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Home My Public Portal AboutPlanning Board Packet 09/23/20ELEVATION FINANCIAL GROUP, LLC Inspired Housing The lack of affordable housing in the United States is a mounting problem, and the demand for affordable multifamily and senior apartment homes is only increasing. A recent study showed that in the United States there are only 37 affordable and available units per 100 households that desperately need it. There are many contributing factors, but the shortage is due in part to the aging of America, the diminishing supply of affordable units from expiring subsidies, physical deterioration of current properties and an increase in the costs of operation. In 2006, Elevation was born with a desire to confront the increasing demand across the United States for affordable senior and multifamily housing. Founded by brothers Chris and Michael King, the Central Florida company was launched with a commitment to creating affordable housing options and making a positive and measurable impact in the communities that it serves. Since inception, Elevation has operated with an understanding of the stresses and complexities impacting many affordable housing programs. By developing strong local, state and regional relationships with housing agencies, public housing authorities and the Department of Housing and Urban Development, Elevation has since become a leader in acquiring, managing and revitalizing historic and distressed senior and multifamily communities. By successfully re-envisioning affordable housing that is clean, safe and beautiful, Elevation has proven its acumen and proficiency in renovating and managing properties in ways that uplift the lives of residents, staffs and communities. An Underserved Marketplace The Affordable Housing Problem A Desire For Change CREATING AFFORDABLE AND INSPIRING HOUSING Elevation includes a consortium of companies specializing in real estate investment, property management and property revitalization. Through these companies, Elevation has developed a portfolio of award-winning properties throughout the Southeast United States. By integrating expertise in finance, property management, property renovation and community revitalization, Elevation seeks properties with undiscovered value, restores and manages wisely, and positions the properties for significant community development and financial sustainability. Elevation Property Management, LLC Elevation Property Management, LLC provides daily and ongoing property management services for multifamily and independent senior properties. Elevation Property Management is committed to delivering superior service while providing the highest quality living for families and seniors. Elevation Design and Revitalization, LLC Elevation Design and Revitalization, LLC conceptualizes, manages and executes multi- million dollar property renovations. With a commitment to implementing strong design and creating elegant spaces, Elevation Design and Revitalization seeks to redefine what typical affordable housing looks like and create properties more conducive to building a healthy sense of community. Elevation Scholars, Inc. As the major focus of our corporate philanthropy, The Elevation Scholars, Inc. focuses on educational inequality in the United States, primarily in Central Florida. The goal is to prepare high-achieving students from low-income families for acceptance into the nation’s most selective colleges and universities and to walk with them through college graduation. Sanford, Florida AFTER BEFORE AFTER AFTER Redefining and Revitalizing Affordable Housing Serenity Apartments at Bell Oaks Since 2006, Elevation has been transforming communities and creating beautiful, vibrant homes where residents always come first. Serenity Towers on the St. John's “The building was deteriorating. It was our good for- tune that Elevation bought it. It has been a miraculous change. Those of us who live here at Serenity Towers on the St. Johns plan to live here for many years to come. We couldn’t think of going anywhere else.” Serenity Apartments at Hickory Hill Memphis, Tennessee “I couldn’t even begin to tell you how comforting it is to be here at Serenity Apartments. It’s serene, it’s quiet, you can feel a presence here that’s comforting. I couldn’t ask to be in a better place.” Montgomery, Alabama - Kathy Wells, Serenity Towers Resident -Rita Miller, Serenity Apartments Resident Before Elevation came in, I didn’t really want anyone to to come and visit me because of the disarray of the property. I think that Elevation has done a really great job. Now I actually tell people where I live and invite them to come over!” -Fred & Dorothy Hawkins, Serenity Apartments Resident BEFORE BEFORE Elevation Financial Group, LLC 201 E Pine Street, Suite 200 Orlando, Florida 32801 Phone: 407-215-1350 Email: info@ElevationFinancialGroup.com www.ElevationFinancialGroup.com ©2020 Elevation Financial Group, LLC WVDYHWV TELTELGV WVWVDYHMOSWOSWOSWPOSWOSWDDDDDDYH SWVOSWPPPPPPDDSSSSSWVWVDYH GV MWVSSSSSSSGV GVGVPPSEEMEMEPPPDDW W W W W W W W W W W W W W W WWWWWWWWWGW W 7372 7174757677787776 74757677 7878797779 7880797876 77 78797 9 7879787979 78 80 85 90 90 80 85 95908580808590808590958590817979 7979 7877757473737065706560757674737271706968676665607278797979 7979757473OHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWWVEM GVXXH A R W I C H B R E W S T E R R O A D RTE. 1 2 4PROPERTY LINE, TYP.APPROX. EDGE OF EXISTINGTREELINE, TYP.EXISTING EVERGREEN TREETO REMAIN, TYP.EXISTINGDECIDUOUS TREETO REMAIN, TYP.EXISTING SHRUBS ANDPERENNIALS TO BE PRESERVEDAND PRUNED, TYP.Sewer TreatmentBuildingEXISTING EDGE OF LAWN, TYP.REMOVE INVASIVE AUTUMN OLIVEAND LOCUST SAPPLINGS.EXISTING SIGNAGE, TYP.EXISTINGSIGNAGE, TYP.REMOVE AUTUMN OLIVEREMOVE AUTUMN OLIVEREMOVE LOCUSTSAPPLINGSEXISTING SHRUBS ANDPERENNIALS TO BE PRESERVEDAND PRUNED, TYP.EXISTING TREELINE TOREMAIN IN RIGHT OF WAYREMOVE JUNIPEREXISTINGDECIDUOUS TREETO REMAIN, TYP.EXISTING LIGHTPOST, TYP.Existing BuildingEXISTING BLUE SPRUCETO BE RELOCATEDRELOCATED BLUESPRUCEExisting Plant LegendEXISTING SHRUBS ANDGROUNDCOVERSEXISTING EVERGREEN TREEEXISTING DECIDUOUS TREE*INTENT IS TO CLEAN UP, PRUNE, AND SHAPEEXISTING PLANT MATERIAL AS NEEDED.info@hawkdesigninc.comHAWK DESIGN, INC. 2018THIS DRAWING AND ALL INFORMATION CONTAINEDHEREON IS PROPRIETARY INFORMATION OF HAWKDESIGN, INC. AND MAY NOT BE COPIED ORREPRODUCED, EITHER IN WHOLE OR IN PART, BYANY METHOD, WITHOUT WRITTEN PERMISSION OFHAWK DESIGN, INC.Scale:508-833-8800Sagamore, MALand PlanningLandscape ArchitectureHawk Design, Inc.873 Harwich Road (RT. 124) Brewster, MaDrawn By:Checked By:Brewster PlaceSheet:DescriptionDateNum.Revisions:Date:SitePlanLandscape dh07/27/20dh1"= 30'-0"www.hawkdesigninc.comBase plan information provided electronicallyby Coastal Engineering Co. of Orleans,MassachusettsL1.0EVERGREEN TREE3Picea glauca / White SprucePinus strobus / Eastern White PineThuja plicata `Green Giant` / Green Giant ArbovitaeSHADE TREE1Acer rubrum `Bowhall` / Bowhall Red MapleGleditsia triacanthos inermis `Halka` / Halka Thornless Honey LocustQuercus palustris / Pin OakEVERGREEN SHRUB44Ilex glabra / Inkberry HollyIlex meservae / Blue Holly ShrubformPieris Japonica / AndromedaDECIDUOUS SHRUB53Clethra alnifolia / Summersweet ClethraHydrangea Macrophylla / HydrangeaViburnum dentatum / ViburnumGROUNDCOVER934 sfAnnual Plants / AnnualsCalamagrostis `Karl Foerster` & Pennisetum `Hameln` / Ornamental GrassesJuniperus horizontalis / Creeping JuniperMicrobiota decussata / Siberian Carpet CypressPerennials Plants / Daylilly,Hosta,Rudbekia, Catmint,Sedum0SCALE: feet3060901" = 30' WVDYHWVTELTELGVWVWVDYH MOS WOSWOS WOSWOSWDYH SWVO SWSSSSSWVWVDYHGVMWVSSSSSSSGVGVGVSEEMEMEGG G G G GEEEEEE W W W W W W W X X WWWWWWWWWWWWW W W W WWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWEMGVTWO PROPOSED DUMPSTERSWITH FENCE ENCLOSUREXPROPOSEDRETAINING WALLTOP OF WALL EL = 76.5PROPOSEDRETAINING WALLBIT. CONC.PARKING2 STY. BRICKFACED BUILDINGHARWICH-BREWSTER ROADRTE. 124(COUNTY LAYOUT)BIT. CONC.PARKINGSEWAGETREATMENTBUILDINGEDGE OFWETLAND50' FROM EDGEOF WETLAND100' FROMEDGE OFWETLANDRELOCATEDACCESSIBLEPARKINGSPACESREMOVEPORTICO ANDCURBINGEDGE OF WETLAND ASDELINEATED BY MARSHMATTERS ENVIRONMENTALON 6/27/2020WETLAND AREA = 21,575±S.F.24.8'±29.6'±26.3'±91.9'±75.7'REFERENCE:Coastal Engineering Co., Inc. c 2020PROJECT NO.DRAWN BYDRAWING FILECHECKED BYDATEPROJECTSCALESHEET TITLESEALDATENO.REVISIONBYKEY MAPNO SCALEBREWSTER, MAPLANELEVATIONS SHOWN HEREON AREBASED ON THE NORTH AMERICANVERTICAL DATUM OF 1988 (NAVD 1988)DATUM:THIS DRAWING ISSUED FOR STAFF ANDZONING BOARD OF APPEALS REVIEW.F:\SDSKPROJ\C19000\C19440\C19440-00\C19440-C.dwg 7/29/2020 4:15 PM1 inch = 50 ft.50 25 0 50 150BREWSTER PLACE873 HARWICH ROAD (RTE. 124)BREWSTER, MAC19440.00OVERVIEW SITE PLANC2.1.0AS NOTED7/29/2020C19440-C.dwgCEMDJMMASS. COORD. SYSTEM NAD 1983 MAINLAND ZONEGREAT FIELDSROADZONING COMPLIANCE TABLEZONING DISTRICT: R-L RESIDENTIAL LOW DENSITYSUBJECTMINIMUM LOT AREAMINIMUM YARD DIMENSIONS - FRONTMINIMUM YARD DIMENSIONS - SIDE (NORTH)MINIMUM YARD DIMENSIONS - REARMAXIMUM BUILDING HEIGHT433,768± S.F.REQUIREDEXISTING60,000 S.F.25 FT.30 FT.MINIMUM FRONTAGE150 FT.29.6± FT.618.4± FT.26.3± FT.35.4± FT.PROPOSEDPARKING SETBACK FROM STREET [179-23A.(I)]15 FT.3± FT.40 FT.25 FT.MAXIMUM BUILDING COVERAGE20% (86,754± S.F.)14.4% (62,560± S.F.)NO CHANGENO CHANGEMINIMUM YARD DIMENSIONS - SIDE (SOUTH)25 FT.91.9± FT.NO CHANGE1,066.1± FT75.7± FT.NO CHANGENO CHANGENO CHANGENO CHANGE14.3% (61,931± S.F.)ELEVATION FINANCIAL GROUP, LLC201 E PINE STREET, SUITE 200ORLANDO, FL 32801APPLICANT:LOT AREA= 433,768± S.F.WETLAND AREA= 21,575± S.F.UPLAND AREA= 412,193± S.F.COVERAGE CALCULATIONS:BUILDING COVERAGE= 61,931± S.F.PAVEMENT, SIDEWALKS, AND OTHERIMPERVIOUS SITE COVERAGE= 92,682± S.F.TOTAL SITE COVERAGE= 154,613± S.F. (35.6%)TOTAL OPEN SPACE= 279,155± S.F.(UPLAND OPEN SPACE AND WETLAND)TOTAL OPEN SPACETOTAL LOT AREA279,155± S.F.433,768± S.F.== 64.4%UPLAND OPEN SPACEUPLAND AREA257,580± S.F.412,193± S.F.== 62.4%UPLAND OPEN SPACE= 257,580± S.F.(EXCLUDING WETLAND)MAXIMUM IMPERVIOUS SITE COVERAGE40% (173,507± S.F.)*** SEE AREA AND COVERAGE CALCULATIONS BELOW.PROPOSED AREA AND LOT AREA= 433,768± S.F.WETLAND AREA= 21,575± S.F.UPLAND AREA= 412,193± S.F.COVERAGE CALCULATIONS:BUILDING COVERAGE= 62,560± S.F.PAVEMENT, SIDEWALKS, AND OTHERIMPERVIOUS SITE COVERAGE= 87,977± S.F.TOTAL SITE COVERAGE= 150,537± S.F. (34.7%)TOTAL OPEN SPACE= 283,231± S.F.(UPLAND OPEN SPACE AND WETLAND)TOTAL OPEN SPACETOTAL LOT AREA283,231± S.F.433,768± S.F.== 65.3%UPLAND OPEN SPACEUPLAND AREA261,656± S.F.412,193± S.F.== 63.5%UPLAND OPEN SPACE= 261,656± S.F.(EXCLUDING WETLAND)EXISTING AREA AND PARKING SETBACK FROM STREET [179-66D.(3C)]40 FT.3± FT.NO CHANGEASSESSORS MAP 63, PARCELS 13, 14, & 15CTF. # 221866DEED BOOK 3261, PG. 302LAND COURT PLAN 15025-FPLAN BOOK 40 PAGE 35OWNER:SRC BREWSTER RE, LLCC/O WINGATE SENIOR LIVING LLC.6 KENDRICK STREET,NEEDHAM, MA 02494 WVDYH WVTELTELGVWVWVDYH MOSWOSWOSWO SWOS WDYHSWVOSWSSSSSWVWVDYHGVM WVSSSSSSSGVGVGVSEEMEMEGGG G G G G G G G E E E E E E E E E E E W W W W W W W W W W W W WX X X WWWWWWWWWWWWWWWWWWWWW W W W W W W WWG WWCONC.CURBBIT.CONC.BERMBIT.CONC.BERMTGENTGENGEN SHEDSHEDDUMPSTERAREABIT. CONC.PARKINGBIT. CONC.PARKINGBIT. CONC.PARKINGCONC.PATIOCONC.PATIOCONC.PATIOCONC.PATIOTRELLIS &PAVER PATIOPAVERPATIOSEWAGETREATMENTBUILDINGGAZEBOPORTICOPORTICOL.A.L.A.L.A.L.A.L.A.L.A.L.A.L.A.L.A.L.A.L.A.CONC.STAIRSROOF OVERHANGCONC.WALKCONC.WALKCONC.WALKCONC.WALKCONC.WALKCONC.WALKCONC.CURBBIT.CONC.BERMBIT.CONC.BERMBIT.CONC.BERMCONC.WALLCONC.WALLOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWOHWL.A.PAT.COMMONWEALTH OFMASSACHUSETTSASSESSORS MAP 75,PARCEL 53SIDNEY INSOFT, TECTF. #112928ASSESSORS MAP 63,PARCEL 162 STY. BRICKFACED BUILDINGGUARDRAILL.A.L.A.L.A.COVERED ENTRYCOVERED ENTRYCONC. PATIOW/FENCE(TYP.)PAT.THRESHOLDEL.=67.2650' FROM EDGEOF WETLANDPAT.PAT.PAT.PAT.RAIL FENCEPAT.PAT.PAT.PAT.PAT.TRANSFORMER(TYP.)PAT.PAT.ACCESSIBLEPARKING (TYP.)THRESHOLDEL.=79.66BIT.CONC.BERMTHRESHOLDEL.=79.60THRESHOLDEL.=79.67THRESHOLDEL.=79.76COVEREDREFRIGERATIONEQUIPMENTTHRESHOLDEL.=79.65THRESHOLDEL.=68.19THRESHOLDEL.=67.25KITCHENEQUIPMENTLOT 28 LOT 29 100' FROM EDGEOF WETLANDBLOCK WALLSIGN (TYP.)BOLLARD(TYP.)GENERATOR(TYP.)ROOF OVERHANGFLAG POLESFLAG POLEVENTILATIONHATCHESOILYARD HYDRANTSTAIRSSTAIRSSSSSEMGVLOCATION OF 1928LAYOUTLOCATION OF 1930ON ROWON ROWON ROWON ROW+4+3+3+3+3+3+3+6+1+1+3TWO PROPOSED DUMPSTERSWITH FENCE ENCLOSUREX X 727376757473757671.5TC 72.4BC 71.972 TC 72.0BC 71.571.17675 74 747576 77 PROPOSEDRETAINING WALLTOP OF WALL EL = 76.5PROPOSEDRETAINING WALL80818283HARWICH-BREWSTER ROADRTE. 124(COUNTY LAYOUT)SIDNEY INSOFT, TECTF. #112928ASSESSORS MAP 63,PARCEL 16COMMONWEALTH OFMASSACHUSETTSASSESSORS MAP 75,PARCEL 53CAPE COD RAIL TRAILVALERIE & OWEN HIRTLED.B. 11021, PG. 232ASSESSORS MAP 63,PARCEL 17EDGE OF WETLAND50' FROM EDGE OFWETLAND100' FROM EDGE OFWETLANDRELOCATEDACCESSIBLEPARKING SPACES78.5REMOVE PORTICOAND CURBING15'±REFERENCE:Coastal Engineering Co., Inc. c 2018PROJECT NO.DRAWN BYDRAWING FILECHECKED BYDATEPROJECTSCALESHEET TITLESEALDATENO.REVISIONBYKEY MAPNO SCALEBREWSTER, MAPLANELEVATIONS SHOWN HEREON AREBASED ON THE NORTH AMERICANVERTICAL DATUM OF 1988 (NAVD 1988)DATUM:F:\SDSKPROJ\C19000\C19440\C19440-00\C19440-C.dwg 7/29/2020 4:11 PM1 inch = 30 ft.30 15 0 30 90BREWSTER PLACE873 HARWICH ROAD (RTE. 124)BREWSTER, MAC19440.00PLAN SHOWING PROPOSEDSITE MODIFICATIONSC2.1.1AS NOTED7/29/2020C19440-C.dwgCEMDJMMASS. COORD. SYSTEM NAD 1983 MAINLAND ZONEGREAT FIELDSROADSTUDIOS: 63 x 1 SPACE/UNIT = 63 SPACES1 BR UNITS: 67 x 1.25 SPACES/UNIT = 83.75 SPACES2 BR UNITS: 4 x 2 SPACES/UNIT = 8 SPACESEMPLOYEES: 5 x 1 SPACE/EMPLOYEE = 5 SPACESGUESTS: 30 x 1 SPACE/GUEST = 30 SPACESTOTAL PARKING SPACES REQUIRED = 189.75 SPACESACCESSIBLE SPACES REQUIRED = 6 SPACESPRELIMINARY PARKING CALCULATIONS:EXISTING PARKING = 157 SPACESPROPOSED ADDITIONAL PARKING = 33 SPACESTOTAL PARKING SPACES PROVIDED = 190 SPACESACCESSIBLE SPACES PROVIDED = 6 SPACESPROVIDED:ASSESSORS MAP 63, PARCELS 13, 14, & 15CTF. # 221866DEED BOOK 3261, PG. 302LAND COURT PLAN 15025-FPLAN BOOK 40 PAGE 35OWNER:SRC BREWSTER RE, LLCC/O WINGATE SENIOR LIVING LLC.6 KENDRICK STREET,NEEDHAM, MA 02494REFERENCE:THIS DRAWING ISSUED FOR STAFF ANDZONING BOARD OF APPEALS REVIEW. BUILDING: CURRENT USE GROUP: I-2 PROPOSED USE GROUP: R-2 CONSTRUCTION TYPE: 1B APPLICABLE REGULATORY CODES: 1. MA STATE BUILDING CODE, 9TH ED, BASE VOLUME (2015 IBC WITH AMENDMENTS) 2. NATIONAL FIRE CODES AS REQUIRED BY MASBC 3. ENERGY CONSERVATION CODE 2018 OF MASSACHUSETTS (2018 IECC WITH AMENDMENTS) 4. 2009 ICC/ANSI A117.1 ACCESSIBLE BUILDINGS + FACILITIES 5. 2000 NFPA 101 LIFE SAFETY CODE TOTAL SQUARE FOOTAGE: 119,016 GSF NO. OF STORIES: TWO(2) HIGHEST HEIGHT OF ROOF: 34'-9" (NOT INCLUDING CHIMNEYS) CARE LEVELS/MIX: INDEPENDENT LIVING UNIT COUNTS:(134) INDEPENDENT APARTMENTS (63) STUDIO (67) ONE-BEDROOM (4) TWO BEDROOM PROJECT DESCRIPTION: THE PROPOSED PROJECT CONSISTS OF CONVERSION OF AN EXISTING SKILLED NURSING AND ASSISTED LIVING PROPERTY INTO INDEPENDENT LIVING APARTMENTS. THE EXISTING FACILITY IS COMPRISED OF 68 ASSISTED LIVING UNITS AND 163 SKILLED NURSING BEDS. THE PROPOSED PROJECT WILL BE COMPRISED OF STUDIO, 1-BR AND 2-BR APARTMENTS FOR A TOTAL OF 134 UNITS OR 138 BEDROOMS. THE BUILDING'S EXTERIOR WILL BE REFRESHED BY COVERING THE EXISTING STUCCO AREAS WITH VINYL SHAKES, PAINTING THE BRICK TO MATCH AND ADDING VARIOUS FRIEZE BOARD, BRACKET AND SHUTTER TRIM PIECES. THE WESTERNMOST PORTE COCHERE WILL BE DEMOLISHED TO CLARIFY BUILDING ARRIVAL SEQUENCE AND MAKE ROOM FOR ADDITIONAL PARKING. LOCATION FOR COPYRIGHT © BREWSTERHAR WICH RDSITE G UL L S W A Y WINGATE AT BREWSTER ELEVATION FINANCIAL 201 E PINE STREET, ORLANDO, FL 32801 07/31/2020 00 2020 873 HARWICH ROAD BREWSTER, MA 02631 SHEET INDEX - SD 0 0 COVER SHEET 0 1 FIRST FLOOR - EXISTING/DEMO PLAN 0 2 SECOND FLOOR - EXISTING/DEMO PLAN 0 3 FIRST FLOOR - PROPOSED FLOOR PLAN 0 4 SECOND FLOOR - PROPOSED FLOOR PLAN 0 5 UNIT PLANS - PROPOSED 0 6 UNIT PLANS - PROPOSED 0 7 EXTERIOR ELEVATIONS 0 8 EXTERIOR BIRDSEYE PERSPECTIVE 0 9 EXTERIOR RENDERINGS UP UP UP UP UP DN DN DN DN COPYRIGHT © ■ Prepared For:FIRST FLOOR -EXISTING/DEMO PLAN07/31/2020WINGATE AT BREWSTER ELEVATION FINANCIAL 01 2020 1/16" = 1'-0" FIRST FLOOR DEMOLITION PLAN1 COPYRIGHT © ■ Prepared For:SECOND FLOOR -EXISTING/DEMO PLAN07/31/20WINGATE AT BREWSTER ELEVATION FINANCIAL 02 2020 1/16" = 1'-0" SECOND FLOOR DEMOLITION PLAN1 UP UP UP UP UP DN DN DN DN 07 4 07 3 07 1 072 TOTAL UNIT MIX/COUNT (63) STUDIO (67) 1 BEDROOM (4) 2 BEDROOM 134 UNITS 138 BEDROOMS FLOOR 1 UNIT MIX/COUNT (27) STUDIO (33) 1 BEDROOM (2) 2 BEDROOM UNIT TYPE LEGEND STUDIO 1 BEDROOM 2 BEDROOM COPYRIGHT © ■ Prepared For:FIRST FLOOR -PROPOSED FLOOR PLAN07/21/2020WINGATE AT BREWSTER ELEVATION FINANCIAL 03 2020 1/16" = 1'-0" FIRST FLOOR PLAN1 DN UP DN DN DN 07 1 07 3 072 07 4 TOTAL UNIT MIX/COUNT (63) STUDIO (67) 1 BEDROOM (4) 2 BEDROOM 134 UNITS 138 BEDROOMS FLOOR 2 UNIT MIX/COUNT (36) STUDIO (34) 1 BEDROOM (2) 2 BEDROOM UNIT TYPE LEGEND STUDIO 1 BEDROOM 2 BEDROOM COPYRIGHT © ■ Prepared For:SECOND FLOOR -PROPOSED FLOOR PLAN07/31/20WINGATE AT BREWSTER ELEVATION FINANCIAL 04 2020 1/16" = 1'-0" SECOND FLOOR PLAN1 COPYRIGHT © ■ Prepared For:UNIT PLANS -PROPOSED07/31/20WINGATE AT BREWSTER ELEVATION FINANCIAL 05 2020 1/4" = 1'-0" UNIT A - 610 SF1 1/4" = 1'-0" UNIT B - 695 SF2 1/4" = 1'-0" UNIT C - 585 SF4 1/4" = 1'-0" UNIT C1 - 585 SF5 1/4" = 1'-0" UNIT C1+ - 705 SF6 1/4" = 1'-0" UNIT B1 - 695 SF3 COPYRIGHT © ■ Prepared For:UNIT PLANS -PROPOSED07/31/2020WINGATE AT BREWSTER ELEVATION FINANCIAL 06 2020 1/4" = 1'-0" UNIT D - 860 SF1 1/4" = 1'-0" UNIT E - 575 SF2 1/4" = 1'-0" UNIT F - 675 SF3 1/4" = 1'-0" UNIT G - 500 SF4 1/4" = 1'-0" UNIT H - 370 SF6 1/4" = 1'-0" UNIT I - 470 SF7 1/4" = 1'-0" UNIT J - 540 SF8 5 UNIT G1 -455 SF 1/4" = 1'-0" FIRST FLOOR 0' -0" SECOND FLOOR 12' -5" ROOF 20' -4" FIRST FLOOR 0' -0" SECOND FLOOR 12' -5" ROOF 20' -4" FIRST FLOOR 0' -0" SECOND FLOOR 12' -5" ROOF 20' -4" FIRST FLOOR 0' -0" SECOND FLOOR 12' -5" ROOF 20' -4" COPYRIGHT © ■ Prepared For:EXTERIOR ELEVATIONS7/31/2020WINGATE AT BREWSTER ELEVATION FINANCIAL 07 2020 1/16" = 1'-0" NORTH1 1/16" = 1'-0" SOUTH2 1/16" = 1'-0" EAST3 1/16" = 1'-0" WEST4 MATERIAL LEGEND P1 EXISTING BRICK -PAINTED COLOR: CREAM P2 COLOR: WHITE FRIEZE BOARD, TRIM, MOULDING, CORBELS R-1 SHINGLE ROOF COLOR: TBD S-1 EXISTING VINYL SIDING S-2 VINYL SHAKE FOUNDRY -7 IN SPLIT SHAKE COLOR: SEASHELL S-3 SHUTTER -14 IN COLOR: INDIGO BLUE/CLASSIC BLUE COPYRIGHT © ■ Prepared For:EXTERIOR BIRDSEYE PERSPECTIVE07/31/2020WINGATE AT BREWSTER ELEVATION FINANCIAL 08 2020 COPYRIGHT © ■ Prepared For:EXTERIOR RENDERINGS07/31/2020WINGATE AT BREWSTER ELEVATION FINANCIAL 09 2020 GROUND-MOUNTED PHOTOVOLTAIC SYSTEM 0 FREEMANS WAY BREWSTER, MASSACHUSETTS JUNE 19, 2020 REVISED: AUGUST 10, 2020 1 TITLE SHEET 2 EXISTING CONDITIONS PLAN 3 SITE PREPARATION & EROSION CONTROL PLAN 4 LAYOUT & MATERIALS PLAN 5 GRADING & DRAINAGE PLAN 6 UTILITY PLAN 7-8 DETAILS NEXTGRID, INC. PO BOX 7775 #73069 SAN FRANCISCO, CA 94120 LOCUS MAP ISSUED FOR PERMITTING NOT FOR CONSTRUCTION LOCUS INDEX OF DRAWINGS 349 Main Street - Route 28 W. Yarmouth, Massachusetts 02673 508 778 8919 SCALE 1"=40' LEGEND MA KEY MAP LOCUS BREWSTER, Mid-Cape Highway (Rte 6) MONITORING WELL (BEA) TP MW CONCRETE BOUND Freeman's W a y Rte 39TEST PIT (DONE BY OTHERS) SOIL SAMPLE (BEA) SCALE:BY:CHECK:JOB NUMBER: P.O. BOX 7775 # 73069 - SAN FRANCISCO, CA 94120 PHONE: (508) 896-1706 FAX: (508) 896-5109 1573 MAIN STREET, BREWSTER, MA 02631 LICENSED SITE PROFESSIONALS, ENVIRONMENTAL SCIENTISTS, www.bennett-ea.com GEOLOGISTS, ENGINEERS BENNETT ENVIRONMENTAL ASSOCIATES, LLC. 6/30/20 As Noted HDR DCB K11273 PROJECT: TITLE: DATE: BEA NEXTGRID PATRIOTS, LLC EXISTING CONDITIONS SITE PLAN WHOLLY OWNED ENTITY OF NEXTGRID, INC. 0 50 100 SCALE 1"=50' 150 SKETCH PLAN A NATURAL SYSTEMS UTILITIES COMPANY LANDFILL CLOSURE (SW-43) AND POST CLOSURE USE (SW-37 PERMITTING) 6138/395 WATT PANELS 989 FREEMANS WAY - BREWSTER, MA 02631 (PARCEL IDs 119-6-0 AND 119-8-0) REFERENCES: TOPOGRAPHAPHY PERIMETER SURVEY PERFORMED BY JOHN DEMAREST OF DEMAREST LAND SURVEYING APRIL 22, 2020 AND REVISED FOR CURB CUT OFF FREEMANS WAY MAY 11, 2020. BASED ON PLAN ENTITLED "SUBDIVISION OF LAND IN BREWSTER FOR MICHAEL ANTINARELLI AND STEVE DANIELS ...", BY RYDER & WILCOX ORLEANS, MA, DATED JULY 22, 2015 (PLAN BOOK 660, PAGE 91). VERTICAL DATUM AND HORIZONTAL DATUM TO REMAIN IN THIS AREA UNDER REFERENCES. 