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HomeMy Public PortalAboutPlanning Board Packet 08/09/23Town of Brewster Planning Board 50 - -_, 0111111110 Planning Board Amanda Bebrin Chair Alexander Wentworth Vice Chair Robert Michaels Clerk Charlotte Degen Madalyn Hillis - Dineen Antone Freitas Elizabeth Taylor Town Planner Jonathon Idman Senior Department Assistant Lynn St. Cyr 2198 Main St., Brewster, MA 02631 brewplan@brewster-ma.gov (508) 896-3701 x1133 PLANNING BOARD MEETING AGENDA 2198 Main Street August 9, 2023 at 6:30 PM This meeting will be conducted in person at the time and location identified above. This means that at least a quorum of the members of the public body will attend the meeting in person and members of the public are welcome to attend in person as well. As a courtesy only, access to the meeting is also being provided via remote means in accordance with applicable law. Please note that while an option for remote attendance and/or participation is being provided as a courtesy to the public, the meeting/hearing will not be suspended or terminated if technological problems interrupt the virtual broadcast or affect remote attendance or participation, unless otherwise required by law. Members of the public with particular interest in any specific item on this agenda, which includes an applicant and its representatives, should make plans for in -person vs. virtual attendance accordingly. Members of the public who wish to access the meeting may do so in the following manner: Phone: Call (312) 626 6799 or (301) 715-8592. Webinar ID: 841 0778 1002. Passcode: 612505. To request to speak: Press *9 and wait to be recognized. Zoom Webinar: https:/1us02web.zoom.us/j/84107781002?pwd=VTVSV1ExaUNCL253NmNZV21Gdmo4dz09 Passcode: 612505. To request to speak: Tap Zoom "Raise Hand", then wait to be recognized. When required by law or allowed by the Chair, persons wishing to provide public comment or otherwise participate in the meeting, may do so by accessing the meeting remotely, as noted above. Additionally, the meeting will be broadcast live, in real time, via Live broadcast (Brewster Government TV Channel 18), Livestream (livestream.brewster =ma. gov), or Video recording (tv.brewster-ma. *ov), The Planning Board packet can be found on the Calendar on the Town of Brewster website (www.brewster-ma.gov). Please note that the Planning Board may take official action, including votes, on any item on this agenda. 1. Ca11 to Order. 2. Declaration of a Quorum. 3. Meeting Participation Statement. 4. Recording Statement. As required by the Open Meeting Law we are informing you that the Town will be video and audio taping as well as broadcasting this public meeting. In addition, if anyone else intends to either video or audio tape this meeting they are required to inform the Chair. 5. Public Announcements and Comment. Members of the public may address the Planning Board on matters not on the meeting's agenda for a maximum of 3-5 minutes at the Chair's discretion. The Planning Board will not reply to statements made or answer questions raised during public comment but may add items presented to a future agenda. 6. Major Stormwater Management Permit, Case No. 2023-35: Applicant/Owner: Reiss Wolf and Dana Levy through their representative Baxter Nye Engineering & Surveying has submitted a major stormwater permit application for property located at 50 Fisherman's Landing Road, formerly known as 0 Jolly's Crossing Road, and shown on Tax Map 62, Parcel 29, pursuant to Brewster Town Code Chapter 272 and its accompanying Regulations. The Planning Board will consider and potentially vote whether to approve the major stormwater permit, as well as any waivers from said Regulations deemed necessary and applicable. 7. Continued review and discussion on the Accessory Dwelling Unit (ADU) provisions of the zoning bylaw including review and discussion of potential amendments. 8. Approval of Meeting Minutes: July 26, 2023. 9. Committee Reports. 10. For Your Information. Planning Board Amanda Bebrin Chair Alexander Wentworth Vice Chair Robert Michaels Clerk Charlotte Degen Madalyn Hillis - Dineen Antone Freitas Elizabeth Taylor Town Planner Jonathon Idman Senior Department Assistant Lynn St. Cyr 11. Matters Not Reasonably Anticipated by the Chair. 12. Next Meetings: August 23, 2023 and September 13, 2023. 13. Adjournment. Date Posted: 08/03/23 Date Revised: Received by Town Clerk: MAJOR STORMWATER MANAGEMENT PERMIT CASE NO. 2023-35 APPLICANT/OWNER: REISS WOLF AND DANA LEVY PROPERTY: 50 FISHERMANS LANDING ROAD FKA 0 JOLLYS CROSSING ROAD 1 Town of Brewster 2198 Main Street Brewster, MA 02631-1898 Phone: (508) 896-3701 x. 1133 STAFF REPORT TO: Planning Board FROM: Jon Idman, Town Planner RE: Major Stormwater Permit SWMP23-35 50 Fisherman’s Landing Road fka 0 Jolly’s Crossing (Map 62 Parcel 29) Applicant: Wolf/ Levy c/o Matt Eddy, P.E., Baxter Nye Engineering & Surveying DATE: July 26, 2023 ______________________________________________________________________________ Recommendation The stormwater permit application meets the applicable performance standards and submission requirements set out in the town’s Stormwater Management Regulations for issuance and approval of a Major Stormwater Permit. Approval should be granted subject to the continuing obligations set out in said Regulations, including Sections 5.7, 5.8, 5.9 (Certificates of Compliance), 6.1B (Construction practices), Section 7.2 (Inspections), 8.3 (Recording of stormwater permit and O&M plan) and 8.5 therein. Major Stormwater Management Permit The underlying project is the development of a currently undeveloped/ wooded lot for single family residential use: a new home, gravel driveway, swimming pool and sports court. The project triggers a Major Stormwater Permit according to Chapter 272 of the Brewster Code (Stormwater Management Bylaw) and Section 4 of the Bylaw’s supporting regulations, as the project involves net new impervious surface of 2500 sq ft or greater. Major Stormwater Permits are subject to review at a public meeting, including for any waivers requested. No waivers have been requested or identified as necessary. No portion of the project is located in a special flood hazard area or wetland resource areas. The property is not located in a Zone II or the DCPC. Because the project is not subject to wetlands jurisdiction, the Planning Board is the stormwater permitting authority. The Applicant has provided the required application materials for a Major Stormwater Permit as set out in Appendix B of the Stormwater Management Regulations, including a site plan set (dated 7/14/23) and Stormwater Management Report, including HydroCad analysis of pre- and post-development conditions (dated 7/14/23). The Applicant has provided construction-period BMPs consistent with the performance standards for Major Stormwater Permits set out in Section 6.1B of the Stormwater Management Regulations. The site plan set contains the specific details of the proposed erosion and sedimentation controls. The post-construction stormwater management system is consistent with the Major Stormwater Permits performance standards for new construction set out in Section 6.2B of the Stormwater Management Regulations, addressing BMPs and management for both stormwater quantity and quality:  The system meets the applicable standards in the Massachusetts Stormwater Handbook. Office of: Planning Board Planning Dept. 2  The system will not increase off-site flooding and does not increase peak run-off rates over existing conditions including for the 100 yr. storm.  The system will recharge all run-off from the development on-site, preserving existing recharge volume/ capacity on-site requir4ed for development of the project.  The Applicant has provided a corresponding Operations and Maintenance Plan, which adequately addresses the long-term maintenance of the post-construction BMPs.  The Applicant considered Low Impact Development-type (LID) stormwater design elements and incorporated them into the system design. The system includes a number of vegetated swales and channels, and uses existing natural depressions on the site for treatment and infiltration basins. Run-off from roof areas will be conveyed directly through gutters, downspouts and piping to an infiltration basin. Other impervious areas or landscape areas will conveyed to swales and depressions through channels for collection, treatment and recharge. Some of the infiltration basins also have small subsurface infiltration chambers underneath them to address resident ponding time and further treat stormwater quality. Native seed will be used to revegetate swales and basins, as necessary and applicable. The system also include a stone check dams as part of the conveyance path to slow velocities and provide pre-treatment prior to collection in basins.  In addition to the MA handbook stormwater standards, the system meets the TSS and Total Phosphorus treatment requirements (TSS) set out in the Brewster Regulations, through pretreatment and the water quality volume/ holding capacity of the infiltration facilities. There is also associated Nitrogen treatment assumed with system performance.  The system treats the ‘first flush’ (first inch) of run-off.  The Applicant’s soil tests on the property, and NRCS mapping, have revealed well-draining soils.  Test pits suggest that there is significant separation between stormwater infiltration facilities and the groundwater table. Town of Brewster Code Chapter 272 Stormwater Management Permit Application Form 1. Project Location: 50 Fishermans Landing Road (aka 0 Jolly's Crossing Road) FOR TOWN OFFICIAL USE ONLY TOWN CLERK RECEIVED: SWM PERMIT NUMBER ASSIGNED: Street Address Map 62 Parcel 29 Bk 35546 Page 111 Assessors Map and Parcel(s) Deed Reference 2. Applicant: Reiss Wolf and Dana Levy Name 747 S 7th Street Philadelphia, PA 19147 Legal Mailing Address 215 200 8664 reissclausonwolf@gmail.com Phone Number Email Address 3. Property Owner (if different than Applicant): Name Legal Mailing Address Phone Number Email Address 4. Professional Representative: Baxter Nye Engineering & Surveying - Matthew Eddy, P.E. Name 1597 Falmouth Road - Suite 1, Centerville, MA 02632 Legal Mailing Address 508-771-7502 meddy@baxter-nye.com Phone Number Email Address Brewster Stormwater Management Permit Application Form Approved 2/23/ 2022 Rev. 06/22/2022 Page 1 of 2 S. Type of Application (Check as applicable): Minor Stormwater Permit- Any combination or series of construction or land disturbance activities that, over a two-year period, will result in a net increase in impervious area of 500 sq.ft. to 2,500 sq.ft. and/or will result in land disturbances of 10,000 sq.ft. to 20,000 sq.ft. X Major Stormwater Permit- Any alteration, disturbance, development, or redevelopment that does not meet the eligibility criteria for a Minor Stormwater Permit. SWM Permit Amendment - List existing Stormwater Management permit number/ type Stormwater Management Certificate of Compliance (SMCC) Request - List relevant Stormwater Management permit number 6. Brief Project Description, including any waiver requests: Single family detached home construction with proposed pool and tennis court on an approximate 6 acre parcel. 