Rise Hotspot 80 ºC 65 ºC Table 2. Three-Phase Ratings Three-Phase 50 or 60 Hz kVA Available1: 45, 75, 112.5, 150, 225, 300, 500, 750, 1000, 1500, 2000, 2500, 3000, 3750, 5000, 7500, 10000 1Transformers are available in the standard ratings and configurations shown or can be customized to meet specific needs. Table 3. Impedance Voltage Rating (kVA) Low-voltage rating ≤ 600 V 2400 Δ through 4800 Δ 6900 Δ through 13800GY/7970 or 13800 Δ 45-75 2.70-5.75 2.70-5.75 2.70-5.75 112.5-300 3.10-5.75 3.10-5.75 3.10-5.75 500 4.35-5.75 4.35-5.75 4.35-5.75 750-2500 5.75 5.75 5.75 3750 5.75 5.75 6.00 5000 6.00 6.50 otee:N The standard tolerance is ± 7.5% Table 5. Insulation Test Levels KV Class Induced Test 180 or 400 Hz 7200 Cycle kV BIL Distribution Applied Test 60 Hz (kV) 1.2 Twice Rated Voltage 30 10 2.5 45 15 5 60 19 8.7 75 26 15 95 34 25 125 40 34.5 150 50 3 Catalog Data CA202003EN Effective July 2015 Three-phase pad-mounted compartmental type transformer www.eaton.com/cooperpowerseries D E B F A* I C F-3 H G PAD DIMENSIONS 3.5" I-3 CABINET/TANK DIMENSIONS Figure 2. Transformer and pad dimensions. * Add 9" for Bay-O-Net fusing. Table 8. Fluid-Filled—Copper Windings 55/65 °C Rise1 1 Weights, gallons of fluid, and dimensions are for reference only and not for construction. Please contact Eaton for exact dimensions. * Add 9" for Bay-O-Net fusing. 65° Rise DEAD-FRONT—LOOP OR RADIAL FEED—BAY-O-NET FUSING OIL FILLED—COPPER WINDINGS kVA Rating OUTLINE DIMENSIONS (in.)Gallons of Fluid Approx. Total Weight (lbs.)A* B C D E F G H I 45 50 64 39 34 30 64 69 43 20 110 2,100 75 50 64 39 34 30 64 69 43 20 115 2,350 112.5 50 64 49 34 30 64 69 53 20 115 2,500 150 50 64 49 34 30 64 69 53 20 120 2,700 225 50 64 51 34 30 64 73 55 20 140 3,250 300 50 64 51 34 30 64 75 55 20 160 3,800 500 50 81 53 34 30 64 85 57 20 200 4,800 750 64 89 57 42 30 72 93 61 20 255 6,500 1000 64 89 59 42 30 72 93 63 20 300 7,800 1500 73 89 86 42 30 72 93 90 24 410 10,300 2000 73 72 87 42 30 72 76 91 24 420 11,600 2500 73 72 99 42 30 72 76 103 24 500 14,000 3000 73 84 99 46 37 84 88 103 24 720 18,700 3750 84 85 108 47 38 85 88 112 24 800 20,500 5000 84 96 108 48 48 96 100 112 24 850 25,000 7500 94 102 122 54 48 102 100 126 24 1,620 46,900 Table 7. Fluid-filled—aluminum windings 55/65 °C Rise1 65° Rise DEAD-FRONT—LOOP OR RADIAL FEED—BAY-O-NET FUSING OIL FILLED—ALUMINUM WINDINGS kVA Rating OUTLINE DIMENSIONS (in.)Gallons of Fluid Approx. Total Weight (lbs.)A* B C D E F G H I 45 50 68 39 42 26 68 72 43 20 110 2,100 75 50 68 39 42 26 68 72 43 20 115 2,250 112.5 50 68 49 42 26 68 72 53 20 120 2,350 150 50 68 49 42 26 68 72 53 20 125 2,700 225 50 72 51 42 30 72 76 55 20 140 3,150 300 50 72 51 42 30 72 76 55 20 160 3,650 500 50 89 53 42 30 72 93 57 20 190 4,650 750 64 89 57 42 30 72 93 61 20 270 6,500 1000 64 89 59 42 30 72 93 63 20 350 8,200 1500 73 89 86 42 30 72 93 90 24 410 10,300 2000 73 72 87 42 30 72 76 91 24 490 12,500 2500 73 72 99 42 30 72 76 103 24 530 14,500 3000 73 84 99 46 37 84 88 103 24 620 16,700 3750 84 85 108 47 38 85 88 112 24 660 19,300 5000 84 96 108 48 48 96 100 112 24 930 25,000 7500 94 102 122 54 48 102 100 126 24 1,580 41,900 1 Weights, gallons of fluid, and dimensions are for reference only and not for construction. Please contact Eaton for exact dimensions. * Add 9" for Bay-O-Net fusing. 4 Catalog Data CA202003EN Effective July 2015 Three-phase pad-mounted compartmental type transformer www.eaton.com/cooperpowerseries Standard features Connections and neutral configurations • Delta - Wye: Low voltage neutral shall be a fully insulated X0 bushing with removable ground strap. • Grounded Wye-Wye: High voltage neutral shall be internally tied to the low voltage neutral and brought out as the H0X0 bushing in the secondary compartment with a removable ground strap. • Delta-Delta: Transformer shall be provided without a neutral bushing. • Wye-Wye: High voltage neutral shall be brought out as the H0 bushing in the primary compartment and the low voltage neutral shall be brought as the X0- bushing in the secondary compartment. • Wye-Delta: High voltage neutral shall be brought out as the H0 bushing in the primary compartment. No ground strap shall be provided (line to line rated fusing is required). High and low voltage bushings • 200 A bushing wells (15, 25, and 35 kV) • 200 A, 35 kV Large Interface • 600 A (15, 25, and 35 kV) Integral bushings (dead-front) • Electrical-grade wet-process porcelain bushings (live-front) Tank/cabinet features • Bolted cover for tank access (45-2500 kVA) • Welded cover with hand hole (>2500 kVA) • Three-point latching door for security • Removable sill for easy installation • Lifting lugs (4) • Stainless steel cabinet hinges and mounting studs • Steel divider between HV and LV compartment • 20” Deep cabinet (45-1000 kVA) • 24” Deep cabinet (1500-7500 kVA) • 30” Deep cabinet (34.5/19.92 kV) • Pentahead captive bolt • Stainless steel 1-hole ground pads (45-500 kVA) • Stainless steel 2-hole ground pads (750-10,000 kVA) • Parking Stands (dead-front) Valves/plugs • One-inch upper filling plug • One-inch drain plug (45-500 kVA) • One-inch combination drain valve with sampling device in low voltage compartment (750-10,000 kVA) • Automatic pressure relief valve Nameplate • Laser-scribed anodized aluminum nameplate Figure 3. Drain valve with sampler.Figure 4. Automatic Pressure relief valve.Figure 5. Liquid level gauge. Figure 6. External Gauges.Figure 7. External visible break with gauges. 5 Catalog Data CA202003EN Effective July 2015 Three-phase pad-mounted compartmental type transformer www.eaton.com/cooperpowerseries Optional features High and low voltage bushings • 200 A (15, 25 kV) bushing inserts • 200 A (15, 25 kV) feed thru inserts • 200 A (15, 25 kV) (HTN) bushing wells with removable studs • High-voltage 600 A (15, 25, 35 kV) deadbreak one-piece bushings • Low voltage 6-, 8-holes spade • Low voltage 12-, 16-, 20-holes spade (750-2500 kVA) • Low voltage bushing supports Tank/cabinet features • Stainless steel tank base and cabinet • Stainless steel tank base, cabinet sides and sill • 100% stainless steel unit • Service entrance (2 inch) in sill or cabinet side • Touch-up paint (domestic) • Copper ground bus bar • Kirk-Key provisions • Nitrogen blanket • Bus duct cutout Special designs • Factory Mutual (FM) • UL® Classified • Triplex • High altitude • K-Factors • Step-up • Critical application • Modulation transformers • Seismic applications (including OSHPD) Switches • One, two, or three On/Off loadbreak switches • 4-position loadbreak V-blade switch or T-blade switch • Delta-wye switch • 3-position V-Blade selector switch • 100 A, 150 A, 300 A tap changers • Dual voltage switch • Visible break with VFI interrupter interlock • External visible break (15, 25, and 35 kV, up to 3 MVA) • External visible break with gauges (15, 25, and 35 kV, up to 3 MVA) Gauges and devices • Liquid level gauge (optional contacts) • Pressure vacuum gauge (optional contacts and bleeder) • Dial-type thermometer (optional alarm contacts) • Cover mounted pressure relief device (optional alarm contacts) • Ground connectors • Hexhead captive bolt • Molded case circuit breaker mounting provisions • External gauges in padlockable box Overcurrent protection • Bay-O-Net fusing (Current sensing, dual sensing, dual element, high amperage overload) • Bay-O-Net expulsion fuse in series with a partial range under-oil ELSP current limiting fuse (below 23 kV) • Cartridge fusing in series with a partial range under-oil ELSP cur- rent limiting fuse (above 23 kV) • MagneX™ interrupter with ELSP current-limiting fuse • Vacuum Fault Interrupter (VFI) • Visible break window • Fuse/switch interlock Valves/plugs • Drain/sampling valve in high-voltage compartment • Globe type upper fill valve Overvoltage protection • Distribution-, intermediate-, or station-class surge arresters • Elbow arresters (for dead-front connections) Metering/fan/control • Full metering package • Current Transformers (CTs) • Metering Socket • NEMA® 4 control box (optional stainless steel) • NEMA® 7 control box (explosion proof) • Fan Packages Testing • Customer test witness • Customer final inspection • Zero Sequence Impedance Test • Heat Run Test • ANSI® Impulse Test • Audible Sound Level Test • RIV (Corona) Test • Dissolved Gas Analysis (DGA) Test • 8- or 24-Hour Leak Test Coatings (paint) • ANSI® Bell Green • ANSI® #61 Light Gray • ANSI® #70 Sky Gray • Special paint available per request Nameplate • Stainless steel nameplate Decals and labels • High voltage warning signs • Mr. Ouch • Bi-lingual warning • DOE compliant • Customer stock code • Customer stenciling • Shock and arc flash warning decal • Non-PCB decal 6 Catalog Data CA202003EN Effective July 2015 Three-phase pad-mounted compartmental type transformer www.eaton.com/cooperpowerseries Construction Core The three-legged, step-lap mitered core construction is manufac- tured using a high-quality cutting machine. For maximum efficiency, cores are precisely stacked, virtually eliminating gaps in the corner joints. Five-legged wound core or shell-type triplex designs are used for wye-wye connected transformers, and other special transformer designs. Cores are manufactured with precision cut, burr-free, grain-oriented silicon steel. Many grades of core steel are available for optimizing core loss efficiency. Coils Pad-mounted transformers feature a rectangular coil configuration with wire-wound, high-voltage primaries and sheet-wound secondaries. The design minimizes axial stress developed by short circuits and provides for magnetic balancing of tap connections. Coils are wound using the highest quality winding machines provid- ing exacting tension control and conductor placement for superior short-circuit strength and maximum efficiency. Extra mechanical strength is provided by diamond pattern, epoxy- coated paper insulation, used throughout the coil, with additional epoxy at heavy stress points. The diamond pattern distribution of the epoxy and carefully arranged ducts, provide a network of passages through which cooling fluid can freely circulate. Coil assemblies are heat-cured under calculated hydraulic pressure to ensure performance against short-circuit forces. Core and coil assemblies Pad-mounted transformer core and coil assemblies are braced with heavy steel ends to prevent the rectangular coil from distorting under short-circuit conditions. Plates are clamped in place using presses, and welded or bolted to form a solid core and coil assembly. Core and coil assemblies exceed ANSI® and IEEE® requirements for short-circuit performance. Due to the rigidity of the design, impedance shift after short-circuit is comparable to that of circular wound assemblies. Tanks Transformer tanks are designed for high strength and ease of handling, installation, and maintenance. Tanks are welded using precision-cut, hot rolled, pickled and oiled steel. They are sealed to protect the insulating fluid and other internal components. Transformer tanks are pressure-tested to withstand 7 psig without permanent distortion and 15 psig without rupture. Tank finish An advanced multi-stage finishing process exceeds IEEE Std C57.12.28™-2014 standards. The eight-stage pre-treatment process assures coating adhesion and retards corrosion. It converts tank surfaces to a nonmetallic, water insoluble iron phosphate coating. The paint method consists of two distinct layers of paint. The first is an epoxy primer (E-coat) layer which provides a barrier against moisture, salt and corrosives. The two-component urethane final coat seals and adds ultraviolet protection. Vacuum processing Transformers are dried and filled with filtered insulating fluid under vacuum, while secondary windings are energized. Coils are heated to drive out moisture, ensuring maximum penetration of fluid into the coil insulation system. Insulating fluid Eaton’s Cooper Power series transformers are available with electrical-grade mineral insulating oil or Envirotemp™ FR3™ fluid. The highly refined fluids are tested and degassed to assure a chemically inert product with minimal acid ions. Special additives minimize oxygen absorption and inhibit oxidation. To ensure high dielectric strength, the fluid is re-tested for dryness and dielectric strength, refiltered, heated, dried, and stored under vacuum before being added to the completed transformer. Eaton’s Cooper Power series transformers filled with Envirotemp™ FR3™ fluid enjoy unique fire safety, environmental, electrical, and chemical advantages, including insulation life extend- ing properties. A bio-based, sustainable, natural ester dielectric coolant, Envirotemp™ FR3™ fluid quickly and thoroughly biodegrades in the environment and is non-toxic per acute aquatic and oral toxicity tests. Building for Environmental and Economic Sustainability (BEES) total life cycle assessment software, utilized by the US Dept. of Commerce, reports its overall environmental performance impact score at 1/4th that reported for mineral oil. Envirotemp™ FR3™ fluid has also earned the EPA Environmental Technology Verification of transformer materials. With a fire point of 360 °C, Envirotemp™ FR3™ fluid is FM Approved® and Underwriters Laboratories (UL®) Classified “Less- Flammable” per NEC® Article 450-23, fitting the definition of a Listed Product per NEC®. Pad-mounted VFI transformer Eaton’s Cooper Power series VFI transformer combines a conventional distribution transformer with the proven Vacuum Fault Interrupter (VFI). This combination provides both voltage transformation and transformer over current protection in one space saving and money saving package. The pad-mounted VFI transformer protects the transformer and provides proper coordination with upstream protective devices. When a transformer fault or overload condition occurs, the VFI breaker trips and isolates the transformer. The three-phase VFI breaker has independent single-phase initiation, but is three-phase mechanically gang-tripped. A trip signal on any phase will open all three phases. This feature eliminates single-phas- ing of three phase loads. It also enables the VFI breaker to be used as a three-phase load break switch. Due to the resettable characteristics of the VFI breaker, restoring three-phase service is faster and easier. The sealed visible break window and switch is an option that can be installed to provide visible break contact. This feature provides enhanced safety and allows an operator to see if the loadbreak switch contacts are in an open or closed position before performing maintenance. Figure 8. VFI transformer with visible break. 7 Catalog Data CA202003EN Effective July 2015 Three-phase pad-mounted compartmental type transformer www.eaton.com/cooperpowerseries Envirotran™ FM Approved special protection transformer Eaton’s Cooper Power series Envirotran™ transformer is FM Approved and suitable for indoor locations. Factory Mutual Research Corporation’s (FMRC) approval of the Envirotran transformer line makes it easy to comply with and verify compliance with Section 450.23, 2008 NEC, Less-Flammable Liquid-Filled Transformer Requirements for both indoor and outdoor locations. Envirotran FM Approved transformers offer the user the benefit of a transformer that can be easily specified to comply with NEC, and makes FM Safety Data Sheet compliance simpler, while also providing maximum safety and flexibility for both indoor and outdoor installations. Because the “FM Approved” logo is readily visible on the transformer and its nameplate, NEC compliance is now easily verifiable by the inspector. Envirotran FM Approved transformers are manufactured under strict compliance with FMRC Standard 3990 and are filled with FM Approved Envirotemp™ FR3™ fluid, a fire-resistant dielectric coolant. Special application transformers Data Center transformer With focus rapidly shifting from simply maximizing uptime and supporting demand to improving energy utilization, the data center industry is continually looking for methods to increase its energy efficiency and reliability. Utilizing cutting edge technology, Eaton’s Cooper Power series Hardened Data Center (HDC) transformers are the solution. Designed with special attention given to surge protection, HDC liquid-filled transformers provide superior performance under the harshest electrical environments. Contrary to traditional dry-type units, HDC transformers provide unsurpassed reliability, overloadability, operational life, efficiency, thermal loading and installed footprint. These units have reliably served more than 100 MW of critical data center capacity for a total of more than 6,000,000 hours without any reported downtime caused by a thermal or short-circuit coil failure. The top priority in data center operations is uninterrupted service. Envirotran HDC transformers from Eaton, having substantially higher levels of insulation, are less susceptible to voltage surges. Eaton has experienced zero failures due to switching transients. The ANSI® and IEEE® standard impulse withstand ratings are higher for liquid-filled transformers, making them less susceptible to insulation failure. The Envirotran HDC transformer provides ultimate protection by increasing the BIL rating one level higher than standard liquid-filled transformer ratings. The cooling system of liquid-filled transformers provides better protection from severe overloads—overloads that can lead to significant loss of life or failure. Data center design typically includes multiple layers of redundancy, ensuring maximum uptime for the critical IT load. When best in class transformer manufacturing lead times are typically weeks, not days, an unexpected transformer failure will adversely affect the facility’s reliability and profitability. Therefore, the ability to determine the electrical and mechanical health of a transformer can reduce the probability of costly, unplanned downtime. Routine diagnostic tests, including key fluid properties and dissolved gas analysis (DGA), can help determine the health of a liquid-filled transformer. Although sampling is not required for safe operation, it will provide the user with valuable information, leading to scheduled repair or replacement, and minimizing the duration and expense of an outage. With a dry-type transformer, there is no reliable way to measure the health or likelihood of an impending failure. Solar transformer As a result of the increasing number of states that are adopting aggressive Renewable & Alternative Energy Portfolio Standards, the solar energy market is growing—nearly doubling year over year. Eaton, a key innovator and supplier in this expanding market, is proud to offer its Cooper Power series Envirotran transformers specifically designed for Solar Photovoltaic medium-voltage applications. Eaton is working with top solar photovoltaic developers, integrators and inverter manufacturers to evolve the industry and change the way we distribute power. In accordance with this progressive stance, every Envirotran Solar transformer is filled with non-toxic, biodegradable Envirotemp™ FR3™ dielectric fluid, made from renewable seed oils. On top of its biodegradability, Envirotemp™ FR3™ fluid substantially extends the life of the transformer insulation, saving valuable resources. What better way to distribute green power than to use a green transformer. In fact, delaying conversion to Envirotran transformers places the burden of today’s environmental issues onto tomorrow’s generations. Eaton can help you create a customized transformer, based on site specific characteristics including: temperature profile, site altitude, solar profile and required system life. Some of the benefits gained from this custom rating include: • Reduction in core losses • Improved payback on investment • Reduction in footprint • Improved fire safety • Reduced environmental impact For the solar photovoltaic industry, Eaton is offering standard step up transformers and dual secondary designs, including 4-winding, 3-winding (Low-High-Low) and 3-winding (Low-Low-High) designs. Wind transformer Eaton is offering custom designs for renewable energy power generation. Eaton manufactures its Cooper Power series Generator Step-Up (GSU) transformers for installation at the base of every wind turbine. Additionally, grounding transformers are available for wind power generation. DOE efficiency The United States Department of Energy (DOE) has mandated efficiency values for most liquid type, medium voltage transformers. As a result, all applicable Eaton’s Cooper Power series transformers 2500 kVA and below conform to efficiency levels as specified in the DOE ruling “10 CFR Part 431 Energy Conservation Program”. Underwriters Laboratories® (UL®) Listed and Labeled/ Classified The Envirotran transformer from Eaton can be specified as UL® Listed & Labeled, and/or UL® Classified. Underwriters Laboratories (UL®) listing is a verification of the design and construction of the transformer to the ANSI® and IEEE® standards. UL® listing generally is the most efficient, cost-effective solution for complying with relevant state and local electrical codes. UL® Combination Classification/Listing is another way in which to comply with Section 450.23, 2008 NEC® requirements. This combines the UL® listed transformer with a UL® Classified Less-Flammable Liquid and complies with the use restrictions found within the liquid Classification. 8 Catalog Data CA202003EN Effective July 2015 Three-phase pad-mounted compartmental type transformer www.eaton.com/cooperpowerseries K-Factor transformer With a drastic increase in the use of ferromagnetic devices, arcing devices, and electric power converters, higher frequency loads have increased significantly. This harmonic loading has the potential to generate higher heat levels within a transformer’s windings and leads by as much as 300%. Harmonic loading has the potential to induce premature failure in standard-design distribution transformers. In addition to standard UL® “K-Factor” ratings, transformers can be designed to customer-provided specifications detailing precise loading scenarios. Onsite measurements of magnitude and frequency, alongside harmonic analysis of the connected load can be performed by Eaton engineers or a third party consultant. These field measurements are used to determine exact customer needs and outline the transformer specifications. Eaton will design harmonic-resistant transformers that will be subjected to the unique harmonic loads. These units are designed to maintain normal temperature rise under harmonic, full-load conditions. Standard UL® “K-Factor” designs can result in unnecessary costs when the “next-highest” K-Factor must be selected for a calculated design factor. To save the customer these unnecessary costs, Eaton can design the transformer to the specific harmonic spectrum used in the application. Eaton’s Cooper Power series K-factor transformers are filled with mineral oil or Envirotemp™ FR3™ fluid and enjoy the added benefits of dielectric cooling such as higher efficiencies than dry-type transformers. Modulation transformer Bundled with an Outboard Modulation Unit (OMU) and a Control and Receiving Unit (CRU), a Modulation Transformer Unit (MTU) is designed to remotely achieve two way communication. The use of an MTU reduces travel time and expense versus tra- ditional meter reading performed by high voltage electricians. Additionally, with MTU it is possible to manage and evaluate energy consumption data, providing reduced metering costs and fewer ten- ant complaints. An MTU utilizes existing utility infrastructure, therefore eliminating the need to engineer and construct a dedicated communication network. Inverter/rectifier bridge Eaton complements its range of applications for transformers by offering dual winding designs. These designs are intended for connection to 12-pulse rectifier bridges. Product attributes To set us apart from other transformer manufactures, Eaton includes the following guarantees with every three-phase pad-mounted transformer. Engineered to order (ETO) Providing the customer with a well developed, cost-effective solution is the number one priority at Eaton. Using customer specifications, Eaton will work with the customer from the beginning to the end to develop a solution to fit their needs. Whether it is application specific, site specific, or a uniquely specified unit, Eaton will provide transformers with the best in class value and performance, saving the customer time and money. Made in the U.S.A. Eaton’s three-phase pad-mounted transformers are produced right here in the United States of America. Our manufacturing facilities are positioned strategically for rapid shipment of products. Furthermore, should the need arise, Eaton has a broad network of authorized service repair shops throughout the United States. Superior paint performance Protecting transformers from nature’s elements worldwide, Eaton’s E-coat system provides unrivaled transformer paint life, and exceeds IEEE Std C57.12.28™-2014 and IEEE Std C57.12.29™-2005 standards. In addition to the outside of the unit, each transformer receives a gray E-coat covering in the interior of the tank and cabinet, providing superior rust resistance and greater visibility during service. If the wide range of standard paint selections does not suit the cus- tomer’s needs, Eaton will customize the paint color to meet their requirements. Rectangular coil design Eaton utilizes a rectangular coil design. This winding technique results in a smaller overall unit footprint as well as reducing the transformer weight. The smaller unit size does not hinder the transformer performance in the least. Units have proven short circuit withstand capabilities up to 10 MVA. Testing Eaton performs routing testing on each transformer manufactured including the following tests: • Insulation Power Factor: This test verifies that vacuum processing has thoroughly dried the insulation system to required limits. • Ratio, Polarity, and Phase Relation: Assures correct winding ratios and tap voltages; checks insulation of HV and LV circuits. Checks entire insulation system to verify all live-to-ground clearances. • Resistance: This test verifies the integrity of internal high-voltage and low-voltage connections; provides data for loss upgrade calculations. • Routine Impulse Tests: The most severe test, simulating a lightning surge. Applies one reduced wave and one full wave to verify the BIL rating. • Applied Potential: Applied to both high-voltage and low-voltage windings, this test stresses the entire insulation system to verify all live-to-ground clearances. • Induced Potential: 3.46 times normal plus 1000 volts for reduced neutral designs. • Loss Test: These design verification tests are conducted to assure that guaranteed loss values are met and that test values are Figure 9. Modular transformer. 9 Catalog Data CA202003EN Effective July 2015 Three-phase pad-mounted compartmental type transformer www.eaton.com/cooperpowerseries within design tolerances. Tests include no-load loss and excitation current along with impedance voltage and load loss. • Leak Test: Pressurizing the tank to 7 psig assures a complete seal, with no weld or gasket leaks, to eliminate the possibility of moisture infiltration or fluid oxidation. Design performance tests The design performance tests include the following: • Temperature Rise: Our automated heat run facility ensures that any design changes meet ANSI® and IEEE® temperature rise criteria. • Audible Sound Level: Ensures compliance with NEMA® requirements. • Lightning Impulse: To assure superior dielectric performance, this test consists of one reduced wave, two chopped waves and one full wave in sequence, precisely simulating the harshest conditions. Thomas A Edison Research and Test Facility We are constantly striving to introduce new innovations to the transformer industry, bringing you the highest quality transformer for the lowest cost. Eaton’s Cooper Power series Transformer Products are ISO 9001 compliant, emphasizing process improvement in all phases of design, manufacture, and testing. We have invested millions of dollars in the Thomas A. Edison Technical Center, our premier research facility in Franksville, Wisconsin affirming our dedication to introducing new innovations and technologies to the transformer industry. This research facility is fully available for use by our customers to utilize our advanced electrical and chemical testing labs. 10 Catalog Data CA202003EN Effective July 2015 Three-phase pad-mounted compartmental type transformer www.eaton.com/cooperpowerseries 11 Catalog Data CA202003EN Effective July 2015 Three-phase pad-mounted compartmental type transformer www.eaton.com/cooperpowerseries Eaton, Cooper Power, MagneX, UltraSIL, Evolution, and Envirotran are valuable trademarks of Eaton in the U.S. and other countries. You are not permitted to use these trademarks without the prior written consent of Eaton. IEEE Std C57.12.28™-2005 and Std C57.12.29™-2005 standards are trademarks of the Institute of Electrical and Electronics Engineers, Inc., (IEEE). This publication is not endorsed or approved by the IEEE. IEEE® is a registered trademark of the Institute of Electrical and Electronics Engineers, Inc. ANSI® is a registered trademark of American National Standards Institute. National Electrical Code® and NEC® are registered trademarks of the National Fire Protection Association, Inc., Quincy, MA. Underwriters Laboratories® and UL® are registered trademarks of UL LLC. FM Approved®, FMRC, and Factory Mutual Research Corporation are trademarks of FM Global. Envirotemp™ and FR3™ are licensed trademarks of Cargill, Incorporated. Three-phase pad-mounted compartmental type transformer Eaton 1000 Eaton Boulevard Cleveland, OH 44122 United States Eaton.com Eaton’s Cooper Power Systems Division 2300 Badger Drive Waukesha, WI 53188 United States Eaton.com/cooperpowerseries © 2015 Eaton All Rights Reserved Printed in USA Publication No. CA202003EN Catalog Data CA202003EN Effective July 2015 For Eaton’s Cooper Power series three-phase transformer product information call 1-877-277-4636 or visit: www.eaton.com/cooperpowerseries. Our Solar Structure projects can range from highly architectural solar canopies to large institutional commercial and utility scale solar installations.We provide a wide range of design-build services to select solar developers and integrators based upon on-site specific and project-specific requirements,providing maximum value with design flexibility and the ability to stay within budget. As a custom manufacturer,CBC Steel Buildings is able to design and manufacture steel structural systems to support solar panel installation projects for a variety of applications.Our structures have received DSA (Division of State Architect)Pre-Check Approval,which can provide significant timesaving on your permitting and construction schedule. 1700 East Louise Avenue, Lathrop, CA 95330 Office (209) 983-0910 Fax (209) 858-2354 www.cbcsteelbuildings.com TESLA.COM/ENERGY POWER PA CK S Y S TEM Tesla has been building integrated battery systems in cars for over 10 years. The same degree of expertise, quality control, and technological innovation has informed our process of developing high-performance energy storage systems. The Powerpack System scales to the space, power and energy requirements of any site from 100 kWh+ to 100 MWh+. Tesla includes a 10-year warranty at no additional cost. Extensions are also available under certain conditions. Powerpack System includes an Inverter and DC Battery Packs FULLY INTEGRATED SYSTEM A complete energy storage system including DC batteries, bi-directional inverter, and a Tesla Site Controller with intelligent software. This turnkey system is designed to maximize savings and prolong battery life. OPTIMIZATION SOFTWARE Powerpack Systems have the most advanced battery technology and dispatch optimization software to quickly learn and predict a facility’s energy patterns. Tesla’s proprietary storage dispatch software can charge and discharge autonomously to maximize customer value. ENHANCED SYSTEM SAFETY Powerpack’s battery architecture consists of a low voltage battery with a DC/DC converter for added electrical isolation and safety. It also has an integrated liquid cooling and heating system for thermal safety and enhanced performance and reliability. APPLICATIONS PEAK SHAVING Discharge at times of peak demand to reduce expensive demand charges EMERGENCY BACKUP Powers a facility when the grid goes down CAPACITY FIRMING Smooth out the intermittency of renewables by storing and dispatching when needed LOAD SHIFTING Shift energy consumption from one point in time to another MICROGRID Build a localized grid that can disconnect from the main power grid TRANSMISSION AND DISTRIBUTION SUPPORT Supply power at a distributed location to defer the need to upgrade aging infrastructure DEMAND RESPONSE Discharge or charge in response to signals from a demand response administrator ANCILLARY SERVICES Provide service to the grid in response to signals sent REV. 1.1 TESLA.COM/ENERGY POWERPACK SPECIFICATIONS • One Powerpack Unit includes 16 battery Pods • Each Pod has an isolated DC/DC converter and sensors to monitor cell level performance in real time • Standard configurations: - 4-hour discharge duration - 2-hour discharge duration - High Power Mode* - Frequency Regulation Mode* - Peak Power Mode* *Available under certain conditions INVERTER RATINGS AC Voltage 400–480 VAC 3-phase Nominal Frequency 50 or 60 Hz Inverter Size (at 480 V) Scalable up to 700 kVA Note: All ratings provided are AC and factor in all parasitic loads. 1 Net energy delivered at 25°C (77°F) including thermal control 2 Represents frequency regulation and peak power options, available under certain conditions 3 Where X is a digit between 0 and 9, and Y is a letter COMMUNICATIONS Protocol Modbus TCP DNP3 Rest API MECHANICAL AND MOUNTING Enclosure IP67 (Pod) NEMA 3R / IP35 (Powerpack) NEMA 4 / IP66 (Inverter) Powerpack Unit Dimensions L: 1317 mm (50.9 in) W: 968 mm (38.1 in) H: 2187 mm (86.1 in) Powerpack Unit Max Shipped Weight 2199 kg (4847 lbs) Inverter Dimensions L: 1044 mm (41.1 in) W: 1394 mm (54.9 in) H: 2191 mm (86.2 in) Inverter Max Shipped Weight 1120 kg (2470 lbs) Operating Ambient Temperature –30°C to 50°C (–22°F to 122°F) REGULATORY Lithium-Ion Cells NRTL listed to UL 1642 System NRTL listed to UL 1973, 9540, 1741 SA IEEE 1547 Compliant to grid codes and safety standards of all major markets. Full list provided upon request. POWERPACK RATINGS Part Number Configuration Power/Energy1 Roundtrip1 System 1083932-00-F Peak Power 2 130 kW / 160 kWh 84.5% High Power 109 kW / 174 kWh 86.0% 2 hr 90 kW / 180 kWh 87.5% 1083931-00-E 4 hr 55 kW / 220 kWh 89.5% 1490027-XX-Y 3 Peak Power 2 130 kW / 166 kWh 83.5% High Power 118 kW / 169 kWh 85.5% 2 hr 90 kW / 174 kWh 88.0% 1490026-XX-Y 3 2 hr 111.5 kW / 223 kWh 85.5% 1490025-XX-Y 3 4 hr 58 kW / 232 kWh 89.5% Special Use / Site Plan Application Brewster Golf Course Solar Project 18 194-7098 APPENDIX H: STORMWATER MANAGEMENT PLAN Stormwater Management Plan (SWMP) Brewster Golf Course Solar Project 1000 Freemans Way Brewster, MA 02631 November 23, 2020 PREPARED FOR: PREPARED BY: Distributed Solar Development, LLC. 200 Harborside Drive, Suite 200 Schenectady, New York 12305 Tetra Tech, Inc. 3136 South Winton Road, Suite 303 Rochester, NY 14623 Brewster Golf Course Solar Stormwater Management Plan ii TABLE OF CONTENTS 1.0 INTRODUCTION ............................................................................................................................. 1 1.1 Existing Conditions ..................................................................................................................... 2 1.2 Proposed Conditions .................................................................................................................. 2 1.3 Ground Cover ............................................................................................................................ 2 2.0 STORMWATER MANAGEMENT .................................................................................................... 3 2.1 Method of Calculations ............................................................................................................... 3 2.2 Rainfall Depths ........................................................................................................................... 3 2.3 Soil Conditions ........................................................................................................................... 4 2.4 Existing Stormwater Management .............................................................................................. 5 2.4.1 Existing Watershed ........................................................................................................... 5 2.5 Proposed Stormwater Management ........................................................................................... 6 2.5.1 Proposed Watershed ......................................................................................................... 6 2.5.2 Site Hydraulics .................................................................................................................. 6 3.0 STORMWATER STANDARDS ........................................................................................................ 7 3.1 Standard 1 – No New Untreated Discharges .............................................................................. 7 3.2 Standard 2 – Peak Rate Attenuation .......................................................................................... 7 3.3 Standard 3 – Recharge to Groundwater ..................................................................................... 8 3.4 Standard 4 – Water Quality ........................................................................................................ 8 3.4.1 Street Sweeping ................................................................................................................ 9 3.4.2 Deep Sump/Hooded Catch Basins .................................................................................... 9 3.4.3 Subsurface Infiltration Trenches & Basins ......................................................................... 9 3.5 Standard 5 – Land Uses with Higher Potential Pollutant Loads (LUHPPLs) ............................... 9 3.6 Standard 6 – Critical Areas ........................................................................................................ 9 3.7 Standard 7 – Redevelopments and Other Projects Subject to the Standards Only to the Maximum Extent Practicable ............................................................................................................................ 9 Brewster Golf Course Solar Stormwater Management Plan iii 3.8 Standard 8 – Construction Period Pollution Prevention and Erosion and Sedimentation Control ...................................................................................................................................................... 10 3.9 Standard 9 – Operation and Maintenance Plan ........................................................................ 10 3.10 Standard 10 – Prohibition of Illicit Discharges ........................................................................ 10 4.0 CONCLUSION ............................................................................................................................... 10 LIST OF TABLES Table 1 – Ground Cover Distribution ..................................................................................................... 2 Table 2 – Rainfall Depths ...................................................................................................................... 3 Table 3 – Soils Data .............................................................................................................................. 4 Table 4 – Comparison of Peak Runoff Rates ......................................................................................... 7 LIST OF FIGURES Figure 1 – Project Area ......................................................................................................................... 1 Figure 2 – Soil Map (NTS) .................................................................................................................... 