349 Main Street - Route 28 West Yarmouth, Massachusetts 02673 508 778 8919 IN ISSUED FOR PERMITTING NOT FOR CONSTRUCTION GROUND-MOUTNED PHOTOVOLTAIC 0 FREEMANS WAY BREWSTER MASSACHUSETTS (BARNSTABLE COUNTY) SITE PREPARATION & EROSION CONTROL PLAN JUNE 19, 2020 SYSTEM 349 Main Street - Route 28 West Yarmouth, Massachusetts 02673 508 778 8919 IN ISSUED FOR PERMITTING NOT FOR CONSTRUCTION GROUND-MOUNTED PHOTOVOLTAIC 0 FREEMANS WAY BREWSTER MASSACHUSETTS (BARNSTABLE COUNTY) LAYOUT & MATERIALS PLAN JUNE 19, 2020 SYSTEM 349 Main Street - Route 28 West Yarmouth, Massachusetts 02673 508 778 8919 IN ISSUED FOR PERMITTING NOT FOR CONSTRUCTION GROUND-MOUNTED PHOTOVOLTAIC 0 FREEMANS WAY BREWSTER MASSACHUSETTS (BARNSTABLE COUNTY) GRADING & DRAINAGE PLAN JUNE 19, 2020 SYSTEM E E OHWE E 349 Main Street - Route 28 West Yarmouth, Massachusetts 02673 508 778 8919 IN ISSUED FOR PERMITTING NOT FOR CONSTRUCTION GROUND-MOUNTED PHOTOVOLTAIC 0 FREEMANS WAY BREWSTER MASSACHUSETTS (BARNSTABLE COUNTY) UTILITY PLAN JUNE 19, 2020 SYSTEM 349 Main Street - Route 28 West Yarmouth, Massachusetts 02673 508 778 8919 IN ISSUED FOR PERMITTING NOT FOR CONSTRUCTION GROUND-MOUNTED PHOTOVOLTAIC 0 FREEMANS WAY BREWSTER MASSACHUSETTS (BARNSTABLE COUNTY) DETAIL SHEET JUNE 19, 2020 SYSTEM 349 Main Street - Route 28West Yarmouth, Massachusetts02673508 778 8919INISSUED FOR PERMITTINGNOT FOR CONSTRUCTIONGROUND-MOUNTEDPHOTOVOLTAIC 0 FREEMANS WAYBREWSTERMASSACHUSETTS(BARNSTABLE COUNTY)DETAIL SHEETJUNE 19, 2020SYSTEM Page 1-JD Letter, NextGrid Inc., Freemans Way, Brewster, February 7, 2020 Via Email February 7, 2020 NextGrid Inc. c/o Daniel Serber, Director of Development 3584 Holland Drive Santa Rosa, CA 95404 Re: Jurisdictional Determination- Change of Use NextGrid PV Array/ Battery Storage Proposal Freemans Way, Brewster, MA 02631 (Town Assessors Map 119 Parcels 6&8) Dear Mr. Serber: I agree with the reasoning and conclusions contained in your February 4, 2020 request to me regarding the above-referenced matter (copy attached). It is my opinion that the proposed ground-mounted solar array and battery storage installation as depicted in your plan set1 (copy attached) does not constitute a “Change of Use” within the meaning of Sections 1(c) and 4 of Chapter A: Enabling Regulations Governing Developments of Regional Impact (as revised April 19, 2018), and further does not meet or exceed any of the mandatory Development of Regional Impact (DRI) review thresholds appearing in Section 3 of said Chapter A. Essentially, the proposed use and development is not substantially different in nature, kind, or purpose than the existing outdoor industrial use and development (sand and gravel pit; waste handling) historically undertaken on the property, and further, the proposal presents a putatively less intense or impactful development scenario, at least at the regional scale, than under the existing conditions or certain alternative proposals, especially given underlying water resource issues. Accordingly, it is my opinion that NextGrid’s proposal as depicted in the above-referenced plans does not require mandatory DRI review by the Cape Cod Commission under current regulations. This determination in no way limits the town’s local permitting authority, interpretation, or administration. Notwithstanding the above, this opinion does not affect the ability to make or accept a “Discretionary Referral” of the proposal pursuant to Section 12(e) of the Cape Cod Commission Act. Further, the Commission’s regulations require mandatory DRI review for any proposed development which requires preparation of an Environmental Impact Report (EIR) under the Massachusetts Environmental Policy Act (MEPA). I expressly provide no opinion about 1 Utility Interconnection Set including schematic layout/ site plan and details/ datasheets entitled “Photovoltaic System for NextGrid-Brewster, Freemans Way,” last revised dated 11/7/2019, consisting of Sheets PV001, PV601, PV602 & PV603. Page 2-JD Letter, NextGrid Inc., Freemans Way, Brewster, February 7, 2020 whether the proposal might require the preparation of an EIR, and thus could require mandatory DRI review on this basis. The foregoing is my determination as Chief Regulatory Officer of the Cape Cod Commission specific to the proposal discussed herein. If you would like to request a jurisdictional determination from the Commission board, you or Town of Brewster officials may do so in accordance with Section 12(j) of the Cape Cod Commission Act. Please do not hesitate to contact me with any questions as necessary. Sincerely, Jonathon Idman Chief Regulatory Officer ENC CC w/ ENC: File Victor Staley, Brewster Building Commissioner via email Ryan Bennett, Brewster Town Planner via email Elizabeth Taylor, Brewster Cape Cod Commission Representative via email Harold Mitchell, Cape Cod Commission Chair via email OPERATION AND MAINTENANCE PLAN Freemans Way Solar Project Brewster, Massachusetts August 10, 2020 Project Owner/Responsible Party: Next Grid, Inc. P.O. Box 7775 #73069 San Francisco, CA 94120-7775 (559) 731-4645 daniel@nextgrid.com August 10, 2020 Signature Date The above designated party is responsible (financially and otherwise) for the operation and maintenance, including emergency repairs of the Freemans Way Solar Project, including the arrays, the land occupied within and outside the fenced area, the access roads leading into the fenced-in area, the utility lines serving the array, and the stormwater facilities associated with the project, as shown on the Site Plans. This area is herein referred to as the Solar O&M Area. The project owner/responsible party agrees to the following: A. At all times, the solar photovoltaic installation will be maintained in good working condition and regular maintenance will be performed in accordance with this approved operation and maintenance schedule. A record shall be kept of all maintenance performed, and said maintenance record will be provided to Town officials whenever requested to verify maintenance or status. B. A copy of the site plan and emergency shutdown procedures will be provided to the Police Chief and Fire Chief prior to issuance of an occupancy permit. The project owner/responsible party will cooperate with local emergency services in developing an emergency response plan. Operation & Maintenance Plan Freemans Way Solar Project August 10, 2020 2 C. Contact information for a person responsible for responding to public inquiries and complaints throughout the life of the project will be provided to the Building Inspector and this information will be posted in a visible location at the installation. This contact information will be updated as necessary. D. The Town will be notified of changes in project ownership or assignment of operation and maintenance financial responsibility. E. The maintenance schedule in this operation and maintenance (O&M) Plan will only be amended by mutual agreement of the Town and the responsible party. Amendments will be made in writing and signed by the responsible party. 1.0 Service Visits An O&M contractor that specializes in commercial scale solar farms will be contracted to provide service visits two times per calendar year, occurring approximately six (6) months apart. The service visits will incorporate the inspection and maintenance procedures outlined in Section 2.0 (Preventative Maintenance), Section 4.0 (Equipment Inspections), Section 5.0 (Vegetation Maintenance), Section 6.0 (Access Roadways, Perimeter Fences, and Access Gates), and Section 7.0 (Stormwater and Erosion Control Facilities). Note that Item 7.0 (Stormwater and Erosion Control Facilities) will require additional visits during certain rainfall events. After each service visit, the O&M contractor will issue a report to the project developer/owner. The report will summarize all maintenance and inspection activities conducted, identify any issues encountered, and provide recommendations to correct any of the issues. After review and any clarifications requested by the project developer/owner, the report will be forwarded to the Town, as required. In addition to the Service Visits outlined above, the O&M contractor will be responsible for plowing the solar field access drive from Freemans Way to the electrical cabinet turnaround area sufficiently to provide emergency vehicle access at all times. 2.0 Preventative Maintenance The following Preventative Maintenance (PM) services will be performed during each service visit: a. Ensure the site is clean, secure and any site management such as cutting grass (see below) or cleaning of modules is performed as needed. b. Ensure the proper structure and operation of all racking, modules, wiring, electrical boxes, conduit, string, inverters and sensors. Operation & Maintenance Plan Freemans Way Solar Project August 10, 2020 3 c. Visual checks of each module for broken glass, debris, or other causes of low performance. d. Ensure that the racking system (posts, crossbeams, brackets, bolts, clips, etc.) that support the panels are free of major rust or corrosion. e. Ensure that all signs/labels for inverters, disconnects, and safety warnings are intact and legible. f. Ensure that all enclosures, fences, and facilities that are part of installation are maintained to retain original appearance, aside from reasonable wear and tear, including but not limited to paint, roadways, gates and access panels. 3.0 Continuous Monitoring The following will be performed continuously for the duration of the project, by either the project developer/owner or a company that specializes in solar monitoring: a. Monitoring of system production. b. A monthly report will be produced comparing system output to expected production taking into account actual climatic conditions. The project developer/owner or the O&M contractor shall summarize this information. c. Responding to alerts from the array’s automated alert system(s) regarding potential system malfunction(s), and if necessary a service visit by an O&M contractor. 4.0 Equipment Maintenance The project developer/owner and/or an O&M contractor will conduct regular, scheduled equipment maintenance biannually, including but not limited to the following: Panels a. Should panel washing be determined to be necessary, panels will be washed utilizing only water. Use of a squeegee is permitted for solar modules. Soap or any detergents are not required to clean the panels and are not allowed. b. Conditions such as snow and ice will be removed as necessary. c. Damaged or inoperative array panels observed during service visits will be investigated to determine the cause of the damage or inoperability with the plan to prevent, repair and/or replace as soon as possible. Operation & Maintenance Plan Freemans Way Solar Project August 10, 2020 4 d. Array panels that have deteriorated in efficiency in excess of the manufacturer’s warranty will be reported to the manufacturer for repair or replacement as soon as possible. String Inverters Inverters will be checked for the following during inspections: a. Power capacitors for any sign of damage. b. Any visible discoloration. c. Voltage and current readings. d. Corrosion, dust and water ingress on terminals and cables. (e) Condition of both the AC and DC surge suppressors. e. Operation of all safety devices. f. Cleaning and replacement of air filters. Racking a. Racking system components that have major rust or corrosion will be repaired or replaced as soon as possible. b. Visual inspections will be completed of the equipment, including sub- assemblies, wiring harnesses, contacts and major components. Other Components The following will also be checked during semi-annual inspections: a. Visual inspection of all feeder terminations for corrosion and proper attachment. b. Inspection and testing of surge arrestor and lightning protection operation. c. Ground continuity testing, lightning protection and overall system safety inspection, to include correction of any unsafe or abnormal issues. d. Inspection/survey of all combiner boxes, disconnects (AC&DC), switchgear, and inverters with an infrared camera, with the purpose of detecting hotspots, bad connections, and related issues. Operation & Maintenance Plan Freemans Way Solar Project August 10, 2020 5 e. Mechanical and structural integrity of the system, and correction of issues. f. Modules for excessive dirt and debris. g. Replacement of unserviceable or degraded system labeling. h. Testing of voltage and amperage of all source conductors. i. Documentation and inspections reporting to include: i. PV System Quality Assurance and Quality Control Plan; ii. PV System Commissioning Form; and iii. System Component Torque Specifications Form. 5.0 Vegetation Maintenance a. The Solar O&M area will be mowed to maintain a grass height of approximately 12 inches. Use of a weed whacker is recommended underneath the panels and around the posts of the racking system. Woody seedlings may also be removed by hand. No pesticides, fertilizers, herbicides or chemicals will be used to manage vegetation. b. An O&M contractor shall monitor the ground cover growth rate and system performance to determine whether vegetation maintenance frequency requires modifications. c. An O&M contractor should be aware of the locations of any wiring associated with the system. The project developer/owner shall complete a site walk of the Solar O&M area with any new O&M contractor before scheduling the first vegetation maintenance event. d. The state of vegetation will be monitored during normal maintenance visits and, as appropriate, a landscape professional will be contracted to repair any areas of concern. e. A landscape professional will be contracted to perform the following adjustments if areas of topsoil are observed within the solar array limit: i. Adjust the seed mix that is appropriate to the current vegetative cover and the season in which seed is spread. ii. Manually rake topsoil to prepare for seeding. iii. Spread seed atop raked area at an appropriate density. Operation & Maintenance Plan Freemans Way Solar Project August 10, 2020 6 iv. Implement temporary precautions within the seeded area to help the restoration process. v. Monitor the vegetative cover to restoration completion. f. The state of vegetation outside of the fenced in solar development area will be monitored during normal maintenance visits to confirm that excessive growth which will result in shading of the solar panels has not occurred. If shading is visible, a landscape professional will be contacted to trim/cut the vegetation as necessary. g. The use of herbicides, pesticides, fertilizers or chemicals for maintenance of vegetation throughout the array and outside the fence is prohibited. 6.0 Access Roadways, Perimeter Fences, and Access Gates a. As part of the bi-annual service visit, the gravel surface of the access road shall be inspected. This inspection will cover the following areas at a minimum: settlement, rutting, erosion/barren spots, vegetation/tree growth, wash boarding, and potholes. A roadway maintenance firm, to be hired by the developer, shall immediately repair any deficiencies encountered during the inspection to the extent it cannot be handled by the O&M contractor. b. During the bi-annual service visit, the perimeter fencing and access gates shall be inspected for workable locks and knox boxes, settlement, erosion around post footings, significant corrosion, and signs of vandalism (i.e. holes cut in the wire, removed wooden panels, project ID signs damaged/stolen). A fence maintenance firm, to be hired by the developer, shall immediately repair any deficiencies encountered during the inspection to the extent it cannot be handled by the O&M contractor. c. Plow the access drive from Freemans Way 6 to the electrical cabinet turnaround area sufficiently to provide emergency vehicle access at all times. 7.0 Stormwater and Erosion Control Facilities a. Erosion control barriers (i.e. Silt Soxx) should be inspected immediately after each run-off producing rainfall event and at least daily during prolonged rainfall. Sediment deposits must be removed when the level of deposition reaches approximately one-half the height of the barrier. Sediment shall be disposed of in a suitable area and protected from erosion by either structural or vegetative means. b. Inspect the infiltration system after every major storm event (2" or greater) for the first few months after construction to ensure proper function, thereafter inspect twice per year thereafter during wet weather to ensure the system is draining Operation & Maintenance Plan Freemans Way Solar Project August 10, 2020 7 properly. Check for accumulation of sediment and ponding of water. If ponding water is visible inside the leaching pits for several days after a storm event, notify the engineer for possible remedial measures. Check for clogging and trash, and remove organic matter, trash and debris as necessary. Remove sediment as necessary during construction, while the system is dry, and at least every 5 years after construction. c. Inspect all slopes, panel drip edges, and graded areas throughout the project on a quarterly basis for the first two years after completion of construction. Thereafter, inspect twice per year. Look for formation of eroded channels, particularly at panel drip edges and on newly constructed slopes. Repair and/or re-seed any areas that are eroded or not stabilized. To: Town of Brewster Planning Board Based on our prior experience developing solar in similar sandpits we would estimate the cost of site upgrades to be to be $744,000. This number is an estimate based on all civil work including grading, stormwater, and the installation of roads. This estimate does not include any of the actual renewable energy generating materials. Please feel free to call with any questions. Best Regards, -- Daniel Serber Senior Director of Land Development NextGrid Inc. (559) 731-4645 (508) 319-9626 www.nextgrid.com Prepared by: 349 Main Street West Yarmouth, MA 02673 The picture can't be displayed. STORMWATER REPORT PHOTOVOLTAIC SYSTEM 0 FREEMANS WAY, BREWSTER, MA 02631 JUNE 2020 Owner/Applicant: NEXTGRID, INC. P.O. BOX 7775 #73069 SAN FRANCISCO, CA 94120 BSC Job Number: 50410.00 Stormwater Report 0 Freemans Way Brewster, MA June 2020 TABLE OF CONTENTS 1.0 PROJECT INFORMATION 1.01 PROJECT DESCRIPTION 1.02 PRE-DEVELOPMENT CONDITIONS 1.03 POST-DEVELOPMENT CONDITIONS 2.0 DRAINAGE SUMMARY 2.01 STORMWATER STANDARD 1 – NEW STORMWATER CONVEYANCES 2.02 STORMWATER STANDARD 2 – STORMWATER RUNOFF RATES 2.03 STORMWATER STANDARD 3 – GROUNDWATER RECHARGE 2.04 STORMWATER STANDARD 4 – TSS REMOVAL 2.05 STORMWATER STANDARD 5 – LUHPPL 2.06 STORMWATER STANDARD 6 – CRITICAL AREAS 2.07 STORMWATER STANDARD 7 – REDEVELOPMENT PROJECTS 2.08 STORMWATER STANDARD 8 – SEDIMENTATION & EROSION CONTROL PLAN 2.09 STORMWATER STANDARD 9 – LONG TERM O&M PLAN 2.10 STORMWATER STANDARD 10 – ILLICIT DISCHARGES 2.11 CONCLUSIONS 3.0 MASSACHUSETTS DEPARTMENT OF ENVIRONMENTAL PROTECTION CHECKLIST FOR STORMWATER REPORT 4.0 CONSTRUCTION PERIOD POLLUTION PREVENTION AND EROSION AND SEDIMENTATION CONTROL 5.0 LONG-TERM POLLUTION PREVENTION & OPERATION AND MAINTENANCE PLAN 6.0 HYDROLOGY CALCULATIONS 6.01 EXISTING WATERSHED PLAN 6.02 EXISTING HYDROLOGY CALCULATIONS (HYDROCAD™ PRINTOUTS) 6.03 PROPOSED WATERSHED PLAN 6.04 PROPOSED HYDROLOGY CALCULATIONS (HYDROCAD™ PRINTOUTS) 7.0 ADDITIONAL DRAINAGE CALCULATIONS 7.01 TSS REMOVAL CALCULATIONS 7.02 GROUNDWATER RECHARGE VOLUME CALCULATIONS 7.03 WATER QUALITY VOLUME CALCULATIONS APPENDICES APPENDIX A – USGS LOCUS MAP APPENDIX B – FEMA MAP APPENDIX C – WEB SOIL SURVEY APPENDIX D – SOIL TEST PIT LOGS Stormwater Report 0 Freemans Way Brewster, MA June 2020 SECTION 1.0 PROJECT INFORMATION Stormwater Report 0 Freemans Way Brewster, MA June 2020 The picture can't be displayed. 1.01 PROJECT DESCRIPTION The project site is located at 0 Freemans Way in Brewster, MA. The project consists of the redevelopment of the 10.3± acre parcel of the land, where the current use of the site is sand and gravel mining. The site has one means of access, which is off Freemans Way, located at the south side of the site. The project is bordered by Route 6 to the west, and commercial sites to the north and east. With the existing site being a sand and gravel pit, there are steep slopes all around the perimeter of the area used for mining, with various widths of a wooded buffer at the top of the slopes. There are no permanent structures on the site. The applicant is seeking to redevelop the site for use as a solar field (photovoltaic system). The redevelopment will entail re-grading the site, equipment pads, utility work, and stormwater management facilities. 