7. Signatures: 7p-)ikc 07/12/2023 Applicant Date Property Owner (if different than Applicant) Profession I Representa a (a applicable) Date Date I iL NOTES: • Please refer to Appendix B of the Stormwater Management Regulations for detailed application submittal and supporting material requirements for Minor and MajorStarrnwater Management Permits, respectively. • The application fee schedule is contained in Appendix C of the Regulations.. • Certain activities are exempt from review and permitting (See §272-6 of the Stormwater Management Bylaw). • if the project is located, in whole or part, within an area subject to state or local wetlands protection law, the review and permitting authority is the Brewster Conservation Commission/ Conservation Department. • No permit review shall occur nor shall review periods commence until the application is deemed complete. Brewster Stormwater Management Permit Application Form Approved 2/23/ 2022 Rev. 06/22/2022 Page 2 of 2 CONSTRUCTION SEQUENCE OPEFIATION/MAINTENANCE PLAN GRADING AND DRAINAGE NOTES BAXTER NYE tl. NSTALL WATTLERSILT FENCING TO ESTABLISH THE LIMIT OF WORK AROUND THE PERIMETER OF OE PROJECT AND ANY AREAS WHIOI HAYS MONAD DISTIABANCE BASED ON THE PROJECT WORK AND COM1RACTORS STAVING AREAS. SLT PEWEE SHALL BE INSTALLED TO PREVENT TRANSPORT OF SEDUM,- OUTSIDE OF THE PROJECT AREA MT FENCE MAY et REWIRED BEYOND WHAT IS SHOWN ON THE PLANS 50 AS TO PROVIDE THE NECESSARY PROTECTION. 2 CONSTRUCT 1EIAPORARY C0NS1RU0110N ENTRAN00/b011 AREAS WHERE EVER CONSTRUCTOR TRAFFIC ENTERS 04 DM THE PROJECT AREA 3 01450100005 011010 DE1ATERING Of EXCAVATIONS SHALL NOT BE MOOED DIRECTLY INTO ANY WETLANDS OR EXISTING STORM DRAINS WLMQUT PRETREAIIAENT NA SETRJNO BARNS 4. 945IALL HAYBALE CHECK BAYS ALONG CENTEROF SWALES AT Loo' O.C.. AS NECESSARY. 5. 0EAR Ate GRUB SITE 111X15 154E EMIT CF WOW. B. ESTABLISH R0)104 SLIBGRA1ES 004 SITE. 7. PERFORM BOGOR*, WITTY AND STE CONSTRUCTION. S N ORDER 10 PRESERVE THE NFILTRATON IRA T10 OF THE SCE IN THE 51M BASINS, BASINS SHALL BE PROTECT!) F1CIM TRAFi1C AND SEDIMENT DURING 0ORST1UCTEN. MACE SILT FENCE AROUND INFILIRA10 AREAS TO PROVIDE PROTECTION. F BAST'S ARE USER A5 SEDIMENT BASIN5 WRING CONSTRUCTION, THE BASIN GROUND ELEVATION WALL BE KEPT ONE FOOT ABOVE THE FINAL ELEVATOR. THESE BASINS SHALL 10404 BE CLEANED, E11CAVATED. AND 0U45TTRUCTE6 TO PEAL ELEVA11CN5 UPON CO101E11014 00 THE CONSTRUCTION PROJECT. 9. INSECT AND MAWTA14 EROSION CONTROL MEASURES AFTER RAA4FALL EVEN15 ANTI A MINIMUM OF ONCE PER 1EJT. 10. REMOVE SEDIMENT WIMP AT EROSIO4 CONTROL MOMS A5 HEEDED. REDISTRIBUTE MATERIAL DYER SITE W CONFOIMAF40F. WONT EARTHMAN SPECIFICATIONS. 11. ONCE ALL DRAINAGE STRUCTURES ARE INSTALLED, INSTALL SILT SACKS. OR FILTER FABRIC AND STONE OR HAYBAlE5 AROUND ALL MEW STRUCTURES Ate, MAINTAIN RENT UNTI1 GR00440 IS 5/ARUM ATS VEGETATION 15 415TABU94E0. ALL OUTFACES SHALL BE 5TABIIZED A1N STOW PROTECTION AS REQUIRED. 12. ALL CUT AND FILL SLOPES SHALL BE TEMPORARILY STABIL4ZE0 MN TOP 500., SEED AND MULCH OR DUPLEX A5 REQUIRED F CONSTRUCTO4 ACTINTY CEASES ON SAID SLOPES FOR A. PEfB00 OF 14 OATS OR GREATET0 ALL SLOPES SHALL BE PERMANENTLY STABNJIED A5 MIMEO I1*4001AIELY TIPON COUPLE-1KM OF FINAL GRADING. 13. COMPLETE FINISH GRADING AND STABM1ATION OF SITE 14. REEAOVE 5EO4441NT FRONT ALL DRAINAGE STRUCTURES, LEACH BASIN5, AND PEES AFTER COMPIE110N OF 00451144PCTIN. REMOVE ANO REGRADE TEMPORARY BERMS SwALES, MVO DAMS, ETC. STA80J9E DSURBED AREAS. 15. CLEAR CUT ALL SEDIMENT FROM SEM. BASH AND OUTLET STRUCTURES. REMADE 70' CONTOURS PER DESIGN. STABILIZE ALL SLOPES A5 FE0NM400. REPLACE .)He,/oR DEAN FILTER FABRIC MARE STONE AT51 4 FO4EBAT5. ALL AREAS C044TRP3U1440 R1440FF TO ME PR0Pa5ED NF4LTRAIKM DEVICES/BASINS SHALL BE STA41ZE0 POOR TO ME REMOVAL OF SEDIMENT AND MOWN CONTROL DEVICES PROT(01440 THESE MIILTRA/10N ARCS. 16. UPON ESTABL1951ENT CF PERMANENT GROUND COVER AHB APPROVAL 81 THE ENGINEER. KNOW WATTLES a 91T FENCE STABILIZE ALL AREAS MERE EROSION CLAIROL BARRIERS WERE REAMED. PR000sE0 454'14' LEAPING GALLEY NM BOEHM CRAZE a 44TIM 616' STONE FED POLE SL01IM1 16+57.5 (IB' MOAE DASH BOTION E)EY OF 36.0) DP es GALLEY -556 TOR OF S10NE-35.5 LICEIBM 00 0)1111"-31.5 501705 1F STDAF.51 47- PR DETAIL Po 1NI AT10N D ALAN RHATI PFRFIRMRI ST ME rs4FRu TA7M OE5 ARr CCU 11 FLT 611n 11b4 2. PERSONNEL L ASSOCIATED 51114 11E CONS1BUCTIM tx 1455 PROJECT SHALL BE 1 4 11 04 00 0 MAT 144E MANTERANOE OF 9LTA11O COMMIS 1ARE5 FRECEDENCE OAR NORMAL CONSTRUCTION ACIIVIIES ADJACENT P14ERT15 AM 51/0,410 SHNJ. CE PROTECTED FIRM MOWN O 001)7)00 CCDITIONB 3 115PECT10 4 ANG MAMTENANU. AS 5..115/100 MASK 141AL. RE PERFORH00 NEERLY AND 441E1 RAMFAL (40415 GCMG CONSIDUCTION. MEND. IN1SC1K)5 AM LANIENANCE SHALL RE *0040TED O A S 914*44UAL BADS (2 TIMES A IR.) AND MTDR ALL LAME STORMS. AN POPCORN REPORT SHALL R MINTNHED. 4. ATMLNOL TED OEERPJ N CATCH DAMS, SED14NT FORMATS AM LLA0IM0 SASINS SHALL BE MEMO BEFORE IT EXCEEDS 1.2 WOES w 00711) AND DISPOSED OF PROPERLY. IL A %MM. INSPECTION SHAT BE NNE AT ALL ACCESS MANHCI5, CAM 510145. 1EA0M40 BASKS, APES AND MANAGE CHANNELS FOR THE ERNE STORNI MANAGE 50510). 140 (04414)24. 0 0631NN OF 1445E STRUCTURES MOULD St RE'4ILM1'f AM ACCUMULATE) DEBRIS SHALL BE LEN44ED, TI4E 01A4041um Of ALL 0011175 SHAH BE NOTED NW A E SCAPP1l04 OF M DRYMGE STRUCTURE& 9NAL0 610 4401AED N 114E REPOR1. 4Ei51E40U1 MAIE(NALS MALL BE RERb4E0 FRO/ THESE STRUCTURES YID THE DRAINAGE ammonS M MOM EM ME 5115100 TO Nem. PROPERLY. L ALL G MET& CRANING CHAINIELS. AM SLOPES MALL BE KEPT STN4USED. ANY E:R490N SHALL BE 110014 m imenATE4.Y. T. AGQNMLAIE0 S6.RENT SNAIL DE REMOVED FROM DE SAN BANNS BEFORE IT DEMOS 1' IN DEPTH. M AT LEAST OHGE EMORY a !EARS. ALL OEMS CR 500104)1005 MATERIAL SHALL DE 104411.00 FROM MOTET STAMTJ0.0 BASIN 15.0PES SHALL BE MAINTAINED MTH AMASS SUM OF AT LEAST 3". MASS 94)41 D HOMED AT LEAST TOLE A YEAR AND CLIPANCS MALI NOT RE LIFT N DASH. ANY 110E5 OR 014ER 504101 VEGETATION 0NIWMG 04 EMBANKMENTS OR NEAR SAM S *11011(ES SHALL BE REMOVED. R. ME 001.0WNG LbWl54 PECRMAIKR SHALL BE RECORDED • DATE OF NSTYOT04 + GENERALS CC4ITO OF THE ENTIRE 510RM • CORRECTIVE 4144600 NICE ACTORS TAKEN MEASURE ADCCTATE FUNCTION AND WHEN PEMORIEO. • A COPY of THEE MSPEC1ILN REPORTS SHALL BE F5RN1E4 TO TIE PLANYN0 DEPTAATIENT IPCN 1ECE5T. 9. MAM1O4A400 OF THE STOHMMAIDR MANA0MEM FAOUTY 914114. 810 W ACOGRO HCE WM 114E EKERITED 140€0110 AM MNN104ANE 444EM041 FOR PRIVATE STORMWATFR MANACOIENT FAICITES Ale SHALL BE THE RESPONSEU1? co RE O1MER ANO THE ASSENEES. SEE SEPARATELY ATTACHED OPERATION AND 114)6110 400 DOCUMENT FAR 1005 Ri0.ELT. OM SHOWN 10 PRORiOE N(ThNT OF MANAGE' D1REL710t4FOR 5TURL1YATER- lAN4GAIEN.. .T SACKS 5.4 60, DAWN PR TEMAL 141► yam_ 0 OE WITIR AT ELEV.5B.0 JOLLYS CROSSING ROAD 3f F moo= MGM OECR DAMNS PER OCTAL 162a --- '-r?14 y c - 4) EASTER RE4 OMAR'ITEM a' ±-' 4PI AT PLANING Is� GRASS SWALE POI DEAL /134A 114 - - - - NA--�- - - - - - - - - DE - SHALE YEP - DEW- /1344. TOP. - - N omPosin *24',4' LEAPING MALE', 44114 BEDM( CRATE ATM 6'16 5TONE FELD KE IN4E 06.7140 ),f ABOE ®)914 411141 014 CF 59.01 TOP OF 0)1109500 10P Or 570'4.64.0 DOTTCM GF CAUL -T.619 BOTT47W R 01044(.63.4 4BLl10AE MONO 03SBL AND 5L9.EM DOYN}},, 10 B SCE MORON DOME SAH AND COINTIECT RAM 417M PER ORAL 1454, TOPICAL. CF RFILI5ATlM BAsee 1, 2, AM 1. N; THE CONTRACTOR SHALL CONTACT NG SAFE ( 40 AT 1- 0=GIG-SAFE) AND UTILITY COMPANIES TO LOCATE ALL (10011440 101.115, AT LEAST '2 HOURS PRIOR TO 144E START OF CONSTRUCTION. 1440 CO11115. CTOR SHALL DETERMINE THE 0114(1 LOC.ATDN. BOTH HORIZONTALLY AND VTATCMI:1, OF Ai €'%151440 UTILITIES BEFORE THE START OF ANY WORK. THE LOCATION OF COSTING UN0ER0 0100 SYSTEMS. 665251 UCRIRE, UTLRTES, CONDUITS AND LINES ARE SHOWN IN AN ADPROx4ATE WAY ONLY, MAY NOT BE wino10 THOSE SHOWN HEREIN MD HAVE NOT BEER INDEPENDENTLY VETOED eY THE OWNER, THE ENGINEER. OR Os REPROIENTAITVE. THE CONTRACTOR AGREES 10 BE FULLY RESPONSIBLE FOR ANY AND ALL 44)41)00 1YHIG1 won BE 0CCAS1ONE0 B1' THE CONTRACTOR'S FAILURE TD LOCATE SAID SYSTEMS, RIFAASIRUCIURE AND UTILITIES (MACET. IF ELEVATION INFORMATION 011541) FRIER PLAN INF0RAI41F0N. THE CONTRACTOR SHALL 140110 7X11 (NGIF4EER YME01141ELY FOR POSSIBLE RE1E54GN. AT LITANY CROSSINGS, VEJRFY IN MELD THE LOCATION AND INVERTS OF WATER. ELECTRIC. GAS. TELEPHONE A RATA ADDTA AND RELOCATE IF CDNFL1C11NG WITH PROPOSED WARTS PER THE ENGINEERS 09010)004. YTE CONTRACTOR SHALL PRESERVE ALL UNDERGROUND 5Y5i0145. 1NFWASTRIACIUIE AND UTILITIES AS REWIRED. 2. DEERS, 111144P5, (10(5S. AND UNSUITABLE MATERIALS FROM. THE CLEARING R LEIMITI4 N OPERATIONS SHALL BE REMOVED FROM THE 511E AND DISPOSED OF IN A LEGAL MANNER BY THE CONTRACTOR 3, DISTURBED AREAS SHALL BE PROTECTED AT ALL 1MIES TO CONTROL 091905T TRANSPORT BEYOND 114E WIT OF WORK. 41 DISTURBED AREAS SHALL BE TREATED 11111 WATER OURIN0 EXCAVATION, M APPROVED ALTMATN, TD CONTROL T1E Dust. 5. THE STE SUBCONTRACTOR SHALL PROVIDE ALL DIGAVATION, BACKFILL AM COMMOTION NECESSARY TO ACASE.40 THE MRS* GRACES SHOWN ON THE PLANS AND FOR INSTALLATION O 00 LOPIO STRUCTURES ST0MWAIEB 4ANAGEMEWT AND ALL UTILITIES B. All PPE 0U1FALLS CURB OPENINGS. STONE WEIRS CHECK DAYS. 010 014ER DRAINAGE DAEMON AND OUTLET AREAS SHALL HAVE WRAP EXTENDED FROM THE OUTLET TO THE 5071044 OF SLOPE 01114 A WARM 10 FT 0 10 FT RIPRAP LEVEL SPREADER, UNLESS OTHERAGE 50001FICALLY (140141 T, ALL STONE TM/FALLS SHALL BE PROPERLY SHAPED 50 THE RUNOFF TS CONTAINED 11111 THE MUIR L0ING. SEE TYPICAL DETAILS FOR AOOTDNAL INFORMATION. 7. ALL DISTURBED AREAS NOT OIHERASE TREATED SHALL BE STABILIZED MTH 4" LOAN. SEED, o 1811131. me camsAc1DR SHALL BE RESPON04LE FM AREAS 19411 VEGETATION HAS BEEN PERMANENTLY ESTABLISREIL SLOPES IN EXCESS OF 3:1 AND AREAS THAT SHOW SONS OF FR09O) FROM CONCENTRATED FLOWS SHALL BE FURTI406 STABIU0EO' MTH EROSION CONTROL BLANKETS (EGO) OF CORLEY DOUBLE NE1 - CLIME% M .9B BY AMERICAN EXCELSIOR COMPANY OR EQUAL. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO MONDE REWIRED 0095 AND PROPERLY STABILZE ALL AREAS OF THE STE 5. ALL DRAINAGE STRUCTURES AND P401NG SHALL BE PES0GHED/1NSTA1LE0 FOR H -2D LOADING. B. A 25' MNIIAUM SEPARATION SHALL 8E WDNTNNEO DOREEN AL STORMRAT€R MANAGEMENT INFILTRATION FACILMEs AND SANITARY SEWER/SEPTIC DISPOSAL AREAS. 10 FEET 121151,11,11.1 SEPARATION SHALL BE 11ANTAe4CD BETWEEN All SIOR1WATER MANAGEMENT NF411AT10N 0050/165 AND SARTOR1' SE1ER/SEPIIO ONES, IW►NLES Ate, TANKS. 10. FOR STORWMTER MANAGEMENT FACILITIES. 7110 410)41RACTOi sea ', Y N FIELD. MTH ENGINEER PIIESL74T, SOL 14441LTARTION PATE ME GRA%1NOWATER ELEVATION PRIOR TO ORDERING Of MAEEMS OR COWE}R00040fR OF CONSTRUCTION (ASSUMED 2.41 INCHES/HR. INFILTRATION R4TE). F RATE VAIDES FROM ASSUMPTION 00 CROO ER/ATER 5 PRESENT, SISTER MAY HAVE TO BE REDESIGNED AS OETEMRAI0 ST THE DNr1WER. ARM MAIER4LS OROFRE0 DR CONSTRUCTION COMMENCED POOR TO THIS OCCURRING 6 M 444E CONTRACTORS OWN RISK UNSUITABLE I61102/LS ERCDI 4IERED ADJ405440 1D 50I. INFILTRATION LAYERS SHALL BE REMOVED FOR 5 FT MOUND THE STYR INF431A110M FACTURES A710 REPLACED WPM SAND BORROW PER IUD 14.1.04.0 TYPE R. 191 11. CPP - HIGH DEWSITY POLY5TWT.0NE CORRUGATED' PPE WITH SYOare 1741 014 WALL TO MEET ADS 41-12 PIPE SPECIFICATION 011 MUM- CPP PPE USE SHALL BE ALLOWED AS NOTED. W M A DMETER uP TO AN 1401RM441 24. 0408 091140 CPP RUST FOLOI AIMUFACNREN'S RECQIOLEN0AT10145 044D SPEO4A, CARE MUST BE EXERCISED (SEE Mks PRODUCT NOTE 3.115). 12. All ROOF DOMSP0)1114 SHALL BE TED INTO ROOF CRAWS. REFER TO ARIi51EC1U7AL Pu145 4014 ALL LOCATORS Of DOWNSPOUTS CONTRACTOR SHALL PROVIDE TIE -045 TO ALL O 01NSPOMT LOCATIONS. ROOF ORAe45 TO BE AT LEAST 45 CRY AT 1.002 SLOPE TANTRUM, UNLESS OTFIER4119 NOTED ON THE PLAN, W441MUM TYPICAL O MER MALL BE 2 FEET, U.D.N. 13, ALL GRADING WORK MILL BE DONE N A 1DRKMAWL.IKE MANNER ACCOMPUSHED TO CREATE 00511E MANAGE AND ELIW441E ANY 414005NO 0R MIMING. WHERE NOT OTHERWISE NOTED CR DEFINED ON 1110 MAN, ALL CI1T AND FILL MALL BE BLENDED TO TAYOOHT AT EXISTING GRADE WITH A 3,1 SLOPE 14. THE CONTRACTOR SHALL WEIR THE ENGINEER 11114 ANY DRAINAGE ISSUED 014 OUESTIDNS PRIOR TO PERFORMING THE FROM GPAMNG WORK, 15. 