4 LIST OF APPENDICES APPENDIX A – DRAINAGE MAPS AND CIVIL DESIGN DRAWINGS APPENDIX B – GROUNDWATER RECHARGE CALCULATIONS APPENDIX C – WATER QUALITY CALCULATIONS APPENDIX D – HYDROCAD REPORTS APPENDIX E – SOILS REPORT APPENDIX F – FEMA FLOOD INSURANCE RATE MAP (FIRMETTE) APPENDIX G – GEOTECHNICAL REPORT APPENDIX H – LONG-TERM POLLUTION PREVENTION AND STORMWATER OPERATIONS & MAINTENANCE PLAN APPENDIX I – ILLICIT DISCHARGE COMPLIANCE STATEMENT Brewster Golf Course Solar Stormwater Management Plan iv ACRONYMS/ABBREVIATIONS Acronyms/Abbreviations Definition CWA Clean Water Act ECL Environmental Conservation Law FIRM Flood Insurance Rate Map NTS Not to Scale PV Photovoltaic SCS Soil Conservation Service SMP Stormwater Management Practice SPDES State Pollutant Discharge Elimination System SW MP Stormwater Management Plan SWPPP Stormwater Pollution Prevention Plan USACE United States Army Corps of Engineers USDA United States Department of Agriculture Brewster Golf Course Solar Stormwater Management Plan 1.0 INTRODUCTION This Stormwater Management Plan (SW MP) has been prepared on behalf of Distributed Solar Development, LLC (DSD) for proposed activities associated with construction of the Brewster Golf Course Solar Project (Project) located on Freemans Way, Brewster, Barnstable County, Massachusetts. The property on which the Project is owned by the Town of Brewster. The Project will encompass approximately 1.4 acres of the golf course parking lot on this property. Figure 1 – Project Area In 2008, the Massachusetts Department of Environmental Protection (MassDEP) revised the Stormwater Management Standards and Massachusetts Stormwater Handbook to promote increased stormwater recharge, the treatment of more runoff from polluting land uses, low impact development (LID) techniques, pollution prevention, the removal of illicit discharges to stormwater management systems, and improved operation and maintenance of stormwater best management practices (BMPs) (MassDEP 2008). MassDEP applies the Stormwater Management Standards pursuant to its authority under the W etlands Protection Act, M.G.L. c. 131, § 40, and the Massachusetts Clean Waters Act, M.G.L.c. 21, §§ 26-53. The revised Stormwater Management Standards have been incorporated in the Wetlands Protection Act Regulations, 310 CMR 10.05(6)(k) and the Water Quality Certification Regulations, 314 CMR 9.06(6)(a) (MassDEP 2008). The Project is located in a Municipal Separate Storm Sewer System (MS4) district held by the Town of Brewster and in a Water Quality Protection District triggered by the Zone II Wellhead Protection District. The Project is subject to the requirements outlined in the Brewster Code (§ 179-57) for the effective treatment and retention of stormwater in Zone II for altered use. It is Tetra Tech’s and DSD’s assumption that the existing stormwater drainage system at the Site complies with the Performance Standards outlined in § 179-57. This SWMP described herein is in compliance with the Town of Brewster Zoning Code and with the MassDEP Stormwater Management Standards to the maximum extent practicable. Project Area Brewster Golf Course Solar Stormwater Management Plan 1.1 EXISTING CONDITIONS The Project, as previously noted, covers approximately 1.4 acres within Brewster, Massachusetts. The Project is located in the parking lot adjacent to Brewster Golf Course. The general area around the Project consists of rural residential/industrial properties. The Project is bound by Freemans Way to the north; a tree-line and the golf course to the south; a tree-line and property boundary to the west; and parking lot entrance road to the east. The area is currently used as a paved asphalt parking lot for the golf course. The Site is located in the Monomoy Groundwater Cell as a part of the Cape Cod watershed that ultimately leads to Pleasant Bay. Runoff from the Site flows as sheet flow over the parking lot and drains into existing catch basins that route the runoff to two bioretention ponds located to the west and to the north. Portions of the parking lot have vegetated planters that allow for groundwater infiltration. Using the map service center provided by the Federal Emergency Management Agency (FEMA), a Flood Insurance Rate Map (FIRM) for the Town of Brewster, panel number 25001C0607J was printed for the Site as a FIRMette. The entirety of the Site is located within Zone X, Area of Minimal Flood Hazard. A copy of the FIRMette can be found in Appendix F. 1.2 PROPOSED CONDITIONS The design intent of the stormwater management system is to collect, treat, and infiltrate runoff from the proposed solar canopy above the parking lot. The proposed stormwater management system will consist of a series of gutters and downspouts that collect and route the stormwater runoff to infiltration trenches constructed in the middle of the existing vegetated planters. A section of the solar canopy in the northern portion of the parking lot will collect and route runoff through a gutter system that discharges directly to the pavement and ultimately to the existing catch basins. The proposed stormwater system has been designed in accordance with the MassDEP Stormwater Management Standards. The Project’s stormwater management design demonstrates that the post- development rate of stormwater runoff is not greater than the pre-development rate, provides improved stormwater quality and maintains groundwater recharge volumes. The total proposed soil disturbance for this project is approximately 0.10 acres. 1.3 GROUND COVER The overall hydrologic study area for the proposed development is 3.30 acres. Table 1 below summarizes the ground cover distribution for the hydrologic study area for the existing and proposed conditions. There is an increase of approximately 0.52 acres of impervious area with the Project. Table 1 – Ground Cover Distribution Ground Cover Type Existing Conditions (acres) Proposed Conditions (acres) Impervious (Pavement, Solar Canopy, Equipment, etc.) 2.30 2.82 Pervious (Grassed Areas, Woods, etc.) 1.00 0.48 Total 3.30 3.30 Brewster Golf Course Solar Stormwater Management Plan 2.0 STORMWATER MANAGEMENT 2.1 METHOD OF CALCULATIONS Hydrologic models were developed using the software program Hydrocad to analyze the pre- development and post-development stormwater peak discharge rates from the Site. Hydrocad is a comprehensive hydrology and hydraulic analysis application that uses methodology from the Soil Conservation Service (SCS) Technical Release No. 20 (for SCS unity hydrograph procedures) and SCS Technical Release No. 55 (for time of concentration calculations and runoff curve numbers). Input data required to perform the analysis includes acreages and ground cover types for the associated drainage areas, rainfall depths for varying storm events, and slopes and flow lengths for the time of concentration calculations. Massachusetts falls under the Type III storm distribution. The models are created using a variation of subcatchments, conveyance links (channels, pipes, culverts, etc.) and storage nodes (catch basins, detention ponds, etc.). Watershed subcatchments are delineated based on the existing contours of the Site obtained through the topographic survey performed by Northeast Survey Consultants of Easthampton, Massachusetts. Runoff from the subcatchments is calculated based on local rainfall data and watershed characteristics to develop the unit hydrograph. The proposed infiltration trenches are modeled as ponds with storage capacity and an outlet via exfiltration. Runoff occurring after an infiltration trench storage capacity has been exceeded is captured and routed to the nearest conveyance link using Hydrocad’s Automatic Overlow feature. A void ratio of 40% is used for the infiltration trench reflecting the use of clean gravel. The infiltration trenches are sized for the 2-year and 10-year, 24-hour storm event. Pipe sizing calculations for the gutter systems were not performed. DSD proposes to use 6-inch diameter guttering, and downspout piping based on their experience of developing numerous similar projects across the northeast. The peak stormwater discharge rates at design points are compared for the post-development condition to ensure the discharge rates are either equal to or less than the pre-development rates. 2.2 RAINFALL DEPTHS In accordance with the MassDEP Stormwater Management Policy, the 2-year, 10-year, and 100-year, 24-hour stormwater events are analyzed. The rainfall amounts summarized in Table 2 are based on the Northeast Regional Climate Center (NRCC) “Atlas of Precipitation Extremes for the Northeastern United States and Southeastern Canada”. Table 2 – Rainfall Depths Storm Event 24-Hour Rainfall Depth (inches) 2-Year 3.25 10-Year 4.71 100-Year 8.02 Brewster Golf Course Solar Stormwater Management Plan 2.3 SOIL CONDITIONS The United States Department of Agriculture (USDA) Natural Resources Conservation Service (NRCS) Custom Soil Survey for Barnstable County, Massachusetts was reviewed and provided surficial soil conditions for the Site. The survey indicates the presence of three types within the Project area. Figure 2 shows the soil map. Figure 2 – Soil Map (NTS) Soil data as provided by the NRCS is presented in Table 3. Table 3 – Soils Data Map Symbol/Soil Description Hydrologic Soil Group (HSG) Slope (%) Depth to Water Table (feet) Carver Coarse Sand (252A) A 0 – 3 > 6 Carver Coarse Sand (252B) A 3 – 8 > 6 Carver Coarse Sand (252C) A 8 – 15 > 6 Brewster Golf Course Solar Stormwater Management Plan The NRCS defines the hydrologic soil group A as soils having a high infiltration rate and low runoff potential when thoroughly wet. These soils consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a moderate rate of water transmission. The full soils report can be found in Appendix E. In addition to the NRCS soils report, a geotechnical subsurface exploration consisting of three borings at the proposed Site was performed by Weston & Sampson Engineers, Inc of Reading, Massachusetts. The location of these borings can be found in the geotechnical report, in Appendix G. The major strata encountered in the borings are described below: • Topsoil All borings were completed in existing landscaped areas and encountered approximately 3-9 inches of topsoil at the ground surface. • Fill Approximately 1-4.5 feet of very loose to medium dense fill was encountered below the topsoil in all borings. The fill generally contained mostly fine to coarse sand with up to 45 percent non-plastic fines, up to 25 percent gravel, and up to 1 percent organics (roots). • Sand Very loose to medium dense, native sand was encountered below the topsoil and/or fill in all borings to the depths explored (20-21 feet). This layer generally contained mostly fine to coarse sand with up to 10 percent gravel and up to 10 percent non-plastic fines. Based on periodic auger grinding, cobbles and boulders are likely present in the sand stratum. • Groundwater Groundwater was not observed in the borings. Groundwater levels will fluctuate with season, variations in precipitation, construction in the area, and other factors. Perched groundwater conditions may exist close to the ground surface, especially during and after extended periods of wet weather. 2.4 EXISTING STORMWATER MANAGEMENT The existing stormwater management system consists of a paved parking lot with surface runoff and vegetated planters that allow for groundwater infiltration and a series of catch basins that drain to 2 existing flow control and recharge facilities (bioretention ponds). 2.4.1 Existing Watershed Under existing conditions, the Site is divided into 10 subcatchment areas, Subcatchments 1S through 10S. There are ultimately 2 points from the Site that are used during the comparative analysis: • Design Point 1 – Discharge into northern existing flow control and recharge facility. This includes Subcatchments 1S through 6S. • Design Point 2 – Discharge into western existing flow control and recharge facility. This includes Subcatchments 7S through 10S. Brewster Golf Course Solar Stormwater Management Plan There are several other design points identified that represent the existing catch basins. These design points were selected to observe the runoff entering the existing catch basins and which areas, if any, have an increase in the post-development condition. Overall, subcatchments 1 through 9 are primarily paved asphalt with vegetated planters and existing catch basins and drainage pipes. Subcatchment 10 is an existing grassed area. Refer to the Pre- Development Drainage Map found in Appendix A. 2.5 PROPOSED STORMWATER MANAGEMENT The proposed project incorporates additional features into the existing stormwater management system for the Site to meet the guidelines in the 2008 MassDEP Stormwater Management Policy and the Town of Brewster Zoning Code. Stormwater quality and quantity on the Site will be managed by implementing a gutter system from the solar panel canopy that conveys runoff to infiltration trenches constructed in the vegetated planters that provide infiltration with remaining runoff and any overflow draining to the existing catch basins and stormwater bioretention ponds. There are two solar canopies located in the northern portion of the parking lot that will convey runoff directly to the existing pavement that ultimately sheet flows to the existing catch basins. The proposed system is anticipated to remove 80% of the annual total suspended solids from the stormwater runoff, maintain the peak flow rates of the existing stormwater runoff, and maintain the recharge rates to groundwater, as described in the MassDEP Stormwater Standards section of this report. 2.5.1 Proposed Watershed Under proposed conditions, the Site is divided into ten (10) main subcatchment areas, Subcatchments S1 through S10, with additional subcatchments 2C, 3C, 5C, 6C, 8C and 9C reflecting the areas where the solar canopy will intercept rainfall and route runoff to the infiltration trenches. The two points of analysis from the Site remain the same as the existing conditions in order to perform a comparative analysis from the pre- to the post-developed condition. The subcatchments contributing to each design point are described below: • Design Point 1 – Discharge into northern existing flow control and recharge facility. This includes Subcatchments 1S through 6S, 2C, 3C, 5C and 6C. • Design Point 2 – Discharge into western existing flow control and recharge facility. This includes Subcatchments 7S through 10S, 8C and 9C. Refer to the Post-Development Drainage Map found in Appendix A. 2.5.2 Site Hydraulics The proposed drainpipe network is composed of gutters and downspouts that will collect runoff from the solar canopy areas within the proposed development and discharge on-site to infiltration trenches. The infiltration trenches have been sized for the 10-year storm and the gutter system is conservatively sized based on DSD’s development experience of similar projects in the northeast. Brewster Golf Course Solar Stormwater Management Plan 3.0 STORMWATER STANDARDS The Ten MassDEP Stormwater Management Standards provided in the Stormwater Management Policy and Massachusetts Wetland Protection Act relate to the protection of wetlands and water bodies, control of water quantity, recharge to groundwater, water quality and protection of critical areas, erosion/sedimentation control and stormwater maintenance. The following sections summarize the Project’s compliance with the Stormwater Management Standards. 3.1 STANDARD 1 – NO NEW UNTREATED DISCHARGES The Project complies with Standard 1. No new point source discharges of untreated stormwater to or causing erosion in resource areas are proposed as part of the Project. Stormwater discharge velocities for the Project are mitigated by rock outfalls, infiltration trenches, and downspout dissipators. 3.2 STANDARD 2 – PEAK RATE ATTENUATION The Project complies with Standard 2. The Project’s stormwater management system is designed that post-development peak discharge rates do not exceed pre-development discharge rates for the 2-year and 10 year, 24-hour storm event at the two design points (northern and western bioretention ponds), and that there will not be increased flooding impacts off-site for the 100-year, 24-hour storm event. To determine the peak rate of discharge for existing and proposed conditions, runoff hydrographs were generated for the storm events using SCS TR-20 method as previously discussed. Hydrocad input/output data for pre-development and post-development conditions are provided in Appendix D. Table 4 summarizes the pre- and post-development peak runoff discharge rates determined in the hydologic/hydraulic analyses performed for the Project Site. Table 4 – Comparison of Peak Runoff Rates Point of Analysis 2-Year Storm Event (cfs) 10-Year Storm Event (cfs) 100-Year Storm Event (cfs) Pre Post Pre Post Pre Post DP-1 0.50 0.56 1.20 1.23 3.08 2.97 DP-2 0.80 0.42 1.37 0.65 2.68 2.45 DP-3 0.60 0.47 1.15 0.78 2.49 2.76 DP-4 0.78 0.73 1.22 1.09 2.21 1.89 DP-5 0.54 0.35 0.91 0.92 1.75 1.77 DP-6 0.69 0.61 1.15 1.31 2.19 2.45 DP-7 0.48 0.50 0.83 0.77 1.61 1.38 DP-8 1.21 1.15 2.01 1.70 3.82 2.94 DP-9 0.41 0.32 0.64 0.48 1.15 0.83 DP-10 0.00 0.17 0.00 0.38 0.16 0.95 Pond 1 3.91 3.14 6.99 5.97 14.38 13.77 Brewster Golf Course Solar Stormwater Management Plan Point of Analysis 2-Year Storm Event (cfs) 10-Year Storm Event (cfs) 100-Year Storm Event (cfs) Pre Post Pre Post Pre Post Pond 2 2.11 2.13 3.48 3.33 6.72 6.09 * cfs = cubic feet per second As shown in Table 4, the post-development peak runoff discharge rates at the existing bioretention ponds for the Project are less than the pre-development peak runoff discharge rates for each storm event, with the exception of the runoff rate at the bioretention pond 2 for the 2-year storm event. The small increase in the post development condition of 0.02 cfs is a 0.9% increase and is considered negligible. The runoff discharge rates are shown to be much less in the post-developed condition for the 10-year and 100-year storm events. It should be noted that there are some instances where the peak runoff rate is greater in the post- developed condition at certain design points (i.e. existing catch basin inlets, depicted in blue in Table 4). However, the largest increase (approximately 10%) is shown for DP-3 and DP-6 during the 100-year storm event. It is our opinion that the increased discharge rates are inconsequential to the existing catch basin inlet capacity. 3.3 STANDARD 3 – RECHARGE TO GROUNDWATER The Project complies with Standard 3. The proposed stormwater management system incorporates the use of subsurface infiltration trenches as well as existing flow control and recharge facilities (bioretention ponds) to provide groundwater recharge. In addition, the recharge BMPs are located in soils capable of absorbing the recharge volume within 72 hours and there is a minimum of 4-foot separation between the bottom of the infiltration trenches and the seasonal high groundwater table. An infiltration rate of 8.27 inches/hour was used in the analysis based on the 1982 Rawls Rates (Table 2.3.3 of the Massachusetts Stormwater Handbook), the NRCS soils report for the Site (Appendix E), and the geotechnical report (Appendix G). In the event that the actual soil infiltration rate on Site differs slightly from the design rate, the stormwater runoff from the solar canopies is routed to a pervious surface before overflowing onto the existing parking lot to mimic pre-development drainage paths and ultimately discharge into the existing stormwater BMPs currently implemented on Site. It should also be noted that the groundwater recharge calculations in this section are conservative, given that the amount of impervious area used to determine the required recharge volume represents the solar canopies, which are approximately 1.38 acres, even though the actual impervious area added as a result of the Project is only 0.52 acres. Refer to Appendix B for Groundwater Recharge Calculations. 3.4 STANDARD 4 – WATER QUALITY The Project complies with Standard 4. The proposed BMP is sized to provide both water quality treatment and recharge. See Section 3.3 for the required water quality volume calculations. The incorporation of the following stormwater best management practices (BMPs) will achieve a cumulative Total Suspended Solids (TSS) removal rate greater than 80%. Additionally, the Town of Brewster Zoning Code limits the concentration of nitrogen loading resulting from new, altered or expanded uses within Zone 1, Zone II, and/or the DCPC area not to exceed five parts-per-million (ppm). Refer to Appendix C for Water Quality Brewster Golf Course Solar Stormwater Management Plan Calculations and Appendix H for a copy of the Long-Term Pollution Prevention and Stormwater Operation & Maintenance Plan. 3.4.1 Street Sweeping The proposed design incorporates street or parking lot sweeping as a BMP to control the amount of sediment that enters the stormwater management system. Street sweeping will be conducted on a quarterly average and be primarily scheduled in the spring and fall. In accordance with MassDEP Standards, a 5% TSS removal rate is credited for this BMP. Additionally, the solar panel canopy will be cleaned once per year via an industry recognized cleaning method to effectively remove any soiling of the modules. 3.4.2 Deep Sump/Hooded Catch Basins All existing catch basins that the proposed stormwater management design will be utilizing are deep sump/hooded catch basins, which will serve to trap sediment and floatables entering the stormwater management system. Sumps are four-feet deep. Catch basins will be inspected annually and, if necessary, cleaned when sediment reaches half full depth to ensure that the catch basins are working in their intended fashion and that they are free of debris. Sediments and hydrocarbons shall be properly handled and disposed of, in accordance with local, state, and federal requirements. In accordance with MassDEP Standards, a 25% TSS removal rate is credited for this BMP. 3.4.3 Subsurface Infiltration Trenches & Basins The proposed stormwater management system includes subsurface infiltration trenches to treat runoff from the solar canopies above the existing parking lot. Two existing subsurface infiltration basins will receive runoff via deep sump/hooded catch basins for areas of the Site not draining to the infiltration trenches constructed in the existing vegetated planters throughout the parking lot. In accordance with MassDEP Standards, an 80% TSS removal rate is credited for this BMP. 3.5 STANDARD 5 – LAND USES WITH HIGHER POTENTIAL POLLUTANT LOADS (LUHPPLS) Standard 5 is not applicable to the Project. The Project is not considered a Land Use with Higher Potential for Pollutant Loads (LUHPPL) as defined in the Massachusetts Stormwater Handbook. 3.6 STANDARD 6 – CRITICAL AREAS The Project complies with Standard 6. The Project discharges stormwater within the Zone II or Interim Wellhead Protection Area of a public water supply, or near or to a Critical Area as defined in the Massachusetts Stormwater Handbook. See Sections 3.3 and 3.4 for computations. 3.7 STANDARD 7 – REDEVELOPMENTS AND OTHER PROJECTS SUBJECT TO THE STANDARDS ONLY TO THE MAXIMUM EXTENT PRACTICABLE Standard 7 is not applicable to the Project. The Project does not qualify as a redevelopment project or other project subject to the Standards only to the maximum extent practicable. Brewster Golf Course Solar Stormwater Management Plan 3.8 STANDARD 8 – CONSTRUCTION PERIOD POLLUTION PREVENTION AND EROSION AND SEDIMENTATION CONTROL The Project will disturb less than one acre of land and therefore does not require a Stormwater Pollution Prevention Plan. However, erosion control measures are proposed during construction of the Project and are identified on the Erosion & Sediment Control Plan (C-102) as part of the civil design drawing set provided in Appendix A. 3.9 STANDARD 9 – OPERATION AND MAINTENANCE PLAN The Project complies with Standard 9. Refer to Appendix H for the Project’s Long-Term Pollution Prevention and Stormwater Operation and Maintenance Plan. 3.10 STANDARD 10 – PROHIBITION OF ILLICIT DISCHARGES The Project complies with Standard 10. There are no known or designed illicit discharges on the Project Site. An Illicit Discharge Compliance Statement is provided in Appendix I. 4.0 CONCLUSION The Stormwater Management Plan addresses both the quantity and quality of stormwater runoff from the Project Site and conforms to the Town of Brewster Zoning Code and to the Ten MassDEP Stormwater Management Standards to the maximum extent possible. The Project will not have a negative impact on the surrounding areas and will install stormwater BMPs to mitigate peak runoff rates while providing adequate recharge and treatment of stormwater runoff. Brewster Golf Course Solar Stormwater Management Plan APPENDIX A – DRAINAGE MAPS AND CIVIL DESIGN DRAWINGS 7916"5 - mp6-mp3-ce1-AC4-ss3-JV3-ss3-vc5-ss1-AC1-JV3-ca1-AC1-GTEXISTING TREE5-jc1-GT1-AC1-MV1-CC1-MVEXISTING TREEEXISTING TREE1-GT1-GT1-CC1-AC6-jc2-JV1-GT3-iv4-ss1-GT1-GT3-sv1-JVZONE: R-RFREEMAN'S WAYSCALE:1SITE PLAN1/32"=1'-0"SOLAR CANOPYOUTLINENPROJECT NAME:SEAL & SIGNATURE:DRAWN BY:CHECK BY:REVISION DESCRIPTIONDATE:NO.SHEET TITLE:SHEET NO.:TOTAL NUMBER OF SHEETS:CEC KW:SCALE:AC KW:DC KW:PROJECT ADDRESS:PROJECT NO.:NOT FORCONSTRUCTIONCVEC - BREWSTER GOLF COURCE PHOTOVOLTAIC SYSTEM 1000 FREEMANS WAY BREWSTER, MA 02631CIVIL SITEPLANC-101C.O.C.O.TYPICAL CANOPYFOUNDATION (SEESTRUCTURAL PLANSUNDER SEPARATE COVER)C.O.C.O.C.O.C.O.1 11/13/20 PERMIT DRAWINGS KMG JRBLEGEND:PROPOSED INFILTRATION TRENCHC.O.C.O.C.O.C.O.C.O.C.O.FREEMAN'S WAYELECTRICAL EQUIPMENT PAD(SEE ELECTRICAL PLANSUNDER SEPARATE COVER)STONE WALKWAY (TYP)PROPOSED STONE WALKWAYEXISTING TREE LINEEXISTING CURBPROPOSED TEMPORARY COMPOST FILTER SOCKPROPOSED DOWNSPOUT4C-102PROPOSED LANDSCAPING(SEE LANDSCAPING PLANS)INFILTRATION TRENCHLENGTH=175 FT1C-102INFILTRATION TRENCHLENGTH=140 FT1C-102PROPOSED CANOPY FOUNDATION POSTPROPOSED GUTTER DOWNSPOUT SPLASH BLOCKPROPOSEDTEMPORARYCOMPOST FILTERSOCK, TYP.2C-102CATCH BASIN INLETPROTECTION, TYP.3C-102GUTTERDOWNSPOUT, TYP.EXISTING CONTOURPROPOSED SOLAR CANOPY OUTLINEGENERAL NOTES:1.EXISTING CONDITIONS INFORMATION AND TOPOGRAPHY OBTAINED FROMALTA/NSPS LAND TITLE SURVEY BY NORTHEAST SURVEY CONSULTANTSDATED FEBRUARY 25, 2020. THE HORIZONTAL DATUM OF THIS PLAN IS THEMASSACHUSETTS COORDINATE SYSTEM NORTH AMERICAN DATUM 1983BASED ON AN RTK GPS SURVEY.2.THE LOCATIONS OF UTILITIES SHOWN HEREON ARE THE RESULT OFSURFACE EVIDENCE AS LOCATED BY THE FIELD SURVEY PERFORMED BYNORTHEAST SURVEY CONSULTANTS. THIS PLAN DOES NOT NECESSARILYDEPICT THE EXACT LOCATION OF THESE UTILITIES AND MAY NOT SHOW ALLOF THE UTILITIES WHICH EXIST WITHIN THE PREMISES SURVEYED. CONTACTDIG-SAFE AT 1-888-344-7233 BEFORE EXCAVATION. PROJECT NAME:SEAL & SIGNATURE:DRAWN BY:CHECK BY:REVISION DESCRIPTIONDATE:NO.SHEET TITLE:SHEET NO.:TOTAL NUMBER OF SHEETS:CEC KW:SCALE:AC KW:DC KW:PROJECT ADDRESS:PROJECT NO.:NOT FORCONSTRUCTIONCVEC - BREWSTER GOLF COURCE PHOTOVOLTAIC SYSTEM 1000 FREEMANS WAY BREWSTER, MA 02631CIVIL DETAILSC-102SCALE:1INFILTRATION TRENCHNTS1 11/13/20 PERMIT DRAWINGS KMG JRB TRENCH 4 FEET DEEPFILLED WITH 2-5 INCH DIAMETERWASHED STONE (BANK RUNGRAVEL PREFERRED)SCALE:2COMPOST FILTER SOCKNTSSCALE:4STONE WALKWAYNTSSCALE:3CATCH BASIN INLET PROTECTIONNTSSAND FILTER 6" DEEP(OR FABRIC EQUIVALENT)PEA GRAVEL ORSAND FILTER LAYER6" DIAMETER PERFORATED PVCOBSERVATION WELL WITH SCREW TOP LIDMINIMUM ONE PER TRENCHMINIMUM OF 2' FROM SEASONALHIGH GROUNDWATER ELEVATIONSECTION VIEW2'10.54'PROFILE VIEW48" WIDE6"Ø SCH80 SOLID PVCGUTTER EXTENSION6"Ø SCH80 SOLID PVCGUTTER DOWNSPOUTSOLAR CANOPY COLUMNSOLAR CANOPYFOUNDATION6"Ø SCH80 SOLID PVC45° ELBOWPROPOSEDINFILTRATIONTRENCHGUTTER DOWNSPOUTSPLASH BLOCKGEOTEXTILE (8 OZ. MINIMUM)TYPICAL 48" WIDE STONE WALKWAY4" THICK NO. 2 STONEEXISTING GRADEPLAN VIEWSECTION VIEWCOMPOST FILTER SOCK NOTES:1.PREFABRICATED COMPOST SOCK SHALL BE FILTREXX SOXX ORAPPROVED EQUIVALENT.2.MATERIAL FOR SOCKS SHALL CONSIST OF SANITIZED MATURECOMPOST, FREE OF VIABLE WEED SEEDS AND FOREIGN DEBRISSUCH AS GLASS AND PLASTIC. COMPOST SHALL BE IN SHREDDED ORGRANULAR FORM AND FREE FROM HARD LUMPS. IN ADDITION, NOKILN-DRIED WOOD OR CONSTRUCTION DEBRIS SHALL BE ALLOWED.CONTRACTOR SHALL REFER TO MASSDOT SPECIFICATIONS M1.06.0FOR MATERIAL SPECIFICATIONS.3.SOCK SHALL CONSIST OF JUTE MESH OR OTHER APPROVEDBIODEGRADABLE MATERIAL.4.NO STAKES SHALL BE INSTALLED.WORK AREA102101100PROTECTED AREACOMPOST FILTER SOCK18" DIAMETERCOMPOST FILTER SOCKPROTECTED AREAWORK AREAFLOWFLOWCONNECTION/ATTACHMENT DETAIL18" MINOVERLAPPING SECTIONSFORM CONNECTIONSCLOSED ENDEXISTING GRADE/GRASSED AREACOMPOST FILTER SOCKSEE DETAIL 2/C-102EXISTING CATCH BASIN INLETPAVEMENTFLOWEXISTING CURBCATCH BASIN INLET PROTECTION NOTES:1.SEDIMENT ACCUMULATED BEHIND FILTER SOCK TO BE REMOVEDPOST CONSTRUCTION IN ACCORDANCE WITH MASSACHUSETTSSTORMWATER HANDBOOK. 7916"LEGEND EXISTING STORMWATER PIPE EXISTING STORMWATER CATCHBASIN EXISTING STORMWATER PIPE INLET/OUTLET EXISTING DRAINAGE AREA TO DP-2 EXISTING DRAINAGE AREA TO DP-1SCALE:1EXISTING STORMWATER CONDITIONS1"= 30'NDD1S3S2SEXISTINGSTORMWATERCONDITIONSGOLF COURSE1EXISTING STORMWATER SUMMARYDRAINAGE AREAPOINT OFDISCHARGETOTAL AREA,SQUARE FEETIMPERVIOUS AREA,SQUARE FEETPERVIOUS AREA,SQUARE FEET226,14813,07613,072216,57712,8903,687217,26311,4065,857212,72511,2471,478210,6548,5202,134213,18110,7002,48119,9637,8282,135122,99218,5874,40516,5755,89568017,64407,6441S2S3S4S5SDP-1EX. CATCH BASIN (628)RIM ELEVATION = 98.33EX. PIPE INVERT (137)14-INCH CPPELEVATION = 91.68EX. PIPE INVERT (111)12-INCH CPPELEVATION = 93.04DP-2EX. CATCH BASIN (750)RIM ELEVATION = 98.04DP-3EX. CATCH BASIN (671)RIM ELEVATION = 97.84DP-6EX. CATCH BASIN (353)RIM ELEVATION = 94.98DP-5EX. CATCH BASIN (379)RIM ELEVATION = 94.89DP-4EX. CATCH BASIN (142)RIM ELEVATION = 95.00DP-7EX. CATCH BASIN (170)RIM ELEVATION = 92.34DP-8EX. CATCH BASIN (191)RIM ELEVATION = 91.75DP-9EX. CATCH BASIN (341)RIM ELEVATION = 92.31EX. PIPE INVERT (1440)12-INCH CPPELEVATION =86.58EX. PIPE INVERT (836)14-INCH CPPELEVATION = 86.28EX. MANHOLE (383)RIM ELEVATION = 96.347S9SFLOWFLOWFLOWFLOWFLOWFLOWFLOWFLOWFLOWPROJECT NAME:SEAL & SIGNATURE:DRAWN BY:CHECK BY:REVISION DESCRIPTIONDATE:NO.SHEET TITLE:SHEET NO.:TOTAL NUMBER OF SHEETS:CEC KW:SCALE:AC KW:DC KW:PROJECT ADDRESS:PROJECT NO.:www.tetratech.com19803 North Creek ParkwayBothell, Washington 98011Phone: 425-482-7600 Fax: 425-482-7652NOT FORCONSTRUCTIONCVEC - BREWSTER GOLF COURSE 1000 FREEMANS WAY BREWSTER, MA 02631 1 11/13/20 ISSUED FOR PERMIT KMG 4S5S6S8S10S6S7S8S9S10SPOND 2POND 1 7916"SCALE:1PROPOSED STORMWATER CONDITIONS1"= 30'NLEGEND EXISTING STORMWATER PIPE EXISTING STORMWATER CATCHBASIN EXISTING STORMWATER PIPE INLET/OUTLET PROPOSED DRAINAGE AREA TO DP-2 PROPOSED DRAINAGE AREA TO DP-1 PROPOSED SOLAR CANOPY BOUNDARYDD2S3SPROPOSEDSTORMWATERCONDITIONSGOLF COURSE2DP-1EX. CATCH BASIN (628)RIM ELEVATION = 98.33EX. PIPE INVERT (137)14-INCH CPPELEVATION = 91.68EX. PIPE INVERT (111)12-INCH CPPELEVATION = 93.04DP-2EX. CATCH BASIN (750)RIM ELEVATION = 98.04DP-3EX. CATCH BASIN (671)RIM ELEVATION = 97.84DP-6EX. CATCH BASIN (353)RIM ELEVATION = 94.98DP-5EX. CATCH BASIN (379)RIM ELEVATION = 94.89DP-4EX. CATCH BASIN (142)RIM ELEVATION = 95.00DP-7EX. CATCH BASIN (170)RIM ELEVATION = 92.34DP-8EX. CATCH BASIN (191)RIM ELEVATION = 91.75DP-9EX. CATCH BASIN (341)RIM ELEVATION = 92.31EX. PIPE INVERT (1440)12-INCH CPPELEVATION =86.58EX. PIPE INVERT (836)14-INCH CPPELEVATION = 86.28EX. MANHOLE (383)RIM ELEVATION = 96.347S9SFLOWFLOWFLOWFLOWFLOWFLOWFLOWFLOWFLOWPROJECT NAME:SEAL & SIGNATURE:DRAWN BY:CHECK BY:REVISION DESCRIPTIONDATE:NO.SHEET TITLE:SHEET NO.:TOTAL NUMBER OF SHEETS:CEC KW:SCALE:AC KW:DC KW:PROJECT ADDRESS:PROJECT NO.:www.tetratech.com19803 North Creek ParkwayBothell, Washington 98011Phone: 425-482-7600 Fax: 425-482-7652NOT FORCONSTRUCTIONCVEC - BREWSTER GOLF COURSE 1000 FREEMANS WAY BREWSTER, MA 02631 1 11/13/20 ISSUED FOR PERMIT KMG 4S5S6S8S10S1S2CPROPOSED STORMWATER SUMMARYDRAINAGE AREAPOINT OFDISCHARGETOTAL AREA,SQUARE FEETIMPERVIOUS AREA,SQUARE FEETPERVIOUS AREA,SQUARE FEET223,41712,93310,48426,6406,00463628,9827,2351,747210,60510,01459126,3605,2871,073210,0738,9501,12317,8707,100770115,82215,26555714,6614,39926217,6463,4644,1821S2S3S4S5S6S7S8S9S10SPROPOSED STORMWATER SUMMARYDRAINAGE AREAPOINT OFDISCHARGETOTAL AREA,SQUARE FEETLENGTH OF TRENCH(FT)INFILTRATIONTRENCH11,540175INFILTRATIONTRENCH11,540175INFILTRATIONTRENCH4,74235INFILTRATIONTRENCH4,74235INFILTRATIONTRENCH5,008105INFILTRATIONTRENCH5,0081052C3C5C6CPOND 2POND 13C5C6C8C9C8C9C Brewster Golf Course Solar Stormwater Management Plan APPENDIX B – GROUNDWATER RECHARGE CALCULATIONS DSD Brewster Stormwater Management Project Water Quality & Recharge Volume Calculations Date:11/11/2020 Input Computed:KMG Output Checked: Resources: https://www.mass.gov/guides/massachusetts-stormwater-handbook-and-stormwater-standards Given: Hydrologic Soil Group A Target Depth Factor (F)1.00 in Golf Course: Impervious Area 60,236.00 sq ft Static Method Rv Required Recharge Volume 5,019.67 cf 0.12 ac*ft Simple Dynamic Method Depth of infiltration facility 4.00 ft K saturated hydrualic conductivity 8.27 in/hr T allowable drawdown time 2.00 hrs Rv 5,019.67 cf A minimum required bottom surface area 933.31 sq ft V storage volume 3,733.25 cf 138.27 cy Drawdown Within 72 Hours Rv 3,733.25 cf K 8.27 in/hr Bottom Area 1,260.00 sq ft Timedrawdown 4.30 hrs Water Quality Treatment Volume Water Quality Depth 1.00 inches Impervious Area 60,236.00 sq ft Required Water Quality Volume 5,019.67 cf Brewster Golf Course Solar Stormwater Management Plan APPENDIX C – WATER QUALITY CALCULATIONS Driving Range Nonresidential Loading Calculations Areas Area, (ft2) Recharge (L/d) Loading Values (mg/L) Total Daily Loading (mg/d)Areas Area, (ft2) Recharge (L/d) Loading Values (mg/L) Total Daily Loading (mg/d)Areas Area, (ft2) Recharge (L/d) Loading Values (mg/L) Total Daily Loading (mg/d) Project Area 72,502 Project Area 75,077 Project Area 75,077 Impervious suface (Roof)0 - 0.75 - Impervious suface (Roof)0 - 0.75 - Impervious suface (Roof)36969 9561.3 0.75 7,171 Impervious suface (Paving)35,924 9,291 1.5 13,937 Impervious suface (Paving)44,013 11,383 1.5 17,075 Impervious suface (Paving)7,044 1821.8 1.5 2,733 Natural Area 0 - 0 - Natural Area 0 - 0 - Natural Area 0 0.0 0 - Lawn Area 36,578 - 0 34,123 Lawn Arrea 31,395 - 0 29,288 Lawn Arrea 31,395 0.0 0 29,288 Total Recharge (L/d)9,291 Total Recharge (L/d)11,383 Total Recharge (L/d)11,383 Total Daily Loading (mg/d)48,059 Total Daily Loading (mg/d)46,362 Total Daily Loading (mg/d)39,191 Total Concentrations, PPM 5.17 Total Concentrations, PPM 4.07 Total Concentrations, PPM 3.44 Golf Course Nonresidential Loading Calculations Areas Area, (ft2) Recharge (L/d) Loading Values (mg/L) Total Daily Loading (mg/d)Areas Area, (ft2) Recharge (L/d) Loading Values (mg/L) Total Daily Loading (mg/d) Project Area 139,858 Project Area 139,858 Impervious suface (Roof)0 - 0.75 - Impervious suface (Roof)63,139 16,330 0.75 12,247 Impervious suface (Paving)101,183 26,169 1.5 39,253 Impervious suface (Paving)59,321 15,342 1.5 23,013 Natural Area 0 - 0 - Natural Area 0 - 0 - Lawn Arrea 38,696 - 0 36,099 Lawn Arrea 17,418 - 0 16,249 Total Recharge (L/d)26,169 Total Recharge (L/d)31,672 Total Daily Loading (mg/d)75,352 Total Daily Loading (mg/d)51,510 Total Concentrations, PPM 2.88 Total Concentrations, PPM 1.63 Existing Conditions, NO3-N Loading Proposed Conditions, NO3-N Loading Proposed Conditions (Roof and Paving), NO3-N Loading Existing Conditions, NO3-N Loading Proposed Conditions, NO3-N Loading 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 Trench 0.80 1.00 0.80 0.20 Deep Sump and Hooded Catch Basin 0.25 0.20 0.05 0.15 Street Sweeping - 10%0.10 0.15 0.02 0.14 0.00 0.14 0.00 0.14 0.00 0.14 0.00 0.14 Total TSS Removal =87% Separate Form Needs to be Completed for Each Outlet or BMP Train Project:DSD - Brewster Solar Canopy Prepared By:Kayla Gagnon *Equals remaining load from previous BMP (E) Date:11/10/2020 which enters the BMPTSS Removal Calculation WorksheetBrewster Golf Course Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept. of Environmental Protection Brewster Golf Course Solar Stormwater Management Plan APPENDIX D – HYDROCAD REPORTS 1S Drainage Area 1 2S Drainage Area 2 3S Drainage Area 3 4S Drainage Area 4 5S Drainage Area 5 6S Drainage Area 6 7S Drainage Area 7 8S Drainage Area 8 9S Drainage Area 9 10S Drainage Area 10 1 Detention Pond 1 1L DP-1 2 Detention Pond 2 2L DP-2 3L DP-3 4L DP-4 5L DP-5 6L DP-6 7L DP-7 8L DP-8 9L DP-9 10L DP-10 Routing Diagram for Brewster_GolfCourse_Pre-Dev-02 Prepared by Tetra Tech Inc, Printed 11/12/2020 HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link Brewster Golf Course Pre-Dev Report Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 2HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2-yr Type III 24-hr Default 24.00 1 3.25 2 2 10-yr Type III 24-hr Default 24.00 1 4.71 2 3 100-yr Type III 24-hr Default 24.00 1 8.02 2 Brewster Golf Course Pre-Dev Report Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 3HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 1.000 39 >75% Grass cover, Good, HSG A (1S, 2S, 3S, 4S, 5S, 6S, 7S, 8S, 9S, 10S) 2.299 98 Paved parking, HSG A (1S, 2S, 3S, 4S, 5S, 6S, 7S, 8S, 9S) 3.299 80 TOTAL AREA Brewster Golf Course Pre-Dev Report Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 4HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 3.299 HSG A 1S, 2S, 3S, 4S, 5S, 6S, 7S, 8S, 9S, 10S 0.000 HSG B 0.000 HSG C 0.000 HSG D 0.000 Other 3.299 TOTAL AREA Brewster Golf Course Pre-Dev Report Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 5HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 1.000 0.000 0.000 0.000 0.000 1.000 >75% Grass cover, Good 1S, 2S, 3S, 4S, 5S, 6S, 7S, 8S, 9S, 10S 2.299 0.000 0.000 0.000 0.000 2.299 Paved parking 1S, 2S, 3S, 4S, 5S, 6S, 7S, 8S, 9S 3.299 0.000 0.000 0.000 0.000 3.299 TOTAL AREA Brewster Golf Course Pre-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 6HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Drainage Area 1 Runoff = 0.50 cfs @ 12.10 hrs, Volume= 0.040 af, Depth= 0.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.25" Area (sf) CN Description 13,076 98 Paved parking, HSG A 13,072 39 >75% Grass cover, Good, HSG A 26,148 69 Weighted Average 13,072 49.99% Pervious Area 13,076 50.01% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1S: Drainage Area 1 Runoff Hydrograph Time (hours) 131211Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-yr Rainfall=3.25" Runoff Area=26,148 sf Runoff Volume=0.040 af Runoff Depth=0.81" Tc=6.0 min CN=69 0.50 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 7HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Drainage Area 2 Runoff = 0.80 cfs @ 12.09 hrs, Volume= 0.057 af, Depth= 1.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.25" Area (sf) CN Description 12,890 98 Paved parking, HSG A 3,687 39 >75% Grass cover, Good, HSG A 16,577 85 Weighted Average 3,687 22.24% Pervious Area 12,890 77.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Drainage Area 2 Runoff Hydrograph Time (hours) 131211Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-yr Rainfall=3.25" Runoff Area=16,577 sf Runoff Volume=0.057 af Runoff Depth=1.80" Tc=6.0 min CN=85 0.80 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 8HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Drainage Area 3 Runoff = 0.60 cfs @ 12.09 hrs, Volume= 0.043 af, Depth= 1.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.25" Area (sf) CN Description 11,406 98 Paved parking, HSG A 5,857 39 >75% Grass cover, Good, HSG A 17,263 78 Weighted Average 5,857 33.93% Pervious Area 11,406 66.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: Drainage Area 3 Runoff Hydrograph Time (hours) 131211Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-yr Rainfall=3.25" Runoff Area=17,263 sf Runoff Volume=0.043 af Runoff Depth=1.31" Tc=6.0 min CN=78 0.60 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 9HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Drainage Area 4 Runoff = 0.78 cfs @ 12.09 hrs, Volume= 0.056 af, Depth= 2.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.25" Area (sf) CN Description 11,247 98 Paved parking, HSG A 1,478 39 >75% Grass cover, Good, HSG A 12,725 91 Weighted Average 1,478 11.61% Pervious Area 11,247 88.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 4S: Drainage Area 4 Runoff Hydrograph Time (hours) 131211Flow (cfs)0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-yr Rainfall=3.25" Runoff Area=12,725 sf Runoff Volume=0.056 af Runoff Depth=2.31" Tc=6.0 min CN=91 0.78 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 10HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Drainage Area 5 Runoff = 0.54 cfs @ 12.09 hrs, Volume= 0.038 af, Depth= 1.88" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.25" Area (sf) CN Description 8,520 98 Paved parking, HSG A 2,134 39 >75% Grass cover, Good, HSG A 10,654 86 Weighted Average 2,134 20.03% Pervious Area 8,520 79.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5S: Drainage Area 5 Runoff Hydrograph Time (hours) 131211Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-yr Rainfall=3.25" Runoff Area=10,654 sf Runoff Volume=0.038 af Runoff Depth=1.88" Tc=6.0 min CN=86 0.54 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 11HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Drainage Area 6 Runoff = 0.69 cfs @ 12.09 hrs, Volume= 0.049 af, Depth= 1.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.25" Area (sf) CN Description 10,700 98 Paved parking, HSG A 2,481 39 >75% Grass cover, Good, HSG A 13,181 87 Weighted Average 2,481 18.82% Pervious Area 10,700 81.