1.02 PRE-DEVELOPMENT CONDITIONS The pre-development conditions include the existing property, currently being operated as sand and gravel pit off Freemans Way, in Brewster, MA. Much of the site is already dug out due to the mining of the site, therefore the side slopes are steep, up to 33% slopes. There are various fill piles throughout the site ranging in stature, but in general the lower area is flatter, with slopes ranging from 0-8%. Currently there is a low point in the southeast corner of the pit, where much of the stormwater collects for the site. NRCS Web Soil Survey has identified three primary soil classifications underlying the project site:  61.1% - Map Unit 252B – Carver coarse sand, 3 to 8 percent slopes  38.0% - Map Unit 252C – Carver coarse sand, 8 to 15 percent slopes  0.9% - Map Unit 600 – Pits, sand and gravel Due to the sandy and gravelly nature of these types of soils, the site has been modeled as Hydrological Soil Group A, which is consistent with the NRCS Web Soil Survey report that can be found in Appendix C. In May 2020, BSC Group conducted exploratory test pits on the site to confirm the NRCS soil classification. A total of four test pits were conducted. The test pits were spread out throughout the site, including areas adjacent to proposed drainage systems. Due to the various piles on-site and on-going sand mining, test pits were conducted in locations to best limit disturbance. The parent material was found to be a medium grained sand which was consistent with the NRCS web soil mapping. Groundwater was not observed in any of the test pits, and the results of the test pits can be found in Appendix D, Soil Test Pit Logs. The pre-development HydroCAD model was developed with a total of 2 subcatchment areas. Subcatchment Area 1S is the largest subcatchment area for this site. It consists of all the area that stormwater drains to the low points located in the southwest corner of the site. The stormwater that is collected from this subcatchment area infiltrates on site, modeled as Reach 1R. Subcatchment Area 2S contains the areas of the site that flows off-site. The summary of the off-site flow is represented by Reach 2R. Stormwater Report 0 Freemans Way Brewster, MA June 2020 The picture can't be displayed. 1.03 POST-DEVELOPMENT CONDITIONS The proposed stormwater management system has been designed in a manner that will meet or exceed the provisions of the Massachusetts Department of Environmental Protection (MassDEP) Stormwater Management Standards for new construction. The design also complies fully with the Town of Brewster Zoning Bylaws. The site grading has been designed in a manner to best minimize the amount of fill that would need to be removed or added to the site to meet the design. In order to achieve this goal, the low point of the site is proposed to be located in the center of the existing floor of the gravel pit. This low point will be below the existing grade, creating excess material that will be used in other areas of the site that are proposed above existing grade. The site will be graded at 2% towards the low point in both the north and south directions. All perimeter boundaries will maintain the existing drainage pattern, and flow into the floor of the photovoltaic field. There is a series of six (6) 700-gallon concrete leaching pits (drywells) inside of a bed of crushed stone, with every other drywell grated for inlet, designed to capture and recharge stormwater runoff on-site. Exfiltration has been designed using a hydraulic conductivity of 8.270 inches per hour and contains sufficient capacity to attenuate and exfiltrate the volume of stormwater runoff associated with a 100-year storm event. The infiltration system is modeled as Pond 1P in the proposed HydroCAD design (Section 6.04). Summary node 2R (off-site flow) will remain to compare off-site flows from the Pre- and Post-Development scenarios. Please see Section 2.02 Stormwater Runoff Rates for a further detailed analysis of the peak runoff rates for both the Pre- and Post-Development scenarios for this site. The Proposed Watershed Plan can be seen in Section 6.03 and the Proposed hydrological and hydraulic calculations are included in Section 6.04. Specifics of the project’s compliance with the MassDEP Stormwater Management Standards are discussed in detail in the following sections. Stormwater Report 0 Freemans Way Brewster, MA June 2020 The picture can't be displayed. SECTION 2.0 DRAINAGE SUMMARY Stormwater Report 0 Freemans Way Brewster, MA June 2020 The picture can't be displayed. 2.01 Stormwater Standard 1 – New Stormwater Conveyances Per MassDEP Stormwater Management Standard #1, no new outfalls may discharge untreated stormwater directly to or cause erosion in wetlands or waters of the Commonwealth. There are no known stormwater outfalls in this development and no new outfalls are proposed. 2.02 Stormwater Standard 2 – Stormwater Runoff Rates Watershed modeling was performed using HydroCAD Stormwater Modeling Software version 10.0, a computer aided design program that combines SCS runoff methodology with standard hydraulic calculations. A model of the site’s hydrology was developed for both pre- and post-development conditions to assess the effects of the proposed development on the resource areas to the northwest of the site. The stormwater management systems for the project has been designed such that the post-development conditions do not increase the peak runoff rates for the 2-year, 10-year, 25-year and 100-year, 24-hour storm events, as detailed in the table below. Peak Flow Discharge Rates Node 1R – Infiltrates on Site Storm Event Pre-Development Peak Discharge Rate (cfs) Post-Development Peak Discharge Rate (cfs) Change in Peak Discharge Rate (cfs) 2-Year 0.02 0.00 -0.02 10-Year 0.21 0.00 -0.21 25-Year 1.17 0.00 -1.17 100-Year 4.30 0.00 -4.30 Node 2R – Offsite Flow to West Storm Event Pre-Development Peak Discharge Rate (cfs) Post-Development Peak Discharge Rate (cfs) Change in Peak Discharge Rate (cfs) 2-Year 0.00 0.00 0.00 10-Year 0.00 0.00 0.00 25-Year 0.01 0.00 -0.01 100-Year 0.05 0.01 -0.04 2.03 Stormwater Standard 3 – Groundwater Recharge The ground water recharge is estimated based on the Massachusetts Stormwater Management Standard #3, as follows: Rv = F x impervious area Rv= Required Recharge Volume, expressed in Ft3, cubic yards, or acre-feet F= Target Depth Factor associated with each Hydrologic Soil Group Impervious Area= pavement and rooftop area on site Stormwater Report 0 Freemans Way Brewster, MA June 2020 The picture can't be displayed. Table 1.2 Recharge Target Depth by Hydrologic Soil Group NRCS HYDROLOGIC SOIL TYPE APPROX. SOIL TEXTURE TARGET DEPTH FACTOR (F) A sand 0.60-inch B loam 0.35-inch C silty loam 0.25-inch D clay 0.10-inch The Natural Resources Conservation Service (NRCS) has classified the soils underlying the project site as a combination of soil groups 252B (61.1%), 252C (38.0%), and 600 (0.9%). The proposed infiltration drywell system is located in Soil Group 252C – Carver coarse sand. Based on this location and the information from the test pits, the site has been modeled as Hydraulic Group A. To determine the recharge volume provided in the recharge system, the Static Method was used as described in the DEP’s Massachusetts Stormwater Handbook, Volume 3. A drawdown calculation was performed in accordance with the DEP’s Massachusetts Stormwater Handbook, Volume 3, to verify that the proposed recharge systems would drain completely within 72-hours. This drawdown calculation along with calculations to determine the recharge required are provided in Section 7.0 of this report. 2.04 Stormwater Standard 4 – TSS Removal The project stormwater management system will achieve a TSS removal greater than 80%. The proposed stormwater management system has been designed to provide treatment of runoff in order to reduce suspended solids prior to discharge off-site through the implementation of the following best management practices:  Dry Well - (80% TSS Removal when combined with one or more pretreatment BMPs) The water quality volume is defined as the runoff volume requiring TSS Removal for the site and is equal to 1-inch of runoff (rapid infiltration rate) over the total impervious area of the post-development site. The required water quality volume required for the project is calculated below based on the post-development impervious area: 𝑊𝑄𝑉 ൌ 1.0 𝑖𝑛 𝑥 1 𝑓𝑡 12 𝑖𝑛𝑥 0.12 𝑎𝑐 𝑥 43,560 𝑓𝑡ଶ ൌ 𝟒𝟑𝟔 𝒇𝒕𝟑 The infiltration systems have been sized to treat the required water quality volume and calculation are included in Section 7.0 of this Report. A long-term pollution prevention plan complying with the requirements of Standard 4 is included in Section 5.0 of this Report. 2.05 Stormwater Standard 5 – Land Uses with Higher Potential Pollutant Loads The Project is not a land use with higher potential pollutant loads, therefore this Standard does not apply. ∴ Water Quality Volume = 436 cubic feet Stormwater Report 0 Freemans Way Brewster, MA June 2020 The picture can't be displayed. 2.06 Stormwater Standard 6 – Stormwater Discharges to a Critical Area The project is not subject to Standard 6. There are no discharges to any Critical Area, as defined by the Massachusetts Stormwater Handbook. 2.07 Stormwater Standard 7 – Redevelopment Projects This project is a new development, and as such, has been designed to fully comply with the MassDEP Stormwater Management Standards. 2.08 Stormwater Standard 8 – Sedimentation and Erosion Control Plan Erosion and sedimentation controls are shown on the Project Site Plan set (page 7 of 8). Additionally, a Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan is included in Section 4.0 of this Report. 2.09 Stormwater Standard 9 – Long Term Operation and Maintenance Plan A Long-Term Operation and Maintenance Plan is included in Section 5.0 of this Report. 2.10 Stormwater Standard 10 – Illicit Discharges There are no known illicit discharges on the project site and none are proposed. A signed, illicit discharge compliance statement will be submitted prior to the start of construction. 2.11 Conclusion The Project has been designed to meet the applicable provisions of the Stormwater Management Standards. Site grading in concert with implementation of dry wells, will serve to attenuate peak runoff rates, provide treatment to stormwater prior to discharge, and promote infiltration to groundwater. The project will not cause flooding to off-site and downgradient properties, will meet or exceed the requirements of the MassDEP Stormwater Management Standards and the Town of Brewster Zoning Bylaws. Stormwater Report 0 Freemans Way Brewster, MA June 2020 The picture can't be displayed. SECTION 3.0 MASSACHUSETTS DEPARTMENT OF ENVIRONMENTAL PROTECTION CHECKLIST FOR STORMWATER REPORT Section 3.0 - Mass DEP Stormwater Checklist.docx • 04/01/08 Stormwater Report Checklist • Page 1 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report A. Introduction Important: When filling out forms on the computer, use only the tab key to move your cursor - do not use the return key. A Stormwater Report must be submitted with the Notice of Intent permit application to document compliance with the Stormwater Management Standards. The following checklist is NOT a substitute for the Stormwater Report (which should provide more substantive and detailed information) but is offered here as a tool to help the applicant organize their Stormwater Management documentation for their Report and for the reviewer to assess this information in a consistent format. As noted in the Checklist, the Stormwater Report must contain the engineering computations and supporting information set forth in Volume 3 of the Massachusetts Stormwater Handbook. The Stormwater Report must be prepared and certified by a Registered Professional Engineer (RPE) licensed in the Commonwealth. The Stormwater Report must include:  The Stormwater Checklist completed and stamped by a Registered Professional Engineer (see page 2) that certifies that the Stormwater Report contains all required submittals.1 This Checklist is to be used as the cover for the completed Stormwater Report.  Applicant/Project Name  Project Address  Name of Firm and Registered Professional Engineer that prepared the Report  Long-Term Pollution Prevention Plan required by Standards 4-6  Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan required by Standard 82  Operation and Maintenance Plan required by Standard 9 In addition to all plans and supporting information, the Stormwater Report must include a brief narrative describing stormwater management practices, including environmentally sensitive site design and LID techniques, along with a diagram depicting runoff through the proposed BMP treatment train. Plans are required to show existing and proposed conditions, identify all wetland resource areas, NRCS soil types, critical areas, Land Uses with Higher Potential Pollutant Loads (LUHPPL), and any areas on the site where infiltration rate is greater than 2.4 inches per hour. The Plans shall identify the drainage areas for both existing and proposed conditions at a scale that enables verification of supporting calculations. As noted in the Checklist, the Stormwater Management Report shall document compliance with each of the Stormwater Management Standards as provided in the Massachusetts Stormwater Handbook. The soils evaluation and calculations shall be done using the methodologies set forth in Volume 3 of the Massachusetts Stormwater Handbook. To ensure that the Stormwater Report is complete, applicants are required to fill in the Stormwater Report Checklist by checking the box to indicate that the specified information has been included in the Stormwater Report. If any of the information specified in the checklist has not been submitted, the applicant must provide an explanation. The completed Stormwater Report Checklist and Certification must be submitted with the Stormwater Report. 1 The Stormwater Report may also include the Illicit Discharge Compliance Statement required by Standard 10. If not included in the Stormwater Report, the Illicit Discharge Compliance Statement must be submitted prior to the discharge of stormwater runoff to the post-construction best management practices. 2 For some complex projects, it may not be possible to include the Construction Period Erosion and Sedimentation Control Plan in the Stormwater Report. In that event, the issuing authority has the discretion to issue an Order of Conditions that approves the project and includes a condition requiring the proponent to submit the Construction Period Erosion and Sedimentation Control Plan before commencing any land disturbance activity on the site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ote:%HFDXVHVWRUPZDWHUUHTXLUHPHQWVYDU\IURPSURMHFWWRSURMHFWLWLVSRVVLEOHWKDWDFRPSOHWH 6WRUPZDWHU5HSRUWPD\QRWLQFOXGHLQIRUPDWLRQRQVRPHRIWKHVXEMHFWVVSHFLILHGLQWKH&KHFNOLVW,ILWLV GHWHUPLQHGWKDWDVSHFLILFLWHPGRHVQRWDSSO\WRWKHSURMHFWXQGHUUHYLHZSOHDVHQRWHWKDWWKHLWHPLVQRW DSSOLFDEOH1$DQGSURYLGHWKHUHDVRQVIRUWKDWGHWHUPLQDWLRQ $FRPSOHWHFKHFNOLVWPXVWLQFOXGHWKH&HUWLILFDWLRQVHWIRUWKEHORZVLJQHGE\WKH5HJLVWHUHG3URIHVVLRQDO (QJLQHHUZKRSUHSDUHGWKH6WRUPZDWHU5HSRUW 5HJLVWHUHG3URIHVVLRQDO(QJLQHHU¶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ection 3.0 - Mass DEP Stormwater Checklist.docx • 04/01/08 Stormwater Report Checklist • Page 3 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) LID Measures: Stormwater Standards require LID measures to be considered. Document what environmentally sensitive design and LID Techniques were considered during the planning and design of the project: No disturbance to any Wetland Resource Areas Site Design Practices (e.g. clustered development, reduced frontage setbacks) Reduced Impervious Area (Redevelopment Only) Minimizing disturbance to existing trees and shrubs LID Site Design Credit Requested: Credit 1 Credit 2 Credit 3 Use of “country drainage” versus curb and gutter conveyance and pipe Bioretention Cells (includes Rain Gardens) Constructed Stormwater Wetlands (includes Gravel Wetlands designs) Treebox Filter Water Quality Swale Grass Channel Green Roof Other (describe): Standard 1: No New Untreated Discharges No new untreated discharges Outlets have been designed so there is no erosion or scour to wetlands and waters of the Commonwealth Supporting calculations specified in Volume 3 of the Massachusetts Stormwater Handbook included. Section 3.0 - Mass DEP Stormwater Checklist.docx • 04/01/08 Stormwater Report Checklist • Page 4 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 2: Peak Rate Attenuation Standard 2 waiver requested because the project is located in land subject to coastal storm flowage and stormwater discharge is to a wetland subject to coastal flooding. Evaluation provided to determine whether off-site flooding increases during the 100-year 24-hour storm. Calculations provided to show that post-development peak discharge rates do not exceed pre- development rates for the 2-year and 10-year 24-hour storms. If evaluation shows that off-site flooding increases during the 100-year 24-hour storm, calculations are also provided to show that post-development peak discharge rates do not exceed pre-development rates for the 100-year 24- hour storm. Standard 3: Recharge Soil Analysis provided. Required Recharge Volume calculation provided. Required Recharge volume reduced through use of the LID site Design Credits. Sizing the infiltration, BMPs is based on the following method: Check the method used. Static Simple Dynamic Dynamic Field1 Runoff from all impervious areas at the site discharging to the infiltration BMP. Runoff from all impervious areas at the site is not discharging to the infiltration BMP and calculations are provided showing that the drainage area contributing runoff to the infiltration BMPs is sufficient to generate the required recharge volume. Recharge BMPs have been sized to infiltrate the Required Recharge Volume. Recharge BMPs have been sized to infiltrate the Required Recharge Volume only to the maximum extent practicable for the following reason: Site is comprised solely of C and D soils and/or bedrock at the land surface M.G.L. c. 21E sites pursuant to 310 CMR 40.0000 Solid Waste Landfill pursuant to 310 CMR 19.000 Project is otherwise subject to Stormwater Management Standards only to the maximum extent practicable. Calculations showing that the infiltration BMPs will drain in 72 hours are provided. Property includes a M.G.L. c. 21E site or a solid waste landfill and a mounding analysis is included. 