5T0RMWATER MANAGEMENT FACILITIES SHALL BE PROTECTED FROM SEGMENT AND 5LTA)O4 AT ALL TIMES JUST PRIOR TO 010MPLE1104, THE 511E SUBCONTRACTOR SHALL PERFORM A FINAL 0404006ON AND CLEANING OF THE STORM WATER MANN:DANT SYSTEM, ALL SEDIMENT AND SILTABGN SHALL BE REMOVED FRO4 THE BASINS, FORMATS, ETC. ANO THESE AREAS SHALL BE WPM TO FINAL CONTOURS ANNS EIEVATIO4 PER THE PLANS ALL REPAIR5 SHALL RE MME A5 NECESSARY TO THE SATISFACTION OF THE 014544ER PRIOR TO PLACING ERIN_ TOPSOIL. MULCH. VEGETATION, SEEDING, ETC. 18. ANY DEwA1ERNG OPERATION LME14. REWIRED AS PART OF THE CONSTRUCTION PROCESS SHALL ENSURE ALL DEWAIERING OCCURS 144404404 A MGM DE*ATERNO DAMN (510+4. FILTER FABRIC AND HAYBALES OR OTHER ACCEPTABLE LEANS) PRIOR TO DISCHARGE FRCP THE SITE 17. ALL PERK WITHIN THESE PLANS SHALL BE PERFOPoA0 AND FRONDED BY THE CONTRACTOR N ACCORDANCE NTH THE CONSTRUCTION DETAILS PROM E0 IN THIS PLAN SET WHETHER OR NOT THE DETAIL NUMBER 15 SPECIFICALLY REFERENCED. TEST HOLE DATA RATE Of TEST FIN FR: 11/20/2022 140 WATER ENCOUNT8RED INSP. BY: D. 0Lro4N (ROWO. SHERF1E L1cCULLOUGH (HEALTH DEPT) No. 1 DEPTH SCE Sol ELEVATION (SL) NORTON TIOMPE (F1.) 0 - 6 0 FRRO 563 - NM 6 - T6 A PAM/ SAND MA - EEC 15 - 32 B muff Sus 57.0 - B3a 32-N CF 5 Q 53,0-61.3 W-1) 41 LC 613-WU M - 144 22 coAluq n 503 - 713 No.2 afPM sm SOL ammo (P4) 4ARGa14 10411.E Om) 0 - a 0 FTdVG W - SAT ]-11 .♦I-- MINT 04.5-5.2 5 - 34 B Loon' 0444 442 - ELI J4 - 64 411 S D ALT - 7TR 04 - 02 C4"' Me VOW 775' - 772 62 - 144 C3 MOMS m 770 - 721 9011011 111 PEAL AT lee (01-TAIVO 522514/04 SOL LAO TEST HOLE INFORMATION TAKEN FROM SEE PLAN PREPARED FOR REISS WOLF AND 444'4* L£MY, LOCATION 0 JOLLY) CHO8SNG RD. BREWSTER MA SHEET OF 2 Aa PREPARED BY RYDE R IL WILCOX. DEC. 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FOR SEFRIC 0051 I Sots, ARO SRE DESIGN iNFORIANON, LEGEND MANAGE FUN MOON TA, TYPICAL 1510 CONTOUR PROPOSED CONTOUR ROOF ORAN SURE FLOW URE ENOINFI 4".1.1 & St)RVFYiNI BAXTER NYE ENGINEERING & SURVEYING Registered Professional Engineers and Land Surveyors 1597 Falmouth Rood - Unit 1 Centerv0Re, Massachusetts 026.32 Phone: (506) 771-7502 Fox: (508) 771-7622 weer. Daster -nye.cam CONSULTANT TAN' AEG I S' PREPARED FOR' Reiss Wolf and Dana Levy 747 South 7th Street Philadelphia, PA 19147 PROJECT TITLE Site Development 50 Fishermans Landing Road (aka 0 Jolfys Crossing Road) Brewster, MA 02631 DATE DESCRIPTION SHEET TITLE Stormwater Management Plan SHEET NO C1.0 DATE: JULY T4, 2023 30 0 30 E}0 SCALE 144 IEEE SCALE' 1'40' DRAWN BY: 11, 41 013 44 0: 2223-1OB CHECKED BY: 1M[ FILE 2D23-525 DD./Ft RP Cr SCML TOT ME PLAN BAXTER NYE 1 F 1A.w1 4 mw • NEW. 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Freels 0*0*4O 0e.gnol,on 443 144 No 2 44 24 OR EOW+ASCN1. 2 We <i.44 or the chW /em 404,1 04 .H. l<IT«. loom two IN aide, Wo4., .INN V ,01inwo swag Wight se 34 410x.. 441/ 0 n1iNrNum W 3. 44,. mNNOom Nu.HNr2 1.0414, N.0 O. S NO- S W owsergioN0 and .1.01 W 44,01/ won Ks WW1 soon. .4 0- W Ps 41/1404 wont el 1144 Nructun. BTOIE *ECK DMA G71ETA1L CONSTRUCTION INSPECTIONS/TESTING L CDNTRACTDR IS RESPCNSN0EE TO COORDINATE WITH THE ENGINEER ON ALL NECESSARY INSPECTIONS. THE CONTRACTOR SHALL NOTIFY THE ENGINEER AT LEAST TWT4 Tx) BUSINESS OATS AHEAD Of REOLARED INSPECTIONS. 2. AT A 4NNIMIIM. THE FOLLOWING INSPECTIONS/TESTING WEL BE REWIRED. IF ISSUES ARISE DIMING CCNSTRICTIDN 141E CONTRACTOR SNAIL NOTIFY T4E ENGINEER AS AD0TIWAL INSPECTIONS BEYOND TWAT IS NOTED WAY EE N4CIRN- A. R45TALLATI04 OF SEDIMENT AND EROSICH CONTROLS AT WIT 01 WORN PRO4 TO COMMENCING CONSTRUCTION. B. DRAINAGE AND 3TORLWATER MANAGEMENT, • BOTTOM OF EXCAVATION FOR EACH STCRMWATER MANAGEMENT (SALO FACILITY. 4 DURANC MSTAl1A1TON OF STRUCTURES/CHAMBERS TO SEE A 01055 SECTION VIEW OF 415141.01100 • AT COMPLETION # INSTALLATION OF EACH NU FAC0JTY PREP TO BACICF0,L ▪ AT FINAL 5/3111205 OF STONE OURS OUWALIS AND EARTH BERMS C. ENGINEER SHALL BE PRGV10ED FCR REVIEW ALL TESTING AGENCY LABORATORY MATERIAL AND COI -SITE TESTING RESULTS AS REQUIRED UNDER THE PRO.ECT 0CCOIANTS FOR CCMPLEIE RECOREMENTS, INCLUDING BUT NOT LTE4IED 10: - SANDY TOP507. SEW ANALYSIS AM MATERIAL OIARACTERIS11CS PER SPEC FOR SIN AREAS TIE CONTRACTOR SHALL BE RESPONSIBLE FEN PROTADIN0 MATERIAL SAMPLES TO AND C0O4ONATING RITN 111E TESTING AGENCYAS REQUIRED,. «V"aE e.w, *4:A11 DADA ` Sectt mg -US AT r toCK U00140 mgP 114 O TON! WOE L IWWANTI �twang, A. A RC FOOT LC. onn WATTAGE 05E5 OSP 3 SSTS A I. FOOT LC. YAM 4199 a STATES H 4NPa4 44470104 ,11E NO01t OF INC RATTLE 47.61 - 1 OF 141E SHANE STATES 1 * 4.17. ANA17 0 iK WOE. 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NoINEERING & SURVEYING BAXTER NYE ENGINEERING & SURVEYING Registered Professional Engineers and Land Surveyors 1597 Falmouth Road - Unit T CLNITEMID, Massachusetts 02632 Phone: (508) 771-7502 Far (508) 771-7522 www,borter-ri o.cam 1 C«1ti T SG SSIONP CONSULTANT PREP AREC: FOP,/ Reiss Wolf and Dana Levy 747 South 7th Street Philadelphia, PA 19147 PROJECT TITLE Site Development 50 Fishermans Landing Road (aka 0 Jollys Crossing Road) Brewster, MA 02631 GATE DESCRIPTION SHEET TITLE Details Plan SHEET NO C2.Q DATE: JULY 14, 2023 30 0 30 50 1 - � SCALE IN FEET SCALE: 1-4430. 0- ELT FENCE BAIR Nu. DETAIL El STA.91.SEED CONINTRUCT1ON EXIT 0.15 C sETAIL STOVE CI-LANEL PROTECTION CoETAIL. 4,15 WATTLE BE ENT BAFi'fE#1 Cp£1TAtL N1S- rius ELT SACK L7 TAIL RTS DRAWN B1: AI, CHECKED BY: VINE 400 Na: DOLT -1E13 FILE: 2523-I0B DUO* BAXTER NYE ENGINEERING Et SURVEYING SITE OPERATION and MAINTENANCE PLAN for Proposed Dwelling 50 Fishermans Landing Road Brewster, Massachusetts Prepared for: Reiss Wolf & Dana Levy 747 South 7th Street Philadelphia, PA 19147 July 14, 2023 BAXTER NYE ENGINEERING & SURVEYIN Registered Professional Engineers, Land Surveyors & Scientists 1597 Falmouth Rd., Suite 1, Centerville, MA Tel: (508) 771-7502 Email: info(baxter-nve.com TABLE OF CONTENTS INTRODUCTION 3 SMS INSPECTIONS AND MAINTENANCE 3 Unscheduled Maintenance 4 General Maintenance 4 Quarterly Maintenance 5 Major Maintenance 5 Project Inspection Reporting 6 Annual Operation & Maintenance Budget 6 ATTACHMENT A — INSPECTION LOG 7 Site Operation and Maintenance Plan Proposed Dwelling July 14, 2023 50 Fisherman Landing Road, Brewster, MA 2 INTRODUCTION This plan is intended to provide guidelines for the single-family residence (the Project) for the proper Operation and Maintenance (O&M) of the stormwater management and drainage system (SMS). The O&M Plan will be conducted for the Project by the homeowners or their assigns that have been educated and trained to understand the general functions of the O&M. The frequency and extent of minimum maintenance is outlined herein. More frequent cleaning, repair, or maintenance may be necessary based on weather and other conditions. Future development of the overall site area may result in changes to this plan. SMS INSPECTIONS AND MAINTENANCE A system for stormwater runoff collection and management has been designed using BMP's (Best Management Practices) as defined by Mass Dept. of Environmental Protection (MDEP) for the project. The collection and conveyance system is comprised of overland flow through vegetated swales to infiltration basins with beehive grated leaching galleys. These systems collect, treat, attenuate and convey the runoff to the infiltration basins. All the runoff from the dwelling roof area is captured and conveyed directly to the infiltration basin #4. These basins control and infiltrate through the 100 year storm events and assist in removing suspended solids including sediments, oil and grease from the stormwater run-off while allowing for nitrogen and phosphorus removal. The facilities as sized will retain and infiltration the runoff through the 100 -year storm event. The devices described above are referred to as the stormwater management and drainage system (SMS). To keep the SMS functioning properly and to ensure that the stormwater TSS and other pollutants are reduced, periodic maintenance is required. The owner/operator of the Project is responsible for the periodic maintenance requirements of the O&M Plan for the SMS. The following is a guideline of the minimum maintenance schedules and tasks required to keep the SMS functioning properly. Site Operation and Maintenance Plan Proposed Dwelling July 14, 2023 50 Fishermans Landing Road, Brewster, MA 3 Unscheduled Maintenance The following inspections and maintenance activities should be completed after each rain event in excess of two - and one-half inches (2.5"), or after any significant event accompanied by high winds. General judgment needs to be used. If there appears to be significant debris after a storm event, maintenance personnel should walk the site to inspect for and address the following: 1. Inspect the drainage swales and riprap areas for debris. Remove any branches, trash or other large debris. 2. Inspect roof downspouts, leaders and outfalls to ensure they are not clogged. If roof leaders are clogged they shall be cleaned out by snaking or other acceptable means. 3. Inspect the leaching galleys basins and infiltration basins for debris. Remove any branches, trash or other large debris. General Maintenance The permittee/owner shall conduct and document inspections of all erosion and sediment control measures no less than weekly or as specified in the permit, and prior to and following anticipated storm events. The permittee or its agent shall submit monthly reports to the Planning Department. The permittee/owner shall ensure that all components of the proposed Stormwater Management Plan are functioning according to design specifications for the life of the system. All components shall be maintained in good condition and promptly repaired in accordance with the approved Operation and Maintenance Plan. The following inspections and maintenance activities must be completed on a regular basis as conditions warrant: 1. Maintain the vegetated side slopes and bottom of the infiltration basins. Areas that consist of grass standing are to be mowed at least once per year to prevent undesirable woody vegetation from taking hold. Remove any grass clippings and trimmings from the swm areas to prevent them from impeding the flow of stormwater or slowing infiltration rates. 2. In the fall remove any accumulated leaves from the catch basins and infiltration basins. Prevent fallen leaves from accumulating over and blocking any inlets. 3. In the spring perform a cleanup to remove any accumulated leaves, branches, or debris from the SMS. The vegetated swales and infiltration basins shall be inspected for cracking, erosion, and accumulated sediment. Sediment removal and repair of the area shall occur as needed. Sediment removal shall be done by either hand or vacuum. Damage to the area must absolutely be avoided. All areas shall be raked out and stabilized after removal of sediment or debris as needed. Site Operation and Maintenance Plan Proposed Dwelling July 14, 2023 50 Fishermans Landing Road, Brewster, MA 4 4. Sediment from leaching galleys shall be removed when it's a depth of 12". Galleys should be inspected in the spring and sediment removed by vacuum or clam shell or other appropriate method. Quarterly Maintenance The following inspections and maintenance activities must be completed quarterly (generally January 15, April 15, July 15, October 15 or other acceptable quarterly dates): 1. Inspect leaching galleys and vegetated swales for debris. Remove any branches, trash or other large debris that could interfere with the proper operation of the outlet of the basins. Remove accumulated sediment around the opening. 