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 6S: Drainage Area 6 Runoff Hydrograph Time (hours) 131211Flow (cfs)0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-yr Rainfall=3.25" Runoff Area=13,181 sf Runoff Volume=0.049 af Runoff Depth=1.96" Tc=6.0 min CN=87 0.69 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 12HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Drainage Area 7 Runoff = 0.48 cfs @ 12.09 hrs, Volume= 0.034 af, Depth= 1.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.25" Area (sf) CN Description 7,828 98 Paved parking, HSG A 2,135 39 >75% Grass cover, Good, HSG A 9,963 85 Weighted Average 2,135 21.43% Pervious Area 7,828 78.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 7S: Drainage Area 7 Runoff Hydrograph Time (hours) 131211Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-yr Rainfall=3.25" Runoff Area=9,963 sf Runoff Volume=0.034 af Runoff Depth=1.80" Tc=6.0 min CN=85 0.48 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 13HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Drainage Area 8 Runoff = 1.21 cfs @ 12.09 hrs, Volume= 0.086 af, Depth= 1.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.25" Area (sf) CN Description 18,587 98 Paved parking, HSG A 4,405 39 >75% Grass cover, Good, HSG A 22,992 87 Weighted Average 4,405 19.16% Pervious Area 18,587 80.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 8S: Drainage Area 8 Runoff Hydrograph Time (hours) 131211Flow (cfs)1 0 Type III 24-hr 2-yr Rainfall=3.25" Runoff Area=22,992 sf Runoff Volume=0.086 af Runoff Depth=1.96" Tc=6.0 min CN=87 1.21 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 14HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: Drainage Area 9 Runoff = 0.41 cfs @ 12.09 hrs, Volume= 0.030 af, Depth= 2.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.25" Area (sf) CN Description 5,895 98 Paved parking, HSG A 680 39 >75% Grass cover, Good, HSG A 6,575 92 Weighted Average 680 10.34% Pervious Area 5,895 89.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 9S: Drainage Area 9 Runoff Hydrograph Time (hours) 131211Flow (cfs)0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2-yr Rainfall=3.25" Runoff Area=6,575 sf Runoff Volume=0.030 af Runoff Depth=2.40" Tc=6.0 min CN=92 0.41 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 15HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: Drainage Area 10 Runoff = 0.00 cfs @ 24.01 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.25" Area (sf) CN Description 7,644 39 >75% Grass cover, Good, HSG A 7,644 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 10S: Drainage Area 10 Runoff Hydrograph Time (hours) 131211Flow (cfs)0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Type III 24-hr 2-yr Rainfall=3.25" Runoff Area=7,644 sf Runoff Volume=0.000 af Runoff Depth=0.00" Tc=6.0 min CN=39 Brewster Golf Course Pre-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 16HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 1: Detention Pond 1 Inflow Area = 2.216 ac, 70.26% Impervious, Inflow Depth = 1.54" for 2-yr event Inflow = 3.91 cfs @ 12.09 hrs, Volume= 0.285 af Primary = 3.91 cfs @ 12.09 hrs, Volume= 0.285 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 1: Detention Pond 1 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)4 3 2 1 0 Inflow Area=2.216 ac 3.91 cfs3.91 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 17HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 1L: DP-1 Inflow Area = 0.600 ac, 50.01% Impervious, Inflow Depth = 0.81" for 2-yr event Inflow = 0.50 cfs @ 12.10 hrs, Volume= 0.040 af Primary = 0.50 cfs @ 12.10 hrs, Volume= 0.040 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 1L: DP-1 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.600 ac 0.50 cfs0.50 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 18HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 2: Detention Pond 2 Inflow Area = 1.083 ac, 68.49% Impervious, Inflow Depth = 1.67" for 2-yr event Inflow = 2.11 cfs @ 12.09 hrs, Volume= 0.151 af Primary = 2.11 cfs @ 12.09 hrs, Volume= 0.151 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 2: Detention Pond 2 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)2 1 0 Inflow Area=1.083 ac 2.11 cfs2.11 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 19HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 2L: DP-2 Inflow Area = 0.381 ac, 77.76% Impervious, Inflow Depth = 1.80" for 2-yr event Inflow = 0.80 cfs @ 12.09 hrs, Volume= 0.057 af Primary = 0.80 cfs @ 12.09 hrs, Volume= 0.057 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 2L: DP-2 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.381 ac 0.80 cfs0.80 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 20HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 3L: DP-3 Inflow Area = 0.396 ac, 66.07% Impervious, Inflow Depth = 1.31" for 2-yr event Inflow = 0.60 cfs @ 12.09 hrs, Volume= 0.043 af Primary = 0.60 cfs @ 12.09 hrs, Volume= 0.043 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 3L: DP-3 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.396 ac 0.60 cfs0.60 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 21HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 4L: DP-4 Inflow Area = 0.292 ac, 88.39% Impervious, Inflow Depth = 2.31" for 2-yr event Inflow = 0.78 cfs @ 12.09 hrs, Volume= 0.056 af Primary = 0.78 cfs @ 12.09 hrs, Volume= 0.056 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 4L: DP-4 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.292 ac 0.78 cfs0.78 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 22HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 5L: DP-5 Inflow Area = 0.245 ac, 79.97% Impervious, Inflow Depth = 1.88" for 2-yr event Inflow = 0.54 cfs @ 12.09 hrs, Volume= 0.038 af Primary = 0.54 cfs @ 12.09 hrs, Volume= 0.038 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 5L: DP-5 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.245 ac 0.54 cfs0.54 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 23HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 6L: DP-6 Inflow Area = 0.303 ac, 81.18% Impervious, Inflow Depth = 1.96" for 2-yr event Inflow = 0.69 cfs @ 12.09 hrs, Volume= 0.049 af Primary = 0.69 cfs @ 12.09 hrs, Volume= 0.049 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 6L: DP-6 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.303 ac 0.69 cfs0.69 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 24HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 7L: DP-7 Inflow Area = 0.229 ac, 78.57% Impervious, Inflow Depth = 1.80" for 2-yr event Inflow = 0.48 cfs @ 12.09 hrs, Volume= 0.034 af Primary = 0.48 cfs @ 12.09 hrs, Volume= 0.034 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 7L: DP-7 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.229 ac 0.48 cfs0.48 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 25HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 8L: DP-8 Inflow Area = 0.528 ac, 80.84% Impervious, Inflow Depth = 1.96" for 2-yr event Inflow = 1.21 cfs @ 12.09 hrs, Volume= 0.086 af Primary = 1.21 cfs @ 12.09 hrs, Volume= 0.086 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 8L: DP-8 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)1 0 Inflow Area=0.528 ac 1.21 cfs1.21 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 26HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 9L: DP-9 Inflow Area = 0.151 ac, 89.66% Impervious, Inflow Depth = 2.40" for 2-yr event Inflow = 0.41 cfs @ 12.09 hrs, Volume= 0.030 af Primary = 0.41 cfs @ 12.09 hrs, Volume= 0.030 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 9L: DP-9 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.151 ac 0.41 cfs0.41 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 27HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 10L: DP-10 Inflow Area = 0.175 ac, 0.00% Impervious, Inflow Depth = 0.00" for 2-yr event Inflow = 0.00 cfs @ 24.01 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 24.01 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 10L: DP-10 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Inflow Area=0.175 ac Brewster Golf Course Pre-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 28HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Drainage Area 1 Runoff = 1.20 cfs @ 12.09 hrs, Volume= 0.088 af, Depth= 1.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.71" Area (sf) CN Description 13,076 98 Paved parking, HSG A 13,072 39 >75% Grass cover, Good, HSG A 26,148 69 Weighted Average 13,072 49.99% Pervious Area 13,076 50.01% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1S: Drainage Area 1 Runoff Hydrograph Time (hours) 131211Flow (cfs)1 0 Type III 24-hr 10-yr Rainfall=4.71" Runoff Area=26,148 sf Runoff Volume=0.088 af Runoff Depth=1.75" Tc=6.0 min CN=69 1.20 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 29HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Drainage Area 2 Runoff = 1.37 cfs @ 12.09 hrs, Volume= 0.098 af, Depth= 3.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.71" Area (sf) CN Description 12,890 98 Paved parking, HSG A 3,687 39 >75% Grass cover, Good, HSG A 16,577 85 Weighted Average 3,687 22.24% Pervious Area 12,890 77.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Drainage Area 2 Runoff Hydrograph Time (hours) 131211Flow (cfs)1 0 Type III 24-hr 10-yr Rainfall=4.71" Runoff Area=16,577 sf Runoff Volume=0.098 af Runoff Depth=3.10" Tc=6.0 min CN=85 1.37 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 30HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Drainage Area 3 Runoff = 1.15 cfs @ 12.09 hrs, Volume= 0.081 af, Depth= 2.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.71" Area (sf) CN Description 11,406 98 Paved parking, HSG A 5,857 39 >75% Grass cover, Good, HSG A 17,263 78 Weighted Average 5,857 33.93% Pervious Area 11,406 66.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: Drainage Area 3 Runoff Hydrograph Time (hours) 131211Flow (cfs)1 0 Type III 24-hr 10-yr Rainfall=4.71" Runoff Area=17,263 sf Runoff Volume=0.081 af Runoff Depth=2.47" Tc=6.0 min CN=78 1.15 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 31HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Drainage Area 4 Runoff = 1.22 cfs @ 12.08 hrs, Volume= 0.090 af, Depth= 3.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.71" Area (sf) CN Description 11,247 98 Paved parking, HSG A 1,478 39 >75% Grass cover, Good, HSG A 12,725 91 Weighted Average 1,478 11.61% Pervious Area 11,247 88.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 4S: Drainage Area 4 Runoff Hydrograph Time (hours) 131211Flow (cfs)1 0 Type III 24-hr 10-yr Rainfall=4.71" Runoff Area=12,725 sf Runoff Volume=0.090 af Runoff Depth=3.70" Tc=6.0 min CN=91 1.22 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 32HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Drainage Area 5 Runoff = 0.91 cfs @ 12.09 hrs, Volume= 0.065 af, Depth= 3.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.71" Area (sf) CN Description 8,520 98 Paved parking, HSG A 2,134 39 >75% Grass cover, Good, HSG A 10,654 86 Weighted Average 2,134 20.03% Pervious Area 8,520 79.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5S: Drainage Area 5 Runoff Hydrograph Time (hours) 131211Flow (cfs)1 0 Type III 24-hr 10-yr Rainfall=4.71" Runoff Area=10,654 sf Runoff Volume=0.065 af Runoff Depth=3.20" Tc=6.0 min CN=86 0.91 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 33HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Drainage Area 6 Runoff = 1.15 cfs @ 12.09 hrs, Volume= 0.083 af, Depth= 3.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.71" Area (sf) CN Description 10,700 98 Paved parking, HSG A 2,481 39 >75% Grass cover, Good, HSG A 13,181 87 Weighted Average 2,481 18.82% Pervious Area 10,700 81.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 6S: Drainage Area 6 Runoff Hydrograph Time (hours) 131211Flow (cfs)1 0 Type III 24-hr 10-yr Rainfall=4.71" Runoff Area=13,181 sf Runoff Volume=0.083 af Runoff Depth=3.29" Tc=6.0 min CN=87 1.15 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 34HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Drainage Area 7 Runoff = 0.83 cfs @ 12.09 hrs, Volume= 0.059 af, Depth= 3.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.71" Area (sf) CN Description 7,828 98 Paved parking, HSG A 2,135 39 >75% Grass cover, Good, HSG A 9,963 85 Weighted Average 2,135 21.43% Pervious Area 7,828 78.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 7S: Drainage Area 7 Runoff Hydrograph Time (hours) 131211Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-yr Rainfall=4.71" Runoff Area=9,963 sf Runoff Volume=0.059 af Runoff Depth=3.10" Tc=6.0 min CN=85 0.83 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 35HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Drainage Area 8 Runoff = 2.01 cfs @ 12.09 hrs, Volume= 0.145 af, Depth= 3.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.71" Area (sf) CN Description 18,587 98 Paved parking, HSG A 4,405 39 >75% Grass cover, Good, HSG A 22,992 87 Weighted Average 4,405 19.16% Pervious Area 18,587 80.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 8S: Drainage Area 8 Runoff Hydrograph Time (hours) 131211Flow (cfs)2 1 0 Type III 24-hr 10-yr Rainfall=4.71" Runoff Area=22,992 sf Runoff Volume=0.145 af Runoff Depth=3.29" Tc=6.0 min CN=87 2.01 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 36HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: Drainage Area 9 Runoff = 0.64 cfs @ 12.08 hrs, Volume= 0.048 af, Depth= 3.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.71" Area (sf) CN Description 5,895 98 Paved parking, HSG A 680 39 >75% Grass cover, Good, HSG A 6,575 92 Weighted Average 680 10.34% Pervious Area 5,895 89.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 9S: Drainage Area 9 Runoff Hydrograph Time (hours) 131211Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-yr Rainfall=4.71" Runoff Area=6,575 sf Runoff Volume=0.048 af Runoff Depth=3.81" Tc=6.0 min CN=92 0.64 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 37HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: Drainage Area 10 Runoff = 0.00 cfs @ 13.74 hrs, Volume= 0.002 af, Depth= 0.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.71" Area (sf) CN Description 7,644 39 >75% Grass cover, Good, HSG A 7,644 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 10S: Drainage Area 10 Runoff Hydrograph Time (hours) 131211Flow (cfs)0.004 0.004 0.003 0.003 0.003 0.003 0.003 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0 Type III 24-hr 10-yr Rainfall=4.71" Runoff Area=7,644 sf Runoff Volume=0.002 af Runoff Depth=0.15" Tc=6.0 min CN=39 Brewster Golf Course Pre-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 38HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 1: Detention Pond 1 Inflow Area = 2.216 ac, 70.26% Impervious, Inflow Depth = 2.74" for 10-yr event Inflow = 6.99 cfs @ 12.09 hrs, Volume= 0.506 af Primary = 6.99 cfs @ 12.09 hrs, Volume= 0.506 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 1: Detention Pond 1 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=2.216 ac 6.99 cfs6.99 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 39HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 1L: DP-1 Inflow Area = 0.600 ac, 50.01% Impervious, Inflow Depth = 1.75" for 10-yr event Inflow = 1.20 cfs @ 12.09 hrs, Volume= 0.088 af Primary = 1.20 cfs @ 12.09 hrs, Volume= 0.088 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 1L: DP-1 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)1 0 Inflow Area=0.600 ac 1.20 cfs1.20 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 40HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 2: Detention Pond 2 Inflow Area = 1.083 ac, 68.49% Impervious, Inflow Depth = 2.81" for 10-yr event Inflow = 3.48 cfs @ 12.09 hrs, Volume= 0.254 af Primary = 3.48 cfs @ 12.09 hrs, Volume= 0.254 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 2: Detention Pond 2 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)3 2 1 0 Inflow Area=1.083 ac 3.48 cfs3.48 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 41HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 2L: DP-2 Inflow Area = 0.381 ac, 77.76% Impervious, Inflow Depth = 3.10" for 10-yr event Inflow = 1.37 cfs @ 12.09 hrs, Volume= 0.098 af Primary = 1.37 cfs @ 12.09 hrs, Volume= 0.098 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 2L: DP-2 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)1 0 Inflow Area=0.381 ac 1.37 cfs1.37 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 42HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 3L: DP-3 Inflow Area = 0.396 ac, 66.07% Impervious, Inflow Depth = 2.47" for 10-yr event Inflow = 1.15 cfs @ 12.09 hrs, Volume= 0.081 af Primary = 1.15 cfs @ 12.09 hrs, Volume= 0.081 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 3L: DP-3 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)1 0 Inflow Area=0.396 ac 1.15 cfs1.15 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 43HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 4L: DP-4 Inflow Area = 0.292 ac, 88.39% Impervious, Inflow Depth = 3.70" for 10-yr event Inflow = 1.22 cfs @ 12.08 hrs, Volume= 0.090 af Primary = 1.22 cfs @ 12.08 hrs, Volume= 0.090 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 4L: DP-4 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)1 0 Inflow Area=0.292 ac 1.22 cfs1.22 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 44HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 5L: DP-5 Inflow Area = 0.245 ac, 79.97% Impervious, Inflow Depth = 3.20" for 10-yr event Inflow = 0.91 cfs @ 12.09 hrs, Volume= 0.065 af Primary = 0.91 cfs @ 12.09 hrs, Volume= 0.065 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 5L: DP-5 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)1 0 Inflow Area=0.245 ac 0.91 cfs0.91 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 45HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 6L: DP-6 Inflow Area = 0.303 ac, 81.18% Impervious, Inflow Depth = 3.29" for 10-yr event Inflow = 1.15 cfs @ 12.09 hrs, Volume= 0.083 af Primary = 1.15 cfs @ 12.09 hrs, Volume= 0.083 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 6L: DP-6 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)1 0 Inflow Area=0.303 ac 1.15 cfs1.15 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 46HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 7L: DP-7 Inflow Area = 0.229 ac, 78.57% Impervious, Inflow Depth = 3.10" for 10-yr event Inflow = 0.83 cfs @ 12.09 hrs, Volume= 0.059 af Primary = 0.83 cfs @ 12.09 hrs, Volume= 0.059 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 7L: DP-7 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.229 ac 0.83 cfs0.83 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 47HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 8L: DP-8 Inflow Area = 0.528 ac, 80.84% Impervious, Inflow Depth = 3.29" for 10-yr event Inflow = 2.01 cfs @ 12.09 hrs, Volume= 0.145 af Primary = 2.01 cfs @ 12.09 hrs, Volume= 0.145 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 8L: DP-8 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)2 1 0 Inflow Area=0.528 ac 2.01 cfs2.01 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 48HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 9L: DP-9 Inflow Area = 0.151 ac, 89.66% Impervious, Inflow Depth = 3.81" for 10-yr event Inflow = 0.64 cfs @ 12.08 hrs, Volume= 0.048 af Primary = 0.64 cfs @ 12.08 hrs, Volume= 0.048 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 9L: DP-9 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.151 ac 0.64 cfs0.64 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 49HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 10L: DP-10 Inflow Area = 0.175 ac, 0.00% Impervious, Inflow Depth = 0.15" for 10-yr event Inflow = 0.00 cfs @ 13.74 hrs, Volume= 0.002 af Primary = 0.00 cfs @ 13.74 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 10L: DP-10 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)0.004 0.004 0.003 0.003 0.003 0.003 0.003 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0 Inflow Area=0.175 ac Brewster Golf Course Pre-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 50HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Drainage Area 1 Runoff = 3.08 cfs @ 12.09 hrs, Volume= 0.218 af, Depth= 4.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=8.02" Area (sf) CN Description 13,076 98 Paved parking, HSG A 13,072 39 >75% Grass cover, Good, HSG A 26,148 69 Weighted Average 13,072 49.99% Pervious Area 13,076 50.01% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1S: Drainage Area 1 Runoff Hydrograph Time (hours) 131211Flow (cfs)3 2 1 0 Type III 24-hr 100-yr Rainfall=8.02" Runoff Area=26,148 sf Runoff Volume=0.218 af Runoff Depth=4.37" Tc=6.0 min CN=69 3.08 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 51HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Drainage Area 2 Runoff = 2.68 cfs @ 12.09 hrs, Volume= 0.198 af, Depth= 6.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=8.02" Area (sf) CN Description 12,890 98 Paved parking, HSG A 3,687 39 >75% Grass cover, Good, HSG A 16,577 85 Weighted Average 3,687 22.24% Pervious Area 12,890 77.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Drainage Area 2 Runoff Hydrograph Time (hours) 131211Flow (cfs)3 2 1 0 Type III 24-hr 100-yr Rainfall=8.02" Runoff Area=16,577 sf Runoff Volume=0.198 af Runoff Depth=6.23" Tc=6.0 min CN=85 2.68 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 52HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Drainage Area 3 Runoff = 2.49 cfs @ 12.09 hrs, Volume= 0.179 af, Depth= 5.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=8.02" Area (sf) CN Description 11,406 98 Paved parking, HSG A 5,857 39 >75% Grass cover, Good, HSG A 17,263 78 Weighted Average 5,857 33.93% Pervious Area 11,406 66.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: Drainage Area 3 Runoff Hydrograph Time (hours) 131211Flow (cfs)2 1 0 Type III 24-hr 100-yr Rainfall=8.02" Runoff Area=17,263 sf Runoff Volume=0.179 af Runoff Depth=5.41" Tc=6.0 min CN=78 2.49 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 53HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Drainage Area 4 Runoff = 2.21 cfs @ 12.08 hrs, Volume= 0.169 af, Depth= 6.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=8.02" Area (sf) CN Description 11,247 98 Paved parking, HSG A 1,478 39 >75% Grass cover, Good, HSG A 12,725 91 Weighted Average 1,478 11.61% Pervious Area 11,247 88.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 4S: Drainage Area 4 Runoff Hydrograph Time (hours) 131211Flow (cfs)2 1 0 Type III 24-hr 100-yr Rainfall=8.02" Runoff Area=12,725 sf Runoff Volume=0.169 af Runoff Depth=6.94" Tc=6.0 min CN=91 2.21 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 54HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Drainage Area 5 Runoff = 1.75 cfs @ 12.08 hrs, Volume= 0.129 af, Depth= 6.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=8.02" Area (sf) CN Description 8,520 98 Paved parking, HSG A 2,134 39 >75% Grass cover, Good, HSG A 10,654 86 Weighted Average 2,134 20.03% Pervious Area 8,520 79.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5S: Drainage Area 5 Runoff Hydrograph Time (hours) 131211Flow (cfs)1 0 Type III 24-hr 100-yr Rainfall=8.02" Runoff Area=10,654 sf Runoff Volume=0.129 af Runoff Depth=6.35" Tc=6.0 min CN=86 1.75 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 55HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Drainage Area 6 Runoff = 2.19 cfs @ 12.08 hrs, Volume= 0.163 af, Depth= 6.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=8.02" Area (sf) CN Description 10,700 98 Paved parking, HSG A 2,481 39 >75% Grass cover, Good, HSG A 13,181 87 Weighted Average 2,481 18.82% Pervious Area 10,700 81.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 6S: Drainage Area 6 Runoff Hydrograph Time (hours) 131211Flow (cfs)2 1 0 Type III 24-hr 100-yr Rainfall=8.02" Runoff Area=13,181 sf Runoff Volume=0.163 af Runoff Depth=6.47" Tc=6.0 min CN=87 2.19 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 56HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Drainage Area 7 Runoff = 1.61 cfs @ 12.09 hrs, Volume= 0.119 af, Depth= 6.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=8.02" Area (sf) CN Description 7,828 98 Paved parking, HSG A 2,135 39 >75% Grass cover, Good, HSG A 9,963 85 Weighted Average 2,135 21.43% Pervious Area 7,828 78.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 7S: Drainage Area 7 Runoff Hydrograph Time (hours) 131211Flow (cfs)1 0 Type III 24-hr 100-yr Rainfall=8.02" Runoff Area=9,963 sf Runoff Volume=0.119 af Runoff Depth=6.23" Tc=6.0 min CN=85 1.61 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 57HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Drainage Area 8 Runoff = 3.82 cfs @ 12.08 hrs, Volume= 0.285 af, Depth= 6.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=8.02" Area (sf) CN Description 18,587 98 Paved parking, HSG A 4,405 39 >75% Grass cover, Good, HSG A 22,992 87 Weighted Average 4,405 19.16% Pervious Area 18,587 80.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 8S: Drainage Area 8 Runoff Hydrograph Time (hours) 131211Flow (cfs)4 3 2 1 0 Type III 24-hr 100-yr Rainfall=8.02" Runoff Area=22,992 sf Runoff Volume=0.285 af Runoff Depth=6.47" Tc=6.0 min CN=87 3.82 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 58HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: Drainage Area 9 Runoff = 1.15 cfs @ 12.08 hrs, Volume= 0.089 af, Depth= 7.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=8.02" Area (sf) CN Description 5,895 98 Paved parking, HSG A 680 39 >75% Grass cover, Good, HSG A 6,575 92 Weighted Average 680 10.34% Pervious Area 5,895 89.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 9S: Drainage Area 9 Runoff Hydrograph Time (hours) 131211Flow (cfs)1 0 Type III 24-hr 100-yr Rainfall=8.02" Runoff Area=6,575 sf Runoff Volume=0.089 af Runoff Depth=7.06" Tc=6.0 min CN=92 1.15 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 59HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: Drainage Area 10 Runoff = 0.16 cfs @ 12.12 hrs, Volume= 0.017 af, Depth= 1.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=8.02" Area (sf) CN Description 7,644 39 >75% Grass cover, Good, HSG A 7,644 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 10S: Drainage Area 10 Runoff Hydrograph Time (hours) 131211Flow (cfs)0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 100-yr Rainfall=8.02" Runoff Area=7,644 sf Runoff Volume=0.017 af Runoff Depth=1.17" Tc=6.0 min CN=39 0.16 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 60HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 1: Detention Pond 1 Inflow Area = 2.216 ac, 70.26% Impervious, Inflow Depth = 5.72" for 100-yr event Inflow = 14.38 cfs @ 12.09 hrs, Volume= 1.056 af Primary = 14.38 cfs @ 12.09 hrs, Volume= 1.056 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 1: Detention Pond 1 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.216 ac 14.38 cfs14.38 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 61HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 1L: DP-1 Inflow Area = 0.600 ac, 50.01% Impervious, Inflow Depth = 4.37" for 100-yr event Inflow = 3.08 cfs @ 12.09 hrs, Volume= 0.218 af Primary = 3.08 cfs @ 12.09 hrs, Volume= 0.218 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 1L: DP-1 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)3 2 1 0 Inflow Area=0.600 ac 3.08 cfs3.08 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 62HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 2: Detention Pond 2 Inflow Area = 1.083 ac, 68.49% Impervious, Inflow Depth = 5.64" for 100-yr event Inflow = 6.72 cfs @ 12.09 hrs, Volume= 0.509 af Primary = 6.72 cfs @ 12.09 hrs, Volume= 0.509 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 2: Detention Pond 2 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=1.083 ac 6.72 cfs6.72 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 63HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 2L: DP-2 Inflow Area = 0.381 ac, 77.76% Impervious, Inflow Depth = 6.23" for 100-yr event Inflow = 2.68 cfs @ 12.09 hrs, Volume= 0.198 af Primary = 2.68 cfs @ 12.09 hrs, Volume= 0.198 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 2L: DP-2 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)3 2 1 0 Inflow Area=0.381 ac 2.68 cfs2.68 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 64HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 3L: DP-3 Inflow Area = 0.396 ac, 66.07% Impervious, Inflow Depth = 5.41" for 100-yr event Inflow = 2.49 cfs @ 12.09 hrs, Volume= 0.179 af Primary = 2.49 cfs @ 12.09 hrs, Volume= 0.179 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 3L: DP-3 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)2 1 0 Inflow Area=0.396 ac 2.49 cfs2.49 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 65HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 4L: DP-4 Inflow Area = 0.292 ac, 88.39% Impervious, Inflow Depth = 6.94" for 100-yr event Inflow = 2.21 cfs @ 12.08 hrs, Volume= 0.169 af Primary = 2.21 cfs @ 12.08 hrs, Volume= 0.169 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 4L: DP-4 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)2 1 0 Inflow Area=0.292 ac 2.21 cfs2.21 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 66HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 5L: DP-5 Inflow Area = 0.245 ac, 79.97% Impervious, Inflow Depth = 6.35" for 100-yr event Inflow = 1.75 cfs @ 12.08 hrs, Volume= 0.129 af Primary = 1.75 cfs @ 12.08 hrs, Volume= 0.129 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 5L: DP-5 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)1 0 Inflow Area=0.245 ac 1.75 cfs1.75 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 67HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 6L: DP-6 Inflow Area = 0.303 ac, 81.18% Impervious, Inflow Depth = 6.47" for 100-yr event Inflow = 2.19 cfs @ 12.08 hrs, Volume= 0.163 af Primary = 2.19 cfs @ 12.08 hrs, Volume= 0.163 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 6L: DP-6 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)2 1 0 Inflow Area=0.303 ac 2.19 cfs2.19 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 68HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 7L: DP-7 Inflow Area = 0.229 ac, 78.57% Impervious, Inflow Depth = 6.23" for 100-yr event Inflow = 1.61 cfs @ 12.09 hrs, Volume= 0.119 af Primary = 1.61 cfs @ 12.09 hrs, Volume= 0.119 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 7L: DP-7 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)1 0 Inflow Area=0.229 ac 1.61 cfs1.61 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 69HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 8L: DP-8 Inflow Area = 0.528 ac, 80.84% Impervious, Inflow Depth = 6.47" for 100-yr event Inflow = 3.82 cfs @ 12.08 hrs, Volume= 0.285 af Primary = 3.82 cfs @ 12.08 hrs, Volume= 0.285 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 8L: DP-8 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)4 3 2 1 0 Inflow Area=0.528 ac 3.82 cfs3.82 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 70HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 9L: DP-9 Inflow Area = 0.151 ac, 89.66% Impervious, Inflow Depth = 7.06" for 100-yr event Inflow = 1.15 cfs @ 12.08 hrs, Volume= 0.089 af Primary = 1.15 cfs @ 12.08 hrs, Volume= 0.089 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 9L: DP-9 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)1 0 Inflow Area=0.151 ac 1.15 cfs1.15 cfs Brewster Golf Course Pre-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 71HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 10L: DP-10 Inflow Area = 0.175 ac, 0.00% Impervious, Inflow Depth = 1.17" for 100-yr event Inflow = 0.16 cfs @ 12.12 hrs, Volume= 0.017 af Primary = 0.16 cfs @ 12.12 hrs, Volume= 0.017 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 10L: DP-10 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.175 ac 0.16 cfs0.16 cfs Brewster Golf Course Pre-Dev Report Table of ContentsBrewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Rainfall Events Listing 3 Area Listing (all nodes) 4 Soil Listing (all nodes) 5 Ground Covers (all nodes) 2-yr Event 6 Subcat 1S: Drainage Area 1 7 Subcat 2S: Drainage Area 2 8 Subcat 3S: Drainage Area 3 9 Subcat 4S: Drainage Area 4 10 Subcat 5S: Drainage Area 5 11 Subcat 6S: Drainage Area 6 12 Subcat 7S: Drainage Area 7 13 Subcat 8S: Drainage Area 8 14 Subcat 9S: Drainage Area 9 15 Subcat 10S: Drainage Area 10 16 Link 1: Detention Pond 1 17 Link 1L: DP-1 18 Link 2: Detention Pond 2 19 Link 2L: DP-2 20 Link 3L: DP-3 21 Link 4L: DP-4 22 Link 5L: DP-5 23 Link 6L: DP-6 24 Link 7L: DP-7 25 Link 8L: DP-8 26 Link 9L: DP-9 27 Link 10L: DP-10 10-yr Event 28 Subcat 1S: Drainage Area 1 29 Subcat 2S: Drainage Area 2 30 Subcat 3S: Drainage Area 3 31 Subcat 4S: Drainage Area 4 32 Subcat 5S: Drainage Area 5 33 Subcat 6S: Drainage Area 6 34 Subcat 7S: Drainage Area 7 35 Subcat 8S: Drainage Area 8 36 Subcat 9S: Drainage Area 9 37 Subcat 10S: Drainage Area 10 38 Link 1: Detention Pond 1 39 Link 1L: DP-1 40 Link 2: Detention Pond 2 41 Link 2L: DP-2 Brewster Golf Course Pre-Dev Report Table of ContentsBrewster_GolfCourse_Pre-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC 42 Link 3L: DP-3 43 Link 4L: DP-4 44 Link 5L: DP-5 45 Link 6L: DP-6 46 Link 7L: DP-7 47 Link 8L: DP-8 48 Link 9L: DP-9 49 Link 10L: DP-10 100-yr Event 50 Subcat 1S: Drainage Area 1 51 Subcat 2S: Drainage Area 2 52 Subcat 3S: Drainage Area 3 53 Subcat 4S: Drainage Area 4 54 Subcat 5S: Drainage Area 5 55 Subcat 6S: Drainage Area 6 56 Subcat 7S: Drainage Area 7 57 Subcat 8S: Drainage Area 8 58 Subcat 9S: Drainage Area 9 59 Subcat 10S: Drainage Area 10 60 Link 1: Detention Pond 1 61 Link 1L: DP-1 62 Link 2: Detention Pond 2 63 Link 2L: DP-2 64 Link 3L: DP-3 65 Link 4L: DP-4 66 Link 5L: DP-5 67 Link 6L: DP-6 68 Link 7L: DP-7 69 Link 8L: DP-8 70 Link 9L: DP-9 71 Link 10L: DP-10 1S Drainage Area 1 2C Solar Canopy 2 2S Drainage Area 2 3C Solar Canopy 3 3S Drainage Area 3 4S Drainage Area 4 5C Solar Canopy 3 5S Drainage Area 5 6C Solar Canopy 4 6S Drainage Area 6 7S Drainage Area 7 8C Solar Canopy 88S Drainage Area 8 9C Solar Canopy 9 9S Drainage Area 9 10S Drainage Area 10 2-IT Infiltration Trench 2 3-IT Infiltration Trench 3 5-IT Infiltration Trench 5 6-IT Infiltration Trench 6 8P Infiltration Trench 8 9P Infiltration Trench 6 1 Detention Pond 1 1L DP-1 2 Detention Pond 2 2L DP-2 3L DP-3 4L DP-4 5L DP-5 6L DP-6 7L DP-7 8L DP-8 9L DP-9 10L DP-10 Routing Diagram for Brewster_GolfCourse_Post-Dev-02 Prepared by Tetra Tech Inc, Printed 11/12/2020 HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link Brewster Golf Course Post-Dev Report Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 2HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2-yr Type III 24-hr Default 24.00 1 3.25 2 2 10-yr Type III 24-hr Default 24.00 1 4.71 2 3 100-yr Type III 24-hr Default 24.00 1 8.02 2 Brewster Golf Course Post-Dev Report Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 3HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (sq-ft) CN Description (subcatchment-numbers) 20,707 39 >75% Grass cover, Good, HSG A (1S, 2S, 3S, 4S, 5S, 6S, 7S, 8S, 9S, 10S) 81,926 98 Paved parking, HSG A (1S, 2S, 3S, 4S, 5S, 6S, 7S, 8S, 9S, 10S) 42,580 98 Unconnected roofs, HSG A (2C, 3C, 5C, 6C, 8C, 9C) 145,213 90 TOTAL AREA Brewster Golf Course Post-Dev Report Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 4HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (sq-ft) Soil Group Subcatchment Numbers 145,213 HSG A 1S, 2C, 2S, 3C, 3S, 4S, 5C, 5S, 6C, 6S, 7S, 8C, 8S, 9C, 9S, 10S 0 HSG B 0 HSG C 0 HSG D 0 Other 145,213 TOTAL AREA Brewster Golf Course Post-Dev Report Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 5HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (sq-ft) HSG-B (sq-ft) HSG-C (sq-ft) HSG-D (sq-ft) Other (sq-ft) Total (sq-ft) Ground Cover Sub Num 20,707 000020,707 >75% Grass cover, Good 81,926 000081,926 Paved parking 42,580 000042,580 Unconnected roofs 145,213 0000145,213 TOTAL AREA Brewster Golf Course Post-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 6HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Drainage Area 1 Runoff = 0.56 cfs @ 12.10 hrs, Volume= 1,875 cf, Depth= 0.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.25" Area (sf) CN Description 12,933 98 Paved parking, HSG A 10,484 39 >75% Grass cover, Good, HSG A 23,417 72 Weighted Average 10,484 44.77% Pervious Area 12,933 55.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1S: Drainage Area 1 Runoff Hydrograph Time (hours) 131211Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-yr Rainfall=3.25" Runoff Area=23,417 sf Runoff Volume=1,875 cf Runoff Depth=0.96" Tc=6.0 min CN=72 0.56 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 7HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2C: Solar Canopy 2 Runoff = 0.84 cfs @ 12.08 hrs, Volume= 2,902 cf, Depth= 3.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.25" Area (sf) CN Description 11,540 98 Unconnected roofs, HSG A 11,540 100.00% Impervious Area 11,540 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2C: Solar Canopy 2 Runoff Hydrograph Time (hours) 131211Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-yr Rainfall=3.25" Runoff Area=11,540 sf Runoff Volume=2,902 cf Runoff Depth=3.02" Tc=6.0 min CN=98 0.84 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 8HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Drainage Area 2 Runoff = 0.42 cfs @ 12.09 hrs, Volume= 1,327 cf, Depth= 2.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.25" Area (sf) CN Description 6,004 98 Paved parking, HSG A 636 39 >75% Grass cover, Good, HSG A 6,640 92 Weighted Average 636 9.58% Pervious Area 6,004 90.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Drainage Area 2 Runoff Hydrograph Time (hours) 131211Flow (cfs)0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2-yr Rainfall=3.25" Runoff Area=6,640 sf Runoff Volume=1,327 cf Runoff Depth=2.40" Tc=6.0 min CN=92 0.42 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 9HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 3C: Solar Canopy 3 Runoff = 0.84 cfs @ 12.08 hrs, Volume= 2,902 cf, Depth= 3.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.25" Area (sf) CN Description 11,540 98 Unconnected roofs, HSG A 11,540 100.00% Impervious Area 11,540 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3C: Solar Canopy 3 Runoff Hydrograph Time (hours) 131211Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-yr Rainfall=3.25" Runoff Area=11,540 sf Runoff Volume=2,902 cf Runoff Depth=3.02" Tc=6.0 min CN=98 0.84 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 10HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Drainage Area 3 Runoff = 0.47 cfs @ 12.09 hrs, Volume= 1,466 cf, Depth= 1.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.25" Area (sf) CN Description 7,235 98 Paved parking, HSG A 1,747 39 >75% Grass cover, Good, HSG A 8,982 87 Weighted Average 1,747 19.45% Pervious Area 7,235 80.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: Drainage Area 3 Runoff Hydrograph Time (hours) 131211Flow (cfs)0.52 0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2-yr Rainfall=3.25" Runoff Area=8,982 sf Runoff Volume=1,466 cf Runoff Depth=1.96" Tc=6.0 min CN=87 0.47 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 11HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Drainage Area 4 Runoff = 0.73 cfs @ 12.08 hrs, Volume= 2,381 cf, Depth= 2.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.25" Area (sf) CN Description 10,014 98 Paved parking, HSG A 591 39 >75% Grass cover, Good, HSG A 10,605 95 Weighted Average 591 5.57% Pervious Area 10,014 94.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 4S: Drainage Area 4 Runoff Hydrograph Time (hours) 131211Flow (cfs)0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-yr Rainfall=3.25" Runoff Area=10,605 sf Runoff Volume=2,381 cf Runoff Depth=2.69" Tc=6.0 min CN=95 0.73 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 12HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 5C: Solar Canopy 3 Runoff = 0.34 cfs @ 12.08 hrs, Volume= 1,192 cf, Depth= 3.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.25" Area (sf) CN Description 4,742 98 Unconnected roofs, HSG A 4,742 100.00% Impervious Area 4,742 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5C: Solar Canopy 3 Runoff Hydrograph Time (hours) 131211Flow (cfs)0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2-yr Rainfall=3.25" Runoff Area=4,742 sf Runoff Volume=1,192 cf Runoff Depth=3.02" Tc=6.0 min CN=98 0.34 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 13HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Drainage Area 5 Runoff = 0.35 cfs @ 12.09 hrs, Volume= 1,082 cf, Depth= 2.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.25" Area (sf) CN Description 5,287 98 Paved parking, HSG A 1,073 39 >75% Grass cover, Good, HSG A 6,360 88 Weighted Average 1,073 16.87% Pervious Area 5,287 83.