1 80% TSS removal is required prior to discharge to infiltration BMP if Dynamic Field method is used. Section 3.0 - Mass DEP Stormwater Checklist.docx • 04/01/08 Stormwater Report Checklist • Page 5 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 3: Recharge (continued) The infiltration BMP is used to attenuate peak flows during storms greater than or equal to the 10- year 24-hour storm and separation to seasonal high groundwater is less than 4 feet and a mounding analysis is provided. Documentation is provided showing that infiltration BMPs do not adversely impact nearby wetland resource areas. Standard 4: Water Quality The Long-Term Pollution Prevention Plan typically includes the following:  Good housekeeping practices;  Provisions for storing materials and waste products inside or under cover;  Vehicle washing controls;  Requirements for routine inspections and maintenance of stormwater BMPs;  Spill prevention and response plans;  Provisions for maintenance of lawns, gardens, and other landscaped areas;  Requirements for storage and use of fertilizers, herbicides, and pesticides;  Pet waste management provisions;  Provisions for operation and management of septic systems;  Provisions for solid waste management;  Snow disposal and plowing plans relative to Wetland Resource Areas;  Winter Road Salt and/or Sand Use and Storage restrictions;  Street sweeping schedules;  Provisions for prevention of illicit discharges to the stormwater management system;  Documentation that Stormwater BMPs are designed to provide for shutdown and containment in the event of a spill or discharges to or near critical areas or from LUHPPL;  Training for staff or personnel involved with implementing Long-Term Pollution Prevention Plan;  List of Emergency contacts for implementing Long-Term Pollution Prevention Plan. A Long-Term Pollution Prevention Plan is attached to Stormwater Report and is included as an attachment to the Wetlands Notice of Intent. Treatment BMPs subject to the 44% TSS removal pretreatment requirement and the one inch rule for calculating the water quality volume are included, and discharge: is within the Zone II or Interim Wellhead Protection Area is near or to other critical areas is within soils with a rapid infiltration rate (greater than 2.4 inches per hour) involves runoff from land uses with higher potential pollutant loads. The Required Water Quality Volume is reduced through use of the LID site Design Credits. Calculations documenting that the treatment train meets the 80% TSS removal requirement and, if applicable, the 44% TSS removal pretreatment requirement, are provided. Section 3.0 - Mass DEP Stormwater Checklist.docx • 04/01/08 Stormwater Report Checklist • Page 6 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 4: Water Quality (continued) The BMP is sized (and calculations provided) based on: The ½” or 1” Water Quality Volume or The equivalent flow rate associated with the Water Quality Volume and documentation is provided showing that the BMP treats the required water quality volume. The applicant proposes to use proprietary BMPs, and documentation supporting use of proprietary BMP and proposed TSS removal rate is provided. This documentation may be in the form of the propriety BMP checklist found in Volume 2, Chapter 4 of the Massachusetts Stormwater Handbook and submitting copies of the TARP Report, STEP Report, and/or other third party studies verifying performance of the proprietary BMPs. A TMDL exists that indicates a need to reduce pollutants other than TSS and documentation showing that the BMPs selected are consistent with the TMDL is provided. Standard 5: Land Uses With Higher Potential Pollutant Loads (LUHPPLs) The NPDES Multi-Sector General Permit covers the land use and the Stormwater Pollution Prevention Plan (SWPPP) has been included with the Stormwater Report. The NPDES Multi-Sector General Permit covers the land use and the SWPPP will be submitted prior to the discharge of stormwater to the post-construction stormwater BMPs. The NPDES Multi-Sector General Permit does not cover the land use. LUHPPLs are located at the site and industry specific source control and pollution prevention measures have been proposed to reduce or eliminate the exposure of LUHPPLs to rain, snow, snow melt and runoff, and been included in the long term Pollution Prevention Plan. All exposure has been eliminated. All exposure has not been eliminated and all BMPs selected are on MassDEP LUHPPL list. The LUHPPL has the potential to generate runoff with moderate to higher concentrations of oil and grease (e.g. all parking lots with >1000 vehicle trips per day) and the treatment train includes an oil grit separator, a filtering bioretention area, a sand filter or equivalent. Standard 6: Critical Areas The discharge is near or to a critical area and the treatment train includes only BMPs that MassDEP has approved for stormwater discharges to or near that particular class of critical area. Critical areas and BMPs are identified in the Stormwater Report. Section 3.0 - Mass DEP Stormwater Checklist.docx • 04/01/08 Stormwater Report Checklist • Page 7 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum extent practicable The project is subject to the Stormwater Management Standards only to the maximum Extent Practicable as a: Limited Project Small Residential Projects: 5-9 single family houses or 5-9 units in a multi-family development provided there is no discharge that may potentially affect a critical area. Small Residential Projects: 2-4 single family houses or 2-4 units in a multi-family development with a discharge to a critical area Marina and/or boatyard provided the hull painting, service and maintenance areas are protected from exposure to rain, snow, snow melt and runoff Bike Path and/or Foot Path Redevelopment Project Redevelopment portion of mix of new and redevelopment. Certain standards are not fully met (Standard No. 1, 8, 9, and 10 must always be fully met) and an explanation of why these standards are not met is contained in the Stormwater Report. The project involves redevelopment and a description of all measures that have been taken to improve existing conditions is provided in the Stormwater Report. The redevelopment checklist found in Volume 2 Chapter 3 of the Massachusetts Stormwater Handbook may be used to document that the proposed stormwater management system (a) complies with Standards 2, 3 and the pretreatment and structural BMP requirements of Standards 4-6 to the maximum extent practicable and (b) improves existing conditions. Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan must include the following information:  Narrative;  Construction Period Operation and Maintenance Plan;  Names of Persons or Entity Responsible for Plan Compliance;  Construction Period Pollution Prevention Measures;  Erosion and Sedimentation Control Plan Drawings;  Detail drawings and specifications for erosion control BMPs, including sizing calculations;  Vegetation Planning;  Site Development Plan;  Construction Sequencing Plan;  Sequencing of Erosion and Sedimentation Controls;  Operation and Maintenance of Erosion and Sedimentation Controls;  Inspection Schedule;  Maintenance Schedule;  Inspection and Maintenance Log Form. A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan containing the information set forth above has been included in the Stormwater Report. Section 3.0 - Mass DEP Stormwater Checklist.docx • 04/01/08 Stormwater Report Checklist • Page 8 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control (continued) The project is highly complex and information is included in the Stormwater Report that explains why it is not possible to submit the Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan with the application. A Construction Period Pollution Prevention and Erosion and Sedimentation Control has not been included in the Stormwater Report but will be submitted before land disturbance begins. The project is not covered by a NPDES Construction General Permit. The project is covered by a NPDES Construction General Permit and a copy of the SWPPP is in the Stormwater Report. The project is covered by a NPDES Construction General Permit but no SWPPP been submitted. The SWPPP will be submitted BEFORE land disturbance begins. Standard 9: Operation and Maintenance Plan The Post Construction Operation and Maintenance Plan is included in the Stormwater Report and includes the following information: Name of the stormwater management system owners; Party responsible for operation and maintenance; Schedule for implementation of routine and non-routine maintenance tasks; Plan showing the location of all stormwater BMPs maintenance access areas; Description and delineation of public safety features; Estimated operation and maintenance budget; and Operation and Maintenance Log Form. The responsible party is not the owner of the parcel where the BMP is located and the Stormwater Report includes the following submissions: A copy of the legal instrument (deed, homeowner’s association, utility trust or other legal entity) that establishes the terms of and legal responsibility for the operation and maintenance of the project site stormwater BMPs; A plan and easement deed that allows site access for the legal entity to operate and maintain BMP functions. Standard 10: Prohibition of Illicit Discharges The Long-Term Pollution Prevention Plan includes measures to prevent illicit discharges; An Illicit Discharge Compliance Statement is attached; NO Illicit Discharge Compliance Statement is attached but will be submitted prior to the discharge of any stormwater to post-construction BMPs. Stormwater Report 0 Freemans Way Brewster, MA June 2020 The picture can't be displayed. SECTION 4.0 CONSTRUCTION PERIOD POLLUTION PREVENTION AND EROSION AND SEDIMENTATION CONTROL PLAN Stormwater Report 0 Freemans Way Brewster, MA June 2020 The picture can't be displayed. 4.0 CONSTRUCTION PERIOD POLLUTION PREVENTION AND EROSION AND SEDIMENTATION CONTROL PLAN This Section specifies requirements and suggestions for implementation of a Stormwater Pollution Prevention Plan (SWPPP) for the proposed photovoltaic system located at 0 Freemans Way, Brewster, Massachusetts. The SWPPP shall be provided and maintained on-site by the Contractor(s) during all construction activities. The SWPPP shall be updated as required to reflect changes to construction activity. The stormwater pollution prevention measures contained in the SWPPP shall be at least the minimum required by Local Regulations. The Contractor shall provide additional measures to prevent pollution from stormwater discharges in compliance with the National Pollution Discharge Elimination System (NPDES) Phase II permit requirements and all other local, state and federal requirements. The SWPPP shall include provisions for, but not be limited to, the following: 1. Construction Trailers 2. Lay-down Areas 3. Equipment Storage Areas 4. Stockpile Areas 5. Disturbed Areas The Contractor shall NOT begin construction without submitting evidence that a NPDES Notice of Intent (NOI) governing the discharge of stormwater from the construction site for the entire construction period has been filed at least fourteen (14) days prior to construction. It is the Contractor's responsibility to complete and file the NOI, unless otherwise determined by the project team. The cost of any fines, construction delays and remedial actions resulting from the Contractor's failure to comply with all provisions of local regulations and Federal NPDES permit requirements shall be paid for by the Contractor at no additional cost to the Owner. As a requirement of the EPA’s NPDES permitting program, each Contractor and Subcontractor responsible for implementing and maintaining stormwater Best Management Practices shall execute a Contractor's Certification form. Erosion and Sedimentation Control The Contractor shall be solely responsible for erosion and sedimentation control at the site. The Contractor shall utilize a system of operations and all necessary erosion and sedimentation control measures, even if not specified herein or elsewhere, to minimize erosion damage at the site to prevent the migration of sediment into environmentally sensitive areas. Environmentally sensitive areas include all wetland resource areas within, and downstream of, the site, and those areas of the site that are not being altered. Erosion and sedimentation control shall be in accordance with this Section, the design drawings, and the following:  “National Pollutant Discharge Elimination System General Permit for Discharges from Construction Activities (EPA Construction General Permit February 16, 2017).  Massachusetts Stormwater Management Policy Handbook issued by the Massachusetts Department of Environmental Protection, January 2008.  Massachusetts Erosion and Sediment Control Guidelines for Urban and Suburban Areas, A Guide for Planners, Designers and Municipal Officials, March 1997. The BMP's presented herein should be used as a guide for erosion and sedimentation control and are not intended to be considered specifications for construction. The most important BMP is maintaining a rapid Stormwater Report 0 Freemans Way Brewster, MA June 2020 The picture can't be displayed. construction process, resulting in prompt stabilization of surfaces, thereby reducing erosion potential. Given the primacy of rapid construction, these guidelines have been designed to allow construction to progress with essentially no hindrance by the erosion control methods prescribed. These guidelines have also been designed with sufficient flexibility to allow the Contractor to modify the suggested methods as required to suit seasonal, atmospheric, and site-specific physical constraints. Another important BMP is the prevention of concentrated water flow. Sheet flow does not have the erosive potential of a concentrated rivulet. These guidelines recommend construction methods that allow localized erosion control and a system of construction, which inhibits the development of shallow concentrated flow. These BMP's shall be maintained throughout the construction process. CONTACT INFORMATION AND RESPONSIBLE PARTIES The following is a list of all project-associated parties: Owner NextGrid Patriots, LLC P.O. Box 7775 #73069 San Francisco, CA, 94120 Contractor To be determined Environmental Consultant BSC Group, Inc. 349 Route 28, Unit D West Yarmouth, MA 02673 Contact: Brian G. Yergatian, P.E., LEED AP Phone: (617) 896–4590 Email: byergatian@bscgroup.com Qualified SWPPP Inspectors To Be Determined 4.1 Procedural Conditions of the Construction General Permit (CGP) The following list outlines the stormwater responsibilities for all construction operators working on the Project. The operators below agree through a cooperative agreement to abide by the following conditions throughout the duration of the construction project, effective the date of signature of the required SWPPP. These conditions apply to all operators on the project site. The project is subject to EPA’s NPDES General Permit through the CGP. The goal of this permit is to prevent the discharge of pollutants associated with construction activity from entering the existing and proposed storm drain system or surface waters. All contractors/operators involved in clearing, grading and excavation construction activities must sign the appropriate certification statement required, which will remain with the SWPPP. The owner must also sign a certification, which is to remain with the SWPPP in accordance with the signatory requirements of the SWPPP. Stormwater Report 0 Freemans Way Brewster, MA June 2020 The picture can't be displayed. Once the SWPPP is finalized, a signed copy, plus supporting documents, must be held at the project site during construction. A copy must remain available to EPA, State and Local agencies, and other interested parties during normal business hours. The following items associated with this SWPPP must be posted in a prominent place at the construction site until final stabilization has been achieved:  The completed/submitted NOI form  Location where the public can view the SWPPP during normal business hours  A copy of the signed/submitted NOI, permit number issued by the EPA and a copy of the current CGP. Project specific SWPPP documents are not submitted to the US EPA unless the agency specifically requests a copy for review. SWPPP documents requested by a permitting authority, the permitee(s) will submit it in a timely manner. EPA inspectors will be allowed free and unrestricted access to the project site and all related documentation and records kept under the conditions of the permit. The permitee is expected to keep all BMP’s and Stormwater controls operating correctly and maintained regularly. Any additions to the project which will significantly change the anticipated discharges of pollutants, must be reported to the EPA. The EPA should also be notified in advance of any anticipated events of noncompliance. The permitee must also orally inform the EPA of any discharge, which may endanger health or the environment within 24 hours, with a written report following within 5 days. In maintaining the SWPPP, all records and supporting documents will be compiled together in an orderly fashion. Inspection reports and amendments to the SWPPP must remain with the document. Federal regulations require permitee(s) to keep their Project Specific SWPPP and all reports and documents for at least three (3) years after the project is complete. 4.2 Project Description and Intended Construction Sequence The site is currently an existing sand and gravel pit. The proposed activities will include the following major components:  The construction of an access road.  Site grading  The construction of stormwater management facilities.  Installation of photovoltaic system and landscape areas. The installation of the photovoltaic system will disturb 7.24± acres. Soil disturbing activities will include site demolition, clearing and grubbing, installing stabilized construction exits, installation of erosion and sedimentation controls, grading, stormwater management systems, utilities, building foundations, construction of site driveways and preparation for final landscaping. Please refer to Table 1 for the projects anticipated construction timetable. A description of BMP’s associated with project timetable and construction-phasing elements is provided in this Erosion and Sediment Control Plan. Stormwater Report 0 Freemans Way Brewster, MA June 2020 The picture can't be displayed. Table 1 – Anticipated Construction Timetable Construction Phasing Activity Anticipated Timetable Demolition, Grubbing and Stripping of Limits of Construction Phase To be determined Rough Site Grading and Site Utilities To be determined Utility Plan Construction To be determined Landscaping To be determined 4.3 Potential Sources of Pollution Any project site activities that have the potential to add pollutants to runoff are subject to the requirements of the SWPPP. Listed below are a description of potential sources of pollution from both sedimentation to Stormwater runoff, and pollutants from sources other than sedimentation. Table 2 – Potential Sources of Sediment to Stormwater Runoff Table 3 – Potential Pollutants and Sources, other than Sediment to Stormwater Runoff Potential Source Activities/Comments Staging Areas and Construction Vehicles Vehicle refueling, minor equipment maintenance, sanitary facilities and hazardous waste storage Materials Storage Area General building materials, solvents, adhesives, paving materials, paints, aggregates, trash, etc. Construction Activities Construction, paving, curb/gutter installation, concrete pouring/mortar/stucco 4.4 Erosion and Sedimentation Control Best Management Practices The project site is characterized by primarily pervious surface. All construction activities will implement Best Management Practices (BMP’s) in order to minimize overall site disturbance and impacts to the sites natural features. Please refer to the following sections for a detailed description of site specific BMP’s. In addition, an Erosion and Sedimentation Control Plan is provided in the Site Plans. Potential Source Activities/Comments Construction Site Entrance and Site Vehicles Vehicles leaving the site can track soils onto public roadways. Site Vehicles can readily transport exposed soils throughout the site and off-site areas. Grading Operations Exposed soils have the potential for erosion and discharge of sediment to off-site areas. Material Excavation, Relocation, and Stockpiling Stockpiling of materials during excavation and relocation of soils can contribute to erosion and sedimentation. In addition, fugitive dust from stockpiled material, vehicle transport and site grading can be deposited in wetlands and waterway. Landscaping Operations Landscaping operations specifically associated with exposed soils can contribute to erosion and sedimentation. Hydro seeding, if not properly applied, can runoff to adjacent wetlands and waterways. Stormwater Report 0 Freemans Way Brewster, MA June 2020 The picture can't be displayed. 4.5 Timetable and Construction Phasing This section provides the Owner and Contractor with a suggested order of construction that shall minimize erosion and the transport of sediments. The individual objectives of the construction techniques described herein shall be considered an integral component of the project design intent of each project phase. The construction sequence is not intended to prescribe definitive construction methods and should not be interpreted as a construction specification document. However, the Contractor shall follow the general construction phase principles provided below:  Protect and maintain existing vegetation wherever possible.  Minimize the area of disturbance.  To the extent possible, route unpolluted flows around disturbed areas.  Install mitigation devices as early as possible.  Minimize the time disturbed areas are left un-stabilized.  Maintain siltation control devices in proper condition.  The contractor should use the suggested sequence and techniques as a general guide and modify the suggested methods and procedures as required to best suit seasonal, atmospheric, and site specific physical constraints for minimizing the environmental impact of construction. Demolition, Grubbing and Stripping of Limits of Construction Phase  Install Temporary Erosion Control (TEC) devices as required to prevent sediment transport into resource areas.  Place a ring of silt socks and/or haybales around stockpiles.  Stabilize all exposed surfaces that will not be under immediate construction.  Store and/or dispose all pavement and building demolition debris as indicated in accordance with all applicable local, state, and federal regulations. Driveway Area Sub-Base Construction  Install temporary culverts and diversion ditches and additional TEC devices as required by individual construction area constraints to direct potential runoff toward detention areas designated for the current construction phase.  Compact gravel as work progresses to control erosion potential.  Apply water to control air suspension of dust.  Avoid creating an erosive condition due to over-watering.  Install piped utility systems as required as work progresses, keeping all inlets sealed until all downstream drainage system components are functional. Binder Construction  Fine grade gravel base and install processed gravel to the design grades.  