2. Inspect the infiltration basins for debris. Remove any branches, trash or other large debris that could interfere with the proper operation. Remove any accumulated sediment, by the use of hand tools (shovels, rakes, wheelbarrows, etc.) when it exceeds six -inches (6") but not less than annually. Dead or dying vegetation shall be replaced in -kind or with equal plantings. 3. Inspect all stone riprap outfalls, roof drain connections, and overflow areas. The stone acts to stabilize the ground but also dissipate the erosive velocities and energy in the stormwater runoff. Stone check dams are intended to slow the stormwater runoff and allow it to permeate through the stone to downstream areas. To keep the stone functioning as intended is shall be cleaned of sediment and debris. If stone has moved or broken down it shall be replaced and chinked to interlock stones together. Add stone to these areas as needed as the stone settles or is transported to keep these areas stabilized. Any cracking, channeling in soil or erosion shall be repaired immediately. 4. Inspect all areas for erosion, cracking, or excessive sediment transport. Repair any erosion or cracking areas immediately. Major Maintenance The following inspections and maintenance activities must be completed annually (April 15 or another acceptable date): 1. Inspect the infiltration basin areas for accumulated sediment. Remove buildup of sediment in the basins when it reaches a maximum of 6 inches in depth. Restore the basin to the original elevation and volume per the design drawings. Dispose of the sediment in a legal and lawful manner. 2. The stone rip rap and check dams may require periodic reconstruction. This will need to occur when during the months of April through November (when the ground is not frozen). If the section upstream of a stone Site Operation and Maintenance Plan Proposed Dwelling July 14, 2023 50 Fishermans Landing Road, Brewster, MA 5 riprap apron fails to drain within 48 -hours (2 -days) after the completion of a rainfall event. If this occurs, the stone riprap should be removed and reconstructed in accordance with the original design drawings. 3. Inspect the leaching galleys. This should be done at least 72 hours after any rainfall. Open the grate in each leaching galley. Look for standing water or excessive accumulated sediment (in excess of 4"). If standing water is seen in the basins after 72 from any rainfall the basins may not be infiltrating properly anymore. In this case, the basins should be inspected, and surrounding stone replaced if not draining within 72 hours. Project Inspection Reporting A site maintenance log will be kept. This log will record the dates of completion of maintenance task, the person or company who completed the task, and any observations of malfunctions in components of the stormwater management system (SMS). Inspections are to be performed by the owners or their assigns educated with the general understanding of the SMS functions, maintenance and repair requirements. In addition to the inspection requirements identified above for the Project SMS, the inspector must look for evidence of, or the potential for, pollutants entering the storm water system and take action to remediate any of these potentials. For each site inspection, a SMS Inspection Form in accordance with Attachment A shall be completed for the Project, and filed with the Planning Department if requested. The completed forms should be maintained for three years on the Project site. Operation and Maintenance Annual Estimated Budget: Site drainage systems Inspections: 2 times per year x $200 per site inspection = $400 per year. Roof drain inspections with gutter cleaning: 2 times per year x $150 per cleaning = $300 per year Infiltration Basin cleaning (litter and organic debris): 2 times per year x $100 per cleaning = $300 per year Leaching galley cleaning: 1 time every five years x $200 per cleaning = $40 per year Estimated Annual 0 & M Budget: $1,040 Site Operation and Maintenance Plan Proposed Dwelling July 14, 2023 50 Fishermans Landing Road, Brewster, MA 6 ATTACHMENT A - INSPECTION LOG 0:1202312023-108\ADMIN\REPORTS\SWM12023-108 O&M.docx Site Operation and Maintenance Plan Proposed Dwelling July 14, 2023 50 Fishermans Landing Road, Brewster, MA 11 SMS INSPECTION F ORM Proposed Dwelling - 50 Fisherman Landing Road, Brewster, MA Insp ection Item Inspection Frequency Date Inspected Weather at Time of I nspecti on- Note of Weather Conds . Since Last Insp ect. Minimum Maintenance & Key Items to Check Cleaning or Repair needed (list Items) Date of Cleani ng/ Repair Cl eaning Repair Performed by: Recommendations/ Corrective Actions Leaching Galleys Riprap and Stone Check Dams Grassed Swales infiltration Basins Roof drains/leaders Erosion and Stabilization Vegetation - survival/health Mowing/trimming of SWM areas In the Event of a Spill refer to the spill response procedure and contact appropriate agencies. Describe an y Correctiv e actio n requ ire d at this time (a ttac he d figu re s to sho w loc ation of concern): In spe ctor . Title: Date: 132-, 'r �. ENO1NEER1N© & SURVEYING Stormwater Management Report for Proposed Residence 50 Fishermans Landing Road (aka 0 Jollys Crossing Rd) Brewster, MA Prepared for: Reiss Wolf and Dana Levy 747 S. 7th St. Philadelphia, PA 19147 July 14, 2023 BAXTER NYE ENGINEERING & SURVEYIN Registered Professional Engineers, Land Surveyors & Scientists 1597 Falmouth Road, Suite 1 ■ Centerville, MA 02632 Tel: 508-771-7502 • Fax.• 508-771-7622 ■ www.baxter-nye.com Stormwater Management Report 50 Fishermans Landing Road July 14, 2023 Brewster, Massachusetts PROJECT OVERVIEW Please accept this application for a Stormwater Management Permit under Chapter 272 of the Town of Brewster Code. Baxter Nye Engineering (BN) submits this application on behalf of the landowner, Reiss Wolf and Dana Levy. The proposed Project results in the requirement of a Major SWM Permit based on proposed impervious area and land disturbance. The Project consists of the proposed construction of a 5 -bedroom dwelling with crushed stone driveway, tennis court, deck, swimming pool with patio, and on -site septic system. The site is located at 50 Fishermans Landing Road in Brewster, MA (formerly known as 0 Jollys Crossing Road) The site is also shown as Assessor Map 62, Lot 29 and comprises 6.1 acres. The lot is zoned RL. The existing use of the parcel is vacant undeveloped land, and is entirely wooded with the exception of a gravel cartway through the property. The proposed construction will be a new development and will meet all the Town of Brewster Stormwater Management Regulations (BSW)), and the Massachusetts DEP Stormwater Management Policy. There will be no impact to wetland resources as a result of construction as there are no wetlands on the site, nor buffer zones to any resource areas. The proposed stormwater management system (SMS) will be installed to control stormwater runoff for water quality and quantity in accordance with BSW Regs. and MDEP SWM Policy. Under the proposed conditions, both stormwater quantity and quality are controlled. The post -development peak storm discharges are equal to or less than the 2, 10, 25, and 100 -year storm events. The post -development water quality is treated through the SMS BMP's and provides 90% total suspended solid (TSS) removal rate (see Appendix D). Grassed swales with check dams will remove 50% TSS. The Infiltration Basins will remove 80% TSS, 60% Phosphorus, and 50% Nitrogen from the flows. The water recharge for the site exceeds the MDEP recharge requirements and mimics the existing hydrologic conditions for the site. Runoff rates are attenuated reducing velocities and erosion. 1 lPage BAXTER NYE ENGINEERING & SURVEYING 1597 Falmouth Road, Suite 1, Centerville, M4 02632 Tel: 508-771-7502 ® Fax: 508-771-7622 m www.baxter-nye.com Stormwater Management Report 50 Fishermans Landing Road July 14, 2023 Brewster, Massachusetts PROJECT STATEMENT PROJECT: Proposed Residence LOCATION: 50 Fishermans Landing Road, Brewster, MA BN JOB NUMBER: 2023-108 CLIENT: Reiss Wolf and Dana Levy SUBJECT: Stormwater Management & Drainage Calculations OBJECTIVES: 1) Meet the objectives of the Brewster Stormwater Management Regulations & MA DEP SWM Policy (a) Evaluate the pre -development conditions and calculate the peak rate of runoff. (b) Evaluate the post -development conditions and provide stormwater management and treatment to prevent any increase in the 2, 10, 25 and 100 year storms, from the pre -development conditions peak discharge at the site study point. (c) Safely pass the 100 year storm event without causing any downstream detrimental impact. (d) Provide for Water Quality Treatment for the first flush 1" of rainfall in accordance with MDEP SWM Policy. (e) Provide for Groundwater Recharge in accordance with MDEP SWM Policy. CALCULATION METHODS & DESIGN STORMS: 1) Soil information was taken from the SCS Soil Survey of Barnstable County. Field analysis of the soils was performed as identified herein. 2) Subcatchment areas, flow paths, and design points were delineated using standard engineering practice. 3) The existing and proposed conditions were modeled using HydroCAD, which incorporates the methodologies of SCS TR-55 and TR-20. 4) The proposed stormwater management system was designed to control the 2, 10, and 25 -year storm event using the SCS TR-20 Method. The 100 -year storm event will pass safely through the system with no detrimental impact to downstream areas. 2IPage BAXTER NYE ENGINEERING & SURVEYING 1597 Falmouth Road, Suite 1, Centerville, MA 02632 Tel: 508-771-7502 ® Fax: 508-771-7622 ® www. Baxter-nye. com Stormwater Management Report 50 Fishermans Landing Road July 14, 2023 Brewster, Massachusetts TABLE OF CONTENTS INTRODUCTION 5 METHODOLOGY & ANALYSIS 6 Hydrology and Hydraulics 6 Assumptions 7 DRAINAGE DESIGN CONDITIONS 8 Pre -Development Conditions. 