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5S: Drainage Area 5 Runoff Hydrograph Time (hours) 131211Flow (cfs)0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2-yr Rainfall=3.25" Runoff Area=6,360 sf Runoff Volume=1,082 cf Runoff Depth=2.04" Tc=6.0 min CN=88 0.35 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 14HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 6C: Solar Canopy 4 Runoff = 0.34 cfs @ 12.08 hrs, Volume= 1,192 cf, Depth= 3.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.25" Area (sf) CN Description 4,742 98 Unconnected roofs, HSG A 4,742 100.00% Impervious Area 4,742 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 6C: Solar Canopy 4 Runoff Hydrograph Time (hours) 131211Flow (cfs)0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2-yr Rainfall=3.25" Runoff Area=4,742 sf Runoff Volume=1,192 cf Runoff Depth=3.02" Tc=6.0 min CN=98 0.34 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 15HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Drainage Area 6 Runoff = 0.61 cfs @ 12.09 hrs, Volume= 1,935 cf, Depth= 2.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.25" Area (sf) CN Description 8,950 98 Paved parking, HSG A 1,123 39 >75% Grass cover, Good, HSG A 10,073 91 Weighted Average 1,123 11.15% Pervious Area 8,950 88.85% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 6S: Drainage Area 6 Runoff Hydrograph Time (hours) 131211Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-yr Rainfall=3.25" Runoff Area=10,073 sf Runoff Volume=1,935 cf Runoff Depth=2.31" Tc=6.0 min CN=91 0.61 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 16HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Drainage Area 7 Runoff = 0.50 cfs @ 12.09 hrs, Volume= 1,573 cf, Depth= 2.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.25" Area (sf) CN Description 7,100 98 Paved parking, HSG A 770 39 >75% Grass cover, Good, HSG A 7,870 92 Weighted Average 770 9.78% Pervious Area 7,100 90.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 7S: Drainage Area 7 Runoff Hydrograph Time (hours) 131211Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-yr Rainfall=3.25" Runoff Area=7,870 sf Runoff Volume=1,573 cf Runoff Depth=2.40" Tc=6.0 min CN=92 0.50 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 17HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 8C: Solar Canopy 8 Runoff = 0.36 cfs @ 12.08 hrs, Volume= 1,259 cf, Depth= 3.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.25" Area (sf) CN Description 5,008 98 Unconnected roofs, HSG A 5,008 100.00% Impervious Area 5,008 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 8C: Solar Canopy 8 Runoff Hydrograph Time (hours) 131211Flow (cfs)0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2-yr Rainfall=3.25" Runoff Area=5,008 sf Runoff Volume=1,259 cf Runoff Depth=3.02" Tc=6.0 min CN=98 0.36 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 18HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Drainage Area 8 Runoff = 1.15 cfs @ 12.08 hrs, Volume= 3,820 cf, Depth= 2.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.25" Area (sf) CN Description 15,822 98 Paved parking, HSG A 557 39 >75% Grass cover, Good, HSG A 16,379 96 Weighted Average 557 3.40% Pervious Area 15,822 96.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 8S: Drainage Area 8 Runoff Hydrograph Time (hours) 131211Flow (cfs)1 0 Type III 24-hr 2-yr Rainfall=3.25" Runoff Area=16,379 sf Runoff Volume=3,820 cf Runoff Depth=2.80" Tc=6.0 min CN=96 1.15 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 19HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 9C: Solar Canopy 9 Runoff = 0.36 cfs @ 12.08 hrs, Volume= 1,259 cf, Depth= 3.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.25" Area (sf) CN Description 5,008 98 Unconnected roofs, HSG A 5,008 100.00% Impervious Area 5,008 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 9C: Solar Canopy 9 Runoff Hydrograph Time (hours) 131211Flow (cfs)0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2-yr Rainfall=3.25" Runoff Area=5,008 sf Runoff Volume=1,259 cf Runoff Depth=3.02" Tc=6.0 min CN=98 0.36 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 20HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: Drainage Area 9 Runoff = 0.32 cfs @ 12.08 hrs, Volume= 1,046 cf, Depth= 2.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.25" Area (sf) CN Description 4,399 98 Paved parking, HSG A 262 39 >75% Grass cover, Good, HSG A 4,661 95 Weighted Average 262 5.62% Pervious Area 4,399 94.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 9S: Drainage Area 9 Runoff Hydrograph Time (hours) 131211Flow (cfs)0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2-yr Rainfall=3.25" Runoff Area=4,661 sf Runoff Volume=1,046 cf Runoff Depth=2.69" Tc=6.0 min CN=95 0.32 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 21HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: Drainage Area 10 Runoff = 0.17 cfs @ 12.10 hrs, Volume= 579 cf, Depth= 0.91" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.25" Area (sf) CN Description 3,464 39 >75% Grass cover, Good, HSG A 4,182 98 Paved parking, HSG A 7,646 71 Weighted Average 3,464 45.30% Pervious Area 4,182 54.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 10S: Drainage Area 10 Runoff Hydrograph Time (hours) 131211Flow (cfs)0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 2-yr Rainfall=3.25" Runoff Area=7,646 sf Runoff Volume=579 cf Runoff Depth=0.91" Tc=6.0 min CN=71 0.17 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 22HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2-IT: Infiltration Trench 2 Inflow Area = 11,540 sf,100.00% Impervious, Inflow Depth = 3.02" for 2-yr event Inflow = 0.84 cfs @ 12.08 hrs, Volume= 2,902 cf Outflow = 0.38 cfs @ 12.25 hrs, Volume= 2,902 cf, Atten= 54%, Lag= 10.0 min Discarded = 0.38 cfs @ 12.25 hrs, Volume= 2,902 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= -1.78' @ 12.25 hrs Surf.Area= 0.017 ac Storage= 0.011 af Flood Elev= 4.00' Surf.Area= 0.025 ac Storage= 0.026 af Plug-Flow detention time= 8.8 min calculated for 2,901 cf (100% of inflow) Center-of-Mass det. time= 8.8 min ( 764.9 - 756.1 ) Volume Invert Avail.Storage Storage Description #1 -4.00' 0.026 af 2.00'W x 175.00'L x 4.00'H Prismatoid Z=0.5 0.065 af Overall x 40.0% Voids Device Routing Invert Outlet Devices #0 Primary 0.00'Automatic Storage Overflow (Discharged without head) #1 Discarded -4.00'8.270 in/hr Exfiltration over Wetted area Conductivity to Groundwater Elevation = -6.00' Phase-In= 0.01' Discarded OutFlow Max=0.38 cfs @ 12.25 hrs HW=-1.78' (Free Discharge) 1=Exfiltration ( Controls 0.38 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=-4.00' TW=0.00' (Dynamic Tailwater) Brewster Golf Course Post-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 23HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Pond 2-IT: Infiltration Trench 2 Inflow Outflow Discarded Primary Hydrograph Time (hours) 131211Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=11,540 sf Peak Elev=-1.78' Storage=0.011 af 0.84 cfs 0.38 cfs0.38 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 24HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3-IT: Infiltration Trench 3 Inflow Area = 11,540 sf,100.00% Impervious, Inflow Depth = 3.02" for 2-yr event Inflow = 0.84 cfs @ 12.08 hrs, Volume= 2,902 cf Outflow = 0.38 cfs @ 12.25 hrs, Volume= 2,902 cf, Atten= 54%, Lag= 10.0 min Discarded = 0.38 cfs @ 12.25 hrs, Volume= 2,902 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= -1.78' @ 12.25 hrs Surf.Area= 0.017 ac Storage= 0.011 af Plug-Flow detention time= 8.8 min calculated for 2,901 cf (100% of inflow) Center-of-Mass det. time= 8.8 min ( 764.9 - 756.1 ) Volume Invert Avail.Storage Storage Description #1 -4.00' 0.026 af 2.00'W x 175.00'L x 4.00'H Prismatoid Z=0.5 0.065 af Overall x 40.0% Voids Device Routing Invert Outlet Devices #0 Primary 0.00'Automatic Storage Overflow (Discharged without head) #1 Discarded -4.00'8.270 in/hr Exfiltration over Wetted area Conductivity to Groundwater Elevation = -6.00' Phase-In= 0.01' Discarded OutFlow Max=0.38 cfs @ 12.25 hrs HW=-1.78' (Free Discharge) 1=Exfiltration ( Controls 0.38 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=-4.00' TW=0.00' (Dynamic Tailwater) Brewster Golf Course Post-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 25HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Pond 3-IT: Infiltration Trench 3 Inflow Outflow Discarded Primary Hydrograph Time (hours) 131211Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=11,540 sf Peak Elev=-1.78' Storage=0.011 af 0.84 cfs 0.38 cfs0.38 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 26HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Pond 5-IT: Infiltration Trench 5 Inflow Area = 4,742 sf,100.00% Impervious, Inflow Depth = 3.02" for 2-yr event Inflow = 0.34 cfs @ 12.08 hrs, Volume= 1,192 cf Outflow = 0.15 cfs @ 12.27 hrs, Volume= 1,192 cf, Atten= 57%, Lag= 11.2 min Discarded = 0.15 cfs @ 12.27 hrs, Volume= 1,192 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= -0.13' @ 12.27 hrs Surf.Area= 0.005 ac Storage= 0.005 af Plug-Flow detention time= 12.9 min calculated for 1,192 cf (100% of inflow) Center-of-Mass det. time= 12.9 min ( 769.0 - 756.1 ) Volume Invert Avail.Storage Storage Description #1 -4.00' 0.005 af 2.00'W x 35.00'L x 4.00'H Prismatoid Z=0.5 0.014 af Overall x 40.0% Voids Device Routing Invert Outlet Devices #0 Primary 0.00'Automatic Storage Overflow (Discharged without head) #1 Discarded -4.00'8.270 in/hr Exfiltration over Wetted area Conductivity to Groundwater Elevation = -6.00' Phase-In= 0.01' Discarded OutFlow Max=0.15 cfs @ 12.27 hrs HW=-0.13' (Free Discharge) 1=Exfiltration ( Controls 0.15 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=-4.00' TW=0.00' (Dynamic Tailwater) Brewster Golf Course Post-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 27HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Pond 5-IT: Infiltration Trench 5 Inflow Outflow Discarded Primary Hydrograph Time (hours) 131211Flow (cfs)0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=4,742 sf Peak Elev=-0.13' Storage=0.005 af 0.34 cfs 0.15 cfs0.15 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 28HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Pond 6-IT: Infiltration Trench 6 Inflow Area = 4,742 sf,100.00% Impervious, Inflow Depth = 3.02" for 2-yr event Inflow = 0.34 cfs @ 12.08 hrs, Volume= 1,192 cf Outflow = 0.15 cfs @ 12.27 hrs, Volume= 1,192 cf, Atten= 57%, Lag= 11.2 min Discarded = 0.15 cfs @ 12.27 hrs, Volume= 1,192 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= -0.13' @ 12.27 hrs Surf.Area= 0.005 ac Storage= 0.005 af Flood Elev= 4.00' Surf.Area= 0.005 ac Storage= 0.005 af Plug-Flow detention time= 12.9 min calculated for 1,192 cf (100% of inflow) Center-of-Mass det. time= 12.9 min ( 769.0 - 756.1 ) Volume Invert Avail.Storage Storage Description #1 -4.00' 0.005 af 2.00'W x 35.00'L x 4.00'H Prismatoid Z=0.5 0.014 af Overall x 40.0% Voids Device Routing Invert Outlet Devices #0 Primary 0.00'Automatic Storage Overflow (Discharged without head) #1 Discarded -4.00'8.270 in/hr Exfiltration over Wetted area Conductivity to Groundwater Elevation = -6.00' Phase-In= 0.01' Discarded OutFlow Max=0.15 cfs @ 12.27 hrs HW=-0.13' (Free Discharge) 1=Exfiltration ( Controls 0.15 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=-4.00' TW=0.00' (Dynamic Tailwater) Brewster Golf Course Post-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 29HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Pond 6-IT: Infiltration Trench 6 Inflow Outflow Discarded Primary Hydrograph Time (hours) 131211Flow (cfs)0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=4,742 sf Peak Elev=-0.13' Storage=0.005 af 0.34 cfs 0.15 cfs0.15 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 30HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Pond 8P: Infiltration Trench 8 Inflow Area = 5,008 sf,100.00% Impervious, Inflow Depth = 3.02" for 2-yr event Inflow = 0.36 cfs @ 12.08 hrs, Volume= 1,259 cf Outflow = 0.17 cfs @ 12.24 hrs, Volume= 1,259 cf, Atten= 53%, Lag= 9.3 min Discarded = 0.17 cfs @ 12.24 hrs, Volume= 1,259 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= -2.38' @ 12.24 hrs Surf.Area= 0.009 ac Storage= 0.004 af Plug-Flow detention time= 7.1 min calculated for 1,259 cf (100% of inflow) Center-of-Mass det. time= 7.1 min ( 763.2 - 756.1 ) Volume Invert Avail.Storage Storage Description #1 -4.00' 0.016 af 2.00'W x 105.00'L x 4.00'H Prismatoid Z=0.5 0.039 af Overall x 40.0% Voids Device Routing Invert Outlet Devices #0 Primary 0.00'Automatic Storage Overflow (Discharged without head) #1 Discarded -4.00'8.270 in/hr Exfiltration over Wetted area Conductivity to Groundwater Elevation = -6.00' Phase-In= 0.01' Discarded OutFlow Max=0.17 cfs @ 12.24 hrs HW=-2.38' (Free Discharge) 1=Exfiltration ( Controls 0.17 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=-4.00' TW=0.00' (Dynamic Tailwater) Brewster Golf Course Post-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 31HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Pond 8P: Infiltration Trench 8 Inflow Outflow Discarded Primary Hydrograph Time (hours) 131211Flow (cfs)0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=5,008 sf Peak Elev=-2.38' Storage=0.004 af 0.36 cfs 0.17 cfs0.17 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 32HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Pond 9P: Infiltration Trench 6 Inflow Area = 5,008 sf,100.00% Impervious, Inflow Depth = 3.02" for 2-yr event Inflow = 0.36 cfs @ 12.08 hrs, Volume= 1,259 cf Outflow = 0.17 cfs @ 12.24 hrs, Volume= 1,259 cf, Atten= 53%, Lag= 9.3 min Discarded = 0.17 cfs @ 12.24 hrs, Volume= 1,259 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= -2.38' @ 12.24 hrs Surf.Area= 0.009 ac Storage= 0.004 af Plug-Flow detention time= 7.1 min calculated for 1,259 cf (100% of inflow) Center-of-Mass det. time= 7.1 min ( 763.2 - 756.1 ) Volume Invert Avail.Storage Storage Description #1 -4.00' 0.016 af 2.00'W x 105.00'L x 4.00'H Prismatoid Z=0.5 0.039 af Overall x 40.0% Voids Device Routing Invert Outlet Devices #0 Primary 0.00'Automatic Storage Overflow (Discharged without head) #1 Discarded -4.00'8.270 in/hr Exfiltration over Wetted area Conductivity to Groundwater Elevation = -6.00' Phase-In= 0.01' Discarded OutFlow Max=0.17 cfs @ 12.24 hrs HW=-2.38' (Free Discharge) 1=Exfiltration ( Controls 0.17 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=-4.00' TW=0.00' (Dynamic Tailwater) Brewster Golf Course Post-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 33HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Pond 9P: Infiltration Trench 6 Inflow Outflow Discarded Primary Hydrograph Time (hours) 131211Flow (cfs)0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=5,008 sf Peak Elev=-2.38' Storage=0.004 af 0.36 cfs 0.17 cfs0.17 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 34HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 1: Detention Pond 1 Inflow Area = 98,641 sf, 84.13% Impervious, Inflow Depth = 1.22" for 2-yr event Inflow = 3.14 cfs @ 12.09 hrs, Volume= 10,066 cf Primary = 3.14 cfs @ 12.09 hrs, Volume= 10,066 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 1: Detention Pond 1 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)3 2 1 0 Inflow Area=98,641 sf 3.14 cfs3.14 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 35HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 1L: DP-1 Inflow Area = 23,417 sf, 55.23% Impervious, Inflow Depth = 0.96" for 2-yr event Inflow = 0.56 cfs @ 12.10 hrs, Volume= 1,875 cf Primary = 0.56 cfs @ 12.10 hrs, Volume= 1,875 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 1L: DP-1 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=23,417 sf 0.56 cfs0.56 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 36HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 2: Detention Pond 2 Inflow Area = 46,572 sf, 89.15% Impervious, Inflow Depth = 1.81" for 2-yr event Inflow = 2.13 cfs @ 12.09 hrs, Volume= 7,018 cf Primary = 2.13 cfs @ 12.09 hrs, Volume= 7,018 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 2: Detention Pond 2 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)2 1 0 Inflow Area=46,572 sf 2.13 cfs2.13 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 37HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 2L: DP-2 Inflow Area = 18,180 sf, 96.50% Impervious, Inflow Depth = 0.88" for 2-yr event Inflow = 0.42 cfs @ 12.09 hrs, Volume= 1,327 cf Primary = 0.42 cfs @ 12.09 hrs, Volume= 1,327 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 2L: DP-2 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=18,180 sf 0.42 cfs0.42 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 38HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 3L: DP-3 Inflow Area = 20,522 sf, 91.49% Impervious, Inflow Depth = 0.86" for 2-yr event Inflow = 0.47 cfs @ 12.09 hrs, Volume= 1,466 cf Primary = 0.47 cfs @ 12.09 hrs, Volume= 1,466 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 3L: DP-3 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=20,522 sf 0.47 cfs0.47 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 39HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 4L: DP-4 Inflow Area = 10,605 sf, 94.43% Impervious, Inflow Depth = 2.69" for 2-yr event Inflow = 0.73 cfs @ 12.08 hrs, Volume= 2,381 cf Primary = 0.73 cfs @ 12.08 hrs, Volume= 2,381 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 4L: DP-4 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=10,605 sf 0.73 cfs0.73 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 40HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 5L: DP-5 Inflow Area = 11,102 sf, 90.34% Impervious, Inflow Depth = 1.17" for 2-yr event Inflow = 0.35 cfs @ 12.09 hrs, Volume= 1,082 cf Primary = 0.35 cfs @ 12.09 hrs, Volume= 1,082 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 5L: DP-5 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=11,102 sf 0.35 cfs0.35 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 41HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 6L: DP-6 Inflow Area = 14,815 sf, 92.42% Impervious, Inflow Depth = 1.57" for 2-yr event Inflow = 0.61 cfs @ 12.09 hrs, Volume= 1,935 cf Primary = 0.61 cfs @ 12.09 hrs, Volume= 1,935 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 6L: DP-6 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=14,815 sf 0.61 cfs0.61 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 42HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 7L: DP-7 Inflow Area = 7,870 sf, 90.22% Impervious, Inflow Depth = 2.40" for 2-yr event Inflow = 0.50 cfs @ 12.09 hrs, Volume= 1,573 cf Primary = 0.50 cfs @ 12.09 hrs, Volume= 1,573 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 7L: DP-7 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=7,870 sf 0.50 cfs0.50 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 43HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 8L: DP-8 Inflow Area = 21,387 sf, 97.40% Impervious, Inflow Depth = 2.14" for 2-yr event Inflow = 1.15 cfs @ 12.08 hrs, Volume= 3,820 cf Primary = 1.15 cfs @ 12.08 hrs, Volume= 3,820 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 8L: DP-8 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)1 0 Inflow Area=21,387 sf 1.15 cfs1.15 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 44HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 9L: DP-9 Inflow Area = 9,669 sf, 97.29% Impervious, Inflow Depth = 1.30" for 2-yr event Inflow = 0.32 cfs @ 12.08 hrs, Volume= 1,046 cf Primary = 0.32 cfs @ 12.08 hrs, Volume= 1,046 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 9L: DP-9 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=9,669 sf 0.32 cfs0.32 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 2-yr Rainfall=3.25"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 45HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 10L: DP-10 Inflow Area = 7,646 sf, 54.70% Impervious, Inflow Depth = 0.91" for 2-yr event Inflow = 0.17 cfs @ 12.10 hrs, Volume= 579 cf Primary = 0.17 cfs @ 12.10 hrs, Volume= 579 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 10L: DP-10 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=7,646 sf 0.17 cfs0.17 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 46HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Drainage Area 1 Runoff = 1.23 cfs @ 12.09 hrs, Volume= 3,858 cf, Depth= 1.98" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.71" Area (sf) CN Description 12,933 98 Paved parking, HSG A 10,484 39 >75% Grass cover, Good, HSG A 23,417 72 Weighted Average 10,484 44.77% Pervious Area 12,933 55.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1S: Drainage Area 1 Runoff Hydrograph Time (hours) 131211Flow (cfs)1 0 Type III 24-hr 10-yr Rainfall=4.71" Runoff Area=23,417 sf Runoff Volume=3,858 cf Runoff Depth=1.98" Tc=6.0 min CN=72 1.23 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 47HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2C: Solar Canopy 2 Runoff = 1.22 cfs @ 12.08 hrs, Volume= 4,302 cf, Depth= 4.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.71" Area (sf) CN Description 11,540 98 Unconnected roofs, HSG A 11,540 100.00% Impervious Area 11,540 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2C: Solar Canopy 2 Runoff Hydrograph Time (hours) 131211Flow (cfs)1 0 Type III 24-hr 10-yr Rainfall=4.71" Runoff Area=11,540 sf Runoff Volume=4,302 cf Runoff Depth=4.47" Tc=6.0 min CN=98 1.22 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 48HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Drainage Area 2 Runoff = 0.65 cfs @ 12.08 hrs, Volume= 2,106 cf, Depth= 3.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.71" Area (sf) CN Description 6,004 98 Paved parking, HSG A 636 39 >75% Grass cover, Good, HSG A 6,640 92 Weighted Average 636 9.58% Pervious Area 6,004 90.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Drainage Area 2 Runoff Hydrograph Time (hours) 131211Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-yr Rainfall=4.71" Runoff Area=6,640 sf Runoff Volume=2,106 cf Runoff Depth=3.81" Tc=6.0 min CN=92 0.65 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 49HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 3C: Solar Canopy 3 Runoff = 1.22 cfs @ 12.08 hrs, Volume= 4,302 cf, Depth= 4.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.71" Area (sf) CN Description 11,540 98 Unconnected roofs, HSG A 11,540 100.00% Impervious Area 11,540 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3C: Solar Canopy 3 Runoff Hydrograph Time (hours) 131211Flow (cfs)1 0 Type III 24-hr 10-yr Rainfall=4.71" Runoff Area=11,540 sf Runoff Volume=4,302 cf Runoff Depth=4.47" Tc=6.0 min CN=98 1.22 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 50HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Drainage Area 3 Runoff = 0.78 cfs @ 12.09 hrs, Volume= 2,466 cf, Depth= 3.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.71" Area (sf) CN Description 7,235 98 Paved parking, HSG A 1,747 39 >75% Grass cover, Good, HSG A 8,982 87 Weighted Average 1,747 19.45% Pervious Area 7,235 80.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: Drainage Area 3 Runoff Hydrograph Time (hours) 131211Flow (cfs)0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-yr Rainfall=4.71" Runoff Area=8,982 sf Runoff Volume=2,466 cf Runoff Depth=3.29" Tc=6.0 min CN=87 0.78 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 51HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Drainage Area 4 Runoff = 1.09 cfs @ 12.08 hrs, Volume= 3,652 cf, Depth= 4.13" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.71" Area (sf) CN Description 10,014 98 Paved parking, HSG A 591 39 >75% Grass cover, Good, HSG A 10,605 95 Weighted Average 591 5.57% Pervious Area 10,014 94.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 4S: Drainage Area 4 Runoff Hydrograph Time (hours) 131211Flow (cfs)1 0 Type III 24-hr 10-yr Rainfall=4.71" Runoff Area=10,605 sf Runoff Volume=3,652 cf Runoff Depth=4.13" Tc=6.0 min CN=95 1.09 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 52HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 5C: Solar Canopy 3 Runoff = 0.50 cfs @ 12.08 hrs, Volume= 1,768 cf, Depth= 4.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.71" Area (sf) CN Description 4,742 98 Unconnected roofs, HSG A 4,742 100.00% Impervious Area 4,742 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5C: Solar Canopy 3 Runoff Hydrograph Time (hours) 131211Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-yr Rainfall=4.71" Runoff Area=4,742 sf Runoff Volume=1,768 cf Runoff Depth=4.47" Tc=6.0 min CN=98 0.50 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 53HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Drainage Area 5 Runoff = 0.57 cfs @ 12.09 hrs, Volume= 1,799 cf, Depth= 3.39" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.71" Area (sf) CN Description 5,287 98 Paved parking, HSG A 1,073 39 >75% Grass cover, Good, HSG A 6,360 88 Weighted Average 1,073 16.87% Pervious Area 5,287 83.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5S: Drainage Area 5 Runoff Hydrograph Time (hours) 131211Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-yr Rainfall=4.71" Runoff Area=6,360 sf Runoff Volume=1,799 cf Runoff Depth=3.39" Tc=6.0 min CN=88 0.57 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 54HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 6C: Solar Canopy 4 Runoff = 0.50 cfs @ 12.08 hrs, Volume= 1,768 cf, Depth= 4.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.71" Area (sf) CN Description 4,742 98 Unconnected roofs, HSG A 4,742 100.00% Impervious Area 4,742 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 6C: Solar Canopy 4 Runoff Hydrograph Time (hours) 131211Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-yr Rainfall=4.71" Runoff Area=4,742 sf Runoff Volume=1,768 cf Runoff Depth=4.47" Tc=6.0 min CN=98 0.50 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 55HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Drainage Area 6 Runoff = 0.96 cfs @ 12.08 hrs, Volume= 3,107 cf, Depth= 3.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.71" Area (sf) CN Description 8,950 98 Paved parking, HSG A 1,123 39 >75% Grass cover, Good, HSG A 10,073 91 Weighted Average 1,123 11.15% Pervious Area 8,950 88.85% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 6S: Drainage Area 6 Runoff Hydrograph Time (hours) 131211Flow (cfs)1 0 Type III 24-hr 10-yr Rainfall=4.71" Runoff Area=10,073 sf Runoff Volume=3,107 cf Runoff Depth=3.70" Tc=6.0 min CN=91 0.96 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 56HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Drainage Area 7 Runoff = 0.77 cfs @ 12.08 hrs, Volume= 2,496 cf, Depth= 3.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.71" Area (sf) CN Description 7,100 98 Paved parking, HSG A 770 39 >75% Grass cover, Good, HSG A 7,870 92 Weighted Average 770 9.78% Pervious Area 7,100 90.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 7S: Drainage Area 7 Runoff Hydrograph Time (hours) 131211Flow (cfs)0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-yr Rainfall=4.71" Runoff Area=7,870 sf Runoff Volume=2,496 cf Runoff Depth=3.81" Tc=6.0 min CN=92 0.77 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 57HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 8C: Solar Canopy 8 Runoff = 0.53 cfs @ 12.08 hrs, Volume= 1,867 cf, Depth= 4.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.71" Area (sf) CN Description 5,008 98 Unconnected roofs, HSG A 5,008 100.00% Impervious Area 5,008 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 8C: Solar Canopy 8 Runoff Hydrograph Time (hours) 131211Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-yr Rainfall=4.71" Runoff Area=5,008 sf Runoff Volume=1,867 cf Runoff Depth=4.47" Tc=6.0 min CN=98 0.53 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 58HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Drainage Area 8 Runoff = 1.70 cfs @ 12.08 hrs, Volume= 5,793 cf, Depth= 4.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.71" Area (sf) CN Description 15,822 98 Paved parking, HSG A 557 39 >75% Grass cover, Good, HSG A 16,379 96 Weighted Average 557 3.40% Pervious Area 15,822 96.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 8S: Drainage Area 8 Runoff Hydrograph Time (hours) 131211Flow (cfs)1 0 Type III 24-hr 10-yr Rainfall=4.71" Runoff Area=16,379 sf Runoff Volume=5,793 cf Runoff Depth=4.24" Tc=6.0 min CN=96 1.70 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 59HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 9C: Solar Canopy 9 Runoff = 0.53 cfs @ 12.08 hrs, Volume= 1,867 cf, Depth= 4.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.71" Area (sf) CN Description 5,008 98 Unconnected roofs, HSG A 5,008 100.00% Impervious Area 5,008 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 9C: Solar Canopy 9 Runoff Hydrograph Time (hours) 131211Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-yr Rainfall=4.71" Runoff Area=5,008 sf Runoff Volume=1,867 cf Runoff Depth=4.47" Tc=6.0 min CN=98 0.53 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 60HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: Drainage Area 9 Runoff = 0.48 cfs @ 12.08 hrs, Volume= 1,605 cf, Depth= 4.13" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.71" Area (sf) CN Description 4,399 98 Paved parking, HSG A 262 39 >75% Grass cover, Good, HSG A 4,661 95 Weighted Average 262 5.62% Pervious Area 4,399 94.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 9S: Drainage Area 9 Runoff Hydrograph Time (hours) 131211Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-yr Rainfall=4.71" Runoff Area=4,661 sf Runoff Volume=1,605 cf Runoff Depth=4.13" Tc=6.0 min CN=95 0.48 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 61HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: Drainage Area 10 Runoff = 0.38 cfs @ 12.09 hrs, Volume= 1,211 cf, Depth= 1.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.71" Area (sf) CN Description 3,464 39 >75% Grass cover, Good, HSG A 4,182 98 Paved parking, HSG A 7,646 71 Weighted Average 3,464 45.30% Pervious Area 4,182 54.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 10S: Drainage Area 10 Runoff Hydrograph Time (hours) 131211Flow (cfs)0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 10-yr Rainfall=4.71" Runoff Area=7,646 sf Runoff Volume=1,211 cf Runoff Depth=1.90" Tc=6.0 min CN=71 0.38 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 62HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2-IT: Infiltration Trench 2 Inflow Area = 11,540 sf,100.00% Impervious, Inflow Depth = 4.47" for 10-yr event Inflow = 1.22 cfs @ 12.08 hrs, Volume= 4,302 cf Outflow = 0.53 cfs @ 12.26 hrs, Volume= 4,302 cf, Atten= 56%, Lag= 10.8 min Discarded = 0.53 cfs @ 12.26 hrs, Volume= 4,302 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= -0.91' @ 12.26 hrs Surf.Area= 0.021 ac Storage= 0.018 af Flood Elev= 4.00' Surf.Area= 0.025 ac Storage= 0.026 af Plug-Flow detention time= 10.9 min calculated for 4,301 cf (100% of inflow) Center-of-Mass det. time= 10.9 min ( 759.9 - 749.0 ) Volume Invert Avail.Storage Storage Description #1 -4.00' 0.026 af 2.00'W x 175.00'L x 4.00'H Prismatoid Z=0.5 0.065 af Overall x 40.0% Voids Device Routing Invert Outlet Devices #0 Primary 0.00'Automatic Storage Overflow (Discharged without head) #1 Discarded -4.00'8.270 in/hr Exfiltration over Wetted area Conductivity to Groundwater Elevation = -6.00' Phase-In= 0.01' Discarded OutFlow Max=0.53 cfs @ 12.26 hrs HW=-0.91' (Free Discharge) 1=Exfiltration ( Controls 0.53 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=-4.00' TW=0.00' (Dynamic Tailwater) Brewster Golf Course Post-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 63HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Pond 2-IT: Infiltration Trench 2 Inflow Outflow Discarded Primary Hydrograph Time (hours) 131211Flow (cfs)1 0 Inflow Area=11,540 sf Peak Elev=-0.91' Storage=0.018 af 1.22 cfs 0.53 cfs0.53 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 64HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3-IT: Infiltration Trench 3 Inflow Area = 11,540 sf,100.00% Impervious, Inflow Depth = 4.47" for 10-yr event Inflow = 1.22 cfs @ 12.08 hrs, Volume= 4,302 cf Outflow = 0.53 cfs @ 12.26 hrs, Volume= 4,302 cf, Atten= 56%, Lag= 10.8 min Discarded = 0.53 cfs @ 12.26 hrs, Volume= 4,302 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= -0.91' @ 12.26 hrs Surf.Area= 0.021 ac Storage= 0.018 af Plug-Flow detention time= 10.9 min calculated for 4,302 cf (100% of inflow) Center-of-Mass det. time= 10.9 min ( 759.9 - 749.0 ) Volume Invert Avail.Storage Storage Description #1 -4.00' 0.026 af 2.00'W x 175.00'L x 4.00'H Prismatoid Z=0.5 0.065 af Overall x 40.0% Voids Device Routing Invert Outlet Devices #0 Primary 0.00'Automatic Storage Overflow (Discharged without head) #1 Discarded -4.00'8.270 in/hr Exfiltration over Wetted area Conductivity to Groundwater Elevation = -6.00' Phase-In= 0.01' Discarded OutFlow Max=0.53 cfs @ 12.26 hrs HW=-0.91' (Free Discharge) 1=Exfiltration ( Controls 0.53 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=-4.00' TW=0.00' (Dynamic Tailwater) Brewster Golf Course Post-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 65HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Pond 3-IT: Infiltration Trench 3 Inflow Outflow Discarded Primary Hydrograph Time (hours) 131211Flow (cfs)1 0 Inflow Area=11,540 sf Peak Elev=-0.91' Storage=0.018 af 1.22 cfs 0.53 cfs0.53 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 66HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Pond 5-IT: Infiltration Trench 5 Inflow Area = 4,742 sf,100.00% Impervious, Inflow Depth = 4.47" for 10-yr event Inflow = 0.50 cfs @ 12.08 hrs, Volume= 1,768 cf Outflow = 0.50 cfs @ 12.09 hrs, Volume= 1,768 cf, Atten= 0%, Lag= 0.4 min Discarded = 0.15 cfs @ 12.08 hrs, Volume= 1,614 cf Primary = 0.35 cfs @ 12.09 hrs, Volume= 153 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 0.00' @ 12.08 hrs Surf.Area= 0.005 ac Storage= 0.005 af Plug-Flow detention time= 12.7 min calculated for 1,767 cf (100% of inflow) Center-of-Mass det. time= 12.7 min ( 761.8 - 749.0 ) Volume Invert Avail.Storage Storage Description #1 -4.00' 0.005 af 2.00'W x 35.00'L x 4.00'H Prismatoid Z=0.5 0.014 af Overall x 40.0% Voids Device Routing Invert Outlet Devices #0 Primary 0.00'Automatic Storage Overflow (Discharged without head) #1 Discarded -4.00'8.270 in/hr Exfiltration over Wetted area Conductivity to Groundwater Elevation = -6.00' Phase-In= 0.01' Discarded OutFlow Max=0.15 cfs @ 12.08 hrs HW=0.00' (Free Discharge) 1=Exfiltration ( Controls 0.15 cfs) Primary OutFlow Max=0.00 cfs @ 12.09 hrs HW=0.00' TW=0.00' (Dynamic Tailwater) Brewster Golf Course Post-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 67HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Pond 5-IT: Infiltration Trench 5 Inflow Outflow Discarded Primary Hydrograph Time (hours) 131211Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=4,742 sf Peak Elev=0.00' Storage=0.005 af 0.50 cfs0.50 cfs 0.15 cfs 0.35 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 68HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Pond 6-IT: Infiltration Trench 6 Inflow Area = 4,742 sf,100.00% Impervious, Inflow Depth = 4.47" for 10-yr event Inflow = 0.50 cfs @ 12.08 hrs, Volume= 1,768 cf Outflow = 0.50 cfs @ 12.09 hrs, Volume= 1,768 cf, Atten= 0%, Lag= 0.4 min Discarded = 0.15 cfs @ 12.08 hrs, Volume= 1,614 cf Primary = 0.35 cfs @ 12.09 hrs, Volume= 153 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 0.00' @ 12.08 hrs Surf.Area= 0.005 ac Storage= 0.005 af Flood Elev= 4.00' Surf.Area= 0.005 ac Storage= 0.005 af Plug-Flow detention time= 12.7 min calculated for 1,767 cf (100% of inflow) Center-of-Mass det. time= 12.7 min ( 761.8 - 749.0 ) Volume Invert Avail.Storage Storage Description #1 -4.00' 0.005 af 2.00'W x 35.00'L x 4.00'H Prismatoid Z=0.5 0.014 af Overall x 40.0% Voids Device Routing Invert Outlet Devices #0 Primary 0.00'Automatic Storage Overflow (Discharged without head) #1 Discarded -4.00'8.270 in/hr Exfiltration over Wetted area Conductivity to Groundwater Elevation = -6.00' Phase-In= 0.01' Discarded OutFlow Max=0.15 cfs @ 12.08 hrs HW=0.00' (Free Discharge) 1=Exfiltration ( Controls 0.15 cfs) Primary OutFlow Max=0.00 cfs @ 12.09 hrs HW=0.00' TW=0.00' (Dynamic Tailwater) Brewster Golf Course Post-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 69HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Pond 6-IT: Infiltration Trench 6 Inflow Outflow Discarded Primary Hydrograph Time (hours) 131211Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=4,742 sf Peak Elev=0.00' Storage=0.005 af 0.50 cfs0.50 cfs 0.15 cfs 0.35 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 70HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Pond 8P: Infiltration Trench 8 Inflow Area = 5,008 sf,100.00% Impervious, Inflow Depth = 4.47" for 10-yr event Inflow = 0.53 cfs @ 12.08 hrs, Volume= 1,867 cf Outflow = 0.24 cfs @ 12.25 hrs, Volume= 1,867 cf, Atten= 55%, Lag= 10.0 min Discarded = 0.24 cfs @ 12.25 hrs, Volume= 1,867 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= -1.68' @ 12.25 hrs Surf.Area= 0.011 ac Storage= 0.007 af Plug-Flow detention time= 8.9 min calculated for 1,866 cf (100% of inflow) Center-of-Mass det. time= 8.9 min ( 757.9 - 749.0 ) Volume Invert Avail.Storage Storage Description #1 -4.00' 0.016 af 2.00'W x 105.00'L x 4.00'H Prismatoid Z=0.5 0.039 af Overall x 40.0% Voids Device Routing Invert Outlet Devices #0 Primary 0.00'Automatic Storage Overflow (Discharged without head) #1 Discarded -4.00'8.270 in/hr Exfiltration over Wetted area Conductivity to Groundwater Elevation = -6.00' Phase-In= 0.01' Discarded OutFlow Max=0.24 cfs @ 12.25 hrs HW=-1.68' (Free Discharge) 1=Exfiltration ( Controls 0.24 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=-4.00' TW=0.00' (Dynamic Tailwater) Brewster Golf Course Post-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 71HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Pond 8P: Infiltration Trench 8 Inflow Outflow Discarded Primary Hydrograph Time (hours) 131211Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=5,008 sf Peak Elev=-1.68' Storage=0.007 af 0.53 cfs 0.24 cfs0.24 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 72HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Pond 9P: Infiltration Trench 6 Inflow Area = 5,008 sf,100.00% Impervious, Inflow Depth = 4.47" for 10-yr event Inflow = 0.53 cfs @ 12.08 hrs, Volume= 1,867 cf Outflow = 0.24 cfs @ 12.25 hrs, Volume= 1,867 cf, Atten= 55%, Lag= 10.0 min Discarded = 0.24 cfs @ 12.25 hrs, Volume= 1,867 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= -1.68' @ 12.25 hrs Surf.Area= 0.011 ac Storage= 0.007 af Plug-Flow detention time= 8.9 min calculated for 1,866 cf (100% of inflow) Center-of-Mass det. time= 8.9 min ( 757.9 - 749.0 ) Volume Invert Avail.Storage Storage Description #1 -4.00' 0.016 af 2.00'W x 105.00'L x 4.00'H Prismatoid Z=0.5 0.039 af Overall x 40.0% Voids Device Routing Invert Outlet Devices #0 Primary 0.00'Automatic Storage Overflow (Discharged without head) #1 Discarded -4.00'8.270 in/hr Exfiltration over Wetted area Conductivity to Groundwater Elevation = -6.00' Phase-In= 0.01' Discarded OutFlow Max=0.24 cfs @ 12.25 hrs HW=-1.68' (Free Discharge) 1=Exfiltration ( Controls 0.24 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=-4.00' TW=0.00' (Dynamic Tailwater) Brewster Golf Course Post-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 73HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Pond 9P: Infiltration Trench 6 Inflow Outflow Discarded Primary Hydrograph Time (hours) 131211Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=5,008 sf Peak Elev=-1.68' Storage=0.007 af 0.53 cfs 0.24 cfs0.24 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 74HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 1: Detention Pond 1 Inflow Area = 98,641 sf, 84.13% Impervious, Inflow Depth = 2.10" for 10-yr event Inflow = 5.97 cfs @ 12.09 hrs, Volume= 17,295 cf Primary = 5.97 cfs @ 12.09 hrs, Volume= 17,295 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 1: Detention Pond 1 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)6 5 4 3 2 1 0 Inflow Area=98,641 sf 5.97 cfs5.97 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 75HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 1L: DP-1 Inflow Area = 23,417 sf, 55.23% Impervious, Inflow Depth = 1.98" for 10-yr event Inflow = 1.23 cfs @ 12.09 hrs, Volume= 3,858 cf Primary = 1.23 cfs @ 12.09 hrs, Volume= 3,858 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 1L: DP-1 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)1 0 Inflow Area=23,417 sf 1.23 cfs1.23 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 76HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 2: Detention Pond 2 Inflow Area = 46,572 sf, 89.15% Impervious, Inflow Depth = 2.86" for 10-yr event Inflow = 3.33 cfs @ 12.08 hrs, Volume= 11,105 cf Primary = 3.33 cfs @ 12.08 hrs, Volume= 11,105 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 2: Detention Pond 2 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)3 2 1 0 Inflow Area=46,572 sf 3.33 cfs3.33 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 77HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 2L: DP-2 Inflow Area = 18,180 sf, 96.50% Impervious, Inflow Depth = 1.39" for 10-yr event Inflow = 0.65 cfs @ 12.08 hrs, Volume= 2,106 cf Primary = 0.65 cfs @ 12.08 hrs, Volume= 2,106 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 2L: DP-2 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=18,180 sf 0.65 cfs0.65 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 78HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 3L: DP-3 Inflow Area = 20,522 sf, 91.49% Impervious, Inflow Depth = 1.44" for 10-yr event Inflow = 0.78 cfs @ 12.09 hrs, Volume= 2,466 cf Primary = 0.78 cfs @ 12.09 hrs, Volume= 2,466 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 3L: DP-3 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=20,522 sf 0.78 cfs0.78 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 79HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 4L: DP-4 Inflow Area = 10,605 sf, 94.43% Impervious, Inflow Depth = 4.13" for 10-yr event Inflow = 1.09 cfs @ 12.08 hrs, Volume= 3,652 cf Primary = 1.09 cfs @ 12.08 hrs, Volume= 3,652 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 4L: DP-4 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)1 0 Inflow Area=10,605 sf 1.09 cfs1.09 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 80HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 5L: DP-5 Inflow Area = 11,102 sf, 90.34% Impervious, Inflow Depth = 2.11" for 10-yr event Inflow = 0.92 cfs @ 12.09 hrs, Volume= 1,952 cf Primary = 0.92 cfs @ 12.09 hrs, Volume= 1,952 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 5L: DP-5 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)1 0 Inflow Area=11,102 sf 0.92 cfs0.92 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 81HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 6L: DP-6 Inflow Area = 14,815 sf, 92.42% Impervious, Inflow Depth = 2.64" for 10-yr event Inflow = 1.31 cfs @ 12.09 hrs, Volume= 3,260 cf Primary = 1.31 cfs @ 12.09 hrs, Volume= 3,260 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 6L: DP-6 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)1 0 Inflow Area=14,815 sf 1.31 cfs1.31 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 82HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 7L: DP-7 Inflow Area = 7,870 sf, 90.22% Impervious, Inflow Depth = 3.81" for 10-yr event Inflow = 0.77 cfs @ 12.08 hrs, Volume= 2,496 cf Primary = 0.77 cfs @ 12.08 hrs, Volume= 2,496 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 7L: DP-7 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=7,870 sf 0.77 cfs0.77 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 83HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 8L: DP-8 Inflow Area = 21,387 sf, 97.40% Impervious, Inflow Depth = 3.25" for 10-yr event Inflow = 1.70 cfs @ 12.08 hrs, Volume= 5,793 cf Primary = 1.70 cfs @ 12.08 hrs, Volume= 5,793 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 8L: DP-8 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)1 0 Inflow Area=21,387 sf 1.70 cfs1.70 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 84HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 9L: DP-9 Inflow Area = 9,669 sf, 97.29% Impervious, Inflow Depth = 1.99" for 10-yr event Inflow = 0.48 cfs @ 12.08 hrs, Volume= 1,605 cf Primary = 0.48 cfs @ 12.08 hrs, Volume= 1,605 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 9L: DP-9 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=9,669 sf 0.48 cfs0.48 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 10-yr Rainfall=4.71"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 85HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 10L: DP-10 Inflow Area = 7,646 sf, 54.70% Impervious, Inflow Depth = 1.90" for 10-yr event Inflow = 0.38 cfs @ 12.09 hrs, Volume= 1,211 cf Primary = 0.38 cfs @ 12.09 hrs, Volume= 1,211 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 10L: DP-10 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=7,646 sf 0.38 cfs0.38 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 86HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Drainage Area 1 Runoff = 2.97 cfs @ 12.09 hrs, Volume= 9,195 cf, Depth= 4.