Compact pavement base as work progresses.  Install pavement binder coat starting from the downhill end of the site and work toward the top. Finish Paving  Repair and stabilize damaged side slopes.  Clean inverts of drainage structures.  Install final top coat of pavement. Final Clean-up  Clean inverts of culverts and catch basins. Stormwater Report 0 Freemans Way Brewster, MA June 2020 The picture can't be displayed.  Remove sediment and debris from rip-rap outlet areas.  Remove TEC devices only after permanent vegetation and erosion control has been fully established. 4.6 Site Stabilization Grubbing Stripping and Grading  Erosion control devices shall be in place as shown on the design plans before grading commences.  Stripping shall be done in a manner, which will not concentrate runoff. If precipitation is expected, earthen berms shall be constructed around the area being stripped, with a silt sock, silt fence or haybale dike situated in an arc at the low point of the berm.  If intense precipitation is anticipated, silt socks, haybales, dikes and /or silt fences shall be used as required to prevent erosion and sediment transport. The materials required shall be stored on site at all time.  If water is required for soil compaction, it shall be added in a uniform manner that does not allow excess water to flow off the area being compacted.  Dust shall be held at a minimum by sprinkling exposed soil with an appropriate amount of water. Maintenance of Disturbed Surfaces  Runoff shall be diverted from disturbed side slopes in both cut and fill.  Mulching may be used for temporary stabilization.  Silt sock, haybale or silt fences shall be set where required to trap products of erosion and shall be maintained on a continuing basis during the construction process. Loaming and Seeding  Loam shall not be placed unless it is to be seeded directly thereafter.  All disturbed areas shall have a minimum of 4” of loam placed before seeded and mulched.  Consideration shall be given to hydro-mulching, especially on slopes in excess of 3 to 1.  Loamed and seeded slopes shall be protected from washout by mulching or other acceptable slope protection until vegetation begins to grow. Stormwater Collection System Installation  The Stormwater drainage system shall be installed from the downstream end up and in a manner which will not allow runoff from disturbed areas to enter pipes.  Excavation for the drainage system shall not be left open when rainfall is expected overnight. If left open under other circumstances, pipe ends shall be closed by a staked board or by an equivalent method.  All catch basin openings shall be covered by a silt bag between the grate and the frame or protected from sediment by silt fence surrounding the catch basin grate. Completion of Paved Areas  During the placement of sub-base and pavement, the entrance to the Stormwater drainage systems shall be sealed when rain is expected. When these entrances are closed, consideration must be given to the direction of run-off and measures shall be undertaken to minimize erosion and to provide for the collection of sediment.  In some situations, it may be necessary to keep catch basins open.  Appropriate arrangements shall be made downstream to remove all sediment deposition. Stormwater Report 0 Freemans Way Brewster, MA June 2020 The picture can't be displayed. Stabilization of Surfaces  Stabilization of surfaces includes the placement of pavement, rip-rap, wood bark mulch and the establishment of vegetated surfaces.  Upon completion of construction, all surfaces shall be stabilized even though it is apparent that future construction efforts will cause their disturbance.  Vegetated cover shall be established during the proper growing season and shall be enhanced by soil adjustment for proper pH, nutrients and moisture content.  Surfaces that are disturbed by erosion processes or vandalism shall be stabilized as soon as possible.  Areas where construction activities have permanently or temporarily ceased shall be stabilized within 14 days from the last construction activity, except when construction activity will resume within 21 days (e.g., the total time period that construction activity is temporarily ceased is less than 21 days).  Hydro-mulching of grass surfaces is recommended, especially if seeding of the surfaces is required outside the normal growing season.  Hay mulch is an effective method of temporarily stabilizing surfaces, but only if it is properly secured by branches, weighted snow fences or weighted chicken wire. Stormwater Report 0 Freemans Way Brewster, MA June 2020 The picture can't be displayed. 4.7 Temporary Structural Erosion Control Measures Temporary erosion control measures serve to minimize construction-associated impacts to undisturbed areas. Please refer to the following sections for a description of temporary erosion control measures implemented as part of the project and this sample SWPPP. 4.7.1 Staked Siltsoxx Erosion Control Barrier The siltation barriers will demarcate the limit of work, form a work envelope and provide additional assurance that construction equipment will not enter the undisturbed portions of the site. All barriers will remain in place until disturbed areas are stabilized. 4.7.2 Temporary Stormwater Diversion Swale A temporary diversion swale is an effective practice for temporarily diverting stormwater flows and to reduce stormwater runoff velocities during storm events. The swale channel can be installed before infrastructure construction begins at the site, or as needed throughout the construction process. The diversion swale should be routinely compacted or seeded to minimize the amount of exposed soil. Stormwater Report 0 Freemans Way Brewster, MA June 2020 The picture can't be displayed. 4.7.3 Dewatering Basins Dewatering may be required during stormwater system, foundation construction and utility installation. Should the need for dewatering arise, groundwater will be pumped directly into a temporary settling basin, which will act as a sediment trap during construction. All temporary settling basins will be located within close proximity of daily work activities. Prior to discharge, all groundwater will be treated by means of the settling basin or acceptable substitute. Discharges from sediment basins will be free of visible floating, suspended and settleable solids that would impair the functions of a wetland or degrade the chemical composition of the wetland resource area receiving ground or surface water flows and will be to the combined system. Stormwater Report 0 Freemans Way Brewster, MA June 2020 The picture can't be displayed. 4.7.4 Material Stockpiling Locations Piping and trench excavate associated with the subsurface utility work will be contained with a single row of silt socks and/or haybales. 4.8 Permanent Structural Erosion Control Measures Permanent erosion control measures serve to minimize post-construction impacts to undisturbed areas. Please refer to the following sections for a description of permanent erosion control measures implemented as part of the project and this SWPPP. 4.9 Good Housekeeping Best Management Practices 4.9.1 Material Handling and Waste Management Solid waste generation during the construction period will be primarily construction debris. The debris will include scrap lumber (used forming and shoring pallets and other shipping containers), waste packaging materials (plastic sheeting and cardboard), scrap cable and wire, roll-off containers (or dumpsters) and will be removed by a contract hauler to a properly licensed landfill. The roll-off containers will be covered with a properly secured tarp before the hauler exits the site. In addition to construction debris, the construction Stormwater Report 0 Freemans Way Brewster, MA June 2020 The picture can't be displayed. work force will generate some amount of household-type wastes (food packing, soft drink containers, and other paper). Trash containers for these wastes will be located around the site and will be emptied regularly to prevent wind-blown litter. This waste will also be removed by a contract hauler. All hazardous waste material such as oil filters, petroleum products, paint and equipment maintenance fluids will be stored in structurally sound and sealed shipping containers in the hazardous-materials storage area and segregated from other non-waste materials. Secondary containment will be provided for all materials in the hazardous materials storage area and will consist of commercially available spill pallets. Additionally, all hazardous materials will be disposed of in accordance with federal, state and municipal regulations. Two temporary sanitary facilities (portable toilets) will be provided at the site in the combined staging area. The toilets will be away from a concentrated flow path and traffic flow and will have collection pans underneath as secondary treatment. All sanitary waste will be collected from an approved party at a minimum of three times per week. 4.9.2 Building Material Staging Areas Construction equipment and maintenance materials will be stored at the combined staging area and materials storage areas. Silt fence will be installed around the perimeter to designate the staging and materials storage area. A watertight shipping container will be used to store hand tools, small parts and other construction materials. Non-hazardous building materials such as packaging material (wood, plastic and glass) and construction scrap material (brick, wood, steel, metal scraps, and pine cuttings) will be stored in a separate covered storage facility adjacent to other stored materials. All hazardous-waste materials such as oil filters, petroleum products, paint and equipment maintenance fluids will be stored in structurally sound and sealed containers under cover within the hazardous materials storage area. Large items such as framing materials and stockpiled lumber will be stored in the open storage area. Such materials will be elevated on wood blocks to minimize contact with runoff. The combined storage areas are expected to remain clean, well-organized and equipped with ample cleaning supplies as appropriate for the materials being stored. Perimeter controls such as containment structures, covers and liners will be repaired or replaced as necessary to maintain proper function. 4.9.3 Designated Washout Areas Designated temporary, below-ground concrete washout areas will be constructed, as required, to minimize the pollution potential associated with concrete, paint, stucco, mixers etc. Signs will, if required, be posted marking the location of the washout area to ensure that concrete equipment operators use the proper facility. Concrete pours will not be conducted during or before an anticipated precipitation event. All excess concrete and concrete washout slurries from the concrete mixer trucks and chutes will be discharged to the washout area or hauled off-site for disposal. 4.9.4 Equipment/Vehicle Maintenance and Fueling Areas Several types of vehicles and equipment will be used on-site throughout the project including graders, scrapers, excavators, loaders, paving equipment, rollers, trucks and trailers, backhoes and forklifts. All major equipment/vehicle fueling and maintenance will be performed off-site. A small, 20-gallon pickup bed fuel tank will be kept on-site in the combined staging area. When vehicle fueling must occur on-site, the fueling activity will occur in the staging area. Only minor equipment maintenance will occur on-site. All equipment fluids generated from maintenance activities will be disposed of into designated drums stored on spill pallets. Absorbent, spill-cleanup materials and spill kits will be available at the combined staging Stormwater Report 0 Freemans Way Brewster, MA June 2020 The picture can't be displayed. and materials storage area. Drip pans will be placed under all equipment receiving maintenance and vehicles and equipment parked overnight. 4.9.5 Equipment/Vehicle Wash down Area All equipment and vehicle washing will be performed off-site. 4.9.6 Spill Prevention Plan A spill containment kit will be kept on-site in the Contractor’s trailer and/or the designated staging area throughout the duration of construction. Should there be an accidental release of petroleum product into a resource area, the appropriate agencies will be immediately notified. 4.9.7 Inspections Maintenance of existing and proposed BMP’s to address stormwater management facilities during construction is an on-going process. The purpose of the inspections is to observe all sources of stormwater or non-stormwater discharge as identified in the SWPPP as well as the status of the receiving waters and fulfill the requirements of the Order of Conditions. The following sections describe the appropriate inspection measures to adequately implement the project’s SWPPP. A blank inspection form is provided at the end of this section. Completed inspection forms are to be maintained on site. Inspection Personnel The owner’s appointed representative will be responsible for performing regular inspections of erosion controls and ordering repairs as necessary. Inspection Frequency Inspections will be performed by qualified personnel once every 7 days and within 24-hours after a storm event of greater than one-quarter inch, in accordance with the CGP. The inspections must be documented on the inspection form provided at the end of this section, and completed forms will be provided to the on- site supervisor and maintained at the Owner’s office throughout the entire duration of construction. Inspection Reporting Each inspection report will summarize the scope of the inspection, name(s) and qualifications of personnel making the inspection, and major observations relating to the implementation of the SWPPP, including compliance and non-compliance items. Completed inspection reports will remain with the completed SWPPP on site. 4.9.8 Amendment Requirements The final SWPPP is intended to be a working document that is utilized regularly on the construction site, and provides guidance to the Contractor. It must reflect changes made to the originally proposed plan and will be updated to include project specific activities and ensure that they are in compliance with the NPDES General Permit and state and local laws and regulations. It should be amended whenever there is a change in design, construction, operation or maintenance that affects discharge of pollutants. The following items should be addressed should an amendment to the SWPPP occur:  Dates of certain construction activities such as major grading activities, clearing and initiation of and completion of stabilization measures should be recorded.  Future amendments to the SWPPP will be recorded as required. As this SWPPP is amended, all amendments will be kept on site and made part of the SWPPP. Stormwater Report 0 Freemans Way Brewster, MA June 2020 The picture can't be displayed.  Upon completion of site stabilization (completed as designed and/or 70% background vegetative cover), it can be documented and marked on the plans. Inspections are no longer required at this time.  Inspections often identify areas not included in the original SWPPP, which will require the SWPPP to be amended. These updates should be made within seven days of being recognized by the inspector. 4.10 SWPPP Inspection and Maintenance Report The following form is an example to be used for SWPPP Inspection Reporting. Stormwater Report 0 Freemans Way Brewster, MA June 2020 Stormwater Construction Site Inspection and Maintenance Report TO BE COMPLETED AT LEAST EVERY 7 DAYS AND WITHIN 24 HOURS OF A STORM EVENT OF AT LEAST 0.25 INCHES. AFTER SITE STABILIZATION, TO BE COMPLETED AT LEAST ONCE PER MONTH FOR THREE YEARS OR UNTIL A NOTICE OF TERMINATION IS FILED (IF APPLICABLE). General Information Project Name Freemans Way PV Solar Array NPDES Tracking No. (if applicable) Location 0 Freemans Way, Brewster, MA 02631 Date of Inspection Start/End Time Inspector’s Name(s) Inspector’s Title(s) Inspector’s Contact Information Inspector’s Qualifications Describe present phase of construction Type of Inspection:  Regular  Pre-storm event  During storm event Post-storm event Weather Information Has there been a storm event since the last inspection? Yes No If yes, provide: Storm Start Date & Time: Storm Duration (hrs): Approximate Amount of Precipitation (in): Weather at time of this inspection?  Clear Cloudy  Rain  Sleet  Fog  Snowing  High Winds  Other: Temperature: Have any discharges occurred since the last inspection? Yes No If yes, describe: Are there any discharges at the time of inspection? Yes No If yes, describe: Stormwater Report 0 Freemans Way Brewster, MA June 2020 Site-specific BMPs  Number the structural and non-structural BMPs identified in your SWPPP on your site map and list them below (add as many BMPs as necessary). Carry a copy of the numbered site map with you during your inspections. This list will ensure that you are inspecting all required BMPs at your site.  Describe corrective actions initiated, date completed, and note the person that completed the work in the Corrective Action Log. BMP BMP Installed? BMP Maintenance Required? Corrective Action Needed and Notes Action required by whom and when 1 Catch Basin Protection Yes No Yes No 2 Haybale & Silt Fencing Yes No Yes No 3 Straw Wattles Yes No Yes No 4 Construction Entrance Yes No Yes No 5 Sediment Basins Yes No Yes No 6 Dewatering Pit Yes No Yes No Stormwater Report 0 Freemans Way Brewster, MA June 2020 Overall Site Issues Below are some general site issues that should be assessed during inspections. Customize this list as needed for conditions at your site. BMP/activity Implemented? Maintenance Required? Corrective Action Needed and Notes Action required by whom and when 1 Are all slopes and disturbed areas not actively being worked properly stabilized? Yes No Yes No 2 Are natural resource areas (e.g., streams, wetlands, mature trees, etc.) protected with barriers or similar BMPs? Yes No Yes No 3 Are perimeter controls and sediment barriers adequately installed (keyed into substrate) and maintained? Yes No Yes No 4 Are discharge points and receiving waters free of any sediment deposits? Yes No Yes No 5 Are storm drain inlets properly protected? Yes No Yes No 6 Is the construction exit preventing sediment from being tracked into the street? Yes No Yes No 7 Is trash/litter from work areas collected and placed in covered dumpsters? Yes No Yes No 8 Are washout facilities (e.g., paint, stucco, concrete) available, clearly marked, and maintained? Yes No Yes No 9 Are vehicle and equipment fueling, cleaning, and maintenance areas free of spills, leaks, or any other deleterious material? Yes No Yes No Vehicle Maintenance not allowed on site 10 Are materials that are potential stormwater Yes No Yes No Stormwater Report 0 Freemans Way Brewster, MA June 2020 Non-Compliance Describe any incidents of non-compliance not described above: CERTIFICATION STATEMENT “I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations.” Print name and title: . (Qualified Person Performing the Inspection) Signature:_____________________________________________________ Date: . Print name and title: __________________________________________________________________________ (Contractor/Operator) Signature:______________________________________________________ Date: contaminants stored inside or under cover? 