8 Post -Development Conditions: 9 Proposed Drainage Facilities 9 SUMMARY 11 TABLE 1: PEAK DISCHARGE AND VOLUME RELEASE 12 FIGURE 1 13 Pre Development Drainage Plan 13 FIGURE 2 14 Post Development Drainage Plan 14 APPENDIX A 15 SITE SOIL INFORMATION 15 ® SOIL SURVEY MAPS AND MAP UNITS 15 ® CLASSIFICATION AND DESCRIPTION OF SOILS ON SITE 15 ® TEST PIT SOIL LOGS BY RYDER WILCOX, INC 9-20-2022 15 ® RATE OF INFILTRATION — RAWLS RATES 15 ® RAINFALL DATA MAPS — Per NOAA Atlas 14 15 APPENDIX B 17 PRE -DEVELOPMENT WATERSHED RUNOFF & ROUTING 17 APPENDIX C 18 POST- DEVELOPMENT WATERSHED RUNOFF & ROUTING 18 3IPage BAXTER NYE ENGINEERING & SURVEYING 1597 Falmouth Road, Suite 1, Centerville, MA 02632 Tel: 508-771-7502 m Fax: 508-771-7622 m www.baxter-nye.com Stormwater Management Report 50 Fishermans Landing Road July 14, 2023 Brewster, Massachusetts APPENDIX D 19 GROUNDWATER RECHARGE & WATER QUALITY 19 GROUNDWATER RECHARGE VOLUME CALCULATIONS 19 WATER QUALITY TREATMENT VOLUME CALCULATIONS 19 TSS REMOVAL CALCULATION WORKSHEET 19 DEWATERING TIME 19 • MDEP CHECKLIST FOR SWM REPORT 19 4'Page BAXTER NYE ENGINEERING & SURVEYING 1597 Falmouth Road, Suite 1, Centerville, MA 02632 Tel: 508-771-7502 ® Fax: 508-771-7622 u www.baxter-nye.com Stormwater Management Report 50 Fishermans Landing Road July 14, 2023 Brewster, Massachusetts INTRODUCTION Baxter Nye Engineering & Surveying (BN) performed a Stormwater Management (SWM) analysis of the subject site to evaluate the post -development impacts associated with the proposed development. The hydrology for both the pre and post development drainage areas was analyzed to determine the impact of development. SCS TR-55 and HydroCAD Stormwater Modeling System were used to model the site for existing and proposed conditions and the associated runoffs. HyrdoCAD utilizes the SCS TR20 Method to determine peak rates of runoff, which were computed and compared to the existing conditions. BN designed a system for storm runoff collection and management using BMP's (Best Management Practices) as defined by MDEP and Town of Brewster . The collection and conveyance system is comprised of grassed diversion swales with check dams, infiltration basins, and leaching galleys with beehive grates. The stormwater collection systems discharges to existing low areas at the site. 5 Page BAXTER NYE ENGINEERING & SURVEYING 1597 Falmouth Road„ Suite 1 ® Centerville, MA 02632 Tel: 508-771-7502 ® Fax: 508-771-7622 ® www.baxter-nye.com Stormwater Management Report 50 Fishermans Landing Road July 14, 2023 Brewster, Massachusetts METHODOLOGY & ANALYSIS Hydrology and Hydraulics Drainage calculations are performed to demonstrate that there is no increase in the rate of runoff (and therefore, no increase in downstream flooding) from the subject site due to the proposed improvements. The rate of runoff is compared at a common point referred to as the design point of interest, for both the pre and post development condition. The hydrologic and hydraulic model created to analyze the pre and post development condition was developed using the Soil Conservation Service (SCS) Technical Release No. 20 (TR 20, SCS unit hydrograph procedures), SCS Technical Release No. 55 (TR 55, Time of Concentration (TO and Curve Number (CN)), National Weather Service Technical Paper No. 40 (TP 40, rainfall intensity) or the "Northeast Regional Climate Center — Atlas of Precipitation Extremes for the Northeastern United States and Southeastern Canada" (as identified herein), and the stormwater detention facilities were modeled using the SCS Storage Indication Method. Time of Concentration (TO is the time required for stormwater runoff to travel from the most hydraulically distant point in a drainage area or subcatchment to the design point. The Tc is calculated based upon slope, distance, surface cover and type of flow. A longer time of concentration will generally result in a smaller rate of runoff. The Curve Number (CN) represents the amount of runoff expected from a particular segment of the drainage area. A higher curve number represents a more impervious surface and hence will have a larger rate of runoff. The CN is based upon three characteristics: (1) The Hydrologic Soil Group (HSG) A, B, C, or D; A is the most infiltratable and has the lowest runoff potential, D is the least infiltratable and has the highest runoff potential; (2) The soil cover (vegetated, developed, farmland or impervious); impervious cover obviously having the highest runoff potential. The final factor is the condition of the surface cover, being classified as good, fair or poor; surface cover in good condition has the lowest runoff potential. The soil types for the drainage areas were determined from the Soil Conservation Service Soil Survey for the appropriate County and State where the project is located. The soil survey contains maps, which delineate the extent of the various soil types and their characteristics. To assist in the analysis, software entitled HydroCAD, (developed by Applied Microcomputer Systems) was utilized. The HydroCAD program calculates the runoff based on rainfall and watershed characteristics, and produces a runoff hydrograph (a runoff rate versus time curve). Then the stage -storage -discharge curves for a specific SWM facility are calculated. The stage -storage -discharge curves are a set of curves for a 6IPage BAXTER NYE ENGINEERING & SURVEYING 1597 Falmouth Road„ Suite 1 a Centerville, MA 02632 Tel: 508-771-7502 a Fax: 508-771-7622 a www.baxter-nye.com Stormwater Management Report 50 Fishennans Landing Road July 14, 2023 Brewster, Massachusetts specific SWM facility that depict the outflow from the outlet control structure versus the volume of runoff stored in the facility. The stage -storage -discharge curves are used to compute an outflow hydrograph by hydraulically routing an inflow hydrograph through the detention facility. The peak rates of runoff, at the design points, were calculated for the pre and post development conditions for the design storm events with Type III — 24 hour rainfall distribution. The peak rate of runoff was compared for each required design storm event to confirm that there was no increase from the pre to post development conditions for the required storm events. Volumes were analyzed as well for comparison of pre to post -development levels. The "Discarded" number represented in the HyrdoCad/TR-20 Outputs represents the rate and volume of runoff, which is infiltrated into the ground through the bottom of the basin. Assumptions 1) Shallow concentrated flow occurs at a maximum of 300 feet. If the slope is greater than two percent (2%), shallow concentrated flow occurs at a maximum of 200 feet. This is based on an assumed drainage area of several hundred acres. Smaller drainage areas should have their shallow concentrated flow occurrence adjusted to a lesser distance accordingly. 2) The minimum time of concentration (tc) value used shall be five (5) minutes. 3) Rainfall distribution is even over the drainage areas to be analyzed for a given storm event. 4) Base flow contribution has a negligible affect on the peak discharge. 5) Flows are steady, turbulent, and uniform. 6) Fluids are incompressible. 7IPage BAXTER NYE ENGINEERING & SURVEYING 1597 Falmouth Road„ Suite 1 ® Centerville, MA 02632 Tel: 508-771-7502 ® Fax: 508-771-7622 ® www.baxter-nye.com Stormwater Management Report 50 Fishermans Landing Road July 14, 2023 Brewster, Massachusetts DRAINAGE DESIGN CONDITIONS The runoff for the pre -development condition was calculated for the 2, 10, 25 and 100 -year storm events. The runoffs for post development conditions, routed through the stormwater management facilities, were calculated for the 2, 10, 25 and 100 -year storm events. The pre and post development rates of runoff were compared for each storm event. The SWM facilities were designed to control the post -development rates of runoff at the point of study to equal to or less than their pre -development levels for the required storms. Pre -Development Conditions: The subject site area for the proposed construction of a 5 -bedroom dwelling with pool and tennis court. The lot is currently zoned RL. The subject plot area contains no impervious surface under existing conditions with the exception of the gravel road through the site. The SCS Soil Surveys Soil Map Units, from the Barnstable County Soil Survey for the site area, indicate that the predominant soils on site where development is to occur are Carver coarse sands. Test pits performed by Ryder Wilcox, Inc. on September 20, 2022 revealed medium to coarse sands. The estimated seasonal high groundwater is greater than 12 feet below grade per the test pit locations as noted on the Stormwater Management plan. The soil material is classified as a HSG A and is suitable for infiltration. The existing ground cover on the subject site is mainly fair woods and a gravel road on the 6.1 acre site. The topography is fairly steep in areas and has two large naturally occurring low depression areas on the site. The existing topographic and existing site conditions are as taken from the survey information completed by Ryder Wilcox, Inc. and noted on the BN plan. There are no wetland resource areas on the site. 8IPage BAXTER NYE ENGINEERING & SURVEYING 1597 Falmouth Road„ Suite 1 s Centerville, MA 02632 Tel: 508-771-7502 ® Fax: 508-771-7622 u www.baxter-nye.com Stormwater Management Report 50 Fishermans Landing Road July 14, 2023 Brewster, Massachusetts Post -Development Conditions: The proposed single-family home project will consist of the construction of a five bedroom dwelling with pool and tennis court, and gravel driveway. The proposed construction will be a new development. The proposed area of impervious cover, including the gravel driveway areas, will be approximately 0.44 ac. There will be no impact to any wetland resources as there are none on site, nor wetland resource area buffer zones. Proposed Drainage Facilities Baxter Nye has designed a system for storm runoff collection and management using BMP's (Best Management Practices) as defined by MDEP. The collection and conveyance system is comprised of grassed swales, leaching galleys with beehive grate, and grassed infiltration basins. The vegetated swales will attenuate runoff, assist in removing suspended solids and allow for nitrogen uptake through the vegetation. The stormwater collection systems discharge to four grassed infiltration basins, three of which are naturally occurring depressions in the topography. The basins are sized to detain the runoff for the 2, 10, 25 and 100 -year storm events. Therefore, there is no flooding impact to downstream areas. The proposed stormwater management system (SMS) will be installed to control stormwater runoff for water quality and quantity in accordance with MDEP SWM Policy. The rate of proposed loamy sand topsoil. This rate is entered into HydroCad in the format of velocity (ft/min) or flow rate (cfs — which is obtained by applying the velocity — or infiltration rate - over the infiltratable area of the SWM facility). Roof runoff from the dwelling will be conveyed to the leaching basin at Infiltration Basin 4, via CPP piping. from each downspout. All the runoff from the roof (impervious area) is captured and conveyed directly to the underground leaching basin, where the water infiltrates into the surrounding ground. Under the proposed conditions, both stormwater quantity and quality are controlled. The post -development peak storm discharges at Study Point 2, 3, and 4 are zero cfs and reduced to below existing condition flows at Study Point 1 for the 2, 10, 25 and 100 year storms. The Water Quality Volume (see Appendix D) is treated through multiple in line BMP's. The runoff is conveyed through grassed channels with stone check dams. Discharge is to infiltration basins with raise beehive greatest on leacing galleys creating additional forebay treatment. All the runoff from the impervious areas passes through these facilities. The combined BMP treatments are designed in accordance with the MDEP sizing requirements. This combination of 9IPage BAXTER NYE ENGINEERING & SURVEYING 1597 Falmouth Road„ Suite 1 o Centerville, MA 02632 Tel: 508-771-7502 o Fax: 508-771-7622 o www.baxter-nye.com Stormwater Management Report 50 Fishermans Landing Road July 14, 2023 Brewster, Massachusetts BMP's results in the removal of 90% of the initial T.S.S. loading. This meets the BSW Regs and exceeds the MDEP requirement of 80%. The Groundwater Recharge Volume required of 965 cf is based on the HSG A requirement of 0.6 inches of runoff. The project design well exceeds this with a recharge volume of over 3,000 cf provided. 