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=8.02" Area (sf) CN Description 12,933 98 Paved parking, HSG A 10,484 39 >75% Grass cover, Good, HSG A 23,417 72 Weighted Average 10,484 44.77% Pervious Area 12,933 55.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1S: Drainage Area 1 Runoff Hydrograph Time (hours) 131211Flow (cfs)3 2 1 0 Type III 24-hr 100-yr Rainfall=8.02" Runoff Area=23,417 sf Runoff Volume=9,195 cf Runoff Depth=4.71" Tc=6.0 min CN=72 2.97 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 87HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2C: Solar Canopy 2 Runoff = 2.09 cfs @ 12.08 hrs, Volume= 7,482 cf, Depth= 7.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=8.02" Area (sf) CN Description 11,540 98 Unconnected roofs, HSG A 11,540 100.00% Impervious Area 11,540 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2C: Solar Canopy 2 Runoff Hydrograph Time (hours) 131211Flow (cfs)2 1 0 Type III 24-hr 100-yr Rainfall=8.02" Runoff Area=11,540 sf Runoff Volume=7,482 cf Runoff Depth=7.78" Tc=6.0 min CN=98 2.09 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 88HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Drainage Area 2 Runoff = 1.16 cfs @ 12.08 hrs, Volume= 3,908 cf, Depth= 7.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=8.02" Area (sf) CN Description 6,004 98 Paved parking, HSG A 636 39 >75% Grass cover, Good, HSG A 6,640 92 Weighted Average 636 9.58% Pervious Area 6,004 90.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Drainage Area 2 Runoff Hydrograph Time (hours) 131211Flow (cfs)1 0 Type III 24-hr 100-yr Rainfall=8.02" Runoff Area=6,640 sf Runoff Volume=3,908 cf Runoff Depth=7.06" Tc=6.0 min CN=92 1.16 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 89HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 3C: Solar Canopy 3 Runoff = 2.09 cfs @ 12.08 hrs, Volume= 7,482 cf, Depth= 7.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=8.02" Area (sf) CN Description 11,540 98 Unconnected roofs, HSG A 11,540 100.00% Impervious Area 11,540 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3C: Solar Canopy 3 Runoff Hydrograph Time (hours) 131211Flow (cfs)2 1 0 Type III 24-hr 100-yr Rainfall=8.02" Runoff Area=11,540 sf Runoff Volume=7,482 cf Runoff Depth=7.78" Tc=6.0 min CN=98 2.09 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 90HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Drainage Area 3 Runoff = 1.49 cfs @ 12.08 hrs, Volume= 4,842 cf, Depth= 6.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=8.02" Area (sf) CN Description 7,235 98 Paved parking, HSG A 1,747 39 >75% Grass cover, Good, HSG A 8,982 87 Weighted Average 1,747 19.45% Pervious Area 7,235 80.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: Drainage Area 3 Runoff Hydrograph Time (hours) 131211Flow (cfs)1 0 Type III 24-hr 100-yr Rainfall=8.02" Runoff Area=8,982 sf Runoff Volume=4,842 cf Runoff Depth=6.47" Tc=6.0 min CN=87 1.49 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 91HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Drainage Area 4 Runoff = 1.89 cfs @ 12.08 hrs, Volume= 6,559 cf, Depth= 7.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=8.02" Area (sf) CN Description 10,014 98 Paved parking, HSG A 591 39 >75% Grass cover, Good, HSG A 10,605 95 Weighted Average 591 5.57% Pervious Area 10,014 94.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 4S: Drainage Area 4 Runoff Hydrograph Time (hours) 131211Flow (cfs)2 1 0 Type III 24-hr 100-yr Rainfall=8.02" Runoff Area=10,605 sf Runoff Volume=6,559 cf Runoff Depth=7.42" Tc=6.0 min CN=95 1.89 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 92HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 5C: Solar Canopy 3 Runoff = 0.86 cfs @ 12.08 hrs, Volume= 3,074 cf, Depth= 7.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=8.02" Area (sf) CN Description 4,742 98 Unconnected roofs, HSG A 4,742 100.00% Impervious Area 4,742 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5C: Solar Canopy 3 Runoff Hydrograph Time (hours) 131211Flow (cfs)0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 100-yr Rainfall=8.02" Runoff Area=4,742 sf Runoff Volume=3,074 cf Runoff Depth=7.78" Tc=6.0 min CN=98 0.86 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 93HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Drainage Area 5 Runoff = 1.07 cfs @ 12.08 hrs, Volume= 3,491 cf, Depth= 6.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=8.02" Area (sf) CN Description 5,287 98 Paved parking, HSG A 1,073 39 >75% Grass cover, Good, HSG A 6,360 88 Weighted Average 1,073 16.87% Pervious Area 5,287 83.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5S: Drainage Area 5 Runoff Hydrograph Time (hours) 131211Flow (cfs)1 0 Type III 24-hr 100-yr Rainfall=8.02" Runoff Area=6,360 sf Runoff Volume=3,491 cf Runoff Depth=6.59" Tc=6.0 min CN=88 1.07 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 94HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 6C: Solar Canopy 4 Runoff = 0.86 cfs @ 12.08 hrs, Volume= 3,074 cf, Depth= 7.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=8.02" Area (sf) CN Description 4,742 98 Unconnected roofs, HSG A 4,742 100.00% Impervious Area 4,742 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 6C: Solar Canopy 4 Runoff Hydrograph Time (hours) 131211Flow (cfs)0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 100-yr Rainfall=8.02" Runoff Area=4,742 sf Runoff Volume=3,074 cf Runoff Depth=7.78" Tc=6.0 min CN=98 0.86 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 95HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Drainage Area 6 Runoff = 1.75 cfs @ 12.08 hrs, Volume= 5,829 cf, Depth= 6.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=8.02" Area (sf) CN Description 8,950 98 Paved parking, HSG A 1,123 39 >75% Grass cover, Good, HSG A 10,073 91 Weighted Average 1,123 11.15% Pervious Area 8,950 88.85% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 6S: Drainage Area 6 Runoff Hydrograph Time (hours) 131211Flow (cfs)1 0 Type III 24-hr 100-yr Rainfall=8.02" Runoff Area=10,073 sf Runoff Volume=5,829 cf Runoff Depth=6.94" Tc=6.0 min CN=91 1.75 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 96HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Drainage Area 7 Runoff = 1.38 cfs @ 12.08 hrs, Volume= 4,632 cf, Depth= 7.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=8.02" Area (sf) CN Description 7,100 98 Paved parking, HSG A 770 39 >75% Grass cover, Good, HSG A 7,870 92 Weighted Average 770 9.78% Pervious Area 7,100 90.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 7S: Drainage Area 7 Runoff Hydrograph Time (hours) 131211Flow (cfs)1 0 Type III 24-hr 100-yr Rainfall=8.02" Runoff Area=7,870 sf Runoff Volume=4,632 cf Runoff Depth=7.06" Tc=6.0 min CN=92 1.38 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 97HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 8C: Solar Canopy 8 Runoff = 0.91 cfs @ 12.08 hrs, Volume= 3,247 cf, Depth= 7.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=8.02" Area (sf) CN Description 5,008 98 Unconnected roofs, HSG A 5,008 100.00% Impervious Area 5,008 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 8C: Solar Canopy 8 Runoff Hydrograph Time (hours) 131211Flow (cfs)1 0 Type III 24-hr 100-yr Rainfall=8.02" Runoff Area=5,008 sf Runoff Volume=3,247 cf Runoff Depth=7.78" Tc=6.0 min CN=98 0.91 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 98HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: Drainage Area 8 Runoff = 2.94 cfs @ 12.08 hrs, Volume= 10,293 cf, Depth= 7.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=8.02" Area (sf) CN Description 15,822 98 Paved parking, HSG A 557 39 >75% Grass cover, Good, HSG A 16,379 96 Weighted Average 557 3.40% Pervious Area 15,822 96.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 8S: Drainage Area 8 Runoff Hydrograph Time (hours) 131211Flow (cfs)3 2 1 0 Type III 24-hr 100-yr Rainfall=8.02" Runoff Area=16,379 sf Runoff Volume=10,293 cf Runoff Depth=7.54" Tc=6.0 min CN=96 2.94 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 99HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 9C: Solar Canopy 9 Runoff = 0.91 cfs @ 12.08 hrs, Volume= 3,247 cf, Depth= 7.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=8.02" Area (sf) CN Description 5,008 98 Unconnected roofs, HSG A 5,008 100.00% Impervious Area 5,008 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 9C: Solar Canopy 9 Runoff Hydrograph Time (hours) 131211Flow (cfs)1 0 Type III 24-hr 100-yr Rainfall=8.02" Runoff Area=5,008 sf Runoff Volume=3,247 cf Runoff Depth=7.78" Tc=6.0 min CN=98 0.91 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 100HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: Drainage Area 9 Runoff = 0.83 cfs @ 12.08 hrs, Volume= 2,883 cf, Depth= 7.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=8.02" Area (sf) CN Description 4,399 98 Paved parking, HSG A 262 39 >75% Grass cover, Good, HSG A 4,661 95 Weighted Average 262 5.62% Pervious Area 4,399 94.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 9S: Drainage Area 9 Runoff Hydrograph Time (hours) 131211Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 100-yr Rainfall=8.02" Runoff Area=4,661 sf Runoff Volume=2,883 cf Runoff Depth=7.42" Tc=6.0 min CN=95 0.83 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 101HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: Drainage Area 10 Runoff = 0.95 cfs @ 12.09 hrs, Volume= 2,929 cf, Depth= 4.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=8.02" Area (sf) CN Description 3,464 39 >75% Grass cover, Good, HSG A 4,182 98 Paved parking, HSG A 7,646 71 Weighted Average 3,464 45.30% Pervious Area 4,182 54.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 10S: Drainage Area 10 Runoff Hydrograph Time (hours) 131211Flow (cfs)1 0 Type III 24-hr 100-yr Rainfall=8.02" Runoff Area=7,646 sf Runoff Volume=2,929 cf Runoff Depth=4.60" Tc=6.0 min CN=71 0.95 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 102HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2-IT: Infiltration Trench 2 Inflow Area = 11,540 sf,100.00% Impervious, Inflow Depth = 7.78" for 100-yr event Inflow = 2.09 cfs @ 12.08 hrs, Volume= 7,482 cf Outflow = 1.94 cfs @ 12.12 hrs, Volume= 7,482 cf, Atten= 7%, Lag= 2.0 min Discarded = 0.71 cfs @ 12.11 hrs, Volume= 7,065 cf Primary = 1.24 cfs @ 12.12 hrs, Volume= 417 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 0.00' @ 12.11 hrs Surf.Area= 0.025 ac Storage= 0.026 af Flood Elev= 4.00' Surf.Area= 0.025 ac Storage= 0.026 af Plug-Flow detention time= 12.8 min calculated for 7,479 cf (100% of inflow) Center-of-Mass det. time= 12.8 min ( 754.0 - 741.2 ) Volume Invert Avail.Storage Storage Description #1 -4.00' 0.026 af 2.00'W x 175.00'L x 4.00'H Prismatoid Z=0.5 0.065 af Overall x 40.0% Voids Device Routing Invert Outlet Devices #0 Primary 0.00'Automatic Storage Overflow (Discharged without head) #1 Discarded -4.00'8.270 in/hr Exfiltration over Wetted area Conductivity to Groundwater Elevation = -6.00' Phase-In= 0.01' Discarded OutFlow Max=0.71 cfs @ 12.11 hrs HW=0.00' (Free Discharge) 1=Exfiltration ( Controls 0.71 cfs) Primary OutFlow Max=0.00 cfs @ 12.12 hrs HW=0.00' TW=0.00' (Dynamic Tailwater) Brewster Golf Course Post-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 103HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Pond 2-IT: Infiltration Trench 2 Inflow Outflow Discarded Primary Hydrograph Time (hours) 131211Flow (cfs)2 1 0 Inflow Area=11,540 sf Peak Elev=0.00' Storage=0.026 af 2.09 cfs 1.94 cfs 0.71 cfs 1.24 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 104HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3-IT: Infiltration Trench 3 Inflow Area = 11,540 sf,100.00% Impervious, Inflow Depth = 7.78" for 100-yr event Inflow = 2.09 cfs @ 12.08 hrs, Volume= 7,482 cf Outflow = 1.94 cfs @ 12.12 hrs, Volume= 7,482 cf, Atten= 7%, Lag= 2.0 min Discarded = 0.71 cfs @ 12.11 hrs, Volume= 7,065 cf Primary = 1.24 cfs @ 12.12 hrs, Volume= 417 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 0.00' @ 12.11 hrs Surf.Area= 0.025 ac Storage= 0.026 af Plug-Flow detention time= 12.8 min calculated for 7,479 cf (100% of inflow) Center-of-Mass det. time= 12.8 min ( 754.0 - 741.2 ) Volume Invert Avail.Storage Storage Description #1 -4.00' 0.026 af 2.00'W x 175.00'L x 4.00'H Prismatoid Z=0.5 0.065 af Overall x 40.0% Voids Device Routing Invert Outlet Devices #0 Primary 0.00'Automatic Storage Overflow (Discharged without head) #1 Discarded -4.00'8.270 in/hr Exfiltration over Wetted area Conductivity to Groundwater Elevation = -6.00' Phase-In= 0.01' Discarded OutFlow Max=0.71 cfs @ 12.11 hrs HW=0.00' (Free Discharge) 1=Exfiltration ( Controls 0.71 cfs) Primary OutFlow Max=0.00 cfs @ 12.12 hrs HW=0.00' TW=0.00' (Dynamic Tailwater) Brewster Golf Course Post-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 105HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Pond 3-IT: Infiltration Trench 3 Inflow Outflow Discarded Primary Hydrograph Time (hours) 131211Flow (cfs)2 1 0 Inflow Area=11,540 sf Peak Elev=0.00' Storage=0.026 af 2.09 cfs 1.94 cfs 0.71 cfs 1.24 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 106HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Pond 5-IT: Infiltration Trench 5 Inflow Area = 4,742 sf,100.00% Impervious, Inflow Depth = 7.78" for 100-yr event Inflow = 0.86 cfs @ 12.08 hrs, Volume= 3,074 cf Outflow = 0.86 cfs @ 12.09 hrs, Volume= 3,074 cf, Atten= 0%, Lag= 0.3 min Discarded = 0.15 cfs @ 11.92 hrs, Volume= 2,439 cf Primary = 0.70 cfs @ 12.09 hrs, Volume= 636 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 0.00' @ 11.92 hrs Surf.Area= 0.005 ac Storage= 0.005 af Plug-Flow detention time= 12.3 min calculated for 3,073 cf (100% of inflow) Center-of-Mass det. time= 12.3 min ( 753.5 - 741.2 ) Volume Invert Avail.Storage Storage Description #1 -4.00' 0.005 af 2.00'W x 35.00'L x 4.00'H Prismatoid Z=0.5 0.014 af Overall x 40.0% Voids Device Routing Invert Outlet Devices #0 Primary 0.00'Automatic Storage Overflow (Discharged without head) #1 Discarded -4.00'8.270 in/hr Exfiltration over Wetted area Conductivity to Groundwater Elevation = -6.00' Phase-In= 0.01' Discarded OutFlow Max=0.15 cfs @ 11.92 hrs HW=0.00' (Free Discharge) 1=Exfiltration ( Controls 0.15 cfs) Primary OutFlow Max=0.00 cfs @ 12.09 hrs HW=0.00' TW=0.00' (Dynamic Tailwater) Brewster Golf Course Post-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 107HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Pond 5-IT: Infiltration Trench 5 Inflow Outflow Discarded Primary Hydrograph Time (hours) 131211Flow (cfs)0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=4,742 sf Peak Elev=0.00' Storage=0.005 af 0.86 cfs0.86 cfs 0.15 cfs 0.70 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 108HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Pond 6-IT: Infiltration Trench 6 Inflow Area = 4,742 sf,100.00% Impervious, Inflow Depth = 7.78" for 100-yr event Inflow = 0.86 cfs @ 12.08 hrs, Volume= 3,074 cf Outflow = 0.86 cfs @ 12.09 hrs, Volume= 3,074 cf, Atten= 0%, Lag= 0.3 min Discarded = 0.15 cfs @ 11.92 hrs, Volume= 2,439 cf Primary = 0.70 cfs @ 12.09 hrs, Volume= 636 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 0.00' @ 11.92 hrs Surf.Area= 0.005 ac Storage= 0.005 af Flood Elev= 4.00' Surf.Area= 0.005 ac Storage= 0.005 af Plug-Flow detention time= 12.3 min calculated for 3,073 cf (100% of inflow) Center-of-Mass det. time= 12.3 min ( 753.5 - 741.2 ) Volume Invert Avail.Storage Storage Description #1 -4.00' 0.005 af 2.00'W x 35.00'L x 4.00'H Prismatoid Z=0.5 0.014 af Overall x 40.0% Voids Device Routing Invert Outlet Devices #0 Primary 0.00'Automatic Storage Overflow (Discharged without head) #1 Discarded -4.00'8.270 in/hr Exfiltration over Wetted area Conductivity to Groundwater Elevation = -6.00' Phase-In= 0.01' Discarded OutFlow Max=0.15 cfs @ 11.92 hrs HW=0.00' (Free Discharge) 1=Exfiltration ( Controls 0.15 cfs) Primary OutFlow Max=0.00 cfs @ 12.09 hrs HW=0.00' TW=0.00' (Dynamic Tailwater) Brewster Golf Course Post-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 109HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Pond 6-IT: Infiltration Trench 6 Inflow Outflow Discarded Primary Hydrograph Time (hours) 131211Flow (cfs)0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=4,742 sf Peak Elev=0.00' Storage=0.005 af 0.86 cfs0.86 cfs 0.15 cfs 0.70 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 110HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Pond 8P: Infiltration Trench 8 Inflow Area = 5,008 sf,100.00% Impervious, Inflow Depth = 7.78" for 100-yr event Inflow = 0.91 cfs @ 12.08 hrs, Volume= 3,247 cf Outflow = 0.39 cfs @ 12.27 hrs, Volume= 3,247 cf, Atten= 57%, Lag= 11.2 min Discarded = 0.39 cfs @ 12.27 hrs, Volume= 3,247 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= -0.36' @ 12.27 hrs Surf.Area= 0.014 ac Storage= 0.014 af Plug-Flow detention time= 12.1 min calculated for 3,246 cf (100% of inflow) Center-of-Mass det. time= 12.1 min ( 753.3 - 741.2 ) Volume Invert Avail.Storage Storage Description #1 -4.00' 0.016 af 2.00'W x 105.00'L x 4.00'H Prismatoid Z=0.5 0.039 af Overall x 40.0% Voids Device Routing Invert Outlet Devices #0 Primary 0.00'Automatic Storage Overflow (Discharged without head) #1 Discarded -4.00'8.270 in/hr Exfiltration over Wetted area Conductivity to Groundwater Elevation = -6.00' Phase-In= 0.01' Discarded OutFlow Max=0.39 cfs @ 12.27 hrs HW=-0.36' (Free Discharge) 1=Exfiltration ( Controls 0.39 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=-4.00' TW=0.00' (Dynamic Tailwater) Brewster Golf Course Post-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 111HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Pond 8P: Infiltration Trench 8 Inflow Outflow Discarded Primary Hydrograph Time (hours) 131211Flow (cfs)1 0 Inflow Area=5,008 sf Peak Elev=-0.36' Storage=0.014 af 0.91 cfs 0.39 cfs0.39 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 112HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Pond 9P: Infiltration Trench 6 Inflow Area = 5,008 sf,100.00% Impervious, Inflow Depth = 7.78" for 100-yr event Inflow = 0.91 cfs @ 12.08 hrs, Volume= 3,247 cf Outflow = 0.39 cfs @ 12.27 hrs, Volume= 3,247 cf, Atten= 57%, Lag= 11.2 min Discarded = 0.39 cfs @ 12.27 hrs, Volume= 3,247 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= -0.36' @ 12.27 hrs Surf.Area= 0.014 ac Storage= 0.014 af Plug-Flow detention time= 12.1 min calculated for 3,246 cf (100% of inflow) Center-of-Mass det. time= 12.1 min ( 753.3 - 741.2 ) Volume Invert Avail.Storage Storage Description #1 -4.00' 0.016 af 2.00'W x 105.00'L x 4.00'H Prismatoid Z=0.5 0.039 af Overall x 40.0% Voids Device Routing Invert Outlet Devices #0 Primary 0.00'Automatic Storage Overflow (Discharged without head) #1 Discarded -4.00'8.270 in/hr Exfiltration over Wetted area Conductivity to Groundwater Elevation = -6.00' Phase-In= 0.01' Discarded OutFlow Max=0.39 cfs @ 12.27 hrs HW=-0.36' (Free Discharge) 1=Exfiltration ( Controls 0.39 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=-4.00' TW=0.00' (Dynamic Tailwater) Brewster Golf Course Post-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 113HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Pond 9P: Infiltration Trench 6 Inflow Outflow Discarded Primary Hydrograph Time (hours) 131211Flow (cfs)1 0 Inflow Area=5,008 sf Peak Elev=-0.36' Storage=0.014 af 0.91 cfs 0.39 cfs0.39 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 114HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 1: Detention Pond 1 Inflow Area = 98,641 sf, 84.13% Impervious, Inflow Depth = 4.37" for 100-yr event Inflow = 13.77 cfs @ 12.11 hrs, Volume= 35,931 cf Primary = 13.77 cfs @ 12.11 hrs, Volume= 35,931 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 1: Detention Pond 1 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=98,641 sf 13.77 cfs13.77 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 115HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 1L: DP-1 Inflow Area = 23,417 sf, 55.23% Impervious, Inflow Depth = 4.71" for 100-yr event Inflow = 2.97 cfs @ 12.09 hrs, Volume= 9,195 cf Primary = 2.97 cfs @ 12.09 hrs, Volume= 9,195 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 1L: DP-1 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)3 2 1 0 Inflow Area=23,417 sf 2.97 cfs2.97 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 116HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 2: Detention Pond 2 Inflow Area = 46,572 sf, 89.15% Impervious, Inflow Depth = 5.34" for 100-yr event Inflow = 6.09 cfs @ 12.08 hrs, Volume= 20,736 cf Primary = 6.09 cfs @ 12.08 hrs, Volume= 20,736 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 2: Detention Pond 2 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)6 5 4 3 2 1 0 Inflow Area=46,572 sf 6.09 cfs6.09 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 117HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 2L: DP-2 Inflow Area = 18,180 sf, 96.50% Impervious, Inflow Depth = 2.86" for 100-yr event Inflow = 2.45 cfs @ 12.11 hrs, Volume= 4,326 cf Primary = 2.45 cfs @ 12.11 hrs, Volume= 4,326 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 2L: DP-2 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)2 1 0 Inflow Area=18,180 sf 2.45 cfs2.45 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 118HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 3L: DP-3 Inflow Area = 20,522 sf, 91.49% Impervious, Inflow Depth = 3.08" for 100-yr event Inflow = 2.76 cfs @ 12.11 hrs, Volume= 5,259 cf Primary = 2.76 cfs @ 12.11 hrs, Volume= 5,259 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 3L: DP-3 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)3 2 1 0 Inflow Area=20,522 sf 2.76 cfs2.76 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 119HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 4L: DP-4 Inflow Area = 10,605 sf, 94.43% Impervious, Inflow Depth = 7.42" for 100-yr event Inflow = 1.89 cfs @ 12.08 hrs, Volume= 6,559 cf Primary = 1.89 cfs @ 12.08 hrs, Volume= 6,559 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 4L: DP-4 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)2 1 0 Inflow Area=10,605 sf 1.89 cfs1.89 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 120HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 5L: DP-5 Inflow Area = 11,102 sf, 90.34% Impervious, Inflow Depth = 4.46" for 100-yr event Inflow = 1.77 cfs @ 12.09 hrs, Volume= 4,127 cf Primary = 1.77 cfs @ 12.09 hrs, Volume= 4,127 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 5L: DP-5 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)1 0 Inflow Area=11,102 sf 1.77 cfs1.77 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 121HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 6L: DP-6 Inflow Area = 14,815 sf, 92.42% Impervious, Inflow Depth = 5.24" for 100-yr event Inflow = 2.45 cfs @ 12.09 hrs, Volume= 6,465 cf Primary = 2.45 cfs @ 12.09 hrs, Volume= 6,465 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 6L: DP-6 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)2 1 0 Inflow Area=14,815 sf 2.45 cfs2.45 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 122HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 7L: DP-7 Inflow Area = 7,870 sf, 90.22% Impervious, Inflow Depth = 7.06" for 100-yr event Inflow = 1.38 cfs @ 12.08 hrs, Volume= 4,632 cf Primary = 1.38 cfs @ 12.08 hrs, Volume= 4,632 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 7L: DP-7 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)1 0 Inflow Area=7,870 sf 1.38 cfs1.38 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 123HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 8L: DP-8 Inflow Area = 21,387 sf, 97.40% Impervious, Inflow Depth = 5.78" for 100-yr event Inflow = 2.94 cfs @ 12.08 hrs, Volume= 10,293 cf Primary = 2.94 cfs @ 12.08 hrs, Volume= 10,293 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 8L: DP-8 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)3 2 1 0 Inflow Area=21,387 sf 2.94 cfs2.94 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 124HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 9L: DP-9 Inflow Area = 9,669 sf, 97.29% Impervious, Inflow Depth = 3.58" for 100-yr event Inflow = 0.83 cfs @ 12.08 hrs, Volume= 2,883 cf Primary = 0.83 cfs @ 12.08 hrs, Volume= 2,883 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 9L: DP-9 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=9,669 sf 0.83 cfs0.83 cfs Brewster Golf Course Post-Dev Report Type III 24-hr 100-yr Rainfall=8.02"Brewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc Page 125HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC Summary for Link 10L: DP-10 Inflow Area = 7,646 sf, 54.70% Impervious, Inflow Depth = 4.60" for 100-yr event Inflow = 0.95 cfs @ 12.09 hrs, Volume= 2,929 cf Primary = 0.95 cfs @ 12.09 hrs, Volume= 2,929 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link 10L: DP-10 Inflow Primary Hydrograph Time (hours) 131211Flow (cfs)1 0 Inflow Area=7,646 sf 0.95 cfs0.95 cfs Brewster Golf Course Post-Dev Report Table of ContentsBrewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Rainfall Events Listing 3 Area Listing (all nodes) 4 Soil Listing (all nodes) 5 Ground Covers (all nodes) 2-yr Event 6 Subcat 1S: Drainage Area 1 7 Subcat 2C: Solar Canopy 2 8 Subcat 2S: Drainage Area 2 9 Subcat 3C: Solar Canopy 3 10 Subcat 3S: Drainage Area 3 11 Subcat 4S: Drainage Area 4 12 Subcat 5C: Solar Canopy 3 13 Subcat 5S: Drainage Area 5 14 Subcat 6C: Solar Canopy 4 15 Subcat 6S: Drainage Area 6 16 Subcat 7S: Drainage Area 7 17 Subcat 8C: Solar Canopy 8 18 Subcat 8S: Drainage Area 8 19 Subcat 9C: Solar Canopy 9 20 Subcat 9S: Drainage Area 9 21 Subcat 10S: Drainage Area 10 22 Pond 2-IT: Infiltration Trench 2 24 Pond 3-IT: Infiltration Trench 3 26 Pond 5-IT: Infiltration Trench 5 28 Pond 6-IT: Infiltration Trench 6 30 Pond 8P: Infiltration Trench 8 32 Pond 9P: Infiltration Trench 6 34 Link 1: Detention Pond 1 35 Link 1L: DP-1 36 Link 2: Detention Pond 2 37 Link 2L: DP-2 38 Link 3L: DP-3 39 Link 4L: DP-4 40 Link 5L: DP-5 41 Link 6L: DP-6 42 Link 7L: DP-7 43 Link 8L: DP-8 44 Link 9L: DP-9 45 Link 10L: DP-10 10-yr Event 46 Subcat 1S: Drainage Area 1 47 Subcat 2C: Solar Canopy 2 Brewster Golf Course Post-Dev Report Table of ContentsBrewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC 48 Subcat 2S: Drainage Area 2 49 Subcat 3C: Solar Canopy 3 50 Subcat 3S: Drainage Area 3 51 Subcat 4S: Drainage Area 4 52 Subcat 5C: Solar Canopy 3 53 Subcat 5S: Drainage Area 5 54 Subcat 6C: Solar Canopy 4 55 Subcat 6S: Drainage Area 6 56 Subcat 7S: Drainage Area 7 57 Subcat 8C: Solar Canopy 8 58 Subcat 8S: Drainage Area 8 59 Subcat 9C: Solar Canopy 9 60 Subcat 9S: Drainage Area 9 61 Subcat 10S: Drainage Area 10 62 Pond 2-IT: Infiltration Trench 2 64 Pond 3-IT: Infiltration Trench 3 66 Pond 5-IT: Infiltration Trench 5 68 Pond 6-IT: Infiltration Trench 6 70 Pond 8P: Infiltration Trench 8 72 Pond 9P: Infiltration Trench 6 74 Link 1: Detention Pond 1 75 Link 1L: DP-1 76 Link 2: Detention Pond 2 77 Link 2L: DP-2 78 Link 3L: DP-3 79 Link 4L: DP-4 80 Link 5L: DP-5 81 Link 6L: DP-6 82 Link 7L: DP-7 83 Link 8L: DP-8 84 Link 9L: DP-9 85 Link 10L: DP-10 100-yr Event 86 Subcat 1S: Drainage Area 1 87 Subcat 2C: Solar Canopy 2 88 Subcat 2S: Drainage Area 2 89 Subcat 3C: Solar Canopy 3 90 Subcat 3S: Drainage Area 3 91 Subcat 4S: Drainage Area 4 92 Subcat 5C: Solar Canopy 3 93 Subcat 5S: Drainage Area 5 94 Subcat 6C: Solar Canopy 4 95 Subcat 6S: Drainage Area 6 96 Subcat 7S: Drainage Area 7 97 Subcat 8C: Solar Canopy 8 98 Subcat 8S: Drainage Area 8 99 Subcat 9C: Solar Canopy 9 Brewster Golf Course Post-Dev Report Table of ContentsBrewster_GolfCourse_Post-Dev-02 Printed 11/12/2020Prepared by Tetra Tech Inc HydroCAD® 10.10-4a s/n 04052 © 2020 HydroCAD Software Solutions LLC 100 Subcat 9S: Drainage Area 9 101 Subcat 10S: Drainage Area 10 102 Pond 2-IT: Infiltration Trench 2 104 Pond 3-IT: Infiltration Trench 3 106 Pond 5-IT: Infiltration Trench 5 108 Pond 6-IT: Infiltration Trench 6 110 Pond 8P: Infiltration Trench 8 112 Pond 9P: Infiltration Trench 6 114 Link 1: Detention Pond 1 115 Link 1L: DP-1 116 Link 2: Detention Pond 2 117 Link 2L: DP-2 118 Link 3L: DP-3 119 Link 4L: DP-4 120 Link 5L: DP-5 121 Link 6L: DP-6 122 Link 7L: DP-7 123 Link 8L: DP-8 124 Link 9L: DP-9 125 Link 10L: DP-10 Brewster Golf Course Solar Stormwater Management Plan APPENDIX E – SOILS REPORT United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Barnstable County, MassachusettsNatural Resources Conservation Service November 6, 2020 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 252A—Carver coarse sand, 0 to 3 percent slopes......................................13 252B—Carver coarse sand, 3 to 8 percent slopes......................................14 252C—Carver coarse sand, 8 to 15 percent slopes...................................16 600—Pits, sand and gravel.........................................................................18 Soil Information for All Uses...............................................................................19 Soil Reports........................................................................................................19 Soil Physical Properties..................................................................................19 Engineering Properties................................................................................19 References............................................................................................................29 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 462075046208004620850462090046209504621000462105046211004620750462080046208504620900462095046210004621050414980 415030 415080 415130 415180 415230 415280 415330 415380 415430 415480 414980 415030 415080 415130 415180 415230 415280 415330 415380 415430 415480 41° 44' 13'' N 70° 1' 21'' W41° 44' 13'' N70° 0' 57'' W41° 44' 2'' N 70° 1' 21'' W41° 44' 2'' N 70° 0' 57'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 19N WGS84 0 100 200 400 600 Feet 0 35 70 140 210 Meters Map Scale: 1:2,520 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 17, Jun 9, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 10, 2018—Nov 17, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 10 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 252A Carver coarse sand, 0 to 3 percent slopes 1.8 7.1% 252B Carver coarse sand, 3 to 8 percent slopes 20.0 78.9% 252C Carver coarse sand, 8 to 15 percent slopes 2.7 10.6% 600 Pits, sand and gravel 0.9 3.5% Totals for Area of Interest 25.4 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. 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 Custom Soil Resource Report 11 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 252A—Carver coarse sand, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2y07w Elevation: 0 to 990 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Not prime farmland Map Unit Composition Carver, coarse sand, and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Carver, Coarse Sand Setting Landform:Moraines, outwash plains Landform position (two-dimensional):Summit, shoulder Landform position (three-dimensional):Side slope, crest, tread Down-slope shape:Convex, linear Across-slope shape:Linear Parent material:Sandy glaciofluvial deposits Typical profile Oi - 0 to 2 inches: slightly decomposed plant material Oe - 2 to 3 inches: moderately decomposed plant material A - 3 to 7 inches: coarse sand E - 7 to 10 inches: coarse sand Bw1 - 10 to 15 inches: coarse sand Bw2 - 15 to 28 inches: coarse sand BC - 28 to 32 inches: coarse sand C - 32 to 67 inches: coarse sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (1.42 to 14.17 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water capacity:Low (about 4.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3s Hydrologic Soil Group: A Ecological site: F149BY005MA - Dry Outwash Custom Soil Resource Report 13 Hydric soil rating: No Minor Components Deerfield Percent of map unit:10 percent Landform:Outwash deltas, kame terraces, outwash terraces, outwash plains Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Concave Hydric soil rating: No Hinckley Percent of map unit:5 percent Landform:Kame terraces, outwash terraces, eskers, moraines, outwash plains, kames, outwash deltas Landform position (two-dimensional):Footslope, shoulder, backslope, summit, toeslope Landform position (three-dimensional):Nose slope, side slope, crest, head slope, riser, tread Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No Merrimac Percent of map unit:3 percent Landform:Kame terraces, outwash terraces, outwash deltas Landform position (three-dimensional):Riser, tread Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Mashpee Percent of map unit:2 percent Landform:Terraces, depressions, drainageways Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes 252B—Carver coarse sand, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 2y07x Elevation: 0 to 240 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Not prime farmland Custom Soil Resource Report 14 Map Unit Composition Carver, coarse sand, and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Carver, Coarse Sand Setting Landform:Moraines, outwash plains Landform position (two-dimensional):Summit, shoulder, backslope, footslope, toeslope Landform position (three-dimensional):Crest, head slope, nose slope, side slope, tread Down-slope shape:Convex, linear Across-slope shape:Linear Parent material:Sandy glaciofluvial deposits Typical profile Oi - 0 to 2 inches: slightly decomposed plant material Oe - 2 to 3 inches: moderately decomposed plant material A - 3 to 7 inches: coarse sand E - 7 to 10 inches: coarse sand Bw1 - 10 to 15 inches: coarse sand Bw2 - 15 to 28 inches: coarse sand BC - 28 to 32 inches: coarse sand C - 32 to 67 inches: coarse sand Properties and qualities Slope:3 to 8 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (1.42 to 14.17 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water capacity:Low (about 4.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3s Hydrologic Soil Group: A Ecological site: F149BY005MA - Dry Outwash Hydric soil rating: No Minor Components Deerfield Percent of map unit:10 percent Landform:Outwash deltas, kame terraces, outwash terraces, outwash plains Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Concave Hydric soil rating: No Custom Soil Resource Report 15 Hinckley Percent of map unit:5 percent Landform:Eskers, moraines, outwash plains, kames, outwash deltas, kame terraces, outwash terraces Landform position (two-dimensional):Footslope, shoulder, backslope, summit, toeslope Landform position (three-dimensional):Nose slope, side slope, crest, head slope, riser, tread Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No Merrimac Percent of map unit:3 percent Landform:Outwash terraces, outwash deltas, kame terraces Landform position (three-dimensional):Tread, riser Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Mashpee Percent of map unit:2 percent Landform:Drainageways, terraces, depressions Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes 252C—Carver coarse sand, 8 to 15 percent slopes Map Unit Setting National map unit symbol: 2y07z Elevation: 0 to 250 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Not prime farmland Map Unit Composition Carver, coarse sand, and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Carver, Coarse Sand Setting Landform:Moraines, outwash plains Landform position (two-dimensional):Shoulder, footslope, backslope Landform position (three-dimensional):Crest, head slope, nose slope, side slope, riser Custom Soil Resource Report 16 Down-slope shape:Convex, linear Across-slope shape:Linear Parent material:Sandy glaciofluvial deposits Typical profile Oi - 0 to 2 inches: slightly decomposed plant material Oe - 2 to 3 inches: moderately decomposed plant material A - 3 to 7 inches: coarse sand E - 7 to 10 inches: coarse sand Bw1 - 10 to 15 inches: coarse sand Bw2 - 15 to 28 inches: coarse sand BC - 28 to 32 inches: coarse sand C - 32 to 67 inches: coarse sand Properties and qualities Slope:8 to 15 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (1.42 to 14.17 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water capacity:Low (about 4.