11 Are non-stormwater discharges (e.g., wash water, dewatering) properly controlled? Yes No Yes No 12 (Other) Yes No Yes No Stormwater Report 0 Freemans Way Brewster, MA June 2020 SECTION 5.0 LONG-TERM POLLUTION PREVENTION & OPERATION AND MAINTENANCE PLAN Stormwater Report 0 Freemans Way Brewster, MA June 2020 5.0 LONG-TERM POLLUTION PREVENTION & OPERATION AND MAINTENANCE PLAN As required by Standard #4 of the Stormwater Management Policy, this Long-Term Pollution Prevention Plan has been developed for source control and pollution prevention at the site after construction. MAINTENANCE RESPONSIBILITY Ensuring that the provisions of the Long-Term Pollution Prevention Plan are followed will be the responsibility of The Applicant. GOOD HOUSEKEEPING PRACTICES The site to be kept clean of trash and debris at all times. Trash, junk, etc. is not to be left outside. VEHICLE WASHING CONTROLS The following BMP’s, or equivalent measures, methods or practices are required if you are engaged in vehicle washing and/or steam cleaning: It is allowable to rinse down the body or a vehicle, including the bed of a truck, with just water without doing any wash water control BMP’s. If you wash (with mild detergents) on an area that infiltrates water, such as gravel, grass, or loose soil, it is acceptable to let the wash water infiltrate as long as you only wash the body of vehicles. However, if you wash on a paved area and use detergents or other cleansers, or if you wash/rinse the engine compartment or the underside of vehicles, you must take the vehicles to a commercial vehicle wash. REQUIREMENTS FOR ROUTINE INSPECTIONS AND MAINTENANCE OF STORMWATER BMPS All stormwater BMPs are to be inspected and maintain as follows; Siltsoxx, Silt Fence, and other temporary measures The temporary erosion control measures will be installed up gradient of any area where any disturbance or alteration might otherwise allow for erosion or sedimentation. They will be regularly inspected to ensure that they are functioning adequately. Additional supplies of these temporary measures will be stockpiled on site for any immediate needs or routine replacement. Leaching Pits (Dry Wells) Dry wells may be prone to clogging. Dry wells should be inspected after every major storm in the first few months after construction to ensure proper stabilization, and after proper stabilization, inspect annually. PROVISIONS FOR MAINTENANCE OF LAWNS, GARDENS AND OTHER LANDSCAPE AREAS Suggested Maintenance Operations A. Trees and Shrubs Disease and Pest Management - Prevention of disease or infestation is the first step of Pest Management. A plant that is in overall good health is far less susceptible to disease. Good general landscape maintenance can reduce problems from disease. Inspections of plant materials for signs of disease or infestation are to be performed monthly by the Landscape Maintenance Contractor’s Certified Arborist. This is a critical step for early diagnosis. Trees and Shrubs that have been Stormwater Report 0 Freemans Way Brewster, MA June 2020 diagnosed to have a plant disease or an infestation of insect pests are to be treated promptly with an appropriate material by a licensed applicator. Fertilization - Trees and shrubs live outside their natural environment and should be given proper care to maintain health and vigor. Fertilizing trees and shrubs provides the plants with nutrients needed to resist insect attack, to resist drought and to grow thicker foliage. Fertilizing of new and old trees may be done in one of three ways, in either the early spring or the late fall.  Systemic Injection of new and existing trees on trees 2 inches or greater in diameter. You must be licensed to apply this method.  Soil Injection – a liquid fertilizer with a product such as Arbor Green or Rapid Grow injected into the soil under the drip zone of a tree or shrub. Material must be used according to manufacturers’ specifications to be effective. Outside contracting is recommended.  Punch Bar Method – a dry fertilizer such as 10-10-10, may be used by punched holes in the drip zone of the tree 12-18” deep, two feet apart around the circumference, to the edge of the drip line. Three pounds of fertilizer should be used per diameter inch for trees with trunks six inches or more in diameter.  Fertilizer of shrubs – use a fertilizer such as 10-10-10, broadcast over the planting area according to the manufacturers’ rate and water in.  All fertilization must be noted on daily maintenance log. Watering - Trees and Shrubs will need supplemental watering to remain in vigorous health. All new plants need to be watered once a week in cool weather, twice a week during warm weather, and up to three times in a week during periods of extreme heat and drought. Trees and shrubs should be watered in such a manner as to totally saturate the soil in the root zone area. Over-watering or constant saturation of the soil must be avoided as this could lead to root rot and other disease problems. The use of a soil moisture meter can help you monitor the soil’s water intake. Plant Replacement - Unhealthy plants that may cause widespread infestation of other nearby plants shall be immediately removed from the site. Any vegetation removed from the site must be recorded and submitted with the daily maintenance log. The area shall be treated to prevent further infestation. The plant shall then be replaced with a healthy specimen of the same species and size. This work shall have a pre-established budget allowance for the year. A spring inspection of all plant materials shall be performed to identify those plant materials that are not in vigorously healthy condition. Unhealthy plant materials shall be evaluated. If the problem is determined to be minor the plant material shall be given appropriate restorative care in accordance with this maintenance guideline until it is restored to a vigorously healthy condition. Unhealthy plant materials that do not respond to restorative care or are determined to be beyond saving shall be replaced with a healthy specimen of the same species and size. In the case of the necessity of replacing extremely large plant materials the Landscape Architect shall determine the size of the replacement plant. Pruning - Proper pruning is the selective removal of branches without changing the plant’s natural appearance, or habit of growth. All tree pruning is to be performed by a licensed Arborist. All branches that are dead, broken, scared or crossing should be removed. All cuts should be made at the collar and not cut flush with the base. Pruning on the site shall be done for the following purposes;  To maintain or reduce the size of a tree or shrub  To remove dead, diseased or damaged branches  To rejuvenate old shrubs and encourage new growth  To stimulate future flower and fruit development  To maximize the visibility of twig color  To prevent damage and reduce hazards to people and properties Stormwater Report 0 Freemans Way Brewster, MA June 2020 All shrubs are recommended to be pruned on an annual basis to prevent the shrub from becoming overgrown and eliminate the need for drastic pruning. There are several types of pruning for deciduous shrubs. Hand snips should be used to maintain a more natural look or hand shears can be used for a more formal appearance. Winter Protection - All trees and shrubs are to be watered, fertilized, and mulched before the first frost. All stakes should be checked and ties adjusted. Damaged branches should be pruned. Broadleaf and Coniferous Evergreen plant materials are to be sprayed with an anti-desiccant product to prevent winter burn. The application shall be repeated during a suitable mid-winter thaw. Shrubs located in areas likely to be piled with snow during snow removal (but not designated as Snow Storage Areas) shall be marked by six-foot high poles with bright green banner flags. Stockpiles of snow are not to be located in these areas due to potential damage to the plant materials from both the weight of the snow and the snow melting chemicals. At the fall landscape maintenance conference parameters will be discussed between the Landscape Maintenance Contractor and the snow removal contractor to assure minimal damage and loss of landscape amenities during the winter season. Seasonal Clean Up - A thorough spring cleanup is to be performed. This includes the removal and replacement of dead or unhealthy plant materials and the cleanup of plant debris and any general debris that has accumulated over the winter season. Mulch is to be lightly raked to clean debris from the surface without removing any mulch. Twigs and debris are to be removed from the planting beds throughout the growing season. Mulching - Planting beds shall be mulched with a treated shredded hardwood mulch free from dirt, debris, and insects. A sample of this mulch shall be given to the Owner for approval prior to installation. Maintain a 2-3” maximum depth and keep free of weeds either by hand weeding or by the use of a pre-emergent weed control such as Treflan or Serfian. Seasonal re-mulching shall occur as necessary in the spring and the fall to maintain this minimum depth. When new mulch is added to the planting bed it shall be spread to create a total depth of no more than three inches. Edges should be maintained in a cleanly edged fashion. Mulch shall not be placed directly against the trunk of any tree or shrub. B. Groundcover and Perennials Disease and Pest Management – Pesticides and herbicides should be applied only as problems occur, with the proper chemical applied only by a trained professional or in the case of pesticide, a Certified Pesticide Applicator. Plants should be monitored weekly and treated accordingly. Fertilizer – The health of the plants can be maintained or improved, and their growth encouraged by an application of complete fertilizer. Apply a fertilizer such as 4-12-4 as growth becomes apparent and before mulching. Apply to all groundcover and perennial planting areas by hand and avoid letting the fertilizer come in contact with the foliage, or use a liquid fertilizer and apply by soaking the soil. Apply according to the manufacturers’ specifications. Fertilization shall stop at the end of July. Water – Groundcovers and Perennials will need supplemental watering in order to become established, healthy plants. All new plants need to be watered once a week in cool weather, twice a week during warm weather, and up to three times in a week during periods of extreme heat and drought. Until established, groundcovers and perennials should be watered in such a manner as to totally saturate the soil in the root zone area, to a depth of 6 inches. Once established, perennials shall continue to be watered as necessary to maintain them in a vigorous healthy condition. Over-watering or constant saturation of the soil must be avoided as this could lead to root rot and other disease problems. The use of a soil moisture meter can help you monitor the soil’s water intake. On-site water shall be furnished by the Owner. Hose and other watering equipment shall be furnished by the Landscape Maintenance Contractor. Stormwater Report 0 Freemans Way Brewster, MA June 2020 Replacement – Any unhealthy plant/s that may cause widespread infestation of other nearby plants shall be immediately removed from the site. Any vegetation removed from the site must be recorded and submitted with the landscape maintenance log. The area shall be treated to prevent further infestation. The plant/s shall then be replaced with healthy specimen/s of the same species and size. Old Forge shall have a pre-established budget allowance for this type of replacement, each year. Plant material that is damaged as a result of other landscape maintenance activities, such as mowing, shall be replaced with healthy specimens of the same species and size, at no additional cost to the owner. Deadheading – Perennials shall be checked on a weekly basis and dead-headed once flowers have faded or as necessary based on plant type and duration of flower. Spent flowers can be pinched off with the thumb and forefinger. Continue to remove all faded flowers until Fall. All associated debris shall be removed from site daily. Staking – Upright-growing perennials need support especially when in flower. Use of bamboo stakes, galvanized wire hoops or mesh may be necessary for their support. Supports should be put in place before they have become too difficult to handle. The supports should not be taller than the mature height of the perennial plant. Division of Perennials – Two or three-year-old perennials are easily divided in the spring if more plants are needed. To divide, cut out the entire section of plant to be divided, including roots. The larger divisions (those with three or more shoots), can be set out immediately in their permanent location, where they can be expected to bloom the same season. Smaller divisions are best planted in an out-of-the-way planting bed until the following autumn or spring, when they can be moved to their permanent location. Weeding – All planting beds should be kept weed-free. Weed either by hand or with a pre-emergent herbicide such as Treflen used according to manufacturers’ specifications. Manual weeding is to be used in combination with the use of spot applications of herbicides. Both live and dead weeds are to be pulled and removed from the site. All herbicide applications shall be documented in the Landscape Maintenance Log. The actual product label or the manufacturer’s product specification sheet for the specific product shall also be included in the Log. Only personnel with appropriate applicator licenses shall supervise and/or perform the application of pesticide products requiring a license. Winterizing – Perennial gardens should be cleaned-up when growth ceases in the fall. Remove foliage of plants that normally die down to the ground. Divide and replant over-grown clumps. C. Grass Areas (Meadow) Mowing – Meadow grasses should be maintained at a maximum height of 12 inches. Maintaining grasses no higher than this is critical to prevent tall grass from casting shadows onto the solar panels, lowering their efficiency. Mowing frequency – Typically, a solar field will need to be mowed once every month. Mowing frequency will vary with the growing season and should be set by the plant height and not a set date. Mowing frequency should be reduced during periods of stress. When mowing any area, try to alternate mowing patterns. This tends to keep grass blades more erect and assures an even cut. A dull mower will cause color loss due to tearing of the turf plant, and since mowing will ultimately determine the appearance of any turf area there is an absolute necessity for a clean sharp cut. Weed & Pest Control and Fertilizing- Not needed. Weed Control – Not needed. Pest Control – Not needed. Lime – Not needed. Stormwater Report 0 Freemans Way Brewster, MA June 2020 Lawn Maintenance Task Schedule MARCH (Weather permitting)  Clean up winter debris, sand, leaves, trash etc.  Re-edge mulch beds, maintain at 2-3” maximum.  Fertilize plants APRIL  Reseed or sod all areas needing attention.  Start mowing when meadow grasses reach 12”, mow to 6” MAY  Mow meadow grasses to height of 6”  Check for disease and pest problems in both turf and plants. JUNE  Mow meadow grasses to height of 6”  Check for disease and pest problems in both turf and plants, treat as necessary. PROVISIONS FOR SOLID WASTE MANAGEMENT (SITE TRASH) Trash will not be generated at this site and there will be no dumpsters or receptacles provided for solid waste. SNOW DISPOSAL AND PLOWING PLANS The purpose of the snow and snowmelt management plan is to provide guidelines regarding snow disposal site selection, site preparation and maintenance that are acceptable to the Department of Environmental Protection. For the areas that require snow removal, snow storage onsite will largely be accomplished by using pervious areas along the shoulder of the roadway and development as windrowed by plows.  Avoid dumping of snow into any water body, including rivers, ponds, or wetlands. In addition to water quality impacts and flooding, snow disposed of in open water can cause navigational hazards when it freezes into ice blocks.  Avoid disposing of snow on top of storm drain catch basins or in stormwater basins. Snow combined with sand and debris may block a storm drainage system, causing localized flooding. A high volume of sand, sediment, and litter released from melting snow also may be quickly transported through the system into surface water. WINTER ROAD SALT AND/OR SAND USE AND STORAGE RESTRICTIONS The applicant will be responsible for sanding and salting the site. No storage on site. STREET SWEEPING SCHEDULES Not applicable. This project has not included street sweeping as part of the TSS removal calculations. However, if sand accumulates on site from the adjacent roadway, a street sweeping may be required. This would likely occur after the spring snow melt. Reuse and Disposal of Street Sweepings Once removed from paved surfaces, the sweepings must be handled and disposed of properly. Mass DEP’s Bureau of Waste Prevention has issued a written policy regarding the reuse and disposal of street sweepings. These sweepings are regulated as a solid waste, and can be used in three ways: Stormwater Report 0 Freemans Way Brewster, MA June 2020  In one of the ways already approved by Mass DEP (e.g., daily cover in a landfill, additive to compost, fill in a public way)  If approved under a Beneficial Use Determination  Disposed in a landfill TRAINING OF STAFF OR PERSONNEL INVOLVED WITH IMPLEMENTING LONG-TERM POLLUTION PREVENTION PLAN The Long-Term Pollution Prevention Plan is to be implemented by property owner of the site. Trained and, if required, licensed Professionals are to be hired by the owner as applicable to implement the Long-Term Pollution Prevention Plan. LIST OF EMERGENCY CONTACTS FOR IMPLEMENTING LONG-TERM POLLUTION PREVENTION PLAN The applicant will be required to implement the Long-Term Pollution Prevention Plan and will create and maintain a list of emergency contacts. Stormwater Report 0 Freemans Way Brewster, MA June 2020 POST CONSTRUCTION PHASE INSPECTION SCHEDULE AND EVALUATION CHECKLIST Inspection Date Inspector BMP Inspected Inspection Frequency Requirements Comments Recommendation Follow-up Inspection Required (yes/no) Leaching Pits Twice a year 1. Refer to the Massachusetts Stormwater Handbook Volume Two: Stormwater Technical Handbook (February 2008) for recommendations regarding frequency for inspections and maintenance of specific BMP’s 2. Inspections to be conducted by a qualified professional such as an environmental scientist or civil engineer. 3. Limited or no use of sodium chloride salts, fertilizers or pesticides recommended. 4. Other Notes: (Include deviations from Conservation Commission Approvals, Planning Board Approvals and Approved Plans) Stormwater Report 0 Freemans Way Brewster, MA June 2020 SECTION 6.0 HYDROLOGY CALCULATIONS Stormwater Report 0 Freemans Way Brewster, MA June 2020 6.01 EXISTING WATERSHED PLAN Stormwater Report 0 Freemans Way Brewster, MA June 2020 6.02 EXISTING HYDROLOGY CALCULATIONS (HYDROCAD™ PRINTOUTS) 1S Area 1 2S Area 2 1R On-site Pond 2R Offsite Flow Routing Diagram for 5041000-Pre Prepared by BSC Group, Inc., Printed 6/23/2020 HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Subcat Reach Pond Link Freemans Way PV Solar Array Type III 24-hr 2-year Rainfall=3.60"5041000-Pre Printed 6/23/2020Prepared by BSC Group, Inc. Page 2HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.01 hrs, 3601 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=399,013 sf 0.00% Impervious Runoff Depth=0.01"Subcatchment 1S: Area 1 Flow Length=745' Tc=6.0 min CN=39 Runoff=0.02 cfs 0.011 af Runoff Area=4,426 sf 0.00% Impervious Runoff Depth=0.01"Subcatchment 2S: Area 2 Flow Length=64' Tc=6.0 min CN=39 Runoff=0.00 cfs 0.000 af Inflow=0.02 cfs 0.011 afReach 1R: On-site Pond Outflow=0.02 cfs 0.011 af Inflow=0.00 cfs 0.000 afReach 2R: Offsite Flow Outflow=0.00 cfs 0.000 af Total Runoff Area = 9.262 ac Runoff Volume = 0.011 af Average Runoff Depth = 0.01" 100.00% Pervious = 9.262 ac 0.00% Impervious = 0.000 ac Freemans Way PV Solar Array Type III 24-hr 2-year Rainfall=3.60"5041000-Pre Printed 6/23/2020Prepared by BSC Group, Inc. Page 3HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Area 1 Runoff = 0.02 cfs @ 21.70 hrs, Volume= 0.011 af, Depth= 0.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-year Rainfall=3.60" Area (sf) CN Description 399,013 39 >75% Grass cover, Good, HSG A 399,013 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 50 0.1600 2.92 Sheet Flow, A-B Smooth surfaces n= 0.011 P2= 3.60" 0.3 109 0.1600 6.44 Shallow Concentrated Flow, B-C Unpaved Kv= 16.1 fps 0.6 201 0.1200 5.58 Shallow Concentrated Flow, C-D Unpaved Kv= 16.1 fps 1.0 157 0.0250 2.55 Shallow Concentrated Flow, D-E Unpaved Kv= 16.1 fps 0.9 111 0.0180 2.16 Shallow Concentrated Flow, E-F Unpaved Kv= 16.1 fps 0.6 70 0.0140 1.90 Shallow Concentrated Flow, F-G Unpaved Kv= 16.1 fps 0.2 47 0.0400 3.22 Shallow Concentrated Flow, G-H Unpaved Kv= 16.1 fps 2.1 Direct Entry, 6.0 745 Total Freemans Way PV Solar Array Type III 24-hr 2-year Rainfall=3.60"5041000-Pre Printed 6/23/2020Prepared by BSC Group, Inc. Page 4HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Subcatchment 1S: Area 1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Type III 24-hr 2-year Rainfall=3.60" Runoff Area=399,013 sf Runoff Volume=0.011 af Runoff Depth=0.01" Flow Length=745' Tc=6.0 min CN=39 0.02 cfs Freemans Way PV Solar Array Type III 24-hr 2-year Rainfall=3.60"5041000-Pre Printed 6/23/2020Prepared by BSC Group, Inc. Page 5HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Area 2 Runoff = 0.00 cfs @ 21.70 hrs, Volume= 0.000 af, Depth= 0.