10IPage BAXTER NYE ENGINEERING & SURVEYING 1597 Falmouth Road„ Suite 1 ® Centerville, MA 02632 Tel: 508-771-7502 ® Fax: 508-771-7622 ® www.baxter-nye.com Stormwater Management Report 50 Fishermans Landing Road July 14, 2023 Brewster, Massachusetts SUMMARY Based on the analysis performed for the 2, 10, 25 and 100 -year storm events, the infiltration basins are adequately sized to mitigate increases in the peak rates of runoff from the site. The post development peak runoff rates for the entire contributing drainage areas (both "on -site" area and "off -site area) demonstrates that there is no increase in runoff released from the developed site in the post development condition for the 2, 10, 25 and 100 -year storm events. There is 0.10 cfs discharge from Infiltration Basin 1 on the 100 -year storm, which is a decrease from the existing flow off the site of 0.18 cfs. The peak runoff rates meet the requirements of the Brewster Stormwater Management Regulations, which requires control through the 100 -year design storm for the on -site runoff. The "Discarded" flows shown within the HydroCAD analysis represent flows and volumes infiltrated directly into the ground through the SWM structures and are not discharged or released over land. Table 1 is a summary of expected release rates based on total contributing drainage areas (both on -site and off -site areas). This table shows the expected post development runoff rates are significantly decreased from the pre -development levels for the 2, 10, 25 and 100 year storms. The post -development 100 -year storm has a peak discharge of 0.10 cfs, which is reduced from the pre -development condition. The control of the post -development runoff to equal or below pre -development levels mitigates any downstream flooding impacts. TSS and phosphorus removal as well as groundwater' recharge requirements are met. 111Page BAXTER NYE ENGINEERING & SURVEYING 1597 Falmouth Road„ Suite 1 m Centerville, MA 02632 Tel: 508-771-7502 m Fax: 508-771-7622 m www.baxter-nye.com Stormwater Management Report July 14, 2023 50 Fisherman Landing Road Brewster, Massachusetts TABLE 1: PEAK DISCHARGE AND VOLUME RELEASE STORM (YEAR) STUDY POINT PRE -DEVELOPMENT POST DEVELOPMENT PEAK DISCHARGE (cfs) PEAK DISCHARGE (cfs) 2 SP1 0.00 0.00 SP2 0.00 0.00 SP3 0.00 0.00 SP4 0.00 0.00 10 SP1 0.01 0.00 SP2 0.00 0.00 SP3 0.00 0.00 SP4 0.00 0.00 25 SP1 0.03 0.01 SP2 0.00 0.00 SP3 0.00 0.00 SP4 0.00 0.00 100 SP1 0.18 0.10 SP2 0.00 0.00 SP3 0.00 0.00 SP4 0.00 0.00 Notes: 1. Rainfall used in calculations based upon NOAA ATLAS14 PDS-based precipitation frequency estimates with 90% confidence intervals. 2. By inspection, peak discharges through the 100 -year storm for Pre -development conditions for SP2, SP3, and SP4 are 0 cfs as they discharge to large onsite depressions. 121Page BAXTER NYE ENGINEERING & SURVEYING 1597 Falmouth Road„ Suite 1 ® Centerville, MA 02632 Tel: 508-771-7502 ® Fax: 508-771-7622 ® www.baxter-nye.com Stormwater Management Report 50 Fishermans Landing Road July 14, 2023 Brewster, Massachusetts FIGURE 1 Pre Development Drainage Plan 131 Page BAXTER NYE ENGINEERING & SURVEYING 1597 Falmouth Road„ Suite 1 a Centerville, MA 02632 Tel: 508-771-7502 ® Fax: 508-771-7622 ® www.baxter-nye.com AXTER NYE EN( NFlR[No SW Vt YU G BAXTER NYE ENGINEERING & SURVEYING Registered Professional Engineers and Land Surveyors 1597 Falmouth Road — Unit 1 Centerville, Massachusetts 02632 Phone: (508) 771-7502 Fox: (508) 771-7622 www,boxter—nye.com JOLLYS CROSSING ROAD STUDY POINT pi STAMP STAMP CONSULTANT CONSULTANT PREPARED FOR: Polhemus Savery DaSilva 157 Route 137 East Harwich, MA 02645 PROJECT TITLE Site Development 50 Fishermans Landing Road (aka 0 Jollys Crossing Road) Brewster, MA 02631 DATE DESCRIPTION SHEET TITLE Pre -Development Drainage Areas Plan SHEET NO EX 1.0 DATE. JULY 14, 2023 30 0 30 SO SCALE IN FEET SCALE: 1"=30' DRAWN NT: X CHECKED BY: IIWE JOB NO, 202J-108 FILE' 2023-108 0A-PREd , Stormwater Management Report 50 Fishermans Landing Road July 14, 2023 Brewster, Massachusetts FIGURE 2 Post Development Drainage Plan 14IPage BAXTER NYE ENGINEERING & SURVEYING 1597 Falmouth Road„ Suite 1 u Centerville, MA 02632 Tel: 508-771-7502 ® Fax: 508-771-7622 ® www.baxter-nye.com BAXTER NYE i[NEERINC] iSL S.01ib`EYT.NG BAXTER NYE ENGINEERING & SURVEYING Registered Professional Engineers and Lond Surveyors 1597 Folmouth Rood — Unit 1 Centerville, Mossochusetts 02632 Phone: (508) 771-7502 Fox: (508) 771-7622 www.boxter-nye.com 108 OA PQSTdwg, rklE I STOGY WAT AT 1,411,960 JOLLYS CROSSING ROAD tti OL C DA -16 840 8 0 p wo AG INSTALL 4=. LAIN 8800 SEED All INMATRAT1ON DASH AREAS VAM ERN5T SEEDS RETENTION BASIN `,FLOOR MIK'LOW UWE-NANCE,.OR EQUAL{ TTF:\. \ PROPOSED 414e.** LEACHING CA8LEY YAM BEEH0EARA00 K1THIN'6k6' STONE REED_ 5 0000010E RIM.70.0 \ t, TOP OF CALLEY.68-0 TOP OF 01080.0&0 ' ., . 00TT08 OF OSLO Y.e0:4- PRITTORI—DF—SIONE.63.4 PROPOSED 5FP11C.5YSIEM (005105 BY OTHERS) PROPOSED OR1VEWAY Mae. "mmm�' 4tRp1rz wcr: iMOITECIL „ft" PUNS - 1/ PROPOSED 5 —SR OWELLING TOF_53.76 DA -4' Pettis SF PROPOSED 414'x4' LEACKIN0 GALLEY MATH BEEHIVE CRATE Mi1HM 8'z8' 51040 001.0 BEEENYE RIM.84.0 TOP OF 640051.8].5 TOP OF BT0NE.87.5 BOTTOM OF 041151.0104 BOTTOM OF STONE.828 /r DA —3 �N83� \ STAMP STAMP CONSULTANT CONSULTANT PREPARED FOR: Polhemus Savery DaSilva 157 Route 137 East Harwich, MA 02645 PROJECT TITLE Site Development 50 Fishermans Landing Road (aka 0 Jollys Crossing Road) Brewster, MA 02631 DATE DESCRIPTION SHEET TITLE Post -Development Drainage Areas Plan SHEET NO EX 2.0 DATE: JULY 14, 2023 30 0 30 60 moliP SCALE IN FEET SCALE: 1'=30' BRAWN BY: /45 CHECKED 8Y: NYE .108 NO: 2023-408 FILE:1713-108 04—POS0Ar Stormwater Management Report 50 Fishermans Landing Road July 14, 2023 Brewster, Massachusetts APPENDIX A SITE SOIL INFORMATION o SOIL SURVEY MAPS AND MAP UNITS o CLASSIFICATION AND DESCRIPTION OF SOILS ON SITE o TEST PIT SOIL LOGS BY RYDER WILCOX, INC 9-20-2022 o RATE OF INFILTRATION — RAWLS RATES o RAINFALL DATA MAPS — Per NOAA Atlas 14 151 Page BAXTER NYE ENGINEERING & SURVEYING 1597 Falmouth Road„ Suite 1 o Centerville, MA 02632 Tel: 508-771-7502 ® Fax: 508-771-7622 m www.baxter-nye.com Stormwater Management Report 50 Fishermans Landing Road July 14, 2023 Brewster, Massachusetts SOILS DATA The following Soil Map Units were located on USSCS Barnstable County Soil Survey. Based on these map units, a matching soil profile and description were determined. The SCS Soil Survey for the analysis area indicates that the predominant soils are: • Carver C • Carver D See following pages for the soil map and soil description. 161 Page BAXTER NYE ENGINEERING & SURVEYING 1597 Falmouth Road„ Suite 1 u Centerville, MA 02632 Tel: 508-771-7502 ® Fax: 508-771-7622 ® www.baxter-nye.com Soil Map —Barnstable County, Massachusetts (Soil Map -0 Jollys Crossing Rd -50 Fishermans Landing Rd. Brewster) 410140 41° 43'09"N 41016( 41018: 41(2:6 41° 43'S4°N 1l 1 1 1 410120 410140 Map Scale: 1:788 if prised an A portrait (8.5" x 11") sheet. 410160 10 20 40 Mebas Feet 0 35 70 140 210 Map projection: Web Mercator Comer coordinates: WCS83 Edge tics: UTM Zone 19N WGS84 410180 410290 e3 USDA Natural Resources Web Soil Survey Conservation Service National Cooperative Soli Survey 7/1212023 Page 1 of 3 Soil M ap—Bamstable County, Massachusetts (Soil Map -0 Jollys Crossing Rd -50 Fisherm ans Landing Rd. Brewster) MAP LE GEND Area of Interest (A01) J I Area ofInterest (A OI) Soils u Soil Map Unit Polygons Sall Map Unit Lines Soil Map Unit Points Special Point Feature s ta+ 0 Ad. 0 0 tc 0 h Blowout Borro w Pit Clay Spot Closed Depression G ravel Pit G ra ve lly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Misc ellaneo us Wate r Perennial Water Rock Outcrop Saline Spot Sandy Spot Se verely Erode d Spo t Sinkhole Slide or Slip Sodic Spot Spot Area Stony Spot Very Stony Spot Wet Spot Other Sp ecial Line Fe atures W ater F eatures Streams and Canals Tra nsportation 4- - Rails ,.io. Interstate Highways US Routes Major Roads Local Roads Backgroun d I. Aerial Photography MAP INFORM ATION 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 scal e of mapping can cause misunderstanding of th e detail of mapping and accuracy of soil line placement . The maps do not show the small areas of contrasting soils that could have been sh own at a more detailed s cale. Pl ease rely an the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conserv ation Service Web S oil Survey URL: Coordinate System: Web M ercator (EPSG:3857) Maps fr om the Web Soil Survey are bas ed on the Web Mercator proj ection, which pr eserves direction and shape but distorts distance and area . A pr ojecti on th at pres erv es area, such as the Albers equal-area conic projection, sh ould be used if more acc ur ate calculations of distance or area are required. This pr oduct is generated from the US DA-NRCS certified data as of the version date(s) listed below . Soil Survey Area: Barnstable Co unty, Massachusetts Survey Area Data: Version 19, Sep 9, 2022 Soil map units ar e labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial imag es were photogr aphed: Jun 10, 2022 —Jun 30, 2022 The orthoph oto or other bas e m ap on which the soil lines w ere compil ed and digitized probably differs from the background imag ery displayed on thes e maps. As a result, some minor shifting of map unit boundaries may be evident, 1 ,DA Natural Resourc es Web Soil Survey Co nserv ation Se rvice National Co operative Soil Survey 711212023 Page 2 of 3 Soil Map —Barnstable County, Massachusetts (Soil Map -0 Jollys Crossing Rd -50 Fishermans Landing Rd. Brewster) MAP LEGEND MAP INFORMATION Area of Interest (AOI) Solis Area of Interest (AOI) Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features 0 0 Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Ouarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot g. Spoil Area Stony Spot a Very Stony Spot Wet Spot Ly Other Special Line Features Water Features Streams and Canals Transportation .µt Rails - Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AO1 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 19, Sep 9, 2022 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 10, 2022 —Jun 30, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background Imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. USDA Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/12/2023 Page 2 of 3 Soil Map —Barnstable County, Massachusetts Soil Map -0 Jollys Crossing Rd -50 Fishermans Landing Rd. Brewster Map Unit Legend Map, Unit Symbol 252C 252D Map Unit Name Carver coarse sand, 8 to 15 percent slopes Carver coarse sand, 15 to 35 percent slopes Totals for Area of Interest cres in A 0.2 1.0 1.1 Percent of AO( 14.0% 86.0% 100.0% USDA Natural Resources Web Soil Survey 7/12/2023 Conservation Service National Cooperative Soil Survey Page 3 of 3 Map Unit Description: Carver coarse sand, 8 to 15 percent slopes ---Barnstable County, Soil Description 252C - 0 Jollys Massachusetts Crossing Road, Brewster, MA Barnstable County, Massachusetts 252C —Carver coarse sand, 8 to 15 percent slopes Map Unit Setting National map unit symbol: 2y07z Elevation: 0 to 250 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost -free period: 140 to 240 days Farmland classification: Not prime farmland Map Unit Composition Carver, coarse sand, and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Carver, Coarse Sand Setting Landform: Moraines, outwash plains Landform position (two-dimensional): Shoulder, footslope, backslope Landform position (three-dimensional): Crest, head slope, nose slope, side slope, riser Down -slope shape: Convex, linear Across -slope shape: Linear Parent material: Sandy glaciofluvial deposits Typical profile Oi - 0 to 2 inches: slightly decomposed plant material Oe - 2 to 3 inches: moderately decomposed plant material A - 3 to 7 inches: coarse sand E - 7 to 10 inches: coarse sand Bw1 - 10 to 15 inches: coarse sand Bw2 - 15 to 28 inches: coarse sand BC - 28 to 32 inches: coarse sand C - 32 to 67 inches: coarse sand Properties and qualities Slope: 8 to 15 percent Depth to restrictive feature: More than 80 inches Drainage class: Excessively drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to very high (1.42 to 14.17 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Maximum salinity: Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 4.3 inches) USDA Natural Resources ratio — Conservation Service Web Soil Survey National Cooperative Soil Survey 6/9/2023 Page 1 of 2 Map Unit Description: Carver coarse sand, 8 to 15 percent slopes --Barnstable County, Soil Description 252C - 0 Jollys Massachusetts Crossing Road, Brewster, MA Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: A Ecological site: F149BY005MA - Dry Outwash Hydric soil rating: No Minor Components Deerfield Percent of map unit: 10 percent Landform: Kame terraces, outwash deltas, outwash terraces, outwash plains Landform position (three-dimensional): Tread Down -slope shape: Linear Across -slope shape: Concave Hydric soil rating: No Hinckley Percent of map unit: 5 percent Landform: Eskers, kames, outwash deltas, outwash terraces, moraines, outwash plains, kame terraces Landform position (two-dimensional): Footslope, shoulder, backslope, summit, toeslope Landform position (three-dimensional): Nose slope, side slope, crest, head slope, riser, tread Down -slope shape: Convex Across -slope shape: Convex Hydric soil rating: No Merrimac Percent of map unit: 5 percent Landform: Kame terraces, outwash deltas, outwash terraces Landform position (three-dimensional): Riser, tread Down -slope shape: Linear Across -slope shape: Linear Hydric soil rating: No Data Source Information Soil Survey Area: Barnstable County, Massachusetts Survey Area Data: Version 19, Sep 9, 2022 USDA Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/9/2023 Page 2 of 2 Map Unit Description: Carver coarse sand, 15 to 35 percent slopes --Barnstable County, Soil Description 252D - 0 Jollys Massachusetts Crossing Road, Brewster, MA Barnstable County, Massachusetts 252D —Carver coarse sand, 15 to 35 percent slopes Map Unit Setting National map unit symbol: 2y07y Elevation: 0 to 220 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost -free period: 140 to 250 days Farmland classification: Not prime farmland Map Unit Composition Carver, coarse sand, and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Carver, Coarse Sand Setting Landform: Moraines, outwash plains Landform position (two-dimensional): Backslope Landform position (three-dimensional): Head slope, nose slope, side slope, riser Down -slope shape: Convex, linear Across -slope shape: Linear Parent material: Sandy glaciofluvial deposits Typical profile Oi - 0 to 2 inches: slightly decomposed plant material Oe - 2 to 3 inches: moderately decomposed plant material A - 3 to 7 inches: coarse sand E - 7 to 10 inches: coarse sand Bw1 - 10 to 15 inches: coarse sand Bw2 - 15 to 28 inches: coarse sand BC - 28 to 32 inches: coarse sand C - 32 to 67 inches: coarse sand Properties and qualities Slope: 15 to 35 percent Depth to restrictive feature: More than 80 inches Drainage class: Excessively drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): Moderately high to very high (1.42 to 14.17 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Maximum salinity: Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 4.3 inches) USDA Natural Resources Web Soil Survey 6/9/2023 Conservation Service National Cooperative Soil Survey Page 1 of 2 Map Unit Description: Carver coarse sand, 15 to 35 percent slopes —Barnstable County, Soil Description 252D - 0 Jollys Massachusetts Crossing Road, Brewster, MA Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6e Hydrologic Soil Group: A Ecological site: F149BY005MA - Dry Outwash Hydric soil rating: No Minor Components Deerfield Percent of map unit: 10 percent Landform: Outwash terraces, outwash plains, kame terraces, outwash deltas Landform position (three-dimensional): Tread Down -slope shape: Linear Across -slope shape: Concave Hydric soil rating: No Hinckley Percent of map unit: 5 percent Landform: Moraines, eskers, kames, outwash deltas, outwash terraces, outwash plains, kame terraces Landform position (two-dimensional): Summit, toeslope, shoulder, backslope, footslope Landform position (three-dimensional): Crest, head slope, nose slope, side slope, tread, riser Down -slope shape: Convex Across -slope shape: Convex Hydric soil rating: No Merrimac Percent of map unit: 3 percent Landform: Kame terraces, outwash deltas, outwash terraces Landform position (three-dimensional): Riser, tread Down -slope shape: Linear Across -slope shape: Linear Hydric soil rating: No Freetown, coastal lowland Percent of map unit: 2 percent Landform: Bogs, marshes, swamps Landform position (three-dimensional): Dip Down -slope shape: Concave Across -slope shape: Concave Hydric soil rating: Yes Data Source Information Soil Survey Area: Barnstable County, Massachusetts Survey Area Data: Version 19, Sep 9, 2022 USDA Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/9/2023 Page 2of2 TEST HOLE DATA DATE OF TEST HOLES: 9/20/2022 NO WATER ENCOUNTERED INSP. BY: D. QUINN (R&W), SHERRIE McCULLOUGH (HEALTH DEPT) No.1 DEPTH SOIL SOIL ELEVATION (IN.) HORIZON TEXTURE (FT) 0 — 6 0 FIBRIC 88.3 — 87.8 6 — 16 .A LOAMY SAND 87.8 — 87.0 16 — 32 B LOAMY SAND 87.0 — 85.6 32 — 84 cif MEDIUM TOSAND COARSE 85.6 — 81.3 84 — 96 C2 FlN SANDY LOAM 81.3 — 80.3 96 — 144 C3 MEDIUM TO COARSE SAND 80.3 — 76.3 No.2 DEPTH SOIL SOIL ELEVATION (IN.) HORIZON TEXTURE (FT) 0 — 3 0 FIBRIC 84.9 — 84.7 3 — 8 A LOAMY SAND 84.7 — 84.2 8 — 34 B LOAMY SAND 84.2 — 82.1 34 — 84 CI MEDIUM TO ND CO SA 82.1 — 77.9 84 — 92 C2 FINE SANDY LOAM 77.9 — 77.2 92 — 144 C3 MEDIUM TO COARSE SAND 77.2 — 72.9 BOTTOM OF PERC AT 80' (C1 —LAYER) <2MIN.4N. *Test pit data from soil testing by Ryder Wilcox , Inc. on September 20, 2022 Table 2.3.3. 1982 Rawls Rates1 Texture Class NRCS Hydrologic Soil Group (HSG) Infiltration Rate Inches/Hour Sand A 8.27 Loamy Sand A 2.41 Sandy Loam B 1.02 Loam B 0.52 Silt Loam C 0.27 Sandy Clay Loam C 0.17 Clay Loam D 0.09 Silty Clay Loam D 0.06 Sandy Clay D 0.05 Silty Clay D 0.04 Clay D 0.02 1 Rawls, Brakensiek and Saxton, 1982 Volume 3: Documenting Compliance with the Massachusetts Stormwater Management Standards Chapter 1 Page 22 NOAA's National Weather Service Hydrometeorological Design Studies C Precipitation Frequency Data Server (PFDS) S,te Map Org.l nlzation 11 Search ® NWS 0 All 4OAAI Oa General Informal 1011 ItOAAATLAS 14 POINT PRECIPITATION FREQUENCY ESTIMATES: MA Namapaga Progress Reports Data description FAQ Glossary Data type: Precipitation depth v Melee: English v Time feria typo: Partial duration ++ Precipitation Frequency Data Server Gi5 Grids Maps Time Series Temperate Documents Probable Maximum Precipitation Documents Miscellaneous Publications Storm Analy=,i.. Record prat Contact Us Inquiries i A.tu L Select location 1) Manually: a) By location (decd n3I degrees, use'= for S and XV), Latitude: 010y station lost of MA stations): Select station c) By addroaa 2) Use map: l 50 Fisherman Landing Rd, Brewaler. .V. q l POINT PRECIPITATION FREQUENCY (0-F) ESTIMATES N1rH 00% CONFIDENCE INTERVALS AND SUPPLEMENTARY INFORMATION NOAAAda8 14, Volume 10, Version 3 PF tabular Longitude: J Submit Location Information: Name: Brewster, Massachusells, USA' Latitude: 41.7332' Longitude: -70.0003' Elevation: 60 4 •• Print page PDS-based precipitation frequency estimates with 9O% confidence Intervals (in inches)1 2-te 61r 0169 (0.208-0.340) 0.301 (0.294-0.462) 0.448 (0.3480.547) 6.652 (0.5040225) 0.655 (0.881-1.06) 1.19 (0.6361.50) 1.42 (1.11-1.79) L1.66 AS -2.30i 12 -hr I 231 (1.63.2.65) 3dsy 276 (220339) 3.21 (2-563.911 3.52 (243-427) 6340 (0263.0431) 6.462 (0372-0.610) 0.567 10.436-0.710) 01222 (0.635-1.04) 1.08 (0.632-1.381 1.44 {1.151.00) 1.74 (1.36216) 123 (1.752.76) 2.75 (2.17.146) 3.25 120.310) 3.73 12.044.5-5) fi ( 0.456 (0.36125580) 0.647 (0.4611.887n) 0.761 (0.566.06671 1.10 (0.618.1.40) 1.44 (1.11-1.63) 1.14 (1.50'2.451 226 (1.76804) 218 (223-3.561 15 5.41 (2.73-4.30) 405 (121-4.90) 4.50 (3.664.611 4.91 (3.944.991 0.563 (0.423-0.707) 0.744 (0.601-9.00) 0.022 (0.706-1.16) 1.33 (1.02-1.70) 1.74 (1.34223) 2.32 (1.79.2.94) 2.66 (2.0N40) 3.37 (262-4.23) 4.06 (3.10-5.066) 4.72 1172443) 8.29 14.204560) 0.53 (4.45-6.89) Average recierence alfen1& l39: a) 21 0.686 {0.811-0.9201 0.972 (0.7211.30) 1.14 (1651.1.53) 1.65 (1.23-222) 2.19 (1.81-2.90). 2.65 (2.133.78) 3.20 (2.47-4.34) 4.06 (3.08533) 4.64 (3.711,32) 6.63 (4.30.7311 6.27 1441-7.95) 6.62 (5.10535) 80 0.765 (0.5741.08) 1.11 (0.813-1.52) 1.31 (0.956-1.79) Lag 11.362.59) 2.47 11.80.3.38) 3.24 (238-4.40) 174 (575.5.03) 462 (3.41-8.141 5.50 (4.09-7.25) 6.32 (4.726.24) 0.01 (5.269.04) 7.37 (556&45) 100 6.661 (0.837-1.27) 1,26 (0.902-1.00) 1.41 (1.06-2.12) 2.14 (1.513.06) 260 (2.00-4.00) 3.66 (2.62.5.15) 4.21 (102-6.67) 5.16 (172-7.13) 6,15 (4.441.36) 7.64 (5.16$.61) 7.77 (5.1510.3) 0.14 (5.94.10.7) 200 1.02 (0.603-1.47) 1.44 (0.968-2.66) 1.70' (1,14-2.45) 2.45 (1.64353) 320 (214-4.61) 4.16 (210-092) 4.75 13.22.6.73) 5.61 (3.96.0.14 ) 6.67 (4.71.9.52) 7..52 (634107) 137 (5.9611.61 146 1623.121) 500 111 (0.762-1.60) 1.71 (1.11.2.04) 214 (1.30-2.01) 2.91 (1.864.34) Lail (2.46-6667) 4.66 (3.17-7.18) 5.64 (3.81-6.10) 0.71 (4.40-0.71) 57.66 15-20-11.3). 1:01 {591.128 0.60 (6.46.13.5) 10.1 (6.74.119) 1000 1 1.37 (0.060-7.66) 1.44 (1.23.2.95) 2.29 (1.45.346) 3.36 (2.09.5.02) 4.32 (2.74-0.56) 5.46 (3.48-0.23) 6.11 (316423) 7.45 14.7611.6➢ ..71 (5.61427) 0.79 (0.34-14.1) 10.5 (8.6615.0) 10.0 (7.14.15.4) 4454 3.71 (345-4.571. 4.31 (3 48.5 70) 1.16 (4.16129) 540 (4.72-7.20) 6.2.9 (5.339471 7.66 (5.79..77) 6.42 (6.16.11.0) 0.21 (6.45-12.4) 10.4 (6,95'1431 11.3 (7.36.154) Stormwater Management Report 50 Fishermans Landing Road July 14, 2023 Brewster, Massachusetts APPENDIX B PRE -DEVELOPMENT WATERSHED RUNOFF & ROUTING (2, 10, 25 and 100 -year Storms) 171 Page BAXTER NYE ENGINEERING & SURVEYING 1597 Falmouth Road„ Suite 1 s Centerville, MA 02632 Tel: 508-771-7502 ® Fax: 508-771-7622 ® www.baxter-nye.com SP1 Stud Existing Lo Area (DA1 A) Existing areas to north �Subcat DA1 Existing areas to low paint at road Reach / -' KDA1 B2 Existing areas to east DA2 SP2 Link (DA3: SP3 DA4, SP4 Routing Diagram for 2023-108 EXISTING Prepared by Baxter Nye Engineering & Surveying, Printed 7/14/2023 HydroCAD® 10.00-11 sin 04803 © 2014 HydroCAD Software Solutions LLC 50 Fishermans Landing Road, Brewster, MA 2023-108 EXISTING Prepared by Baxter Nye Engineering & Surveying HydroCAD®10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.230 96 Gravel surface, HSG A (DA1, DA1B, DA2, DA3, DA4) 3.003 30 Woods, Good, HSG A (DA1, DA1 A, DAIS, DA2, DA3, DA4) 3.233 35 TOTAL AREA Printed 7/14/2023 Page 2 50 Fishermans Landing Road, Brewster, MA 2023-108 EXISTING Type Ill 24 -hr ATLAS 14 100YEAR BREWSTER Rainfall=7.04" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software, Solutions LLC Page 3 Time span=5.00.40.00 hrs, dt=0.01 hrs, 3501 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentDA1: Existing areas to low Runoff Area=0.312 ac 0.00% Impervious Runoff Depth=0.51" Flow Length=252' Tc=10.2 min CN=35 Runoff=0.06 cfs 0.013 af SubcatchmentDA1A: Existing areas to north Runoff Area=0.162 ac 0.00% Impervious Runoff Depth=0.22" Tc=5.0 min CN=30 Runoff=0.00 cfs 0.003 af SubcatchmentDA1 B: Existing areas to east Runoff Area=0.757 ac 0.00% Impervious Runoff Depth=0.57" Tc=5.0 min CN=36 Runoff=0.18 cfs 0.036 af SubcatchmentDA2: SP2 SubcatchmentDA3: SP3 SubcatchmentDA4: SP4 Reach SP1: Study Point 1 Runoff Area=1.079 ac 0.00% Impervious Runoff Depth=0.32" Flow Length=228' Tc=12.2 min CN=32 Runoff=0.08 cfs 0.029 af Runoff Area=0.529 ac 0.00% Impervious Runoff Depth=1.01" Tc=5.0 min CN=42 Runoff=0.42 cfs 0.045 af Runoff Area=0.394 ac 0.00% Impervious Runoff Depth=0.22" Tc=5.0 min CN=30 Runoff=0.01 cfs 0.007 af Inflow=0.18 cfs 0.047 af Outflow=0.18 cfs 0.047 af Pond 1 P: Existing Low Area Peak Elev=57.51' Storage=124 cf Inflow=0.06 cfs 0.013 af Discarded=0.00 cfs 0.005 af Primary=0.02 cfs 0.008 af Outflow=0.03 cfs 0.013 af Total Runoff Area = 3.233 ac Runoff Volume = 0.133 af Average Runoff Depth = 0.49" 100.00% Pervious = 3.233 ac 0.00% Impervious = 0.000 ac 50 Fishermans Landing Road, Brewster, MA 2023-108 EXISTING Type 11! 