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: A Ecological site: F149BY005MA - Dry Outwash Hydric soil rating: No Minor Components Deerfield Percent of map unit:10 percent Landform:Outwash deltas, kame terraces, outwash terraces, outwash plains Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Concave Hydric soil rating: No Merrimac Percent of map unit:5 percent Landform:Outwash deltas, kame terraces, outwash terraces Landform position (three-dimensional):Tread, riser Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Hinckley Percent of map unit:5 percent Landform:Kames, outwash deltas, kame terraces, outwash terraces, eskers, moraines, outwash plains Custom Soil Resource Report 17 Landform position (two-dimensional):Shoulder, backslope, footslope, summit, toeslope Landform position (three-dimensional):Nose slope, side slope, crest, head slope, riser, tread Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No 600—Pits, sand and gravel Map Unit Setting National map unit symbol: 98rq Frost-free period: 120 to 220 days Farmland classification: Not prime farmland Map Unit Composition Pits:100 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Pits Setting Parent material:Loose sandy and gravelly glaciofluvial deposits Custom Soil Resource Report 18 Soil Information for All Uses Soil Reports The Soil Reports section includes various formatted tabular and narrative reports (tables) containing data for each selected soil map unit and each component of each unit. No aggregation of data has occurred as is done in reports in the Soil Properties and Qualities and Suitabilities and Limitations sections. The reports contain soil interpretive information as well as basic soil properties and qualities. A description of each report (table) is included. Soil Physical Properties This folder contains a collection of tabular reports that present soil physical properties. The reports (tables) include all selected map units and components for each map unit. Soil physical properties are measured or inferred from direct observations in the field or laboratory. Examples of soil physical properties include percent clay, organic matter, saturated hydraulic conductivity, available water capacity, and bulk density. Engineering Properties This table gives the engineering classifications and the range of engineering properties for the layers of each soil in the survey area. Hydrologic soil group is a group of soils having similar runoff potential under similar storm and cover conditions. The criteria for determining Hydrologic soil group is found in the National Engineering Handbook, Chapter 7 issued May 2007(http:// directives.sc.egov.usda.gov/OpenNonWebContent.aspx?content=17757.wba). Listing HSGs by soil map unit component and not by soil series is a new concept for the engineers. Past engineering references contained lists of HSGs by soil series. Soil series are continually being defined and redefined, and the list of soil series names changes so frequently as to make the task of maintaining a single national list virtually impossible. Therefore, the criteria is now used to calculate the HSG using the component soil properties and no such national series lists will be maintained. All such references are obsolete and their use should be discontinued. Soil properties that influence runoff potential are those that influence the minimum rate of infiltration for a bare soil after prolonged wetting and when not frozen. These properties are depth to a seasonal high water table, saturated hydraulic conductivity after prolonged wetting, and depth to a layer with a very slow water transmission 19 rate. Changes in soil properties caused by land management or climate changes also cause the hydrologic soil group to change. The influence of ground cover is treated independently. There are four hydrologic soil groups, A, B, C, and D, and three dual groups, A/D, B/D, and C/D. In the dual groups, the first letter is for drained areas and the second letter is for undrained areas. The four hydrologic soil groups are described in the following paragraphs: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. Depth to the upper and lower boundaries of each layer is indicated. Texture is given in the standard terms used by the U.S. Department of Agriculture. These terms are defined according to percentages of sand, silt, and clay in the fraction of the soil that is less than 2 millimeters in diameter. "Loam," for example, is soil that is 7 to 27 percent clay, 28 to 50 percent silt, and less than 52 percent sand. If the content of particles coarser than sand is 15 percent or more, an appropriate modifier is added, for example, "gravelly." Classification of the soils is determined according to the Unified soil classification system (ASTM, 2005) and the system adopted by the American Association of State Highway and Transportation Officials (AASHTO, 2004). The Unified system classifies soils according to properties that affect their use as construction material. Soils are classified according to particle-size distribution of the fraction less than 3 inches in diameter and according to plasticity index, liquid limit, and organic matter content. Sandy and gravelly soils are identified as GW, GP, GM, GC, SW, SP, SM, and SC; silty and clayey soils as ML, CL, OL, MH, CH, and OH; and highly organic soils as PT. Soils exhibiting engineering properties of two groups can have a dual classification, for example, CL-ML. The AASHTO system classifies soils according to those properties that affect roadway construction and maintenance. In this system, the fraction of a mineral soil that is less than 3 inches in diameter is classified in one of seven groups from A-1 through A-7 on the basis of particle-size distribution, liquid limit, and plasticity index. Soils in group A-1 are coarse grained and low in content of fines (silt and clay). At the other extreme, soils in group A-7 are fine grained. Highly organic soils are classified in group A-8 on the basis of visual inspection. If laboratory data are available, the A-1, A-2, and A-7 groups are further classified as A-1-a, A-1-b, A-2-4, A-2-5, A-2-6, A-2-7, A-7-5, or A-7-6. As an additional refinement, the suitability of a soil as subgrade material can be indicated by a group Custom Soil Resource Report 20 index number. Group index numbers range from 0 for the best subgrade material to 20 or higher for the poorest. Percentage of rock fragments larger than 10 inches in diameter and 3 to 10 inches in diameter are indicated as a percentage of the total soil on a dry-weight basis. The percentages are estimates determined mainly by converting volume percentage in the field to weight percentage. Three values are provided to identify the expected Low (L), Representative Value (R), and High (H). Percentage (of soil particles) passing designated sieves is the percentage of the soil fraction less than 3 inches in diameter based on an ovendry weight. The sieves, numbers 4, 10, 40, and 200 (USA Standard Series), have openings of 4.76, 2.00, 0.420, and 0.074 millimeters, respectively. Estimates are based on laboratory tests of soils sampled in the survey area and in nearby areas and on estimates made in the field. Three values are provided to identify the expected Low (L), Representative Value (R), and High (H). Liquid limit and plasticity index (Atterberg limits) indicate the plasticity characteristics of a soil. The estimates are based on test data from the survey area or from nearby areas and on field examination. Three values are provided to identify the expected Low (L), Representative Value (R), and High (H). 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. Custom Soil Resource Report 21 Absence of an entry indicates that the data were not estimated. The asterisk '*' denotes the representative texture; other possible textures follow the dash. The criteria for determining the hydrologic soil group for individual soil components is found in the National Engineering Handbook, Chapter 7 issued May 2007(http://directives.sc.egov.usda.gov/ OpenNonWebContent.aspx?content=17757.wba). Three values are provided to identify the expected Low (L), Representative Value (R), and High (H). Custom Soil Resource Report 22 Engineering Properties–Barnstable County, Massachusetts Map unit symbol and soil name Pct. of map unit Hydrolo gic group Depth USDA texture Classification Pct Fragments Percentage passing sieve number—Liquid limit Plasticit y index Unified AASHTO >10 inches 3-10 inches 4 10 40 200 In L-R-H L-R-H L-R-H L-R-H L-R-H L-R-H L-R-H L-R-H 252A—Carver coarse sand, 0 to 3 percent slopes Carver, coarse sand 80 A 0-2 Slightly decomposed plant material PT A-8 0- 0- 0 0- 0- 0 —————— 2-3 Moderately decomposed plant material PT A-8 0- 0- 0 0- 0- 0 —————— 3-7 Coarse sand, loamy sand, gravelly loamy coarse sand, gravelly coarse sand, gravelly sand, gravelly loamy sand, loamy coarse sand, sand SP-SM, SM, SW, SP, SW-SM A-1-b, A-2-4, A-3 0- 0- 2 0- 0- 2 87-100- 100 62-98-1 00 23-43- 59 2- 6- 17 0-20 -26 NP-2 -3 7-10 Gravelly coarse sand, gravelly sand, gravelly loamy sand, loamy coarse sand, coarse sand, sand, loamy sand, gravelly loamy coarse sand SP-SM, SM, SW, SP, SW-SM A-1-b, A-2-4, A-3 0- 0- 2 0- 0- 2 87-100- 100 62-98-1 00 23-43- 59 2- 6- 17 0-0 -20 NP-0 -3 10-15 Gravelly loamy coarse sand, coarse sand, sand SP-SM, SM, SW, SP, SW-SM A-1-b, A-2-4, A-3 0- 0- 2 0- 0- 2 87-100- 100 62-98-1 00 23-43- 59 2- 6- 17 0-0 -20 NP-0 -3 15-28 Gravelly loamy coarse sand, coarse sand, sand SP-SM, SM, SW, SP, SW-SM A-1-b, A-2-4, A-3 0- 0- 2 0- 0- 2 87-100- 100 62-85-1 00 23-37- 59 2- 5- 17 0-0 -17 NP-0 -3 Custom Soil Resource Report 23 Engineering Properties–Barnstable County, Massachusetts Map unit symbol and soil name Pct. of map unit Hydrolo gic group Depth USDA texture Classification Pct Fragments Percentage passing sieve number—Liquid limit Plasticit y index Unified AASHTO >10 inches 3-10 inches 4 10 40 200 In L-R-H L-R-H L-R-H L-R-H L-R-H L-R-H L-R-H L-R-H 28-32 Gravelly loamy coarse sand, sand, coarse sand SP-SM, SM, SW, SP, SW-SM A-1-b, A-2-4, A-3 0- 0- 2 0- 0- 2 87-100- 100 62-85-1 00 23-37- 59 2- 5- 17 0-0 -17 NP-0 -3 32-67 Gravelly sand, coarse sand, sand, gravelly coarse sand SP-SM, SM, SW, SP, SW-SM A-1-b, A-2-4, A-3 0- 0- 2 0- 0- 2 88-100- 100 63-92-1 00 24-41- 57 2- 6- 14 0-0 -18 NP-0 -3 Custom Soil Resource Report 24 Engineering Properties–Barnstable County, Massachusetts Map unit symbol and soil name Pct. of map unit Hydrolo gic group Depth USDA texture Classification Pct Fragments Percentage passing sieve number—Liquid limit Plasticit y index Unified AASHTO >10 inches 3-10 inches 4 10 40 200 In L-R-H L-R-H L-R-H L-R-H L-R-H L-R-H L-R-H L-R-H 252B—Carver coarse sand, 3 to 8 percent slopes Carver, coarse sand 80 A 0-2 Slightly decomposed plant material PT A-8 0- 0- 0 0- 0- 0 —————— 2-3 Moderately decomposed plant material PT A-8 0- 0- 0 0- 0- 0 —————— 3-7 Coarse sand, loamy sand, gravelly loamy coarse sand, gravelly coarse sand, gravelly sand, gravelly loamy sand, loamy coarse sand, sand SP-SM, SM, SW, SP, SW-SM A-1-b, A-2-4, A-3 0- 0- 2 0- 0- 2 87-100- 100 62-98-1 00 23-43- 59 2- 6- 17 0-20 -26 NP-2 -3 7-10 Gravelly coarse sand, gravelly sand, gravelly loamy sand, loamy coarse sand, coarse sand, sand, loamy sand, gravelly loamy coarse sand SP-SM, SM, SW, SP, SW-SM A-1-b, A-2-4, A-3 0- 0- 2 0- 0- 2 87-100- 100 62-98-1 00 23-43- 59 2- 6- 17 0-0 -20 NP-0 -3 10-15 Gravelly loamy coarse sand, coarse sand, sand SP-SM, SM, SW, SP, SW-SM A-1-b, A-2-4, A-3 0- 0- 2 0- 0- 2 87-100- 100 62-98-1 00 23-43- 59 2- 6- 17 0-0 -20 NP-0 -3 15-28 Gravelly loamy coarse sand, coarse sand, sand SP-SM, SM, SW, SP, SW-SM A-1-b, A-2-4, A-3 0- 0- 2 0- 0- 2 87-100- 100 62-85-1 00 23-37- 59 2- 5- 17 0-0 -17 NP-0 -3 Custom Soil Resource Report 25 Engineering Properties–Barnstable County, Massachusetts Map unit symbol and soil name Pct. of map unit Hydrolo gic group Depth USDA texture Classification Pct Fragments Percentage passing sieve number—Liquid limit Plasticit y index Unified AASHTO >10 inches 3-10 inches 4 10 40 200 In L-R-H L-R-H L-R-H L-R-H L-R-H L-R-H L-R-H L-R-H 28-32 Gravelly loamy coarse sand, sand, coarse sand SP-SM, SM, SW, SP, SW-SM A-1-b, A-2-4, A-3 0- 0- 2 0- 0- 2 87-100- 100 62-85-1 00 23-37- 59 2- 5- 17 0-0 -17 NP-0 -3 32-67 Gravelly sand, coarse sand, sand, gravelly coarse sand SP-SM, SM, SW, SP, SW-SM A-1-b, A-2-4, A-3 0- 0- 2 0- 0- 2 88-100- 100 63-92-1 00 24-41- 57 2- 6- 14 0-0 -18 NP-0 -3 Custom Soil Resource Report 26 Engineering Properties–Barnstable County, Massachusetts Map unit symbol and soil name Pct. of map unit Hydrolo gic group Depth USDA texture Classification Pct Fragments Percentage passing sieve number—Liquid limit Plasticit y index Unified AASHTO >10 inches 3-10 inches 4 10 40 200 In L-R-H L-R-H L-R-H L-R-H L-R-H L-R-H L-R-H L-R-H 252C—Carver coarse sand, 8 to 15 percent slopes Carver, coarse sand 80 A 0-2 Slightly decomposed plant material PT A-8 0- 0- 0 0- 0- 0 —————— 2-3 Moderately decomposed plant material PT A-8 0- 0- 0 0- 0- 0 —————— 3-7 Coarse sand, loamy sand, gravelly loamy coarse sand, gravelly coarse sand, gravelly sand, gravelly loamy sand, loamy coarse sand, sand SP-SM, SM, SW, SP, SW-SM A-1-b, A-2-4, A-3 0- 0- 2 0- 0- 2 87-100- 100 62-98-1 00 23-43- 59 2- 6- 17 0-20 -26 NP-2 -3 7-10 Gravelly coarse sand, gravelly sand, gravelly loamy sand, loamy coarse sand, coarse sand, sand, loamy sand, gravelly loamy coarse sand SP-SM, SM, SW, SP, SW-SM A-1-b, A-2-4, A-3 0- 0- 2 0- 0- 2 87-100- 100 62-98-1 00 23-43- 59 2- 6- 17 0-0 -20 NP-0 -3 10-15 Gravelly loamy coarse sand, coarse sand, sand SP-SM, SM, SW, SP, SW-SM A-1-b, A-2-4, A-3 0- 0- 2 0- 0- 2 87-100- 100 62-98-1 00 23-43- 59 2- 6- 17 0-0 -20 NP-0 -3 15-28 Gravelly loamy coarse sand, coarse sand, sand SP-SM, SM, SW, SP, SW-SM A-1-b, A-2-4, A-3 0- 0- 2 0- 0- 2 87-100- 100 62-85-1 00 23-37- 59 2- 5- 17 0-0 -17 NP-0 -3 Custom Soil Resource Report 27 Engineering Properties–Barnstable County, Massachusetts Map unit symbol and soil name Pct. of map unit Hydrolo gic group Depth USDA texture Classification Pct Fragments Percentage passing sieve number—Liquid limit Plasticit y index Unified AASHTO >10 inches 3-10 inches 4 10 40 200 In L-R-H L-R-H L-R-H L-R-H L-R-H L-R-H L-R-H L-R-H 28-32 Gravelly loamy coarse sand, sand, coarse sand SP-SM, SM, SW, SP, SW-SM A-1-b, A-2-4, A-3 0- 0- 2 0- 0- 2 87-100- 100 62-85-1 00 23-37- 59 2- 5- 17 0-0 -17 NP-0 -3 32-67 Gravelly sand, coarse sand, sand, gravelly coarse sand SP-SM, SM, SW, SP, SW-SM A-1-b, A-2-4, A-3 0- 0- 2 0- 0- 2 88-100- 100 63-92-1 00 24-41- 57 2- 6- 14 0-0 -18 NP-0 -3 Custom Soil Resource Report 28 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 29 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 30 Brewster Golf Course Solar Stormwater Management Plan APPENDIX F – FEMA FLOOD INSURANCE RATE MAP (FIRMETTE) USGS The National Map: Orthoimagery. Data refreshed April, 2019. "#N NATIONAL FLOOD INSURANCE PROGRAM FLOOD INSURANCE RATE MAP NOTES TO USERS For information and questions about this Flood Insurance Rate Map (FIRM), available products associated withthis FIRM, including historic versions, the current map date for each FIRM panel, how to order products, or theNational Flood Insurance Program (NFIP) in general, please call the FEMA Map Information eXchange at1-877-FEMA-MAP (1-877-336-2627) or visit the FEMA Flood Map Service Center website at http://msc.fema.gov.Available products may include previously issued Letters of Map Change, a Flood Insurance Study Report, and/or digital versions of this map. Many of these products can beordered or obtained directly from the website. Communities annexing land on adjacent FIRM panels must obtain a current copy of the adjacent panel as wellas the current FIRM Index. These may be ordered directly from the Flood Map Service Center at the numberlisted above. For community and countywide map dates refer to the Flood Insurance Study Report for this jurisdiction. To determine if flood insurance is available in this community, contact your Insurance agent or call the NationalFlood Insurance Program at 1-800-638-6620. Basemap information shown on this FIRM was provided in digital format by USDA, Farm Service Agency (FSA).This information was derived from NAIP, dated April 11, 2018. SCALE Map Projection:GCS, Geodetic Reference System 1980; Vertical Datum: NAVD88 Panel Contains: MAP NUMBER EFFECTIVE DATE COMMUNIT Y NUMBER PANEL BARNSTABLE COUNT YMASSACHUSETTSALL JURISDICTIONS PANEL 607 OF 8751 inch = 500 feet 1:6,000 0 500 1,000 1,500 2,000250Feet 0 100 200 300 40050MetersThis map was exported from FEMA's National Flood Hazard Layer (NFHL) on 4/7/2020 4:51:35 PM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or become superseded by new data over time. For additional information, please see the Flood Hazard Mapping Updates Overview Fact Sheet at https://www.fema.gov/media-library/assets/documents/118418 This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards This map image is void if the one or more of the following map elements do not appear: basemap imagery, floodzone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effectivedate. TOWN OF BREWSTERMASSACHUSETTSTOWN OF HARWICHMASSACHUSETTSTOWN OF ORLEANSMASSACHUSETTS 250003 250008 250010 0607 0607 0607 25001C0607J 07/16/2014 69°59'59.51"W 41°43'0.87"N 70°1'52.99"W 41°45'6.69"N For information about the specific vertical datum for elevation features, datumconversions, or vertical monuments used to create this map please see the FloodInsurance Study(FIS) Report for your community at https://msc.fema.gov SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT OTHER FEATURES FLOOD HAZARD INFORMATION Without Base Flood Elevation (BFE)Zone A, V, A99With BFE or Depth Zone AE, AO, AH, VE, AR Regulator y Floodway 0.2% Annual Chance Flood Hazard, Areasof 1% annual chance flood with averagedepth less than one foot or with drainageareas of less than one square mile Zone X Future Conditions 1% AnnualChance Flood Hazard Zone X Area with Reduced Flood Risk due to LeveeSee Notes.Zone X Area with Flood Risk due to Levee Zone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood Hazard Zone D Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance17.5 Water Surface ElevationCoastal TransectCoastal Transect BaselineProfile BaselineHydrographic Feature Base Flood Elevation Line (BFE) Limit of StudyJurisdiction Boundary 8 Effective LOMRs GENERALSTRUCTURES OTHER AREAS OTHER AREAS OFFLOOD HAZARD SPECIAL FLOODHAZARD AREAS B 20.2 Brewster Golf Course Solar Stormwater Management Plan APPENDIX G – GEOTECHNICAL REPORT westonandsampson.com Offices in MA, CT, NH, VT, NY, NJ, PA, SC & FL 55 Walkers Brook Drive, Reading, MA 01867 (HQ) Tel: 978.532.1900 Tetra Tech, Inc. Weston & Sampson Project No. ENG20-0424 June 9, 2020 Mr. Josh Burdett Tetra Tech, Inc. 3136 South Winton Road, Suite 303 Rochester, NY 14623 RE: Geotechnical Engineering Report Brewster Driving Range and Brewster Golf Course Solar Canopies Brewster, Massachusetts INTRODUCTION Weston & Sampson Engineers, Inc. (Weston & Sampson) is pleased to present our geotechnical engineering report for the proposed solar photovoltaic (PV) parking canopy project in Brewster, Massachusetts. The project includes two (2) sites; the Brewster Driving Range at 198 Commerce Park Road and the Brewster Golf Course at 1000 Freemans Way. This report includes geotechnical engineering recommendations for design and construction of the proposed canopies at both sites. Our project understanding is based on review of May 5, 2020 (Driving Range) and May 17, 2020 (Golf Course) Solar Canopy Plans prepared by Distributed Solar Development (DSD). EXISTING CONDITIONS Brewster Driving Range The Brewster Driving Range (aka Captains Golf Course Driving Rage) is bounded by Commerce Park Road to the west, wooded areas to the north and east, and a commercial building to the south as shown in Figure 1 – Locus Map. The facility includes a paved parking lot at the west side of the facility, a grass-surfaced driving range at the east side of the facility, and a clubhouse building near the southeast corner of the parking lot. Stormwater drainage pipes are located below the parking lot. Ground surface elevations in the parking lot slope down from approximately El. 90 ft. at the south end to approximately El. 80 ft. near the middle, then slope up to approximately 85 ft. at the north end. Ground surface elevations in the driving range were not available but based on information from Google Earth Pro (©Google), ground surface elevations appear to slope down gently from west to east. The elevation datum is not known since it was not indicated on the DSD plans. Brewster Golf Course The Brewster Golf Course (aka The Captains Golf Course) is bounded by Freemans Way to the north, wooded and residential areas to the east, wooded areas to the south, and Route 6 to the west as shown in Figure 1. The facility includes paved parking lots and clubhouse and storage buildings at the northwest June 9, 2020 Page 2 of 6 westonandsampson.com Offices in MA, CT, NH, VT, NY, NJ, PA, SC & FL corner of the facility and golf course fairways throughout the rest of the facility. Stormwater drainage pipes are located below the parking lots. Ground surface elevations in the parking lots slope up from approximately El. 91 at the west end to the El. 106 ft. at the east end. Ground surface elevations in the fairways were not available but based on information from Google Earth Pro (©Google), ground surface elevations appear to be undulating. PROPOSED PROJECT The project includes construction of two (2) solar PV parking canopies in the paved parking lot at the Brewster Driving Range and two (2) solar PV parking canopies in the paved parking lots at the Brewster Golf Course, as shown in the attached Figure 2 – Driving Range Site Plan and Figure 3 – Golf Course Site Plan. The parking canopy structures will consist of solar PV panels mounted to steel beams that are supported by steel columns. Drilled pier (shaft) foundations are proposed to support the columns. The Brewster Driving Range parking canopies will measure approximately 90 to 145 ft. wide by approximately 137 to 191 ft. long and have two (2) to three (3) rows of columns spaced approximately 31 ft. on-center. The Brewster Golf Course parking canopies will measure approximately 124 ft. wide by approximately 239 to 266 ft. long and have two (2) rows of columns spaced approximately 27 ft. on-center. Information on structural loading and drilled shaft diameters was not available at the time of this report, but based on our experience with similar structures, we assume downward axial (compression) loads at each column will be less than approximately 20 kips and pier diameters will be about 3 ft. New subsurface electric utilities are anticipated as part of the project. Proposed grades in the parking canopy areas are anticipated to match existing grades. SUBSURFACE CONDITIONS Geologic Setting Information from the Massachusetts Office of Geographic Information (MassGIS) indicates the sites are located in an area of sand and gravel over bedrock at depths greater than 200 ft. Bedrock outcrops are not mapped near the sites and were not observed during our site reconnaissance. Subsurface Explorations Subsurface conditions were explored on May 5, 2020 by advancing three (3) borings (B-1, B-2, and B-3) at the Brewster Driving Range site and three (3) borings (B-4, B-5, and B-6) at the Brewster Golf Course site. Approximate boring locations are shown in Figures 2 and 3. Weston & Sampson geotechnical engineering staff monitored boring activities, measured boring locations relative to existing site features, and prepared logs for each boring. The borings were completed by Desmond Well Drilling, Inc. of Orleans, MA using a truck-mounted drill rig and 4-1/4 in. inside diameter (ID) hollow stem augers. Standard penetration tests were conducted in each boring by driving a 24 in. long by 1-3/8 in. ID (2-inch outside diameter) split spoon sampler with blows from a 140 lb. automatic hammer falling 30 inches per blow. Sampling intervals were generally every 2 ft. in the upper 6 ft. and every 5 ft. thereafter. June 9, 2020 Page 3 of 6 westonandsampson.com Offices in MA, CT, NH, VT, NY, NJ, PA, SC & FL Encountered Subsurface Conditions Subsurface conditions encountered in the borings were similar at both sites and generally consisted of surficial TOPSOIL and up to approximately 4 ft. of FILL above native SAND to the depths explored. The subsurface conditions encountered in the borings were generally consistent with mapped surficial geology. Descriptions of the subsurface conditions encountered in the borings are included in the borings logs in Attachment A. The major strata encountered in the borings are described below. Variations may occur and should be expected outside and between boring locations. Topsoil – All borings were completed in existing landscaped areas and encountered approximately 3 to 9- inches of TOPSOIL at the ground surface. Fill – Approximately 1 to 4.5 ft. of very loose to medium dense FILL was encountered below the topsoil in all borings except B-3. The FILL generally contained mostly fine to coarse sand with up to 45 percent non- plastic fines, up to 25 percent gravel, and up to 1 percent organics (roots). Sand – Very loose to medium dense, native SAND was encountered below the topsoil and/or fill in all borings to the depths explored (20.0 to 21.0 ft.) This layer generally contained mostly fine to coarse SAND with up to 10 percent gravel and up to 10 percent non-plastic fines. Based on periodic auger grinding, cobbles and boulders are likely present in the sand stratum. Groundwater – Groundwater was not observed in the borings. We anticipate that groundwater levels will fluctuate with season, variations in precipitation, construction in the area, and other factors. Perched groundwater conditions could exist close to the ground surface, especially during and after extended periods of wet weather. DRILLED SHAFT DESIGN AND CONSTRUCTION RECOMMENDATIONS General Based on the subsurface conditions encountered in the borings, the use of drilled shafts to support the parking canopies is considered feasible at both sites. The existing fill is not considered suitable to provide end-bearing support for the drilled shafts but will likely be penetrated based on minimum embedment recommendation discussed below. End-bearing support for the drilled shafts should be provided by the native sand below the fill. Based on the borings, native sand is anticipated at depths ranging from approximately 0.5 to 4.5 ft. Fill may extend deeper in areas not explored by borings. Drilled Shaft Foundation Design Parameters Drilled shafts will require sufficient embedment to resist compression, uplift, shear, and bending moment forces. Side (skin) friction in the fill may be considered for design, but end-bearing support in the native sand is recommended. We understand that drilled shaft design (including minimum embedment depth) will be completed by others using the foundation design parameters provided in this report. Drilled shafts should be designed and constructed in accordance with the provisions of the Massachusetts State Building Code and as discussed in the following sections. June 9, 2020 Page 4 of 6 westonandsampson.com Offices in MA, CT, NH, VT, NY, NJ, PA, SC & FL We completed preliminary drilled shaft design analyses based on our experience with similar solar PV parking canopy projects. Assuming a 3 ft. diameter drilled shaft and end-bearing support in the sand, a minimum drilled shaft embedment depth of 15 ft. is recommended to resist a compression load up to 20 kips. Deeper embedment depths may be needed in areas of deeper fill and to resist lateral loads, uplift loads, or a compression load greater than that assumed in our analyses. The Contractor should retain a Structural Engineer Licensed in the Commonwealth of Massachusetts to evaluate drilled shaft sections, reinforcement requirements, and embedment depths. The geotechnical parameters in Table 1 below can be used for design of drilled shafts. Skin resistance in the top 4 ft. (frost zone) and lateral resistance in the top 2 ft. of drilled shaft embedment should be neglected. Given the maximum encountered depth of fill in our explorations (4 ft.) skin resistance in the fill should be neglected. Table 1 – Drilled Shaft Geotechnical Design Parameters Design Parameter Value Allowable End Bearing Capacity1,2 Native Sand 1.8 kips/ft2 Allowable Side Friction (compression)2,3 Fill Native Sand neglect 0.15 kips/ft2 Allowable Side Friction (uplift)3 Fill Native Sand neglect 0.11 kips/ft2 Coefficient of Lateral Subgrade Reaction4 Fill Native Sand 10 (z/D) kips/ft3 10 (z/D) kips/ft3 Modulus of Subgrade Reaction (For L-Pile Analysis) Fill Native Sand 25 lbs/in3 25 lbs/in3 Seismic Site Class D Unit Weight Fill Native Sand 110 lbs/ft3 115 lbs/ft3 Friction Angle Fill Native Sand 30 degrees 32 degrees Coefficient of Passive Earth Pressure (Rankine) Fill Native Sand 3.0 3.2 1. Drilled shaft bases should be firm and stable and free of loose materials. Bases should be observed by a Weston & Sampson geotechnical engineer prior to concrete and rebar cage placement. 2. The Structural Engineer should be aware that the unit base and side friction resistances provided in Table 1 are maximum recommended values that will occur at different displacements. Resistance due to side friction will peak at a shaft displacement of approximately 1% of the shaft diameter. June 9, 2020 Page 5 of 6 westonandsampson.com Offices in MA, CT, NH, VT, NY, NJ, PA, SC & FL Assuming a drilled shaft diameter of 3 ft., side friction resistance will peak at a vertical shaft displacement of 0.4-inch. Development of full base resistance, however, occurs at a larger displacement. Approximately 50% of the maximum base resistance is expected to develop with a vertical displacement equal to about 2% of the shaft diameter (0.8-inch for a 3 ft. diameter shaft). If the Structural Engineer considers both side and base resistance in their design, we recommend that the downward axial shaft capacity be calculated using the unit side friction in Table 1 and 25% of the maximum base noted in Table 1 (0.45 kips/ft2). 3. Side friction values assume drilling fluid is not used. 4. z = depth below ground surface and D = drilled shaft diameter. Drilled Shaft Construction Considerations Drilled shafts should be designed and constructed in accordance with procedures established in the US Department of Transportation Federal Highway Administration Publication No. FHWA-NHI-10-016 “Drilled Shafts: Construction Procedures and Design Methods.” The drilled shaft contractor should be responsible for selecting appropriate construction methods so that each drilled shaft is constructed in accordance with project design drawings, specifications, and the above publication. The native sand encountered in our borings was very loose to medium dense and generally contained less than 5 percent fines. These soils are therefore susceptible to caving during drilled shaft construction and the use of casing may be required to maintain the integrity of the excavations. Cleanout buckets may also be required to remove loose and unstable material from shaft bases. LIMITATIONS We have prepared this report for use by Tetra Tech and members of the design and construction team for the subject project and this site only. The data and report can be used for estimating purposes, but our report, conclusions, and interpretations should not be construed as a warranty of the subsurface conditions and are not applicable to other sites. Additional information about interpretation and use of this report is included in Attachment B. Soil borings indicate soil conditions only at specific locations and only to the depths penetrated. They do not necessarily reflect subsurface conditions that may exist outside or between exploration locations. If subsurface conditions differing from those described are noted during the course of excavation and construction, reevaluation will be necessary and we should be consulted. Site development plans and design details were considered preliminary at the time this report was prepared. If changes are made in site grades, configuration, design loads, or type of construction for the structure, the conclusions and recommendations may not be applicable. We should be consulted to review final design drawings and specifications to see that our recommendations are suitably followed. If design changes are made, we should be retained to review our conclusions and recommendations and provide a written evaluation or modification. Additional geotechnical engineering analyses and explorations may be necessary. The recommendations in this report are preliminary as actual subsurface conditions may differ from those interpreted based on our subsurface explorations. In order for our recommendations to be considered final, we June 9, 2020 Page 6 of 6 westonandsampson.com Offices in MA, CT, NH, VT, NY, NJ, PA, SC & FL must be retained to observe the actual subsurface conditions encountered during construction. Our observations will allow us to interpret the actual conditions present during construction and adapt our recommendations if needed. Within the limitations of scope, schedule, and budget, our services have been executed in accordance with generally accepted practices in this area at the time this report was prepared. No warranty or other conditions, expressed or implied, is given. Sincerely, WESTON & SAMPSON ENGINEERS, INC. Thomas J. Strike, PE Senior Project Manager Senior Project Manager Christopher J. Palmer, PE Senior Technical Leader Attachments: Figure 1 – Locus Plan (1 page) Figure 2 – Driving Range Site Plan (1 page) Figure 3 – Golf Course Site Plan (1 page) Attachment A – Boring Logs (6 pages) Attachment B – Important Information about This Geotechnical-Engineering Report (2 pages) FIGURES ATTACHMENT A Boring Logs DEPTH BELOW GROUNDSURFACE [VERTICAL FT.]5 10 15 20 SAMPLE TYPE GRAPHICSAMPLE ID NUMBER ANDRECOVERY RATIO [IN./IN.]S-1 20/24 S-2 22/24 S-3 11/24 S-4 15/24 S-5 16/24 S-6 21/24 SPT BLOWS / 6 IN. (OR)CORE RATE / 12 IN. [MIN.]2 4 5 4 5 5 6 5 2 2 3 2 1 2 1 2 2 2 3 2 2 2 3 2 SPT RESISTANCE, RQD, AND LABORATORY DATA 9 11 5 3 5 5 STRATIGRAPHY LOGSTRATUM IDENTIFICATION AND DESCRIPTION Surface: Grass field. Topsoil-3 inches thick. Well graded sand with silt (SW-SM)-Brown; moist; mostly fine to medium SAND, few non plastic fines, trace fine gravel; trace organics (roots). Poorly graded sand (SP)-Very loose to medium dense; light brown and orange; moist; mostly medium to coarse SAND, few fine gravel, trace non plastic fines.ELEVATION SCALESHOWN TO NEAREST FT.80 75 70 65 REMARKS, OTHER TESTS, AND INSTALLATIONS [5.0 -6.0] Auger grinding on possible cobbles/boulders. Exploration ended at 21.0 ft. Brewster Driving Range Solar Brewster, MA BORING ID: B-1WSE Project: ENG20-0424 Tetra Tech, Inc.Page 1 of 1 CONTRACTOR: FOREMAN: LOGGED BY: CHECKED BY: EQUIPMENT: SPT HAMMER: Desmond Well Drilling, Inc. J. Westgate, EIT T. Strike, PE CME 75, Truck Mounted Automatic (140-lb.) BORING LOCATION: ADVANCE METHOD: AUGER DIAMETER: SUPPORT CASING: CORING METHOD: BACKFILL MATERIAL: See Attached Figure Hollow-Stem Auger Drilling 4-1/4" ID (Stem), 7-5/8" OD (Flights) N/A N/A Drill Cuttings DATE START: DATE FINISH: GROUND EL: FINAL DEPTH: GRID COORDS: GRID SYSTEM: May 5, 2020 May 5, 2020 85.0 ± 21.0 ft. N:2733550 ± / E:1061525 ± NAD83 State Plane (MA) Refer to the attached index sheets for important information about this log including general notes,legends, and guidance on description methods and procedures. N-Value, Raw (bpf) Moisture Content (%) Plastic Limit (%) Liquid Limit (%) Organic Content (%) 10 20 30 40 DEPTH BELOW GROUNDSURFACE [VERTICAL FT.]5 10 15 20 SAMPLE TYPE GRAPHICSAMPLE ID NUMBER ANDRECOVERY RATIO [IN./IN.]S-1 19/24 S-2 16/24 S-3 18/24 S-4 20/24 S-5 16/24 S-6 15/24 SPT BLOWS / 6 IN. (OR)CORE RATE / 12 IN. [MIN.]2 3 4 4 3 4 5 4 3 3 3 4 2 3 3 4 2 3 3 3 2 4 5 6 SPT RESISTANCE, RQD, AND LABORATORY DATA 7 9 6 6 6 9 STRATIGRAPHY LOGSTRATUM IDENTIFICATION AND DESCRIPTION Surface: Grass field. Topsoil-5 inches thick. Silty sand with gravel (SM)-Dark brown; moist; mostly fine to coarse SAND, some non plastic fines, little fine gravel. [FILL] Well graded sand with silt (SW-SM)-Loose; brown; moist; mostly fine to coarse SAND, few non plastic fines, trace fine gravel. Poorly graded sand (SP)-Loose; brown and orange; moist; mostly fine to coarse SAND, few fine gravel, trace non plastic fines.ELEVATION SCALESHOWN TO NEAREST FT.78 73 68 63 REMARKS, OTHER TESTS, AND INSTALLATIONS [1.5 -2.0] Auger grinding on possible cobbles/boulders. Exploration ended at 21.0 ft. Brewster Driving Range Solar Brewster, MA BORING ID: B-2WSE Project: ENG20-0424 Tetra Tech, Inc.Page 1 of 1 CONTRACTOR: FOREMAN: LOGGED BY: CHECKED BY: EQUIPMENT: SPT HAMMER: Desmond Well Drilling, Inc. J. Westgate, EIT T. Strike, PE CME 75, Truck Mounted Automatic (140-lb.) BORING LOCATION: ADVANCE METHOD: AUGER DIAMETER: SUPPORT CASING: CORING METHOD: BACKFILL MATERIAL: See Attached Figure Hollow-Stem Auger Drilling 4-1/4" ID (Stem), 7-5/8" OD (Flights) N/A N/A Drill Cuttings DATE START: DATE FINISH: GROUND EL: FINAL DEPTH: GRID COORDS: GRID SYSTEM: May 5, 2020 May 5, 2020 83.0 ± 21.0 ft. N:2733353 ± / E:1061453 ± NAD83 State Plane (MA) Refer to the attached index sheets for important information about this log including general notes,legends, and guidance on description methods and procedures. N-Value, Raw (bpf) Moisture Content (%) Plastic Limit (%) Liquid Limit (%) Organic Content (%) 10 20 30 40 DEPTH BELOW GROUNDSURFACE [VERTICAL FT.]5 10 15 20 SAMPLE TYPE GRAPHICSAMPLE ID NUMBER ANDRECOVERY RATIO [IN./IN.]S-1 15/24 S-2 19/24 S-3 15/24 S-4 21/24 S-5 13/24 S-6 16/24 SPT BLOWS / 6 IN. (OR)CORE RATE / 12 IN. [MIN.]3 3 3 2 4 2 3 4 4 5 5 5 2 4 5 5 2 5 5 4 2 4 5 6 SPT RESISTANCE, RQD, AND LABORATORY DATA 6 5 10 9 10 9 STRATIGRAPHY LOGSTRATUM IDENTIFICATION AND DESCRIPTION Surface: Grass field. Topsoil-3 inches thick. Well graded sand with silt (SW-SM)-Loose; brown; moist; mostly fine to coarse SAND, few fine gravel, few non plastic fines. Poorly graded sand (SP)-Loose; light brown and orange; moist; mostly fine to coarse SAND, trace fine gravel, trace non plastic fines.ELEVATION SCALESHOWN TO NEAREST FT.85 80 75 70 REMARKS, OTHER TESTS, AND INSTALLATIONS [16.5 -17.0] Auger grinding on possible cobbles/boulders. Exploration ended at 20.0 ft. Brewster Driving Range Solar Brewster, MA BORING ID: B-3WSE Project: ENG20-0424 Tetra Tech, Inc.Page 1 of 1 CONTRACTOR: FOREMAN: LOGGED BY: CHECKED BY: EQUIPMENT: SPT HAMMER: Desmond Well Drilling, Inc. J. Westgate, EIT T. Strike, PE CME 75, Truck Mounted Automatic (140-lb.) BORING LOCATION: ADVANCE METHOD: AUGER DIAMETER: SUPPORT CASING: CORING METHOD: BACKFILL MATERIAL: See Attached Figure Hollow-Stem Auger Drilling 4-1/4" ID (Stem), 7-5/8" OD (Flights) N/A N/A Drill Cuttings DATE START: DATE FINISH: GROUND EL: FINAL DEPTH: GRID COORDS: GRID SYSTEM: May 5, 2020 May 5, 2020 90.0 ± 20.0 ft. N:2733218 ± / E:1061394 ± NAD83 State Plane (MA) Refer to the attached index sheets for important information about this log including general notes,legends, and guidance on description methods and procedures. N-Value, Raw (bpf) Moisture Content (%) Plastic Limit (%) Liquid Limit (%) Organic Content (%) 10 20 30 40 DEPTH BELOW GROUNDSURFACE [VERTICAL FT.]5 10 15 20 SAMPLE TYPE GRAPHICSAMPLE ID NUMBER ANDRECOVERY RATIO [IN./IN.]S-1 21/24 S-2 15/24 S-3 16/24 S-4 16/24 S-5 19/24 S-6 18/24 SPT BLOWS / 6 IN. (OR)CORE RATE / 12 IN. [MIN.]3 4 3 3 6 12 15 18 3 6 8 6 5 6 5 5 3 4 6 6 2 4 5 5 SPT RESISTANCE, RQD, AND LABORATORY DATA 7 27 14 11 10 9 STRATIGRAPHY LOGSTRATUM IDENTIFICATION AND DESCRIPTION Surface: Grass field. Topsoil-9 inches thick. Well graded sand with silt (SW-SM)-Medium dense to loose; brown; moist; mostly fine to coarse SAND, few fine gravel, few non plastic fines. [FILL] Poorly graded sand (SP)-Loose to medium dense; light brown with orange; moist; mostly medium to coarse SAND, trace to few fine gravel, trace non plastic fines.ELEVATION SCALESHOWN TO NEAREST FT.87 82 77 72 REMARKS, OTHER TESTS, AND INSTALLATIONS Exploration ended at 21.0 ft. Brewster Golf Course Solar Brewster, MA BORING ID: B-4WSE Project: ENG20-0424 Tetra Tech, Inc.Page 1 of 1 CONTRACTOR: FOREMAN: LOGGED BY: CHECKED BY: EQUIPMENT: SPT HAMMER: Desmond Well Drilling, Inc. J. Westgate, EIT T. Strike, PE CME 75, Truck Mounted Automatic (140-lb.) BORING LOCATION: ADVANCE METHOD: AUGER DIAMETER: SUPPORT CASING: CORING METHOD: BACKFILL MATERIAL: See Attached Figure Hollow-Stem Auger Drilling 4-1/4" ID (Stem), 7-5/8" OD (Flights) N/A N/A Drill Cuttings DATE START: DATE FINISH: GROUND EL: FINAL DEPTH: GRID COORDS: GRID SYSTEM: May 5, 2020 May 5, 2020 92.0 ± 21.0 ft. N:2732191 ± / E:1060112 ± NAD83 State Plane (MA) Refer to the attached index sheets for important information about this log including general notes,legends, and guidance on description methods and procedures. N-Value, Raw (bpf) Moisture Content (%) Plastic Limit (%) Liquid Limit (%) Organic Content (%) 10 20 30 40 DEPTH BELOW GROUNDSURFACE [VERTICAL FT.]5 10 15 20 SAMPLE TYPE GRAPHICSAMPLE ID NUMBER ANDRECOVERY RATIO [IN./IN.]S-1 18/24 S-2 21/24 S-3 18/24 S-4 16/24 S-5 15/24 S-6 17/24 SPT BLOWS / 6 IN. (OR)CORE RATE / 12 IN. [MIN.]3 2 2 5 7 9 9 10 2 4 6 9 3 4 4 6 5 5 7 7 2 6 9 9 SPT RESISTANCE, RQD, AND LABORATORY DATA 4 18 10 8 12 15 STRATIGRAPHY LOGSTRATUM IDENTIFICATION AND DESCRIPTION Surface: Grass field. Topsoil-5 inches thick. Well graded sand with gravel (SW)-Very loose; brown; moist; mostly fine to coarse SAND, little fine gravel, trace non plastic fines. [FILL] Well graded sand (SW)-Medium dense; brown to light brown; moist; mostly fine to coarse SAND, few fine gravel, trace non plastic fines. Poorly graded sand (SP)-Loose to medium dense; light brown with orange; moist; mostly fine to coarse SAND, trace to few fine gravel, trace non plastic fines.ELEVATION SCALESHOWN TO NEAREST FT.93 88 83 78 REMARKS, OTHER TESTS, AND INSTALLATIONS [7.5 -8.0] Auger grinding on possible cobbles/boulders. Exploration ended at 21.0 ft. Brewster Golf Course Solar Brewster, MA BORING ID: B-5WSE Project: ENG20-0424 Tetra Tech, Inc.Page 1 of 1 CONTRACTOR: FOREMAN: LOGGED BY: CHECKED BY: EQUIPMENT: SPT HAMMER: Desmond Well Drilling, Inc. J. Westgate, EIT T. Strike, PE CME 75, Truck Mounted Automatic (140-lb.) BORING LOCATION: ADVANCE METHOD: AUGER DIAMETER: SUPPORT CASING: CORING METHOD: BACKFILL MATERIAL: See Attached Figure Hollow-Stem Auger Drilling 4-1/4" ID (Stem), 7-5/8" OD (Flights) N/A N/A Drill Cuttings DATE START: DATE FINISH: GROUND EL: FINAL DEPTH: GRID COORDS: GRID SYSTEM: May 5, 2020 May 5, 2020 98.0 ± 21.0 ft. N:2732222 ± / E:1060386 ± NAD83 State Plane (MA) Refer to the attached index sheets for important information about this log including general notes,legends, and guidance on description methods and procedures. N-Value, Raw (bpf) Moisture Content (%) Plastic Limit (%) Liquid Limit (%) Organic Content (%) 10 20 30 40 DEPTH BELOW GROUNDSURFACE [VERTICAL FT.]5 10 15 20 SAMPLE TYPE GRAPHICSAMPLE ID NUMBER ANDRECOVERY RATIO [IN./IN.]S-1 22/24 S-2 15/24 S-3 15/24 S-4 14/24 S-5 16/24 S-6 14/24 SPT BLOWS / 6 IN. (OR)CORE RATE / 12 IN. [MIN.]3 9 8 7 3 5 7 7 2 4 5 5 1 3 2 3 1 2 2 3 2 3 4 4 SPT RESISTANCE, RQD, AND LABORATORY DATA 17 12 9 5 4 7 STRATIGRAPHY LOGSTRATUM IDENTIFICATION AND DESCRIPTION Surface: Grass field. Topsoil-6 inches thick. Silty sand (SM)-Medium dense; brown; moist; mostly fine to coarse SAND, little non plastic fines, few fine gravel. [FILL] Poorly graded sand (SP)-Very loose to medium dense; light brown and orange; moist; mostly fine to coarse SAND, trace to few fine gravel, trace non plastic fines.ELEVATION SCALESHOWN TO NEAREST FT.101 96 91 86 REMARKS, OTHER TESTS, AND INSTALLATIONS Exploration ended at 21.0 ft. Brewster Golf Course Solar Brewster, MA BORING ID: B-6WSE Project: ENG20-0424 Tetra Tech, Inc.Page 1 of 1 CONTRACTOR: FOREMAN: LOGGED BY: CHECKED BY: EQUIPMENT: SPT HAMMER: Desmond Well Drilling, Inc. J. Westgate, EIT T. Strike, PE CME 75, Truck Mounted Automatic (140-lb.) BORING LOCATION: ADVANCE METHOD: AUGER DIAMETER: SUPPORT CASING: CORING METHOD: BACKFILL MATERIAL: See Attached Figure Hollow-Stem Auger Drilling 4-1/4" ID (Stem), 7-5/8" OD (Flights) N/A N/A Drill Cuttings DATE START: DATE FINISH: GROUND EL: FINAL DEPTH: GRID COORDS: GRID SYSTEM: May 5, 2020 May 5, 2020 106.0 ± 21.0 ft. N:2732073 ± / E:1060632 ± NAD83 State Plane (MA) Refer to the attached index sheets for important information about this log including general notes,legends, and guidance on description methods and procedures. N-Value, Raw (bpf) Moisture Content (%) Plastic Limit (%) Liquid Limit (%) Organic Content (%) 10 20 30 40 GUIDE TO SUBSURFACE EXPLORATION LOGS INDEX SHEET 1 GENERAL INFORMATION GENERAL NOTES AND USE OF LOGS 1.)Explorations were made by ordinary and conventional methods and with care adequate for Weston & Sampson's study and/or design purposes. The exploration logs are part of a specific report prepared by Weston & Sampson for the referenced project and client, and are an integral part of that report. Information and interpretations are subject to the explanations and limitations stated in the report. Weston & Sampson is not responsible for any interpretations, assumptions, projections, or interpolations made by others. 