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-year Rainfall=3.60" Area (sf) CN Description 4,426 39 >75% Grass cover, Good, HSG A 4,426 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 39 0.0150 1.08 Sheet Flow, A-B Smooth surfaces n= 0.011 P2= 3.60" 0.1 25 0.2500 8.05 Shallow Concentrated Flow, B-C Unpaved Kv= 16.1 fps 5.3 Direct Entry, 6.0 64 Total Subcatchment 2S: Area 2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 0 0 0 0 0 0 0 Type III 24-hr 2-year Rainfall=3.60" Runoff Area=4,426 sf Runoff Volume=0.000 af Runoff Depth=0.01" Flow Length=64' Tc=6.0 min CN=39 0.00 cfs Freemans Way PV Solar Array Type III 24-hr 2-year Rainfall=3.60"5041000-Pre Printed 6/23/2020Prepared by BSC Group, Inc. Page 6HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Summary for Reach 1R: On-site Pond Inflow Area = 9.160 ac, 0.00% Impervious, Inflow Depth = 0.01" for 2-year event Inflow = 0.02 cfs @ 21.70 hrs, Volume= 0.011 af Outflow = 0.02 cfs @ 21.70 hrs, Volume= 0.011 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Reach 1R: On-site Pond Inflow Outflow Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Inflow Area=9.160 ac 0.02 cfs0.02 cfs Freemans Way PV Solar Array Type III 24-hr 2-year Rainfall=3.60"5041000-Pre Printed 6/23/2020Prepared by BSC Group, Inc. Page 7HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Summary for Reach 2R: Offsite Flow Inflow Area = 0.102 ac, 0.00% Impervious, Inflow Depth = 0.01" for 2-year event Inflow = 0.00 cfs @ 21.70 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 21.70 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Reach 2R: Offsite Flow Inflow Outflow Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 0 0 0 0 0 0 0 Inflow Area=0.102 ac 0.00 cfs0.00 cfs Freemans Way PV Solar Array Type III 24-hr 10-year Rainfall=4.80"5041000-Pre Printed 6/23/2020Prepared by BSC Group, Inc. Page 8HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.01 hrs, 3601 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=399,013 sf 0.00% Impervious Runoff Depth=0.16"Subcatchment 1S: Area 1 Flow Length=745' Tc=6.0 min CN=39 Runoff=0.21 cfs 0.123 af Runoff Area=4,426 sf 0.00% Impervious Runoff Depth=0.16"Subcatchment 2S: Area 2 Flow Length=64' Tc=6.0 min CN=39 Runoff=0.00 cfs 0.001 af Inflow=0.21 cfs 0.123 afReach 1R: On-site Pond Outflow=0.21 cfs 0.123 af Inflow=0.00 cfs 0.001 afReach 2R: Offsite Flow Outflow=0.00 cfs 0.001 af Total Runoff Area = 9.262 ac Runoff Volume = 0.125 af Average Runoff Depth = 0.16" 100.00% Pervious = 9.262 ac 0.00% Impervious = 0.000 ac Freemans Way PV Solar Array Type III 24-hr 10-year Rainfall=4.80"5041000-Pre Printed 6/23/2020Prepared by BSC Group, Inc. Page 9HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Area 1 Runoff = 0.21 cfs @ 13.66 hrs, Volume= 0.123 af, Depth= 0.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-year Rainfall=4.80" Area (sf) CN Description 399,013 39 >75% Grass cover, Good, HSG A 399,013 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 50 0.1600 2.92 Sheet Flow, A-B Smooth surfaces n= 0.011 P2= 3.60" 0.3 109 0.1600 6.44 Shallow Concentrated Flow, B-C Unpaved Kv= 16.1 fps 0.6 201 0.1200 5.58 Shallow Concentrated Flow, C-D Unpaved Kv= 16.1 fps 1.0 157 0.0250 2.55 Shallow Concentrated Flow, D-E Unpaved Kv= 16.1 fps 0.9 111 0.0180 2.16 Shallow Concentrated Flow, E-F Unpaved Kv= 16.1 fps 0.6 70 0.0140 1.90 Shallow Concentrated Flow, F-G Unpaved Kv= 16.1 fps 0.2 47 0.0400 3.22 Shallow Concentrated Flow, G-H Unpaved Kv= 16.1 fps 2.1 Direct Entry, 6.0 745 Total Freemans Way PV Solar Array Type III 24-hr 10-year Rainfall=4.80"5041000-Pre Printed 6/23/2020Prepared by BSC Group, Inc. Page 10HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Subcatchment 1S: Area 1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 10-year Rainfall=4.80" Runoff Area=399,013 sf Runoff Volume=0.123 af Runoff Depth=0.16" Flow Length=745' Tc=6.0 min CN=39 0.21 cfs Freemans Way PV Solar Array Type III 24-hr 10-year Rainfall=4.80"5041000-Pre Printed 6/23/2020Prepared by BSC Group, Inc. Page 11HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Area 2 Runoff = 0.00 cfs @ 13.66 hrs, Volume= 0.001 af, Depth= 0.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-year Rainfall=4.80" Area (sf) CN Description 4,426 39 >75% Grass cover, Good, HSG A 4,426 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 39 0.0150 1.08 Sheet Flow, A-B Smooth surfaces n= 0.011 P2= 3.60" 0.1 25 0.2500 8.05 Shallow Concentrated Flow, B-C Unpaved Kv= 16.1 fps 5.3 Direct Entry, 6.0 64 Total Subcatchment 2S: Area 2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.003 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0 Type III 24-hr 10-year Rainfall=4.80" Runoff Area=4,426 sf Runoff Volume=0.001 af Runoff Depth=0.16" Flow Length=64' Tc=6.0 min CN=39 0.00 cfs Freemans Way PV Solar Array Type III 24-hr 10-year Rainfall=4.80"5041000-Pre Printed 6/23/2020Prepared by BSC Group, Inc. Page 12HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Summary for Reach 1R: On-site Pond Inflow Area = 9.160 ac, 0.00% Impervious, Inflow Depth = 0.16" for 10-year event Inflow = 0.21 cfs @ 13.66 hrs, Volume= 0.123 af Outflow = 0.21 cfs @ 13.66 hrs, Volume= 0.123 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Reach 1R: On-site Pond Inflow Outflow Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=9.160 ac 0.21 cfs0.21 cfs Freemans Way PV Solar Array Type III 24-hr 10-year Rainfall=4.80"5041000-Pre Printed 6/23/2020Prepared by BSC Group, Inc. Page 13HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Summary for Reach 2R: Offsite Flow Inflow Area = 0.102 ac, 0.00% Impervious, Inflow Depth = 0.16" for 10-year event Inflow = 0.00 cfs @ 13.66 hrs, Volume= 0.001 af Outflow = 0.00 cfs @ 13.66 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Reach 2R: Offsite Flow Inflow Outflow Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.003 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0 Inflow Area=0.102 ac 0.00 cfs0.00 cfs Freemans Way PV Solar Array Type III 24-hr 25-year Rainfall=5.70"5041000-Pre Printed 6/23/2020Prepared by BSC Group, Inc. Page 14HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.01 hrs, 3601 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=399,013 sf 0.00% Impervious Runoff Depth=0.36"Subcatchment 1S: Area 1 Flow Length=745' Tc=6.0 min CN=39 Runoff=1.17 cfs 0.277 af Runoff Area=4,426 sf 0.00% Impervious Runoff Depth=0.36"Subcatchment 2S: Area 2 Flow Length=64' Tc=6.0 min CN=39 Runoff=0.01 cfs 0.003 af Inflow=1.17 cfs 0.277 afReach 1R: On-site Pond Outflow=1.17 cfs 0.277 af Inflow=0.01 cfs 0.003 afReach 2R: Offsite Flow Outflow=0.01 cfs 0.003 af Total Runoff Area = 9.262 ac Runoff Volume = 0.280 af Average Runoff Depth = 0.36" 100.00% Pervious = 9.262 ac 0.00% Impervious = 0.000 ac Freemans Way PV Solar Array Type III 24-hr 25-year Rainfall=5.70"5041000-Pre Printed 6/23/2020Prepared by BSC Group, Inc. Page 15HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Area 1 Runoff = 1.17 cfs @ 12.38 hrs, Volume= 0.277 af, Depth= 0.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-year Rainfall=5.70" Area (sf) CN Description 399,013 39 >75% Grass cover, Good, HSG A 399,013 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 50 0.1600 2.92 Sheet Flow, A-B Smooth surfaces n= 0.011 P2= 3.60" 0.3 109 0.1600 6.44 Shallow Concentrated Flow, B-C Unpaved Kv= 16.1 fps 0.6 201 0.1200 5.58 Shallow Concentrated Flow, C-D Unpaved Kv= 16.1 fps 1.0 157 0.0250 2.55 Shallow Concentrated Flow, D-E Unpaved Kv= 16.1 fps 0.9 111 0.0180 2.16 Shallow Concentrated Flow, E-F Unpaved Kv= 16.1 fps 0.6 70 0.0140 1.90 Shallow Concentrated Flow, F-G Unpaved Kv= 16.1 fps 0.2 47 0.0400 3.22 Shallow Concentrated Flow, G-H Unpaved Kv= 16.1 fps 2.1 Direct Entry, 6.0 745 Total Freemans Way PV Solar Array Type III 24-hr 25-year Rainfall=5.70"5041000-Pre Printed 6/23/2020Prepared by BSC Group, Inc. Page 16HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Subcatchment 1S: Area 1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 25-year Rainfall=5.70" Runoff Area=399,013 sf Runoff Volume=0.277 af Runoff Depth=0.36" Flow Length=745' Tc=6.0 min CN=39 1.17 cfs Freemans Way PV Solar Array Type III 24-hr 25-year Rainfall=5.70"5041000-Pre Printed 6/23/2020Prepared by BSC Group, Inc. Page 17HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Area 2 Runoff = 0.01 cfs @ 12.38 hrs, Volume= 0.003 af, Depth= 0.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-year Rainfall=5.70" Area (sf) CN Description 4,426 39 >75% Grass cover, Good, HSG A 4,426 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 39 0.0150 1.08 Sheet Flow, A-B Smooth surfaces n= 0.011 P2= 3.60" 0.1 25 0.2500 8.05 Shallow Concentrated Flow, B-C Unpaved Kv= 16.1 fps 5.3 Direct Entry, 6.0 64 Total Subcatchment 2S: Area 2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Type III 24-hr 25-year Rainfall=5.70" Runoff Area=4,426 sf Runoff Volume=0.003 af Runoff Depth=0.36" Flow Length=64' Tc=6.0 min CN=39 0.01 cfs Freemans Way PV Solar Array Type III 24-hr 25-year Rainfall=5.70"5041000-Pre Printed 6/23/2020Prepared by BSC Group, Inc. Page 18HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Summary for Reach 1R: On-site Pond Inflow Area = 9.160 ac, 0.00% Impervious, Inflow Depth = 0.36" for 25-year event Inflow = 1.17 cfs @ 12.38 hrs, Volume= 0.277 af Outflow = 1.17 cfs @ 12.38 hrs, Volume= 0.277 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Reach 1R: On-site Pond Inflow Outflow Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=9.160 ac 1.17 cfs1.17 cfs Freemans Way PV Solar Array Type III 24-hr 25-year Rainfall=5.70"5041000-Pre Printed 6/23/2020Prepared by BSC Group, Inc. Page 19HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Summary for Reach 2R: Offsite Flow Inflow Area = 0.102 ac, 0.00% Impervious, Inflow Depth = 0.36" for 25-year event Inflow = 0.01 cfs @ 12.38 hrs, Volume= 0.003 af Outflow = 0.01 cfs @ 12.38 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Reach 2R: Offsite Flow Inflow Outflow Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Inflow Area=0.102 ac 0.01 cfs0.01 cfs Freemans Way PV Solar Array Type III 24-hr 100-year Rainfall=7.10"5041000-Pre Printed 6/23/2020Prepared by BSC Group, Inc. Page 20HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.01 hrs, 3601 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=399,013 sf 0.00% Impervious Runoff Depth=0.80"Subcatchment 1S: Area 1 Flow Length=745' Tc=6.0 min CN=39 Runoff=4.30 cfs 0.614 af Runoff Area=4,426 sf 0.00% Impervious Runoff Depth=0.80"Subcatchment 2S: Area 2 Flow Length=64' Tc=6.0 min CN=39 Runoff=0.05 cfs 0.007 af Inflow=4.30 cfs 0.614 afReach 1R: On-site Pond Outflow=4.30 cfs 0.614 af Inflow=0.05 cfs 0.007 afReach 2R: Offsite Flow Outflow=0.05 cfs 0.007 af Total Runoff Area = 9.262 ac Runoff Volume = 0.621 af Average Runoff Depth = 0.80" 100.00% Pervious = 9.262 ac 0.00% Impervious = 0.000 ac Freemans Way PV Solar Array Type III 24-hr 100-year Rainfall=7.10"5041000-Pre Printed 6/23/2020Prepared by BSC Group, Inc. Page 21HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Area 1 Runoff = 4.30 cfs @ 12.14 hrs, Volume= 0.614 af, Depth= 0.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-year Rainfall=7.10" Area (sf) CN Description 399,013 39 >75% Grass cover, Good, HSG A 399,013 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 50 0.1600 2.92 Sheet Flow, A-B Smooth surfaces n= 0.011 P2= 3.60" 0.3 109 0.1600 6.44 Shallow Concentrated Flow, B-C Unpaved Kv= 16.1 fps 0.6 201 0.1200 5.58 Shallow Concentrated Flow, C-D Unpaved Kv= 16.1 fps 1.0 157 0.0250 2.55 Shallow Concentrated Flow, D-E Unpaved Kv= 16.1 fps 0.9 111 0.0180 2.16 Shallow Concentrated Flow, E-F Unpaved Kv= 16.1 fps 0.6 70 0.0140 1.90 Shallow Concentrated Flow, F-G Unpaved Kv= 16.1 fps 0.2 47 0.0400 3.22 Shallow Concentrated Flow, G-H Unpaved Kv= 16.1 fps 2.1 Direct Entry, 6.0 745 Total Freemans Way PV Solar Array Type III 24-hr 100-year Rainfall=7.10"5041000-Pre Printed 6/23/2020Prepared by BSC Group, Inc. Page 22HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Subcatchment 1S: Area 1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Type III 24-hr 100-year Rainfall=7.10" Runoff Area=399,013 sf Runoff Volume=0.614 af Runoff Depth=0.80" Flow Length=745' Tc=6.0 min CN=39 4.30 cfs Freemans Way PV Solar Array Type III 24-hr 100-year Rainfall=7.10"5041000-Pre Printed 6/23/2020Prepared by BSC Group, Inc. Page 23HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Area 2 Runoff = 0.05 cfs @ 12.14 hrs, Volume= 0.007 af, Depth= 0.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-year Rainfall=7.10" Area (sf) CN Description 4,426 39 >75% Grass cover, Good, HSG A 4,426 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 39 0.0150 1.08 Sheet Flow, A-B Smooth surfaces n= 0.011 P2= 3.60" 0.1 25 0.2500 8.05 Shallow Concentrated Flow, B-C Unpaved Kv= 16.1 fps 5.3 Direct Entry, 6.0 64 Total Subcatchment 2S: Area 2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.052 0.05 0.048 0.046 0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type III 24-hr 100-year Rainfall=7.10" Runoff Area=4,426 sf Runoff Volume=0.007 af Runoff Depth=0.80" Flow Length=64' Tc=6.0 min CN=39 0.05 cfs Freemans Way PV Solar Array Type III 24-hr 100-year Rainfall=7.10"5041000-Pre Printed 6/23/2020Prepared by BSC Group, Inc. Page 24HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Summary for Reach 1R: On-site Pond Inflow Area = 9.160 ac, 0.00% Impervious, Inflow Depth = 0.80" for 100-year event Inflow = 4.30 cfs @ 12.14 hrs, Volume= 0.614 af Outflow = 4.30 cfs @ 12.14 hrs, Volume= 0.614 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Reach 1R: On-site Pond Inflow Outflow Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=9.160 ac 4.30 cfs4.30 cfs Freemans Way PV Solar Array Type III 24-hr 100-year Rainfall=7.10"5041000-Pre Printed 6/23/2020Prepared by BSC Group, Inc. Page 25HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Summary for Reach 2R: Offsite Flow Inflow Area = 0.102 ac, 0.00% Impervious, Inflow Depth = 0.80" for 100-year event Inflow = 0.05 cfs @ 12.14 hrs, Volume= 0.007 af Outflow = 0.05 cfs @ 12.14 hrs, Volume= 0.007 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Reach 2R: Offsite Flow Inflow Outflow Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.052 0.05 0.048 0.046 0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=0.102 ac 0.05 cfs0.05 cfs Stormwater Report 0 Freemans Way Brewster, MA June 2020 6.03 PROPOSED WATERSHED PLAN Stormwater Report 0 Freemans Way Brewster, MA June 2020 6.04 PROPOSED HYDROLOGY CALCULATIONS (HYDROCAD™ PRINTOUTS) 1S Area 1 - Solar Array 2S Area 2 2R Offsite Flow 2P Leaching Pit Cluster Routing Diagram for 5041000-Post Prepared by BSC Group, Inc., Printed 6/23/2020 HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Subcat Reach Pond Link Freemans Way PV Solar Array Type III 24-hr 2-year Rainfall=3.60"5041000-Post Printed 6/23/2020Prepared by BSC Group, Inc. Page 2HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.01 hrs, 3601 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=402,112 sf 1.29% Impervious Runoff Depth=0.00"Subcatchment 1S: Area 1 - Solar Array Flow Length=570' Tc=6.0 min CN=31 Runoff=0.00 cfs 0.000 af Runoff Area=1,331 sf 0.00% Impervious Runoff Depth=0.01"Subcatchment 2S: Area 2 Flow Length=14' Slope=0.0200 '/' Tc=6.0 min CN=39 Runoff=0.00 cfs 0.000 af Inflow=0.00 cfs 0.000 afReach 2R: Offsite Flow Outflow=0.00 cfs 0.000 af Peak Elev=60.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 2P: Leaching Pit Cluster Outflow=0.00 cfs 0.000 af Total Runoff Area = 9.262 ac Runoff Volume = 0.000 af Average Runoff Depth = 0.00" 98.71% Pervious = 9.142 ac 1.29% Impervious = 0.119 ac Freemans Way PV Solar Array Type III 24-hr 2-year Rainfall=3.60"5041000-Post Printed 6/23/2020Prepared by BSC Group, Inc. Page 3HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Area 1 - Solar Array Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-year Rainfall=3.60" Area (sf) CN Description 396,912 30 Meadow, non-grazed, HSG A 5,200 98 Paved parking, HSG A 402,112 31 Weighted Average 396,912 98.71% Pervious Area 5,200 1.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.2 33 0.3000 3.45 Sheet Flow, A-B Smooth surfaces n= 0.011 P2= 3.60" 1.1 78 0.0050 1.14 Shallow Concentrated Flow, B-C Unpaved Kv= 16.1 fps 0.0 20 1.0000 16.10 Shallow Concentrated Flow, C-D Unpaved Kv= 16.1 fps 1.3 183 0.0200 2.28 Shallow Concentrated Flow, D-E Unpaved Kv= 16.1 fps 1.3 176 0.0200 2.28 Shallow Concentrated Flow, E-F Unpaved Kv= 16.1 fps 0.7 80 0.0150 1.97 Shallow Concentrated Flow, F-G Unpaved Kv= 16.1 fps 1.4 Direct Entry, 6.0 570 Total Freemans Way PV Solar Array Type III 24-hr 2-year Rainfall=3.60"5041000-Post Printed 6/23/2020Prepared by BSC Group, Inc. Page 4HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Subcatchment 1S: Area 1 - Solar Array Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 2-year Rainfall=3.60" Runoff Area=402,112 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=570' Tc=6.0 min CN=31 0.00 cfs Freemans Way PV Solar Array Type III 24-hr 2-year Rainfall=3.60"5041000-Post Printed 6/23/2020Prepared by BSC Group, Inc. Page 5HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Area 2 Runoff = 0.00 cfs @ 21.70 hrs, Volume= 0.000 af, Depth= 0.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-year Rainfall=3.60" Area (sf) CN Description 1,331 39 >75% Grass cover, Good, HSG A 1,331 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.2 14 0.0200 0.98 Sheet Flow, A-B Smooth surfaces n= 0.011 P2= 3.60" 5.8 Direct Entry, 6.0 14 Total Subcatchment 2S: Area 2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0 0 0 0 0 0 0 0 0 0 0 0 0 0 Type III 24-hr 2-year Rainfall=3.60" Runoff Area=1,331 sf Runoff Volume=0.000 af Runoff Depth=0.01" Flow Length=14' Slope=0.0200 '/' Tc=6.0 min CN=39 0.00 cfs Freemans Way PV Solar Array Type III 24-hr 2-year Rainfall=3.60"5041000-Post Printed 6/23/2020Prepared by BSC Group, Inc. Page 6HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Summary for Reach 2R: Offsite Flow Inflow Area = 0.031 ac, 0.00% Impervious, Inflow Depth = 0.01" for 2-year event Inflow = 0.00 cfs @ 21.70 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 21.70 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Reach 2R: Offsite Flow Inflow Outflow Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0 0 0 0 0 0 0 0 0 0 0 0 0 0 Inflow Area=0.031 ac 0.00 cfs0.00 cfs Freemans Way PV Solar Array Type III 24-hr 2-year Rainfall=3.60"5041000-Post Printed 6/23/2020Prepared by BSC Group, Inc. Page 7HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Summary for Pond 2P: Leaching Pit Cluster Inflow Area = 9.231 ac, 1.29% Impervious, Inflow Depth = 0.00" for 2-year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 60.00' @ 0.00 hrs Surf.Area= 868 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 60.00' 1,707 cf 14.00'W x 62.00'L x 7.00'H Prismatoid 6,076 cf Overall - 1,808 cf Embedded = 4,268 cf x 40.0% Voids #2 61.00' 1,519 cf 7.33'D x 6.00'H Vertical Cone/Cylinder x 6 Inside #1 1,808 cf Overall - 4.0" Wall Thickness = 1,519 cf 3,226 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 60.00'8.270 in/hr Exfiltration over Horizontal area Conductivity to Groundwater Elevation = 40.00' Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=60.00' (Free Discharge) 1=Exfiltration (Passes 0.00 cfs of 0.17 cfs potential flow) Freemans Way PV Solar Array Type III 24-hr 2-year Rainfall=3.60"5041000-Post Printed 6/23/2020Prepared by BSC Group, Inc. Page 8HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Pond 2P: Leaching Pit Cluster Inflow Discarded Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=9.231 ac Peak Elev=60.00' Storage=0 cf 0.00 cfs0.00 cfs Freemans Way PV Solar Array Type III 24-hr 10-year Rainfall=4.80"5041000-Post Printed 6/23/2020Prepared by BSC Group, Inc. Page 9HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.01 hrs, 3601 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=402,112 sf 1.29% Impervious Runoff Depth=0.01"Subcatchment 1S: Area 1 - Solar Array Flow Length=570' Tc=6.0 min CN=31 Runoff=0.01 cfs 0.004 af Runoff Area=1,331 sf 0.00% Impervious Runoff Depth=0.16"Subcatchment 2S: Area 2 Flow Length=14' Slope=0.0200 '/' Tc=6.0 min CN=39 Runoff=0.00 cfs 0.000 af Inflow=0.00 cfs 0.000 afReach 2R: Offsite Flow Outflow=0.00 cfs 0.000 af Peak Elev=60.00' Storage=2 cf Inflow=0.01 cfs 0.004 afPond 2P: Leaching Pit Cluster Outflow=0.01 cfs 0.004 af Total Runoff Area = 9.262 ac Runoff Volume = 0.005 af Average Runoff Depth = 0.01" 98.71% Pervious = 9.142 ac 1.29% Impervious = 0.119 ac Freemans Way PV Solar Array Type III 24-hr 10-year Rainfall=4.80"5041000-Post Printed 6/23/2020Prepared by BSC Group, Inc. Page 10HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Area 1 - Solar Array Runoff = 0.01 cfs @ 23.70 hrs, Volume= 0.004 af, Depth= 0.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-year Rainfall=4.80" Area (sf) CN Description 396,912 30 Meadow, non-grazed, HSG A 5,200 98 Paved parking, HSG A 402,112 31 Weighted Average 396,912 98.71% Pervious Area 5,200 1.