2.)Exploration logs represent general conditions observed at the point of exploration on the date(s) stated. Boundary lines separating soil and rock layers (strata) represent approximate boundaries only and are shown as solid lines where observed and dashed lines where inferred based on drilling action. Actual transitions may be gradual and changes may occur over time. 3.)Soil and rock descriptions are based on visual-manual examination of recovered samples, direct observation in test pits (when permissible), and laboratory testing (when conducted). 4.)Water level observations were made at the times and under the conditions stated. Fluctuations should be be expected to vary with seasons and other factors. Use of fluids during drilling may affect water level observations. The absence of water level observations does not necessarily mean the exploration was dry or that subsurface water will not be encountered during construction. 5.) Standard split spoon samplers may not recover particles with any dimension larger than 1-3/8 inches. Reported gravel conditions or poor sample recovery may not reflect actual in-situ conditions. 6.) Sections of this guide provide a general overview of Weston & Sampson's practices and procedures for identifying and describing soil and rock. These procedures are predominantly based on ASTM D2488, Standard Practice for Description and Identification of Soils (Visual-Manual Procedures), the International Society of Rock Mechanics (ISRM) standards, and the Engineering Geology Field Manual published by the Bureau of Reclamation. Not all aspects of this guide relating to description and identification procedures of soil and rock may be applicable in all circumstances. Sample Recovery Ratio - The length of material recovered in a drive or push type sampler over the length of sampler penetration, in inches (e.g. 18/24). Standard Penetration Test (SPT ) - An in-situ test where a standard split-spoon sampler is driven a distance of 12 or 18 inches (after an initial 6-inch seating interval) using a 140-lb. hammer falling 30 inches for each blow. SPT Blows - The number of hammer blows required to drive a split-spoon sampler each consecutive 6-inch interval during a Standard Penetration Test . If no discernable advancement of a split spoon sampler is made after 50 consecutive hammer blows, 50/X indicates sampler refusal and is the number of blows required to drive the sampler X inches. SPT N-Value (N) - The uncorrected blow count representation of a soil's penetration resistance over a 12-inch interval after an initial 6-in. seating interval, reported in blows per foot (bpf). The N-value is correlated to soil engineering properties. Auger Refusal - No discernable advancement of the auger over a period of 5 minutes with full rig down pressure applied. Casing Refusal (Driven) - Casing penetration of less than 6 inches after a minimum 50 blows of a drop hammer weighing 300 lbs. or a minimum 100 blows of a drop hammer weighing 140 lbs. PID Measurement - A measurement (electronic reading) taken in the field using a photoionization detector (PID) to detect the presence of volatile organic compounds in a soil sample. Values are reported as benzene equivalent units in parts per million (ppm) unless noted otherwise. Rock Quality Designation (RQD) - A qualitative index measure of the degree of jointing and fracture of a rock core taken from a borehole. The RQD is defined as the sum length of solid core pieces 4 inches or longer divided by the run (cored) length, expressed as a percentage. Higher RQD values may indicate fewer joints and fractures in the rock mass. Fill (Made Ground) - A deposit of soil and/or artificial waste materials that has been placed or altered by human processes. DEFINITIONS OF COMMON TERMS Cement concrete seal around casing or riser pipe SAMPLER GRAPHICS Split Spoon (Standard) 2" OD, 1-3/8" ID Shelby or Piston Tube 3" OD, 2-7/8" ID Double-Tube Rock Core Barrel 2" Core Diameter Grab Sample (manual, from discrete point) Direct Push with Acetate Liner Various Liner Sizes G WELL GRAPHICS Split Spoon (Oversize) 3" OD, 2-3/8" ID Composite Sample (multiple grab samples)C Auger Sample (from cuttings or hand auger)A KEY TO WATER LEVELSCAVING / SEEPAGE TERMS Bentonite seal around casing or riser pipe Soil backfill around riser pipe or beneath screen Gravel backfill around screen or riser pipe Sand backfill around screen or riser pipe (filter sand) Solid-wall riser; Sch. 40 PVC, 1" ID unless noted otherwise Slotted screen; Sch. 40 PVC, 1" ID with machined slots Cement grout seal around casing or riser pipe Observed in exploration during advancement. Measured in exploration at completion, prior to backfilling or well installation. Measured in exploration after the stated stabilization period, prior to backfilling, or in well installation if noted. MC..........................Moisture Content OC............................Organic Content PL....................................Plastic Limit LL.....................................Liquid Limit GC..............................Gravel Content SC................................Sand Content FC................................Fines Content DS..................................Direct Shear Caving Term Criteria Minor................... less than 1 cubic ft. Moderate...................... 1 to 3 cubic ft. Severe............ greater than 3 cubic ft. Seepage Term Criteria Slow.......................... less than 1 gpm Moderate........................... 1 to 3 gpm Fast...................... greater than 3 gpm LABORATORY TESTS AND FIELD MEASUREMENTS IC.........1D Incremental Consolidation VS.................Laboratory Vane Shear US..............Unconfined Compression TC.....................Triaxial Compression PP........Pocket (Hand) Penetrometer TV....................Torvane (Hand Vane) PID..............Photoionization Detector FID............Flame Ionization Detector Hollow-Stem Auger Drilling - Utilizes continuous flight auger sections with hollow stems to advance the borehole. Drill rods and a plug are inserted into the auger stem to prevent the entrance of soil cuttings into the augers. Rotary Wash Drilling - Utilizes downward pressure and rotary action applied to a non-coring bit while washing the cuttings to the surface using a circulating fluid injected down the drill rods. The borehole is supported with either steel casing or the drilling fluid. Where a casing is used, the borehole is advanced sequentially by driving the casing to the desired depth and then cleaning out the casing. The process of driving and cleaning the casing is commonly referred to as the 'drive-and-wash' technique. Continuous Sampling - Includes a variety of methods and procedures during which the borehole is advanced via continuous recovery of soil samples. Direct Push sampling is a common method that uses static downward pressure combined with percussive energy to drive a steel mandrel into the ground at continuous intervals while recovering soil samples in disposable acetate liners. Rock Coring - Utilizes downward pressure and rotary action applied to a core barrel equipped with a diamond-set or tungsten carbide coring bit. During conventional coring, the entire barrel is retrieved from the hole upon completion of a core run. Wireline coring allows for removal of the inner barrel assembly containing the actual core while the the drill rods and outer barrel remain in the hole. Various types and sizes of core barrels and bits are used. BORING ADVANCEMENT METHODS The following caving and/or seepage terms may appear on a test pit log. WSE Exploration Log Index - Sheet 1 - General - Rev. Date 04.17.20 Plasticity Criteria Dry Strength Coarse Fraction S = Sand, G = Gravel Group Symbol Group Name (1) Medium Medium to high < 15% S + G CL Lean clay ≥ 30% S + G % S ≥ % G CL Sandy lean clay % S < % G CL Gravelly lean clay Non- plastic None to low < 15% S + G ML Silt ≥ 30% S + G % S ≥ % G ML Sandy silt % S < % G ML Gravelly silt High High to very high < 15% S + G CH Fat clay ≥ 30% S + G % S ≥ % G CH Sandy fat clay % S < % G CH Gravelly fat clay Low to Medium Low to medium < 15% S + G MH Elastic silt ≥ 30% S + G % S ≥ % G MH Sandy elastic silt % S < % G MH Gravelly elastic silt GUIDE TO SUBSURFACE EXPLORATION LOGS INDEX SHEET 2 SOIL DESCRIPTION SOIL DESCRIPTION SPT N-VALUE CORRELATIONS 0 - 2 2 - 4 4 - 8 8 - 15 15 - 30 > 30 0 - 5 5 - 10 10 - 30 30 - 50 > 50 SOIL MOISTURE Dry...............................Apparent absence of moisture; dry to the touch. Moist............................Damp but no visible water. Wet..............................Visible free water; saturated. SOIL CONSTITUENTS Gravel (Coarse)3/4 in.- 3 in.3/4 - 3 Gravel (Fine)No. 4 - 3/4 in.1/5 - 3/4 Sand (Coarse)No. 10 - No. 40 1/16 - 1/5 Sand (Medium)No. 40 - No. 10 1/64 - 1/16 Sand (Fine)No. 200 - No. 40 1/300 - 1/64 Fines (Silt or Clay)Smaller than No. 200 Less than 1/300 Constituent U.S. Sieve Size Observed Size (in.) Very soft Soft Medium stiff Stiff Very stiff Hard Consistency SPT N-Value Very loose Loose Medium dense Dense Very dense Apparent Density SPT N-Value (1)Group Name and Group Symbol Soils are described in the following general sequence. Deviations may occur in some instances. PLASTICITY (FINES ONLY) Non-plastic..................Dry specimen ball falls apart easily. Cannot be rolled into thread at any moisture content. Low..............................Dry specimen ball easily crushed with fingers. Can be rolled into 1/8-in. thread with some difficulty. Medium........................Difficult to crush dry specimen ball with fingers. Easily rolled into 1/8-in. thread. High.............................Cannot crush dry specimen ball with fingers. Easily rolled and re-rolled into 1/8-in. thread. PROPORTIONS / PERCENTAGES Proportions of gravel, sand, and fines (excluding cobbles, boulders, and other constituents) are stated in the following terms indicating a range of percentages by weight (to nearest 5%) of the minus 3-in. soil fraction and add up to 100%. Mostly .....................50%-100% Some .......................30%-45% Little ........................15%-25% Few ..........................5%-10% Trace........................Less than 5% Proportions of cobbles, boulders, and other non-matrix soil materials including artificial debris, roots, plant fibers, etc. are stated in the following terms indicating a range of percentages by volume (to the nearest 5%) of the total soil. Numerous ...............40%-50% Common .................25%-35% Occasional .............10%-20% Trace........................Less than 5% (2)Consistency (Fine-Grained) or Apparent Density (Coarse-Grained) (3)Color (note, the term "to" may be used to indicate a gradational change) (4)Soil Moisture (5)Matrix Soil Constituents (Gravel, Sand, Fines) Proportion (by weight), particle size, plasticity of fines, angularity, etc. (6)Non-Matrix Soil Materials and Proportions (by volume) (7)Other Descriptive Information (Unusual Odor, Structure, Texture, etc.) (8)[Geologic Formation Name or Soil Survey Unit] Identification Components Description Components Primary Constituent Fines Percent Type of Fines and Gradation Group Symbol Group Name (1) GRAVEL % gravel > % sand ≤ 5%well graded GW Well graded gravel poorly graded GP Poorly graded gravel 10%clayey fines well graded GW-GC Well graded gravel with clay poorly graded GP-GC Poorly graded gravel with clay silty fines well graded GW-GM Well graded gravel wth silt poorly graded GP-GM Poorly graded gravel with silt 15% to 45% clay fines GC Clayey gravel silt fines GM Silty gravel SAND % sand ≥ % gravel ≤ 5%well graded SW Well graded sand poorly graded SP Poorly graded sand 10%clayey fines well graded SW-SC Well graded sand with clay poorly graded SP-SC Poorly graded sand with clay silty fines well graded SW-SM Well graded sand with silt poorly graded SP-SM Poorly graded sand with silt 15% to 45% clay fines SC Clayey sand silt fines SM Silty sand SOIL IDENTIFICATION Coarse-Grained Soil - Coarse-grained soils contain fewer than 50% fines and are identified based on the following table. Inorganic Fine-Grained Soil - Fine-grained soils contain 50% or more fines and are identified based on the following table. (1) If soil is a gravel and contains 15% or more sand, add "with sand" to the group name. If soil is a sand and contains 15% of more gravel, add "with gravel" to the group name. (1) If soil contains 15% to 25% sand or gravel, add "with sand" or "with gravel" to the group name. Highly Organic Soil (Peat) - Soils composed primarily of plant remains in various stages of decomposition are identified as Peat and given the group symbol PT. Peat usually has an organic odor, a dark brown to black color, and a texture ranging from fibrous (original plant structure intact or mostly intact) to amorphous (plant structure decomposed to fine particles). Soil identification refers to the grouping of soils with similar physical characteristics into a category defined by a group name and corresponding group symbol based on estimation of the matrix soil constituents to the nearest 5% and simple manual tests. Proportions of cobbles, boulders, and other non-matrix soil materials are not considered during this procedure but are included in the overall soil description if observed or thought to be present. Refer to the following descriptions and tables adapted from ASTM D2488. Naturally occurring soils consist of one or more of the following matrix constituents defined in terms of particle size. Organic Fine-Grained Soil - Fine-grained soils that contain enough organic particles to influence the soil properties are identified as Organic Soil and assigned the group symbol OL or OH. COBBLES AND BOULDERS Cobbles - Particles of rock that will pass a 12-in. square opening and be retained on a 3-in. sieve. Boulders - Particles of rock that will not pass a 12-in. square opening. Note: Where the percentage (by volume) of cobbles and/or boulders cannot be accurately or reliably estimated, the terms "with cobbles", "with boulders", or "with cobbles and boulders" may be used to indicate observed or inferred presence. WSE Exploration Log Index - Sheet 2 - Soil - Rev. Date 04.17.20 ROCK IDENTIFICATION Rock is identified by a combination of rock type (igneous, metamorphic, or sedimentary) followed by the the rock name (e.g. granite, schist, sandstone). ROCK DESCRIPTION Rock descriptions are presented in the following general sequence. The detail of description is dictated by the complexity and objectives of the project. GUIDE TO SUBSURFACE EXPLORATION LOGS INDEX SHEET 3 ROCK DESCRIPTION (1)Rock Type and Name (2)Rock Grain Size (for clastic sedimentary rock ) (3)Crystal Size (for igneous and metamorphic rock ) (4)Bedding Spacing (for sedimentary rock ) (5)Color (6)Hardness and Weathering Descriptors (7)Fracture Density (8)[Geologic Formation Name] Identification Components Description Components ROCK DEFINITION Where reported on an exploration log, rock is defined as any naturally formed aggregate of mineral matter occurring in larges masses or fragments. This definition of rock should not be taken as a replacement for any definitions relating to rock and/or rock excavation defined in construction documents. Intensely weathered or decomposed rock that is friable and can be reduced to gravel size particles or smaller by normal hand pressure is identified and described as soil. Poorly indurated formational materials which display both rock-like and soil-like properties are identified and described as rock followed by the soil description. In such cases, the term "poorly indurated" or "weakly cemented" is added to the rock name (e.g. weakly cemented sandstone). GRAIN / CRYSTAL SIZE Grain Size Description Average Crystal Size (in.) Very coarse grained (pegmatitic)Greater than or equal to 3/8 Coarse-grained Between 3/16 and 3/8 Medium-grained Between 1/32 and 3/16 Fine-grained Between 1/250 and 1/32 Aphanitic Less than or equal to 1/250 Crystal Size for Igneous and Metamorphic Rock BEDDING SPACING Bedding Description Thickness / Spacing Massive Less than 10 ft. Very thickly bedded 3 ft. to 10 ft. Thickly bedded 1 ft. to 3 ft. Moderately bedded 4 in. to 1 ft. Thinly bedded 1 in. to 4 in. Very thinly bedded 1/4 in. to 1 in. Laminated Less than 1/4 in. WEATHERING (INTACT ROCK) Weathering Description Discoloration and/or Oxidation General Characteristics Fresh Body of rock and fracture surfaces are not discolored or oxidized. Rock texture unchanged. Hammer rings when crystalline rocks are struck. Slightly weathered Discoloration or oxidation limited to surface of, or short distance from, fractures. Most surfaces exhibit minor to complete discoloration. Rock texture preserved. Hammer rings when crystalline rocks are struck. Body of rock not weakened. Moderately weathered Discoloration or oxidation extends usually throughout. Fe-Mg minerals appear rusty. All fracture surfaces are discolored or oxidized. Rock texture generally preserved. Hammer does not ring when rock is struck. Body of rock slightly weakened. Intensely weathered Discoloration or oxidation throughout. Feldspar and Fe-Mg minerals altered to clay to some extent. All fracture surfaces are discolored or oxidized and friable. Rock texture altered by chemical disintegration. Can usually be broken with moderate to heavy manual pressure or by light hammer blow . Body of rock is significantly weakened. Decomposed Discoloration or oxidation throughout but resistant minerals such as quartz may be unaltered. All feldspar and Fe-Mg minerals are completely altered to clay. Resembles a soil; partial or complete remnant rock structure may be preserved. Can be granulated by hand. Resistant minerals may present as stringers or dikes. HARDNESS Hardness Criteria Extremely hard Cannot be scratched with a pocketknife or sharp pick. Can only be chipped with repeated heavy hammer blows. Very hard Cannot be scratched with a pocketknife or sharp pick with difficulty. Breaks with repeated heavy hammer blows. Hard Can be scratched with with a pocketknife or sharp pick with difficulty. Breaks with heavy hammer blows. Moderately hard Can be scratched with a pocketknife or sharp pick with light or moderate pressure. Breaks with moderate hammer blows. Moderately soft Can be grooved 1/16 in. deep with a pocketknife or sharp pick with moderate or heavy pressure. Breaks with light hammer blow or heavy manual pressure. Soft Can be grooved or gouged easily with a pocketknife or sharp pick. Breaks with light to moderate manual pressure. Very soft Can be readily indented, grooved, or gouged with fingernail, or carved with a pocketknife. Breaks with light manual pressure. FRACTURE DENSITY Description Observed Fracture Density Unfractured No fractures Very slightly fractured Core lengths greater than 3 ft. Slightly fractured Core lengths mostly from 1 ft. to 3 ft. Moderately fractured Core lengths mostly from 4 in. to 1 ft. Intensely fractured Core lengths mostly from 1 in. to 4 in. Very intensely fractured Mostly chips and fragments Note: Fracture density is based on the fracture spacing in recovered core, measured along the core axis (excluding mechanical breaks). Grain Size for Clastic Sedimentary Rock The names of clastic sedimentary rocks are generally based on their predominant clast or grain size (e.g. fine sandstone, medium sandstone, coarse gravel conglomerate, cobble conglomerate, siltstone, claystone). ROCK QUALITY DESIGNATION RQD (%) =Σ Length of intact core pieces ≥ 4 inches x 100Total length of core run (inches) The RQD should correlate with the fracture density in most cases. Higher RDQ values generally indicate fewer joints and fractures. Note: Bedding is generally only applicable to sedimentary or bedded volcanic rocks. WSE Exploration Log Index - Sheet 3 - Rock - Rev. Date 04.17.20 ATTACHMENT B Important Information about This Geotechnical-Engineering Report Geotechnical-Engineering Report Important Information about This Subsurface problems are a principal cause of construction delays, cost overruns, claims, and disputes. While you cannot eliminate all such risks, you can manage them. The following information is provided to help. The Geoprofessional Business Association (GBA) has prepared this advisory to help you – assumedly a client representative – interpret and apply this geotechnical-engineering report as effectively as possible. In that way, clients can benefit from a lowered exposure to the subsurface problems that, for decades, have been a principal cause of construction delays, cost overruns, claims, and disputes. If you have questions or want more information about any of the issues discussed below, contact your GBA-member geotechnical engineer. Active involvement in the Geoprofessional Business Association exposes geotechnical engineers to a wide array of risk-confrontation techniques that can be of genuine benefit for everyone involved with a construction project. Geotechnical-Engineering Services Are Performed for Specific Purposes, Persons, and Projects Geotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical-engineering study conducted for a given civil engineer will not likely meet the needs of a civil- works constructor or even a different civil engineer. Because each geotechnical-engineering study is unique, each geotechnical- engineering report is unique, prepared solely for the client. Those who rely on a geotechnical-engineering report prepared for a different client can be seriously misled. No one except authorized client representatives should rely on this geotechnical-engineering report without first conferring with the geotechnical engineer who prepared it. And no one – not even you – should apply this report for any purpose or project except the one originally contemplated. Read this Report in Full Costly problems have occurred because those relying on a geotechnical- engineering report did not read it in its entirety. Do not rely on an executive summary. Do not read selected elements only. Read this report in full. You Need to Inform Your Geotechnical Engineer about Change Your geotechnical engineer considered unique, project-specific factors when designing the study behind this report and developing the confirmation-dependent recommendations the report conveys. A few typical factors include: • the client’s goals, objectives, budget, schedule, and risk-management preferences; • the general nature of the structure involved, its size, configuration, and performance criteria; • the structure’s location and orientation on the site; and • other planned or existing site improvements, such as retaining walls, access roads, parking lots, and underground utilities. Typical changes that could erode the reliability of this report include those that affect: • the site’s size or shape; • the function of the proposed structure, as when it’s changed from a parking garage to an office building, or from a light-industrial plant to a refrigerated warehouse; • the elevation, configuration, location, orientation, or weight of the proposed structure; • the composition of the design team; or • project ownership. As a general rule, always inform your geotechnical engineer of project changes – even minor ones – and request an assessment of their impact. The geotechnical engineer who prepared this report cannot accept responsibility or liability for problems that arise because the geotechnical engineer was not informed about developments the engineer otherwise would have considered. This Report May Not Be Reliable Do not rely on this report if your geotechnical engineer prepared it: • for a different client; • for a different project; • for a different site (that may or may not include all or a portion of the original site); or • before important events occurred at the site or adjacent to it; e.g., man-made events like construction or environmental remediation, or natural events like floods, droughts, earthquakes, or groundwater fluctuations. Note, too, that it could be unwise to rely on a geotechnical-engineering report whose reliability may have been affected by the passage of time, because of factors like changed subsurface conditions; new or modified codes, standards, or regulations; or new techniques or tools. If your geotechnical engineer has not indicated an “apply-by” date on the report, ask what it should be, and, in general, if you are the least bit uncertain about the continued reliability of this report, contact your geotechnical engineer before applying it. A minor amount of additional testing or analysis – if any is required at all – could prevent major problems. Most of the “Findings” Related in This Report Are Professional Opinions Before construction begins, geotechnical engineers explore a site’s subsurface through various sampling and testing procedures. Geotechnical engineers can observe actual subsurface conditions only at those specific locations where sampling and testing were performed. The data derived from that sampling and testing were reviewed by your geotechnical engineer, who then applied professional judgment to form opinions about subsurface conditions throughout the site. Actual sitewide-subsurface conditions may differ – maybe significantly – from those indicated in this report. Confront that risk by retaining your geotechnical engineer to serve on the design team from project start to project finish, so the individual can provide informed guidance quickly, whenever needed. This Report’s Recommendations Are Confirmation-Dependent The recommendations included in this report – including any options or alternatives – are confirmation-dependent. In other words, they are not final, because the geotechnical engineer who developed them relied heavily on judgment and opinion to do so. Your geotechnical engineer can finalize the recommendations only after observing actual subsurface conditions revealed during construction. If through observation your geotechnical engineer confirms that the conditions assumed to exist actually do exist, the recommendations can be relied upon, assuming no other changes have occurred. The geotechnical engineer who prepared this report cannot assume responsibility or liability for confirmation- dependent recommendations if you fail to retain that engineer to perform construction observation. This Report Could Be Misinterpreted Other design professionals’ misinterpretation of geotechnical- engineering reports has resulted in costly problems. Confront that risk by having your geotechnical engineer serve as a full-time member of the design team, to: • confer with other design-team members, • help develop specifications, • review pertinent elements of other design professionals’ plans and specifications, and • be on hand quickly whenever geotechnical-engineering guidance is needed. You should also confront the risk of constructors misinterpreting this report. Do so by retaining your geotechnical engineer to participate in prebid and preconstruction conferences and to perform construction observation. Give Constructors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can shift unanticipated-subsurface-conditions liability to constructors by limiting the information they provide for bid preparation. To help prevent the costly, contentious problems this practice has caused, include the complete geotechnical-engineering report, along with any attachments or appendices, with your contract documents, but be certain to note conspicuously that you’ve included the material for informational purposes only. To avoid misunderstanding, you may also want to note that “informational purposes” means constructors have no right to rely on the interpretations, opinions, conclusions, or recommendations in the report, but they may rely on the factual data relative to the specific times, locations, and depths/elevations referenced. Be certain that constructors know they may learn about specific project requirements, including options selected from the report, only from the design drawings and specifications. Remind constructors that they may perform their own studies if they want to, and be sure to allow enough time to permit them to do so. Only then might you be in a position to give constructors the information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Conducting prebid and preconstruction conferences can also be valuable in this respect. Read Responsibility Provisions Closely Some client representatives, design professionals, and constructors do not realize that geotechnical engineering is far less exact than other engineering disciplines. That lack of understanding has nurtured unrealistic expectations that have resulted in disappointments, delays, cost overruns, claims, and disputes. To confront that risk, geotechnical engineers commonly include explanatory provisions in their reports. Sometimes labeled “limitations,” many of these provisions indicate where geotechnical engineers’ responsibilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should respond fully and frankly. Geoenvironmental Concerns Are Not Covered The personnel, equipment, and techniques used to perform an environmental study – e.g., a “phase-one” or “phase-two” environmental site assessment – differ significantly from those used to perform a geotechnical-engineering study. For that reason, a geotechnical- engineering report does not usually relate any environmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated subsurface environmental problems have led to project failures. If you have not yet obtained your own environmental information, ask your geotechnical consultant for risk-management guidance. As a general rule, do not rely on an environmental report prepared for a different client, site, or project, or that is more than six months old. Obtain Professional Assistance to Deal with Moisture Infiltration and Mold While your geotechnical engineer may have addressed groundwater, water infiltration, or similar issues in this report, none of the engineer’s services were designed, conducted, or intended to prevent uncontrolled migration of moisture – including water vapor – from the soil through building slabs and walls and into the building interior, where it can cause mold growth and material-performance deficiencies. Accordingly, proper implementation of the geotechnical engineer’s recommendations will not of itself be sufficient to prevent moisture infiltration. Confront the risk of moisture infiltration by including building-envelope or mold specialists on the design team. Geotechnical engineers are not building- envelope or mold specialists. Copyright 2016 by Geoprofessional Business Association (GBA). Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly prohibited, except with GBA’s specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission of GBA, and only for purposes of scholarly research or book review. Only members of GBA may use this document or its wording as a complement to or as an element of a report of any kind. Any other firm, individual, or other entity that so uses this document without being a GBA member could be committing negligent Telephone: 301/565-2733 e-mail: info@geoprofessional.org www.geoprofessional.org Brewster Golf Course Solar Stormwater Management Plan APPENDIX H – LONG-TERM POLLUTION PREVENTION AND STORMWATER OPERATIONS & MAINTENANCE PLAN Long-Term Pollution Prevention and Stormwater Operation & Maintenance Plan 1000 Freemans Way Brewster, MA 02631 Prepared For: Distributed Solar Development, LLC. 200 Harborside Drive, Suite 200 Schenectady, NY 12305 Prepared By: Tetra Tech, Inc. 3136 South Winton Road, Suite 303 Rochester, NY 14623 Date: November 23, 2020 Long-Term Pollution Prevention and Stormwater Operation & Maintenance Plan 1000 Freemans Way, Brewster, Massachusetts 1 TABLE OF CONTENTS 1.0 INTRODUCTION ..................................................................................................................................... 3 1.1 Responsibility.................................................................................................................................... 3 1.2 Training ............................................................................................................................................. 3 1.3 References ....................................................................................................................................... 4 1.4 Public Safety Features ..................................................................................................................... 4 2.0 PRACTICES FOR LONG-TERM POLLUTION PREVENTION ............................................................. 4 2.1 Good Housekeeping Measures ........................................................................................................ 4 2.1.1 Storage of Materials and Waste .............................................................................................. 5 2.1.2 Vehicle Washing Controls ....................................................................................................... 5 2.1.3 Routine Inspection and Maintenance of Stormwater BMPs ................................................... 5 2.1.4 Spill Prevention and Response Plans ..................................................................................... 5 2.1.5 Maintenance of Landscaped Areas ........................................................................................ 6 2.1.6 Storage and Use of Fertilizers, Herbicides, and Pesticides .................................................... 6 2.1.7 Pet Waste Management ......................................................................................................... 6 2.1.8 Operation and Management of Septic System ....................................................................... 6 2.1.9 Solid Waste Management ....................................................................................................... 6 2.1.10 Winter Maintenance .............................................................................................................. 6 2.1.11 Winter Road Salt/Sand Use and Storage Restrictions ......................................................... 6 2.1.12 Prevention of Illicit Discharges .............................................................................................. 7 2.1.13 Emergency Contacts ............................................................................................................. 7 3.0 STORMWATER OPERATIONS AND MAINTENANCE PROGRAM .................................................... 7 3.1 Documentation ................................................................................................................................. 8 3.2 Stormwater Management Access..................................................................................................... 8 3.3 Inspection and Maintenance Frequency .......................................................................................... 8 3.3.1 Parking Surfaces and Site Access Drives .............................................................................. 8 3.3.2 Solar Canopy Cleaning ........................................................................................................... 9 3.3.3 Vegetated Areas ..................................................................................................................... 9 Long-Term Pollution Prevention and Stormwater Operation & Maintenance Plan 1000 Freemans Way, Brewster, Massachusetts 2 3.3.4 Catch Basins ........................................................................................................................... 9 3.3.5 Infiltration Trenches................................................................................................................. 9 4.0 CONCLUSION ........................................................................................................................................ 9 LIST OF ATTACHMENTS Attachment A: Operation and Maintenance Log Form Long-Term Pollution Prevention and Stormwater Operation & Maintenance Plan 1000 Freemans Way, Brewster, Massachusetts 3 1.0 INTRODUCTION The Long-Term Pollution Prevention (LTPP) and Stormwater Operation and Maintenance (O&M) Plan, filed with the Town of Brewster, shall be implemented at the commercial development located at 1000 Freemans Way to ensure long-term functioning of the stormwater management system (System), and to provide suitable practices for source control of pollutants. The System has been designed in accordance with the ten (10) MassDEP Stormwater Management Standards provided in the Stormwater Management Policy and Massachusetts Wetlands Protection Act, which relate to the protection of wetlands and water bodies, control of water quantity, recharge to groundwater, water quality and protection of critical areas, erosion/sedimentation control and stormwater maintenance. Preventative maintenance of the System is essential in the protection of these interests. 