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.2 33 0.3000 3.45 Sheet Flow, A-B Smooth surfaces n= 0.011 P2= 3.60" 1.1 78 0.0050 1.14 Shallow Concentrated Flow, B-C Unpaved Kv= 16.1 fps 0.0 20 1.0000 16.10 Shallow Concentrated Flow, C-D Unpaved Kv= 16.1 fps 1.3 183 0.0200 2.28 Shallow Concentrated Flow, D-E Unpaved Kv= 16.1 fps 1.3 176 0.0200 2.28 Shallow Concentrated Flow, E-F Unpaved Kv= 16.1 fps 0.7 80 0.0150 1.97 Shallow Concentrated Flow, F-G Unpaved Kv= 16.1 fps 1.4 Direct Entry, 6.0 570 Total Freemans Way PV Solar Array Type III 24-hr 10-year Rainfall=4.80"5041000-Post Printed 6/23/2020Prepared by BSC Group, Inc. Page 11HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Subcatchment 1S: Area 1 - Solar Array Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.013 0.013 0.012 0.011 0.011 0.01 0.01 0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Type III 24-hr 10-year Rainfall=4.80" Runoff Area=402,112 sf Runoff Volume=0.004 af Runoff Depth=0.01" Flow Length=570' Tc=6.0 min CN=31 0.01 cfs Freemans Way PV Solar Array Type III 24-hr 10-year Rainfall=4.80"5041000-Post Printed 6/23/2020Prepared by BSC Group, Inc. Page 12HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Area 2 Runoff = 0.00 cfs @ 13.66 hrs, Volume= 0.000 af, Depth= 0.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-year Rainfall=4.80" Area (sf) CN Description 1,331 39 >75% Grass cover, Good, HSG A 1,331 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.2 14 0.0200 0.98 Sheet Flow, A-B Smooth surfaces n= 0.011 P2= 3.60" 5.8 Direct Entry, 6.0 14 Total Subcatchment 2S: Area 2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 Type III 24-hr 10-year Rainfall=4.80" Runoff Area=1,331 sf Runoff Volume=0.000 af Runoff Depth=0.16" Flow Length=14' Slope=0.0200 '/' Tc=6.0 min CN=39 0.00 cfs Freemans Way PV Solar Array Type III 24-hr 10-year Rainfall=4.80"5041000-Post Printed 6/23/2020Prepared by BSC Group, Inc. Page 13HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Summary for Reach 2R: Offsite Flow Inflow Area = 0.031 ac, 0.00% Impervious, Inflow Depth = 0.16" for 10-year event Inflow = 0.00 cfs @ 13.66 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 13.66 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Reach 2R: Offsite Flow Inflow Outflow Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 Inflow Area=0.031 ac 0.00 cfs0.00 cfs Freemans Way PV Solar Array Type III 24-hr 10-year Rainfall=4.80"5041000-Post Printed 6/23/2020Prepared by BSC Group, Inc. Page 14HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Summary for Pond 2P: Leaching Pit Cluster Inflow Area = 9.231 ac, 1.29% Impervious, Inflow Depth = 0.01" for 10-year event Inflow = 0.01 cfs @ 23.70 hrs, Volume= 0.004 af Outflow = 0.01 cfs @ 23.75 hrs, Volume= 0.004 af, Atten= 0%, Lag= 3.0 min Discarded = 0.01 cfs @ 23.75 hrs, Volume= 0.004 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 60.00' @ 23.75 hrs Surf.Area= 868 sf Storage= 2 cf Plug-Flow detention time= 2.4 min calculated for 0.004 af (100% of inflow) Center-of-Mass det. time= 2.4 min ( 1,307.4 - 1,305.0 ) Volume Invert Avail.Storage Storage Description #1 60.00' 1,707 cf 14.00'W x 62.00'L x 7.00'H Prismatoid 6,076 cf Overall - 1,808 cf Embedded = 4,268 cf x 40.0% Voids #2 61.00' 1,519 cf 7.33'D x 6.00'H Vertical Cone/Cylinder x 6 Inside #1 1,808 cf Overall - 4.0" Wall Thickness = 1,519 cf 3,226 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 60.00'8.270 in/hr Exfiltration over Horizontal area Conductivity to Groundwater Elevation = 40.00' Discarded OutFlow Max=0.17 cfs @ 23.75 hrs HW=60.00' (Free Discharge) 1=Exfiltration ( Controls 0.17 cfs) Freemans Way PV Solar Array Type III 24-hr 10-year Rainfall=4.80"5041000-Post Printed 6/23/2020Prepared by BSC Group, Inc. Page 15HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Pond 2P: Leaching Pit Cluster Inflow Discarded Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.013 0.013 0.012 0.011 0.011 0.01 0.01 0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Inflow Area=9.231 ac Peak Elev=60.00' Storage=2 cf 0.01 cfs0.01 cfs Freemans Way PV Solar Array Type III 24-hr 25-year Rainfall=5.70"5041000-Post Printed 6/23/2020Prepared by BSC Group, Inc. Page 16HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.01 hrs, 3601 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=402,112 sf 1.29% Impervious Runoff Depth=0.07"Subcatchment 1S: Area 1 - Solar Array Flow Length=570' Tc=6.0 min CN=31 Runoff=0.08 cfs 0.051 af Runoff Area=1,331 sf 0.00% Impervious Runoff Depth=0.36"Subcatchment 2S: Area 2 Flow Length=14' Slope=0.0200 '/' Tc=6.0 min CN=39 Runoff=0.00 cfs 0.001 af Inflow=0.00 cfs 0.001 afReach 2R: Offsite Flow Outflow=0.00 cfs 0.001 af Peak Elev=60.03' Storage=11 cf Inflow=0.08 cfs 0.051 afPond 2P: Leaching Pit Cluster Outflow=0.08 cfs 0.051 af Total Runoff Area = 9.262 ac Runoff Volume = 0.052 af Average Runoff Depth = 0.07" 98.71% Pervious = 9.142 ac 1.29% Impervious = 0.119 ac Freemans Way PV Solar Array Type III 24-hr 25-year Rainfall=5.70"5041000-Post Printed 6/23/2020Prepared by BSC Group, Inc. Page 17HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Area 1 - Solar Array Runoff = 0.08 cfs @ 15.54 hrs, Volume= 0.051 af, Depth= 0.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-year Rainfall=5.70" Area (sf) CN Description 396,912 30 Meadow, non-grazed, HSG A 5,200 98 Paved parking, HSG A 402,112 31 Weighted Average 396,912 98.71% Pervious Area 5,200 1.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.2 33 0.3000 3.45 Sheet Flow, A-B Smooth surfaces n= 0.011 P2= 3.60" 1.1 78 0.0050 1.14 Shallow Concentrated Flow, B-C Unpaved Kv= 16.1 fps 0.0 20 1.0000 16.10 Shallow Concentrated Flow, C-D Unpaved Kv= 16.1 fps 1.3 183 0.0200 2.28 Shallow Concentrated Flow, D-E Unpaved Kv= 16.1 fps 1.3 176 0.0200 2.28 Shallow Concentrated Flow, E-F Unpaved Kv= 16.1 fps 0.7 80 0.0150 1.97 Shallow Concentrated Flow, F-G Unpaved Kv= 16.1 fps 1.4 Direct Entry, 6.0 570 Total Freemans Way PV Solar Array Type III 24-hr 25-year Rainfall=5.70"5041000-Post Printed 6/23/2020Prepared by BSC Group, Inc. Page 18HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Subcatchment 1S: Area 1 - Solar Array Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 25-year Rainfall=5.70" Runoff Area=402,112 sf Runoff Volume=0.051 af Runoff Depth=0.07" Flow Length=570' Tc=6.0 min CN=31 0.08 cfs Freemans Way PV Solar Array Type III 24-hr 25-year Rainfall=5.70"5041000-Post Printed 6/23/2020Prepared by BSC Group, Inc. Page 19HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Area 2 Runoff = 0.00 cfs @ 12.38 hrs, Volume= 0.001 af, Depth= 0.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-year Rainfall=5.70" Area (sf) CN Description 1,331 39 >75% Grass cover, Good, HSG A 1,331 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.2 14 0.0200 0.98 Sheet Flow, A-B Smooth surfaces n= 0.011 P2= 3.60" 5.8 Direct Entry, 6.0 14 Total Subcatchment 2S: Area 2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.004 0.004 0.004 0.004 0.003 0.003 0.003 0.003 0.003 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0 Type III 24-hr 25-year Rainfall=5.70" Runoff Area=1,331 sf Runoff Volume=0.001 af Runoff Depth=0.36" Flow Length=14' Slope=0.0200 '/' Tc=6.0 min CN=39 0.00 cfs Freemans Way PV Solar Array Type III 24-hr 25-year Rainfall=5.70"5041000-Post Printed 6/23/2020Prepared by BSC Group, Inc. Page 20HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Summary for Reach 2R: Offsite Flow Inflow Area = 0.031 ac, 0.00% Impervious, Inflow Depth = 0.36" for 25-year event Inflow = 0.00 cfs @ 12.38 hrs, Volume= 0.001 af Outflow = 0.00 cfs @ 12.38 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Reach 2R: Offsite Flow Inflow Outflow Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.004 0.004 0.004 0.004 0.003 0.003 0.003 0.003 0.003 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0 Inflow Area=0.031 ac 0.00 cfs0.00 cfs Freemans Way PV Solar Array Type III 24-hr 25-year Rainfall=5.70"5041000-Post Printed 6/23/2020Prepared by BSC Group, Inc. Page 21HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Summary for Pond 2P: Leaching Pit Cluster Inflow Area = 9.231 ac, 1.29% Impervious, Inflow Depth = 0.07" for 25-year event Inflow = 0.08 cfs @ 15.54 hrs, Volume= 0.051 af Outflow = 0.08 cfs @ 15.58 hrs, Volume= 0.051 af, Atten= 0%, Lag= 2.4 min Discarded = 0.08 cfs @ 15.58 hrs, Volume= 0.051 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 60.03' @ 15.58 hrs Surf.Area= 868 sf Storage= 11 cf Plug-Flow detention time= 2.4 min calculated for 0.051 af (100% of inflow) Center-of-Mass det. time= 2.4 min ( 1,124.7 - 1,122.3 ) Volume Invert Avail.Storage Storage Description #1 60.00' 1,707 cf 14.00'W x 62.00'L x 7.00'H Prismatoid 6,076 cf Overall - 1,808 cf Embedded = 4,268 cf x 40.0% Voids #2 61.00' 1,519 cf 7.33'D x 6.00'H Vertical Cone/Cylinder x 6 Inside #1 1,808 cf Overall - 4.0" Wall Thickness = 1,519 cf 3,226 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 60.00'8.270 in/hr Exfiltration over Horizontal area Conductivity to Groundwater Elevation = 40.00' Discarded OutFlow Max=0.17 cfs @ 15.58 hrs HW=60.03' (Free Discharge) 1=Exfiltration ( Controls 0.17 cfs) Freemans Way PV Solar Array Type III 24-hr 25-year Rainfall=5.70"5041000-Post Printed 6/23/2020Prepared by BSC Group, Inc. Page 22HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Pond 2P: Leaching Pit Cluster Inflow Discarded Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=9.231 ac Peak Elev=60.03' Storage=11 cf 0.08 cfs0.08 cfs Freemans Way PV Solar Array Type III 24-hr 100-year Rainfall=7.10"5041000-Post Printed 6/23/2020Prepared by BSC Group, Inc. Page 23HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.01 hrs, 3601 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=402,112 sf 1.29% Impervious Runoff Depth=0.28"Subcatchment 1S: Area 1 - Solar Array Flow Length=570' Tc=6.0 min CN=31 Runoff=0.48 cfs 0.217 af Runoff Area=1,331 sf 0.00% Impervious Runoff Depth=0.80"Subcatchment 2S: Area 2 Flow Length=14' Slope=0.0200 '/' Tc=6.0 min CN=39 Runoff=0.01 cfs 0.002 af Inflow=0.01 cfs 0.002 afReach 2R: Offsite Flow Outflow=0.01 cfs 0.002 af Peak Elev=64.94' Storage=2,237 cf Inflow=0.48 cfs 0.217 afPond 2P: Leaching Pit Cluster Outflow=0.21 cfs 0.217 af Total Runoff Area = 9.262 ac Runoff Volume = 0.219 af Average Runoff Depth = 0.28" 98.71% Pervious = 9.142 ac 1.29% Impervious = 0.119 ac Freemans Way PV Solar Array Type III 24-hr 100-year Rainfall=7.10"5041000-Post Printed 6/23/2020Prepared by BSC Group, Inc. Page 24HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Area 1 - Solar Array Runoff = 0.48 cfs @ 12.48 hrs, Volume= 0.217 af, Depth= 0.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-year Rainfall=7.10" Area (sf) CN Description 396,912 30 Meadow, non-grazed, HSG A 5,200 98 Paved parking, HSG A 402,112 31 Weighted Average 396,912 98.71% Pervious Area 5,200 1.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.2 33 0.3000 3.45 Sheet Flow, A-B Smooth surfaces n= 0.011 P2= 3.60" 1.1 78 0.0050 1.14 Shallow Concentrated Flow, B-C Unpaved Kv= 16.1 fps 0.0 20 1.0000 16.10 Shallow Concentrated Flow, C-D Unpaved Kv= 16.1 fps 1.3 183 0.0200 2.28 Shallow Concentrated Flow, D-E Unpaved Kv= 16.1 fps 1.3 176 0.0200 2.28 Shallow Concentrated Flow, E-F Unpaved Kv= 16.1 fps 0.7 80 0.0150 1.97 Shallow Concentrated Flow, F-G Unpaved Kv= 16.1 fps 1.4 Direct Entry, 6.0 570 Total Freemans Way PV Solar Array Type III 24-hr 100-year Rainfall=7.10"5041000-Post Printed 6/23/2020Prepared by BSC Group, Inc. Page 25HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Subcatchment 1S: Area 1 - Solar Array Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (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 100-year Rainfall=7.10" Runoff Area=402,112 sf Runoff Volume=0.217 af Runoff Depth=0.28" Flow Length=570' Tc=6.0 min CN=31 0.48 cfs Freemans Way PV Solar Array Type III 24-hr 100-year Rainfall=7.10"5041000-Post Printed 6/23/2020Prepared by BSC Group, Inc. Page 26HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Area 2 Runoff = 0.01 cfs @ 12.14 hrs, Volume= 0.002 af, Depth= 0.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-year Rainfall=7.10" Area (sf) CN Description 1,331 39 >75% Grass cover, Good, HSG A 1,331 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.2 14 0.0200 0.98 Sheet Flow, A-B Smooth surfaces n= 0.011 P2= 3.60" 5.8 Direct Entry, 6.0 14 Total Subcatchment 2S: Area 2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Type III 24-hr 100-year Rainfall=7.10" Runoff Area=1,331 sf Runoff Volume=0.002 af Runoff Depth=0.80" Flow Length=14' Slope=0.0200 '/' Tc=6.0 min CN=39 0.01 cfs Freemans Way PV Solar Array Type III 24-hr 100-year Rainfall=7.10"5041000-Post Printed 6/23/2020Prepared by BSC Group, Inc. Page 27HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Summary for Reach 2R: Offsite Flow Inflow Area = 0.031 ac, 0.00% Impervious, Inflow Depth = 0.80" for 100-year event Inflow = 0.01 cfs @ 12.14 hrs, Volume= 0.002 af Outflow = 0.01 cfs @ 12.14 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Reach 2R: Offsite Flow Inflow Outflow Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Inflow Area=0.031 ac 0.01 cfs0.01 cfs Freemans Way PV Solar Array Type III 24-hr 100-year Rainfall=7.10"5041000-Post Printed 6/23/2020Prepared by BSC Group, Inc. Page 28HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Summary for Pond 2P: Leaching Pit Cluster Inflow Area = 9.231 ac, 1.29% Impervious, Inflow Depth = 0.28" for 100-year event Inflow = 0.48 cfs @ 12.48 hrs, Volume= 0.217 af Outflow = 0.21 cfs @ 17.42 hrs, Volume= 0.217 af, Atten= 57%, Lag= 296.2 min Discarded = 0.21 cfs @ 17.42 hrs, Volume= 0.217 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 64.94' @ 17.42 hrs Surf.Area= 868 sf Storage= 2,237 cf Plug-Flow detention time= 129.6 min calculated for 0.217 af (100% of inflow) Center-of-Mass det. time= 129.6 min ( 1,140.6 - 1,011.1 ) Volume Invert Avail.Storage Storage Description #1 60.00' 1,707 cf 14.00'W x 62.00'L x 7.00'H Prismatoid 6,076 cf Overall - 1,808 cf Embedded = 4,268 cf x 40.0% Voids #2 61.00' 1,519 cf 7.33'D x 6.00'H Vertical Cone/Cylinder x 6 Inside #1 1,808 cf Overall - 4.0" Wall Thickness = 1,519 cf 3,226 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 60.00'8.270 in/hr Exfiltration over Horizontal area Conductivity to Groundwater Elevation = 40.00' Discarded OutFlow Max=0.21 cfs @ 17.42 hrs HW=64.94' (Free Discharge) 1=Exfiltration ( Controls 0.21 cfs) Freemans Way PV Solar Array Type III 24-hr 100-year Rainfall=7.10"5041000-Post Printed 6/23/2020Prepared by BSC Group, Inc. Page 29HydroCAD® 10.00-22 s/n 00904 © 2018 HydroCAD Software Solutions LLC Pond 2P: Leaching Pit Cluster Inflow Discarded Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (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 Inflow Area=9.231 ac Peak Elev=64.94' Storage=2,237 cf 0.48 cfs 0.21 cfs Stormwater Report 0 Freemans Way Brewster, MA June 2020 SECTION 7.0 ADDITIONAL DRAINAGE CALCULATIONS Stormwater Report 0 Freemans Way Brewster, MA June 2020 7.01 TSS REMOVAL CALCULATIONS TSS Removal Calculation Worksheet Location: 0 Freemans Way, Brewster, MA Project: 50410.00 Prepared By: T. MacDonald Date: 05/18/20 A BCDE BMP TSS Removal Rate Starting TSS Load* Amount Removed (BxC) Remaining Load (C-D) Dry Wells 0.80 1.00 0.80 0.20 TSS Removal = 0.80 *Equals remaining load from previous BMP (E) P:\Pj\4631000\Design\Spreadsheets\5039400 - TSS Removal.xls Printed: 5/18/2020 2:43 PM Stormwater Report 0 Freemans Way Brewster, MA June 2020 7.02 GROUNDWATER RECHARGE VOLUME CALCULATIONS Stormwater Report 0 Freemans Way Brewster, MA June 2020 Required Recharge Volume Rv = F x Impervious Area Where: Rv = Recharge Volume F=Target Depth Factor associated with each Hydrologic Soil Group (F=0.60-inch for Soil Type A) Impervious Area = Proposed Pavement area on-site 𝑅𝑣 ൌ ൬ 0.60 𝑖𝑛 12 𝑖𝑛/𝑓𝑡൰ ሺ0.12 𝑎𝑐ሻ ൬43,560 𝑠𝑓 𝑎𝑐൰ ൌ 261 𝑐𝑓 Rv = 261 cf (required recharge volume) Structural Storage Provided: o Infiltration Basin = 5,876 cubic feet provided. Refer to the HydroCAD calculations for more information. Drawdown Time The following formula must be used to demonstrate that each proposed infiltration BMP will drain within 72 hours: Time drawdown = Rv (K)(Bottom Area) Rv = Storage Volume (Required Recharge Volume) K = Saturated Hydraulic Conductivity For “Static” and “Simple Dynamic” Methods, use Rawls Rate Bottom Area = Bottom Area of Recharge Structure Leaching Pit Cluster Time drawdown = 261 ft3 (8.270 in/hr)(1 ft/12 in)(868 ft2) Time drawdown = 0.44 hours Stormwater Report 0 Freemans Way Brewster, MA June 2020 7.03 WATER QUALITY VOLUME CALCULATIONS Stormwater Report 0 Freemans Way Brewster, MA June 2020 Water Quality Volume Calculation VWQ = (DWQ/12 inches/foot) * (AIMP square feet) VWQ = Required Water Quality Volume (in cubic feet) DWQ = Water Quality Depth: 0.5-inch used (1-inch for rapid infiltration rates, greater than 2.4 inches per hour & 0.5-inch for other areas) AIMP = Total Impervious Area (in acres) used for driveways, parking, etc. Concrete Leaching Pits AIMP = 0.12 ac VWQ = (1 inch/12 inches/foot) * (0.12 ac x 43,560 square feet/ac) VWQ = 436 cubic feet (required volume), provided volume = 3,226 cubic feet (refer to HydroCAD Stormwater Report 0 Freemans Way Brewster, MA June 2020 APPENDIX A USGS LOCUS MAP Stormwater Report 0 Freemans Way Brewster, MA June 2020 APPENDIX B FEMA MAP USGS The National Map: Orthoimagery. Data refreshed April, 2019. National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250Feet Ü70°1'27.97"W 41°44'27.66"N 70°0'50.52"W 41°44'0.81"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOODHAZARD AR EAS 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 XArea with Reduced Flood Risk due toLevee. See Notes.Zone X Area with Flood Risk due to Levee Zone D NO SCREE N Area of Minimal Flood Hazard Zone X Area of Undetermined Flood Hazard Zone D Channel, Culver t, or Storm SewerLevee, Dike, or Floodwall Cross Sections with 1% Annual Chance17.5 Water Surface ElevationCoastal Transect Coastal Transect BaselineProfile BaselineHydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of StudyJurisdiction Boundar y Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from theauthoritative NFHL web ser vices provided by FEMA. This mapwas exported on 5/8/2020 at 10:06:01 AM and does notreflect changes or amendments subsequent to this date andtime. The NFHL and effective information may change orbecome superseded by new data over time. This map image is void if the one or more of the following mapelements do not appear: basemap imagery, flood zone labels,legend, scale bar, map creation date, community identifiers,FIRM panel number, and FIRM effective date. Map images forunmapped and unmodernized areas cannot be used forregulatory purposes. Legend OTHER AREAS OFFLOOD HAZARD OTHER AREAS GENERALSTRUCTURES OTHERFEATURES MAP PANELS 8 1:6,000 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative proper ty location. Stormwater Report 0 Freemans Way Brewster, MA June 2020 APPENDIX C WEB SOIL SURVEY Soil Map—Barnstable County, Massachusetts Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/7/2020 Page 1 of 3462098046210304621080462113046211804621230462128046213304621380462098046210304621080462113046211804621230462128046213304621380415070415120415170415220415270415320415370 415070 415120 415170 415220 415270 415320 415370 41° 44' 23'' N 70° 1' 17'' W41° 44' 23'' N70° 1' 3'' W41° 44' 9'' N 70° 1' 17'' W41° 44' 9'' N 70° 1' 3'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 19N WGS84 0 100 200 400 600 Feet 0 30 60 120 180 Meters Map Scale: 1:2,130 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:25,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Barnstable County, Massachusetts Survey Area Data: Version 16, Sep 12, 2019 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 10, 2018—Nov 17, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map—Barnstable County, Massachusetts Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/7/2020 Page 2 of 3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 252B Carver coarse sand, 3 to 8 percent slopes 7.9 61.1% 252C Carver coarse sand, 8 to 15 percent slopes 4.9 38.0% 600 Pits, sand and gravel 0.1 0.9% Totals for Area of Interest 12.9 100.0% Soil Map—Barnstable County, Massachusetts Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/7/2020 Page 3 of 3 Stormwater Report 0 Freemans Way Brewster, MA June 2020 APPENDIX D SOIL TEST PIT LOGS )RUP7HVW3LW/RJV'UDIWGRFUHY )RUP±6RLO6XLWDELOLW\$VVHVVPHQWIRU2Q6LWH6HZDJH'LVSRVDO3DJHRI&RPPRQZHDOWKRI0DVVDFKXVHWWV&LW\7RZQRI%UHZVWHU)RUP6RLO6XLWDELOLW\$VVHVVPHQWIRU2Q6LWH6HZDJH'LVSRVDO$)DFLOLW\,QIRUPDWLRQ 0LFKDHO$QWLQDUHOOL2ZQHU1DPH )UHHPDQV:D\6WUHHW$GGUHVV 0DS/RW%UHZVWHU&LW\0$6WDWH =LS&RGH%6LWH,QIRUPDWLRQ &KHFNRQH1HZ&RQVWUXFWLRQ 8SJUDGH 5HSDLU 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