1.1 RESPONSIBILITY The Owner possesses the primary responsibility for overseeing and implementing the LTPP and Stormwater O&M Plan. However, where applicable, the Owner subscribes to the existing facility’s stormwater maintenance procedures, which is owned and operated by the Town of Brewster. When necessary, the Owner and/or Town shall designate responsibility to a professional engineer or other technical professional with expertise and experience with stormwater management facilities for the proper operation and maintenance of the System. In case of transfer of property ownership, future property owners shall be notified of the presence of the stormwater management system and the requirements for proper implementation of the LTPP and Stormwater O&M Plan. System Owner/Operator Name and Address: Distributed Solar Development, LLC. 200 Harborside Drive, Suite 200 Schenectady, NY 12305 Landowner Name and Address: Town of Brewster 2198 Main Street Brewster, MA 02631 1.2 TRAINING The Owner will coordinate an annual in-house training session with the property manager and maintenance staff to discuss the LTPP and Stormwater O&M Plan. Annual training will include the following: • Discuss the Stormwater Operations and Maintenance Plan o Explain the general operations of the stormwater management system and its Best Management Practices (BMP’s). o Identify potential sources of stormwater pollution and measures/methods of reducing or eliminating that pollution. o Emphasize good housekeeping measures. • Discuss the Spill Prevention and Response Plan Long-Term Pollution Prevention and Stormwater Operation & Maintenance Plan 1000 Freemans Way, Brewster, Massachusetts 4 o Explain the process in the event of a spill. o Identify potential sources of spills and the procedures for clean-up and/or reporting and notification. o Complete a yearly inventory of Materials Safety Data Sheets of all tenants and confirm that no potentially harmful chemicals are in use. 1.3 REFERENCES The LTPP and Stormwater O&M Plan references the following documents: Site Plans: Plans titled “C-101 Civil Site Plan and C-102 Civil Details” dated November 13, 2020 (or as amended), prepared by Tetra Tech, Inc. Stormwater Management Plan (SWMP): Report titled “Stormwater Management Plan (SWMP), Brewster Golf Course Solar Project, 1000 Freemans Way, Brewster, MA 02631” dated November 13, 2020 (or as amended), prepared by Tetra Tech, Inc. 1.4 PUBLIC SAFETY FEATURES The following measures have been incorporated into the stormwater management system to promote the safety of the public: • Existing drain manholes and catch basins have been provided with heavy duty covers and/or grates. • Treatment of stormwater runoff from paved surfaces has been designed to remove 80% TSS. • Reduction in peak rates of runoff from the site under post-development conditions. • Development and implementation of an Operations and Maintenance Plan to promote the proper functioning of the stormwater management system. • Development and implementation of good housekeeping practices identifying potential pollution sources and suitable practices to control them from impacting the environment and/or the public’s health and safety. 2.0 PRACTICES FOR LONG-TERM POLLUTION PREVENTION The Owner/Operator and/or Town shall employ the use of good housekeeping practices by adhering to the maintenance schedules and procedures described in this Report. In general, the Project is not expected to generate significant amounts of hazardous waste nor will there be any outdoor storage of petroleum products or chemicals. 2.1 GOOD HOUSEKEEPING MEASURES The Owner and/or Town or designated responsible party shall implement the following good housekeeping measures to ensure long-term pollution prevention and provide suitable practices for source control of pollutants. Long-Term Pollution Prevention and Stormwater Operation & Maintenance Plan 1000 Freemans Way, Brewster, Massachusetts 5 2.1.1 Storage of Materials and Waste The storage of hazardous materials and waste is not anticipated at this site. 2.1.2 Vehicle Washing Controls The washing of vehicles is not anticipated at this site. In the event that vehicle washing is conducted at the site, it will be performed in a location where runoff can be collected in the closed stormwater collection system and directed to a stormwater quality unit. Runoff resulting from vehicle washing will not be directly discharged to a wetland. 2.1.3 Routine Inspection and Maintenance of Stormwater BMPs Conduct inspection and maintenance of the stormwater BMPs in accordance with the Stormwater O&M Plan discussed in Section 3.0. 2.1.4 Spill Prevention and Response Plans There is limited risk of a large spill requiring action at this site. Spills requiring action will most likely be associated with motor vehicle activity. The following good housekeeping practices shall be followed to reduce the risk of spills or other accidental exposure of hazardous materials to the stormwater management system: • Store quantities of materials only required for the facility and not more. • Store materials indoors or under cover in appropriate labeled containers. • Follow manufactures recommendations for proper use and disposal of material. A spill of greater than 10 gallons of oil or a spill of any quantity that has reached a surface water, into a sewer, storm drain, ditch, or culvert leading to a surface water, shall be immediately reported to one or more municipal, state, or federal authority. In the event of a hazardous waste spill on-site the following protocol should be followed. • If it is safe to do so, employees (or on-site property manager) detecting an oil spill should immediately stop the release and use available materials to prevent the spread of oil, particularly trying to discharge to catch basins. • If there is a potentially flammable, toxic, or explosive condition, evacuate the vicinity of the spill. • If is believed that a reportable or dangerous condition exists, immediately call your local Fire Department to notify them of the release. If is believed that a reportable condition exists, immediately call the Massachusetts Department of Environmental Protection (DEP) to notify them of the release. Call the DEP Emergency Response Section toll free statewide number, 1-888-304-1133. Be prepared to provide the following information to the DEP and the Fire Department: • Identity of the caller • Contact phone number • Location of the spill • Type of product spilled • Approximate quantity or product spilled • Extent of actual and/or potential water pollution • Date and time of spill Long-Term Pollution Prevention and Stormwater Operation & Maintenance Plan 1000 Freemans Way, Brewster, Massachusetts 6 • Cause of spill Contact a Licensed Site Professional (LSP) to assist in further handling of the material(s) and DEP. 2.1.5 Maintenance of Landscaped Areas Routine mowing shall be conducted on a consistent basis with grass cut to adequate height to maintain a healthy vegetative cover. Bare areas, areas of sparse growth, and signs of erosion shall be addressed in accordance with the Stormwater O&M Plan discussed in Section 3.0. 2.1.6 Storage and Use of Fertilizers, Herbicides, and Pesticides Fertilizers, herbicides, and pesticides will be stored in their original containers with the original labels in legible condition. These substances will be stored in covered, dry areas. Application and disposal of such materials will be completed in accordance with manufacturer’s instructions. The use of fertilizers, herbicides, and pesticides will be minimized to the maximum extent practicable. If fertilizers must be used, only slow-release organic low-phosphorous fertilizers will be used in any landscaped areas to limit the amount of nutrients that could enter the stormwater system. 2.1.7 Pet Waste Management Pet waste management is not applicable for this commercial facility. 2.1.8 Operation and Management of Septic System Operation and management of the commercial facility’s septic system is not part of this LTPP and O&M plan. 2.1.9 Solid Waste Management Solid waste management systems shall be inspected and maintained in accordance with all local, state, and federal solid waste management regulations. 2.1.10 Winter Maintenance The Town will contract with a professional snow removal/winter conditions management contractor to treat the paved parking and walking areas within the project site for safe access during winter conditions. Each storm brings a specific treatment regime based on the temperature regime and precipitation type/amount. The contractor is responsible to minimize de-icing applications while ensuring safe vehicle and pedestrian access throughout the site. Snow piles shall be located adjacent to or on pervious surfaces in upland areas. In no case shall snow be disposed of or stored in resource areas (i.e. wetlands, floodplains, streams or other water bodies). If necessary stockpiled snow will be removed from the site and disposed of at an off-site location in accordance with all local, state and federal regulations. 2.1.11 Winter Road Salt/Sand Use and Storage Restrictions It is not anticipated that winter road salt or sand will be maintained on the property. However, should salt or sand stockpiles be maintained on the property they will be contained and stabilized to prevent the Long-Term Pollution Prevention and Stormwater Operation & Maintenance Plan 1000 Freemans Way, Brewster, Massachusetts 7 discharge of salt and sand to the wetlands and covered. De-icing chemicals shall be stored indoors or under cover. 2.1.12 Prevention of Illicit Discharges Illicit discharges to the stormwater management system are discharges that are not entirely comprised of stormwater. No chemicals, trash, or other materials shall be dumped into or otherwise allowed to enter the stormwater management system. Only stormwater and the following non-stormwater discharges may enter the storm drainage system: 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. An Illicit Discharge Compliance Statement is provided in Appendix J of the Project’s Stormwater Management Report. 2.1.13 Emergency Contacts Name: Brewster Fire Department Address: 1671 Main Street City, State: Brewster, MA 02631 Contact: Robert Moran, Fire Chief and Emergency Management Director Telephone: 911 or 508-896-7018 Name: Brewster Police Department Address: 631 Harwich Road City, State: Brewster, MA 02631 Contact: Health J. Eldredge, Police Chief Telephone: 911 or 508-896-7011 Name: Brewster Conservation Commission Address: 1657 Main Street City, State: Brewster, MA 02631 Telephone: 508-896-3701 Name: Brewster Board of Health Address: 2198 Main Street City, State: Brewster, MA 02631 Telephone: 508-896-3701 Name: MassDEP Southeast Regional Office Address: 20 Riverside Drive City, State: Lakeville, MA 02347 Telephone: 508-946-2700 Emergency: 888-304-1133 (24-hour statewide number to report a spill of oil or hazardous material) 3.0 STORMWATER OPERATIONS AND MAINTENANCE PROGRAM The Owner, Town or designated responsible party shall conduct the Stormwater O&M Program set forth in this document, ensure that inspections and record keeping are timely and accurate, and that cleaning and Long-Term Pollution Prevention and Stormwater Operation & Maintenance Plan 1000 Freemans Way, Brewster, Massachusetts 8 maintenance are performed in accordance with the recommended frequency for each System component. The Owner or designated responsible party shall also maintain all System components to function as they were designed to. 3.1 DOCUMENTATION Inspection and Maintenance Log Forms shall include the date on which each inspection or maintenance task was performed, date and the amount of the last storm event in excess of 0.1 inches of rain in a 24- hour period, a description of the inspection findings or maintenance completed, and the name of the inspector or maintenance personnel performing the task. Inspection findings shall include items such as physical conditions of the System components, depth of sediment in structures, evidence of overtopping or debris blockage, and maintenance required for each System component. If a maintenance task requires the clean-out of any sediments or debris, the location where the sediment and debris was disposed after removal will be indicated. O&M Logs will be kept on file at the maintenance office for a minimum of three years and copies will be available to the Town of Brewster upon request. Refer to Attachment A, Inspection and Maintenance Log Form for a sample form. 3.2 STORMWATER MANAGEMENT ACCESS The proposed on-site stormwater management system consists of existing catch basins, manholes, and detention ponds with proposed gutters and infiltration trenches. The Owner and their successors authorize the Town of Brewster Conservation Commission to enter the premises to inspect the stormwater management system. Regarding access to each catch basin, drain manhole and other drainage structure on site, The Owner will accept a condition of approval that allows appropriate Town of Brewster staff (i.e. Town Engineer, DPW Director, Conservation Commission agent) to enter the site with prior Owner notification to review any or all parts of the stormwater management system. 3.3 INSPECTION AND MAINTENANCE FREQUENCY The following areas, facilities, and measures will be inspected by the Owner and maintained as specified below. Identified deficiencies will be corrected. Accumulated sediments and debris will be properly handled and disposed of off-site, in accordance with local, state, and federal guidelines and regulations. Refer to the Site Plans for the components of the stormwater management system. A sample Operation and Maintenance Log form is included in Appendix A. 3.3.1 Parking Surfaces and Site Access Drives Accumulations of sand and debris will be cleared from parking lots and site access drives through street sweeping to control the amount of sediment that enters the drainage system. Street sweeping will be conducted quarterly, but primarily in late spring and the early fall seasons. Street sweeping will also occur after winter snowmelt when road sand and other sediments have accumulated. It is anticipated that street sweeping already occurs at the site, which is contracted by the Town, and will continue regularly after the System is constructed. Long-Term Pollution Prevention and Stormwater Operation & Maintenance Plan 1000 Freemans Way, Brewster, Massachusetts 9 3.3.2 Solar Canopy Cleaning The solar panel canopies will be cleaned as needed via an industry recognized cleaning method to effectively remove any soiling of the modules. 3.3.3 Vegetated Areas Inspect slopes and embankments early in the growing season to identify active or potential erosion problems. Replant bare areas or areas with sparse growth. Where rill erosion is evident, armor the area with an appropriate lining or divert the erosive flows to on-site areas able to withstand the concentrated flows. 3.3.4 Catch Basins Catch basins will be inspected annually by the Owner and cleaned when sediment reaches ½ full depth from the invert of the pipe to ensure that the catch basins are working in their intended fashion and that they are free of debris. If the basin outlet is designed with a hood/tee to trap floatable materials, check to ensure watertight seal is working. Sediments and hydrocarbons will be properly handled and disposed of off-site, in accordance with local, state, and federal guidelines and regulations. The method of sediment removal will be by vacuum and disposal must be documented. Any structural damage to the catch basins or to castings must be repaired upon discovery. 3.3.5 Infiltration Trenches The stormwater management system includes infiltration trenches within the existing vegetated planters where stormwater runoff from the solar panels will be directed. The infiltration trenches shall be inspected at least twice a year and after every major storm event to ensure they are functioning properly. Inlet pipes should be checked to determine if they are clogged and accumulated sediment, trash, debris, leaves and grass clippings from mowing should all be removed from the area. Tree seedlings should be removed before they become firmly established. The infiltration trenches shall be inspected 24 hours or several days after a rain event to look for ponded water. If a recharge area fails to drain within 72 hours, then a qualified professional should examine the system to determine if a corrective action (i.e. alternative location, replacement or removal of sediment) should be implemented. If water is ponded inside the trench, it may indicate that the bottom of the trench has failed. If there is ponded water at the surface of the trench, it is likely that the trench is clogged. To address surface clogging, remove and replace the topsoil or first layer of stone aggregate and the filter fabric. To rehabilitate a failed trench, all accumulated sediment must be stripped from the bottom, the bottom of the trench must be scarified and tilled to induce infiltration, and all of the stone aggregate and filter fabric must be removed and replaced. 4.0 CONCLUSION The LTTP and O&M Plan for the Brewster Golf Course Solar Canopy project provides suitable practices for source control of pollutants and has been designed in accordance with the ten (10) MassDEP Stormwater Management Standards. The Plan is provided to help reduce the risk for potential pollutants through preventative maintenance and ensure that the stormwater management systems function as designed. Attachment A Inspection and Maintenance Schedule and Record Log Brewster Golf Course – Solar Canopy Project 1000 Freemans Way, Brewster, MA Inspector’s Name: Date: Maintenance: Routine Response to Rainfall Event ______________ inches Other ______________________________________ Location where the sediment and debris was disposed after removal: ____________________________________________________________________________________________________________________ ____________________________________________________________________________________________________________________ ____________________________________________________________________________________________________________________ BMP Inspection Frequency Description of Inspection Findings Depth of Sediment Description of Maintenance Completed Parking Surfaces & Site Access Drives Quarterly Street Sweeping Quarterly Solar Canopy Cleaning Annually Vegetated Areas Annually Catch Basins Semi-Annual Inspections Maintenance as required Infiltration Trenches Semi-Annual Inspections Maintenance as required Brewster Golf Course Solar Stormwater Management Plan APPENDIX I – ILLICIT DISCHARGE COMPLIANCE STATEMENT Owner Name: Distributed Solar Development, LLC. Site Address: 1000 Freemans Way, Brewster, MA 02631 Date: November 13, 2020 This statement is provided in accordance with the provisions of Massachusetts Stormwater Management Standards (the Standards), Standard 10, and the Massachusetts Stormwater Handbook. To the best of the Owners and Engineers knowledge, no illicit discharges exist on the Project Site and no illicit discharges are proposed as part of the Project. The facility’s Operation & Maintenance Plans are designed to prevent non-stormwater discharge to on-site stormwater Best Management Practices. Any illicit discharges identified during or after construction will be immediately disconnected in accordance with the Standards. Signed: ______________________________ John Scaramuzzo, P.E. Senior Environmental Engineer Tetra Tech ______________________________ Jenny Nicolas Project Development Manager Distributed Solar Development, LLC. Special Use / Site Plan Application Brewster Golf Course Solar Project 19 194-7098 APPENDIX I: OPERATION & MAINTENANCE PLAN SELLER’S SCOPE OF WORK PLANNED MAINTENANCE: Captains Golf Course 1000 Freemans Way Remote Monitoring (RM) Covered Item Task Included (Y/N) Continuous Annually 1 Daily Remote Monitoring Y X 2 Owner Issue Notification and communication of recommended corrective action plan Y X Site Inspection Covered Item Task Included (Y/N) Continuous Annually 1 Inspect site for any potential Security Issues Y X 2 Inspect site for any debris and any potential obstruction(s)/shading sources Y X 3 Inspect labels on all equipment and wiring to confirm that they are securely fastened and legible Y X Planned and Preventative Maintenance Service Contract Covered Item INVERTER 1 Remote Monitoring Package as detailed above Y X 2 Inverter fault and trip setting inspection Y X 3 Inverter pad or structure Mounting inspection Y X 4 Overall equipment, component, subassembly, wiring and insulation inspections. (in accordance with manufacturers recommended service requirements) Y X 5 Enclosure integrity, corrosion and door seal inspection Y X 6 Power capacitor inspection – (electrical) Y X 7 Cabinet, ventilation system and insulated surface inspection Y X 8 Terminal and cable corrosion inspection Y X 9 Inspection for inverter and combiner fuse overheating Y X 10 AC and DC surge protector inspection Y X 11 Status light inspection and verification Y X 12 Air filter inspection and replacement if required Y X 13 Fans operation and verification of noise and or vibration Y X 14 Safety device including Remote Shutdown circuit and Ground Fault Interrupter inspection Y X 15 Operation check of nuts, bolts, screws and connectors for tightness and heating (random sample) 2 checks per inverter Y X 16 Operation check of breaker, manually charge, close, trip / contact inspection Y X 17 Thermal scan of each Inverter Y X Covered Item TRANSFORMER (if applicable) 1 Inspect for scratches, weathering of enclosure & tank leaks Y X 2 Check tank pressure, oil level, fluid temperature values and ensure in proper range. Y X 3 Inspect cable connections, bushings, pressure relief valve, Y X lightning arrestors for indications of dirt, breakage, or other general damage. 4 Concrete pad & ground rods inspection Y X 5 Inspect grounding bank/zigzag transformer wiring & connection Y X 6 Take and analyze oil sample at 5 years Y 5 years Covered Item DISCONNECT UNIT 1 Retighten power cable connections if screw terminals are used Y X Covered Item MODULES 1 Visual inspection of modules for breakage and lack of mechanical integrity Y X 2 Visual inspection of modules for coloration Y X 3 Visual inspection of connectors for tightness and mechanical integrity Y X 4 DC system VOC inspection Y X 5 Module Cleaning - Industry recognized cleaning method to effectively remove any soiling off of the modules without damaging them (if applicable) If this is a portfolio, see Exhibit 4 for specific project site applicability N 1X per year 6 Hi resolution thermal imaging of the modules N 1X per 5 year term Covered Item RACKING SYSTEM 1 Inspect PV mounting frames and mounting feet for structural soundness Y X 2 Inspect PV panel mounts to ensure they are installed correctly. Y X 3 Inspect PV panel wiring for damage. Y X 4 Inspect all PV panel wiring for proper connections. Y X 5 Inspect all rack foundations and check foundations that appear to have loosened or are washed out. Y X 6 Inspect ground lugs for corrosion Y X 7 Visually inspect and Maintain water management system Y X 7 Inspect and service any Trackers in accordance with Manufacturers Recommended specifications (If Applicable) If this is a portfolio See Exhibit 4 for specific project site applicability N X Covered Item DC COLLECTION WIRING (if applicable) 1 Record GEC Current in each Combiner Box Y X 2 Perform thermal imaging scans of each Combiner Box Y X 3 At each Combiner Box, perform string functional test. Y X 4 Thermal scan of each panel board and switch board (if applicable) Y X Covered Item MONITORING SYSTEM 1 Inspect weather station sensors (irradiance, cell temperature…etc.) Y X 2 Inspect all wiring to ensure wires aren't rubbing/fraying. Y X 3 Replace desiccant packages when Humidity Indicator card reaches 40%. Y As needed Covered Item AC COLLECTION SYSTEM 1 Inspect relay trip settings Y X 2 Ground system Integrity Inspection Y X 3 Cycle relaying and re-closer disconnect of PV System (if applicable) Y X Covered Item Energy Storage System 1 Overall equipment, component, subassembly, wiring and insulation inspections (in accordance with manufacturers recommended service requirements) Y X Covered Item GRASS MAINTENANCE (If applicable) If this is a portfolio, see Exhibit 4 for specific project site applicability 2 Mechanical weed removal along the fence line and around inverters NA 2X/year 3 Grass cutting - Assume 2 cuts per years 1 & 2, 1x per year thereafter NA 2X/year Covered Item Repairs 1 Minor repairs will be completed during O&M visits (up to 1 hour total per PM visit included) Y X Minor repairs Include: Cleaning Sensors tightening of connections Replacement or tightening of zip ties Clearing debris out of the cabinets software updates Replacement of Ground lugs Replacement of Module Connectors Covered Item Reporting 1 Provide O&M report - which will state all the work performed, any measurements taken and a detailed explanation (including photos) of any issues found along with recommended corrective actions for these issues. Y X Special Use / Site Plan Application Brewster Golf Course Solar Project 20 194-7098 APPENDIX J: DECOMMISSIONING PLAN Brewster Golf Lots Decommissioning Process The recommended approach to decommissioning and removing a solar site and equipment is to reverse the installation process. The following system components and removal methods would be employed the prescribed order. 90% of the system will be recycled (and possible resold) and a majority of the system would be removed from site. As this is an electrically charged system all safety precautions and procedures would need to be used. Decommissioning Sequence: 1. Disconnect all grid power and turn off all system equipment. Utility involvement will be required in this step. 2. Test all circuits to confirm the AC side of the system is de-energized. 3. Once AC system is de-energize disconnect all medium voltage wiring. 4. Disconnect all module strings and confirm DC side of the system is de-energized. 5. Remove all modules and recycle frames. 6. Remove and recycle all system wiring, inverters, transformers, BESS and other electrical equipment. 7. Remove and recycle all canopy steel 8. Remove and dispose of concrete equipment pads and above grade portions of the concrete foundations. 9. Replant vegetation where necessary. Decommissioning Cost Key assumptions include the fact that the electrical cabinetry, solar racks, solar panels, wiring and all other equipment are all one hundred percent recyclable, therefore, the primary cost of decommissioning is the labor to dismantle and load as well as the cost of trucking. The concrete equipment pads and above grade portions of the concrete foundations will be removed and disturbed areas repaired with loam and seed to match adjacent grade and vegetation. The following items from the 1,1504 kilowatt (kW) array will be recycled: • 2,772 solar panels • 17 string inverters • 2 transformers • 1 Battery Storage System • Canopy steel • Balance of System (switchboard, wire, Unistrut, conduit etc.) • Concrete equipment pads and above grade foundations DRAFT MEETING MINUTES DATED OCTOBER 28, 2020 PB Minutes 10/28/2020 Page 1 of 4 Brewster Planning Board 2198 Main Street Brewster, MA 02631-1898 (508) 896-3701 x1133 brewplan@brewster-ma.gov BREWSTER PLANNING BOARD MEETING MINUTES Wednesday, October 28, 2020 at 7:00 pm Brewster Town Office Building (virtual) Chair Paul Wallace convened a remote meeting of the Planning Board at 7:00 pm with the following members participating remotely: Roberta Barrett, Amanda Bebrin, Charlotte Degen, Madalyn Hillis-Dineen, Kari Hoffmann, and Elizabeth Taylor. Also participating remotely: Ryan Bennett, Town Planner and Lynn St. Cyr, Senior Department Assistant. The Chair read the Notification: This meeting will be conducted by remote participation pursuant to Governor Baker’s March 2020 orders suspending certain Open Meeting Law provisions and imposing limits on public gatherings. No in-person meeting attendance will be permitted. If the Town is unable to live broadcast this meeting, a record of the proceedings will be provided on the Town website as soon as possible. The Town has established specific email addresses for each board and committee so the public can submit comments either before or during the meeting. To submit public comment or questions to the Planning Board, please email: planningboardmeeting@brewster-ma.gov. To view the:  Live broadcast: Tune to Brewster Government TV Channel 18  Livestream: Go to www.livestream.brewster-ma.gov  Audio/video recording: Go to www.tv.brewster-ma.gov  Planning Board Packet: Go to: http://records.brewster-ma.gov/weblink/0/fol/118269/Row1.aspx Wallace announced that all seven members of the Board were present and declared a quorum. 7:02 PM PUBLIC HEARING Special Permit and Site Plan Review Application #2020-14: Applicant: Next Grid, Inc. Owner: Michael Antinarelli and Steve Daniels. Representative: David Bennett of Bennett Environmental Associates, LLC and Brian Yergatian of BSC Group for property located at 0 Mid Cape Highway and shown on Assessor’s Map 119, Lot 6 and 8 in the Industrial (I) zoning district. The Applicant proposes to develop a large-scale ground-mounted photovoltaic system pursuant to the site plan review standards outlined in §179-66 of the Brewster zoning bylaw. This is an as-of-right use in the Industrial zoning district. This property is located in the Water Quality Protection District and a special permit is required pursuant to §179- 56D of the Brewster zoning bylaw. (CONTINUED FROM SEPTEMBER 23, 2020) Documents:  09/18/20 BPW SW-37 Re-Use of Site Assigned Area of former Stump Dump for Ground-Mounted PV Facility Report (“SW-37 Report”)  10/13/20 Layout & Materials Plan Dave Bennett of Bennett Environmental Associates, LLC, Brian Yergatian of BSC Group, and Daniel Serber of Next Grid, Inc. participated remotely on behalf of the Applicant. Dave Bennett stated that the Applicant has been granted variance from the Zoning Board of Appeals (ZBA) for sideline setbacks. The Applicant has also filed a SW 37-Report with MA DEP. The vegetative buffer and fence were discussed and the Applicant is prepared to enhance the buffer and paint the fence as requested by the Board. Dave Bennett had a conversation with the Fire Chief before the ZBA meeting to insure road standards would be met. A minor revision to the plan set at sheet 4 was made for the ZBA meeting in order to call out the distance from center line of Mid Cape Highway to northern property line for a variance request. Serber commented that the Applicant was prepared to add plantings and paint the fence as requested previously by the Board. Degen stated that the application was complete and there is not a detriment to the groundwater. Degen asked about the status of the lease agreement with the Town and Serber stated that negotiation were progressing towards a 20-25 year lease with possible purchase at the conclusion of the lease term. Hoffmann echoed Degen’s comment on the completeness of the application and noted that she appreciated receiving a stormwater report and plan. Hoffmann asked the Applicant to clarify the use of fertilizer and pest management including Approved: Vote: PB Minutes 10/28/2020 Page 2 of 4 use of pesticides and herbicides as the site is located in Zone II. Yergatian stated that the language regarding fertilizer and pest management was standard language used in stormwater reports and he should have removed that language for this project. He directed the Board to the Operation and Maintenance Plan (“O & M Plan”) submitted for site specifics. He stated that the O & M Plan overrides the stormwater language. Hoffmann noted that the O & M Plan does contain a section on vegetation management and erosion. Hoffmann referred to the site plan review standards and asked about driveway distances as they were not shown on the plan. Hoffmann noted a 150’ requirement and asked that the plan be revised to show the distances between driveways. Hoffmann asked if you’ll be able to see the project from Route 6 and Serber responded that the panels would not be seen from Route 6. Hoffmann sated that the driveway was located across from the golf course driveway and she wondered if that would create traffic issues. Serber stated that no intensity in traffic is anticipated post construction. There will be daily deliveries and trips during construction. Serber offered a detail to be used during construction or car share for workers, if possible during COVID. Hoffmann noted that site is across from the secondary drive to the golf course not the main entrance. Yergatian noted that the distance between the driveways shown on the plan is 143’. There was discussion as to whether the Applicant would need to request a waiver of the 150’ requirement. Ryan Bennett stated that a waiver was not necessary as the requirement is 120’ in the Commercial High Density and Village Business zoning districts only. She referred the Board to Chapter 179-66B. A revision to the plan is not necessary. Barrett stated that she appreciated the completeness of the Applicant’s submittal and their responsiveness to recommendations from the Board. Bebrin stated the Applicant provided a great application which made the Board’s review much easier. Taylor expressed appreciation for the Applicant’s excellent presentation. Wallace stated that the application was complete and he had no additional questions. St. Cyr stated that no public comment has been received during the meeting. The Board discussed conditions of the decision including those provided by the Water Quality Review Committee and that the fence would be painted black. Motion by Hoffmann to Approve Special Permit and Site Plan Review Application #2020-14 with Conditions, as discussed. Second by Degen. Vote: Degen-aye, Hoffmann-aye, Barrett-aye, Bebrin-aye, Taylor-aye, and Wallace-aye. Vote: 6-0-0. 7:24 PM PUBLIC MEETING Site Plan Review Application #2020-13: Applicant: Elevation Financial Group, LLC. Owner: SRC Brewster RE, LLC. Representative: Andrew L. Singer, Law Office of Singer & Singer, LLC and David V. Lawler, Law Office of David V. Lawler, P.C. for property located at 873 Harwich Road and shown on Assessor’s Map 63, Lot 13, 14, and 15 in the Residential Low Density (R-L) zoning district. Pursuant to Article XII of the Brewster zoning bylaw, the Applicant proposes to redevelop and re-use an existing nursing home and assisted living facility complex for senior, Age 55+, independent dwelling unit use. (CONTINUED FROM OCTOBER 14, 2020) Documents:  10/22/20 letter from Andrew Singer with revised site plan set and revised landscape plan  10/28/20 Email from Lynn St. Cyr with Fire Department comments Andrew Singer of Law Office of Singer & Singer, LLC and David Lawler of Law Office of David V. Lawler, P.C. participated remotely on behalf of the Applicant Elevation Financial Group, LLC. Stuart Heaton of Elevation Financial Group, LLC also participated remotely. In addition, the following individuals also participated remotely: David Michniewicz of Coastal Engineering Co., Ian Anderson of PH7 Architects, Jonathan Petty of Hawk Design, Inc., Randy Hart of VHD, John Ciluzzi, Jr., Donna Kalinick, Assistant Town Administrator, and Jill Scalise, Housing Coordinator. Singer reviewed revisions to the site plan and the landscape plan and noted the dedicated new loading area, new bicycle rack, new proposed bike rail connector path, second dumpster, reconfiguration of rear parking, existing exterior lighting, and courtyard proposed plantings. Singer stated that the Applicant received the updated comments from Chief Moran and accepts the proposed condition regarding brush and trees on the sewage treatment access road. Hoffmann read comments from Chief Moran dated October 28, 2020 into the record. Hillis-Dineen thanked the Applicant for making the changes requested by the Board and had no further questions. PB Minutes 10/28/2020 Page 3 of 4 Hoffmann thanked the Applicant for their responsiveness to the Board’s comments. She asked the Applicant about transformer, generator, and gas line protection from parking. Hoffmann directed the Board to the south side of the building on Sheet C2.1.1. Singer stated that the Applicant will provide bollards in front of the generator, transformer, and gas line, if necessary. Hoffmann stated that she appreciates the addition of the connector path to the bike trail and bike rack. Hoffmann asked for clarification on the size of the parking spaces and distance between parked cars in parking spaces on both sides. Michniewicz stated that most aisles are wider than 24’ but the minimum aisle is 24’. He directed the Board to the note on Sheet C2.1.1 stating that parking spaces are 20’L x10’W with accessible spaces being 20’L and 8’W. Bebrin thanked the Applicant for a complete application. Bebrin asked the Applicant to consider adding signage on the road to the sewage treatment plant stating vehicles should not drive back there or that there is no turnaround. Degen appreciated receiving a complete application. She asked about the lighting and specifically if “E” shown on the lighting plan would be downward casting. Michniewicz noted that the globe lights were being used on private decks but they would be changed to downward casting lights. Degen asked for clarification on the drainage shown on plan C2.1.1. Degen confirmed with the Applicant that they were willing to repair the drainage system as required. Barrett echoed the comments of the other Board members and appreciated the Applicant’s response to the Board’s recommendations. Barrett also appreciated the Applicant’s work on the common area. She expressed concern with the signage being shown on the site plan and noted that the existing signage is not compliant. She suggested removing the signage from the plan. Singer suggested a condition in the decision that signage is not approved and must comply with the bylaw. Bennett suggested a finding that the current signage does not comply and a condition that any future signage will be compliant. Singer stated that new signs will be located in the same area as the existing signs and the Applicant will take all necessary steps to comply with the bylaw. He asked that a revised plan not be required but a condition be included in the decision. Singer also stated that the Applicant will put a sign at the treatment facility reading “dead end”. Wallace stated that he was comfortable with a condition related to the signs and did not feel an amended plan was necessary. Bebrin agreed. Hoffmann stated that the decision should note that the current signs are non-compliant and any future signs will be compliant. Barrett stated she is comfortable with a finding that the current signs are non-compliant and a condition that any future signs will comply with the bylaw. Taylor asked the Applicant to consider adding a bench along the paved walkway to the bike path. Singer stated that the Applicant will review the topography and consider adding a bench. St. Cyr stated that no public comment has been received during the meeting. Wallace stated that the changes made looked great. The Board discussed possible conditions including signage, lighting, and the addition of bollards in front of the transformer, generator, and gas line if the gas inspector approves. Heaton commented that it is the Applicant’s intent to create a safe space and if acceptable to the gas inspector the Applicant will add bollards. Hoffmann suggested the condition of clearing the area of brush on the road to the sewage treatment facility as requested by the Fire Chief. The Board discussed a condition for drainage repair. Kalinick thanked the Board for their thoughtful review of this project and noted the Applicant’s willingness to work with the Town on various aspects of the project including affordability. She stated that the project was a real win for the residents of the Town of Brewster as the property is in need of a lot of work and someone to care for it. Heaton thanked the Planning Board and Zoning Board of Appeals for their thoughtful review and consideration of the project. Motion by Hoffmann to Approve Site Plan Review Application #2020-13 with Conditions and Findings, as discussed. Second by Taylor. Vote: Degen-aye, Hoffmann-aye, Barrett-aye, Bebrin-aye, Hillis-Dineen-aye, Taylor-aye, and Wallace-aye. Vote: 7-0-0. PB Minutes 10/28/2020 Page 4 of 4 7:55 PM PLANNING DISCUSSION Approval of Meeting Minutes: October 14, 2020. The Board reviewed the October 14, 2020 meeting minutes. Motion by Degen to Approve October 14, 2020 Meeting Minutes, as amended. Second by Bebrin. Vote: Hoffmann-aye, Degen-aye, Barrett-aye, Hillis-Dineen-aye, Taylor- aye, Bebrin-aye, and Wallace-aye. Vote: 7-0-0. For Your Information The Board reviewed the 2021 proposed meeting schedule. Motion by Hillis-Dineen to adjourn. Second by Taylor. Vote: Taylor-aye, Hillis-Dineen-aye, Bebrin-aye, Barrett- aye, Hoffmann-aye, Degen-aye, and Wallace-aye. Vote: 7-0-0. Meeting adjourned at 8:00 pm. Next Planning Board Meeting Date: 12/09/20 Respectfully submitted, __________________________________________ Lynn St. Cyr, Senior Department Assistant, Planning