24 -hr ATLAS 14 100YEAR BREWSTER Rainfall=7.04" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCADQ 10.00-11 sin 04803 © 2014 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment DA1: Existing areas to low point at road Runoff = 0.06 cfs @ 12.41 hrs, Vaiume= 0.013 af, Depth= 0.51" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Type I1124 -hr ATLAS 14 100YEAR BREWSTER Rainfall=7.04" Area (ac) CN Description 0.025 96 Gravel surface, HSG A 0.287 30 Woods, Good, HSG A 0.312 35 Weighted Average 0.312 100.00% Pervious Area Tc Length Slope (min) (feet) (ft/ft) Velocity Capacity Description (ft/sec) (cfs) - - 8.2 61 0.0820 0.12 2.0 191 0.1047 1.62 10.2 252 Total 0 ti 0.055 0.05 0.0453 0.035- 0.03= 0.025- 0.02 0.015 0.01- 0.0057 Sheet Flow, A Woods: Light underbrush n= 0.400 P2= 3.20" Shallow Concentrated Flow, B Woodland Kv= 5.0 fps Subcatchment DA'I: Existing areas to low point at road Hydrograph I -I - -r - -I_ 1.-a - 1. _y Type 11124 -hr ATLAS 14 100YEAR BREWSTER Rainfall=7.04" Runoff Area=0,312 ac Runoff Volume=0.013 af Runoff depth=0.51" ' Flow Length=252' Tc=10.2 min CN=35 r 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) m Runoff` 50 Fishermans Landing Road, Brewster, MA 2023-108 EXISTING Type 111 24 -hr ATLAS 14 100YEAR BREWSTER Rainfall=7.04" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 sin 04803 Q 2014 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment DA1A: Existing areas to north Runoff = 0.00 cfs @ 13.73 hrs, Volume= 0.003 af, Depth= 0.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-40,00 hrs, dt= 0.01 hrs Type 1 11 24 -hr ATLAS 14 100YEAR BREWSTER Rainfall=7.04" Area (ac) CN Description 0.162 30 Woods, Good, HSG A 0.162 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5,0 Direct Entry, MINIMUM Subcatchment DA1A: Existing areas to north Hydrograph 0.005- 0,00- 0004-• 0,004- L u 0.003 O • 0.00 LL 0.002- 0.002- 0.001 0.00 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) J 1 1 1 1 1 I , 1 11 _ } _ } _ I NI I e 1 1 Type 11124 -hr ATLAS 14 100YEAR BREWSTER Rainfall=7.04" Runoff Area=0.1,62 ac Runoff Volume=0.003'af Runoff Depth=0.22" 1 4 Tc=5.0 mlln CN=30 1 i i I 1 1 1 50 Fishermans Landing Road, Brewster, MA 2023-108 EXISTING Type/11 24 -hr ATLAS 14 100YEAR BREWSTER Rainfall=7.04" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 sin 04803 © 2014 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment DA1 B: Existing areas to east Runoff 0.18 cfs @ 12.31 hrs, Volume= 0.036 af, Depth= 0.57" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span-- 5.00-40.00 hrs, dt= 0.01 hrs Type III 24 -hr ATLAS 14 100YEAR BREWSTER Rainfall --7.04" Area (ac) CN Description 0.074 96 Gravel surface, HSG A 0.683 30 Woods, Good, HSG A 0.757 36 Weighted Average 0.757 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, MINIMUM 0.2- 0.19- 0.18- 0.17- 0.16- 0.154 0.14- 0.13 -.T.w. 0.123 u 0.11- o.i. u. 0-08- 0-07 0.06 0.05'. 0.04 0.03= 0.02 0.01 0 Subcatchment DA1 B: Existing areas to east Hydrograph 5 6 r 1 1 1 r 1 TypeIII 24 -hr ATLAS 14 100YEAR BREWSTER Rainfall=7.04" Runoff Area=O.7'7 ac Runoff Volume=0.0$8 of Runoff depth=0.57" Tc=5,0 min CN=36 r 1 1_ 1 1 1 1 1- 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 0 Runoff 50 Fishermans Landing Road, Brewster, MA 2023-108 EXISTING Type 111 24 -hr ATLAS 14 100YEAR BREWSTER Rainfall=7.04" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 sin 04803 © 2014 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment DA2: SP2 Runoff = 0.08 cfs @ 12.54 hrs, Volume= 0.029 af, Depth= 0.3211 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Type 11124 -hr ATLAS 14 100YEAR BREWSTER Rainfall=7.04" Area (ac) CN Description 0.035 96 Gravel surface, HSG A 1.044 30 Woods, Good, HSG A 1.079 32 Weighted Average 1.079 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 64 0.0468 0.10 Sheet Flow, A Woods: Light underbrush n= 0.400 P2= 3.20" 1.5 164 0.1280 1.79 Shallow Concentrated Flow, B Woodland Kv= 5.0 f s 12.2 228 Total Subcatchment DA2: SP2 Hydrograph 0.08- 0.075 0.07- 0.065 0.06- 0.055-: 0.05 • 0.045: 0 0.04' • 0.035= 0.03= 0.025= 0.02 0.015- 0.01 0.005 0 1 1 u l I 1 1 I 1 1 ' 1 1 1 1 1 I 1 1 I I 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 , 1 1 1 1 1 I I I 1 Type III 24 -hr 1 I. t. I _1_ _r -_ J 1_ _1 L_L_L_1_ 1__ 1 1 1 I 1 1 1 !ATLAS 14 100YEAR BREWSTER Rainfall=7.04" I 1 1 I I ,Runoff Area41.O79 ac I � 1 I • Runoff Volume=0.029aat I Runoff Deplh.b.3 " J J 1 1 L L_ L_ - - - Flow Length=228' I I 1 1 1 1 1 Tc=12.2 min l i i l 1 T T T r r I I J J J 1 L L I I I I I r 1 L 1 1 I I 0.32 r r 1 I I I I I 1 I 1 1 I I 1 T -1 J I 1 1 I F I r r r 1 1 • 1 I 1 1 r 1 T r 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) • Runoff 50 Fishermans Landing Road, Brewster, MA 2023-108 EXISTING Type 111 24 -hr ATLAS 14 100YEAR BREWSTER Rainfall=7.04" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 sin 04803 0 2014 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment DA3: SP3 Runoff = 0.42 cfs @ 12.11 hrs, Volume= 0.045 af, Depth= 1.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Type II I 24 -hr ATLAS 14 100YEAR BREWSTER Rainfall=7.04" Area (ac) CN Description 0.095 96 Gravel surface, HSG A 0.434 30 Woods, Good, HSG A 0.529 42 Weighted Average 0.529 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment DA3: SP3 Hydrograph 0.461. 0.44- 0.42 0.4= 0.38 0.36= 0.34: 0.32 0. 0.284 0.26- 0.24- 0.22 0.2 0.18- 0.16= 0.14- 0.12- 0.1' 0.08 3 0.06 0.04 0.02 0 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 5 6 7 T r - I 1 _._. I 1 T r _ L _ . Type 111 24 -hr -ATLAS-14.10U1E4#Z BREWSTER Rainfall=7.04Y1 - t - t - . Runoff Area=0.529 ac - - - 4 - ; Rinoff Volume=0.045 af Runoff Depth=1.01 " •1 1 I 1 1 - - - - Tc=5:0 min I i - CN=42 1 1 1," I I 1 1 _ 4_x_4 _ 1 I I I 1 7 1 1 1 I 1 1 I -7 - -I - T - r " r ' 1 I 1 1 } - 4-, - r I 1- T L _ 1 I i i 4. 1 1 1 -1 T T T r r 1 1 1 4 i7 Runoff 50 Fishermans Landing Road, Brewster, MA 2023-108 EXISTING Type 111 24 -hr ATLAS 14 100YEAR BREWSTER Rainfall=7.04" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 stn 04803 Q 2014 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment DA4: SP4 Runoff = 0.01 cfs 13.73 hrs, Volume= 0.007 af, Depth= 0.2211 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Type 111 24 -hr ATLAS 14 100YEAR BREWSTER Rainfall1=7 04" Area (ac) CN Description 0.001 96 Gravel surface, HSG A 0.393 30 Woods, Good, HSG A 0.394 30 Weighted Average 0.394 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4 u 0 LL 5.0 Direct Entry, Minimum 0.013 0.012- 0.011- 0.171- 0.009- 0.006- 0.007 0.0062 0.005 0.004- 0.003- 0.002- 0.001= Subcatchment DA4: SP4 Hydrograph t I I 11 T r r 11 I ' I I I -I--,- I 11 r -r 1- J J 1 Type 111 24 -hr ATLAS 14 100YEAR BREWSTER Rainfall=7.04" Runoff Area=0.394 ac Runoff Volume=0.007'af Runoff ©epth=0.22" Te=5.0 min I 1 1 . J 1 1 L L 1- 1 1 1 1 ' .1 .1 1 1 1 I 1 1 I I 1 1 ! ' 1 L L L 4i m 1 1 1 I 11 1 - 4 4 4- 1- I 1 1 1 L - I- I J 1 I r r I I I 1 1 7 - r - r - 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 Time (hours) J G11{=30. 1 ' 1 1 1 1 1 1 - J - J - 4 - 1 - J_ - L - 1 1 1 1 I 1 1 1. 1 I II J _ .1 _ J _4 1 1- L 36 37 38 39 40 50 Fishermans Landing Road, Brewster, MA 2023-108 EXISTING Type III 24 -hr ATLAS 14 100YEAR BREWSTER Rainfall=7,04" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCADO 10.00-11 sin 04803 © 2014 HydroCAD Software Solutions LLC Page 10 Summary for Reach SP1: Study Point 1 Inflow Area = 1.231 ac, 0.00% Impervious, Inflow Depth = 0.46" for ATLAS 14 100YEAR BREWSTER € Inflow = 0.18 cfs @ 12.31 hrs, Volume= 0.047 af Outflow = 0.18 cfs @ 12.31 hrs, Volume= 0.047 af, Atten= 0%, Lag= 0.0 min Routing by Star-Ind+Trans method, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Reach SP1: Study Point 1 Hydrograph 0.25 0.19: 0.18- 0.17- 0.144 0.13= 0.124. 0.11 3 0.1i LL 0.09= 0.08= 0.07= 0.06 0.05i 0.04= 0.03= 0 02' 0,01 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 3 Inflow I3 Outflow` 50 Fishermans Landing Road, Brewster, MA 2023-108 EXISTING Type 11124 -hr ATLAS 14 100YEAR BREWSTER Rainfall=7.04" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 sln 04803 © 2014 HydroCAD Software Solutions LLC Page 11 Summary for Pond 1P: Existing Low Area Inflow Area = 0.312 ac, 0.00% Impervious, Inflow Depth = 0.51" for ATLAS 14 100YEAR BREWSTER E Inflow = 0.06 cfs @ 12.41 hrs, Volume= 0.013 af Outflow = 0.03 cfs @ 13.11 hrs, Volume= 0.013 af, Atten= 57%, Lag= 41.9 min Discarded = 0.00 cfs @ 13.08 hrs, Volume= 0.005 af Primary = 0.02 cfs @ 13.11 hrs, Volume= 0.008 of Routing by Stor-Ind method, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Peak Elev= 57.51' @ 13.11 hrs Surf.Area= 92 sf Storage= 124 cf Plug -Flow detention time= 242.8 min calculated for 0.013 af (97% of inflow) Center -of -Mass det. time= 231.0 min ( 1,197.1 - 966.1 ) Volume Invert Avail.Storage Storage Description #1 55.90' 171 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 55.90 1 0 0 56.00 68 3 3 58.00 100 168 171 Device Routing Invert Outlet Devices #1 Discarded 55.90' 1.020 in/hr Exfiltration over Surface area from 55.80' - 57.50' Excluded Surface area = 0 sf #2 Primary 57.50' 10.0' long x 3.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.00 cfs @ 13.08 hrs HW=57.50' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.02 cfs @ 13.11 hrs HW=57.51' (Free Discharge) t2=Broad-Crested Rectangular Weir(Weir Controls 0.02 cfs @ 0.21 fps) 50 Fishermans Landing Road, Brewster, MA 2023-108 EXISTING Type /1124 -hr ATLAS 14 100YEAR BREWSTER Rainfall=7.04" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 sin 04803 © 2014 HydroCAD Software Solutions LLC Page 12 Pond 1 P: Existing Low Area Hydrograph 0 LL 0.065- 0.06- 0.055:: 0.05- 0.045- 0.035= 0.03- 0.025= 0.021 0.015- 0.005;,. 0.01 0 10.06 cf6 1 0.03 0.02 f L 1 _ L r _ 7 r L Inflow Area=©.31-2 ac Freak Elev=57.51' Storage=='24 • I I . _. _L 1 -1 1- J 4 1 1 I I oir�iioiiiil m� Jr, �ii�iififiir,�ii�i�,ie..� 5 5 7 8 9 1011 121314 1516 1718 19 20 21 22 23 24 25 26 27 28 29 3031 32 3334 35 36 3738 39 40 Time (hours) !• Inflow ® Outflow ■ Discarded ■ Primary 50 Fishermans Landing Road, Brewster, MA 2023-108 EXISTING Type 111 24 -hr ATLAS 14 ?OYEAR BREWSTER Rainfall=4.72" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 sin 04803 © 2014 HydroCAD Software Solutions LLC Page 13 Time span=5.00-40.00 hrs, dt=0.01 hrs, 3501 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentDA1: Existing areas to low Runoff Area=0.312 ac 0.00% Impervious Runoff Flow Length=252' Tc=10.2 min CN=35 Runoff=0.00 SubcatchmentDA1A: Existing areas to north Runoff Area=0.162 ac 0.00% Impervious Runoff Tc=5.0 min CN=30 Runoff=0.00 SubcatchmentDA1 B: Existing areas to east Runoff Area=0.757 ac 0.00% Impervious Runoff Tc=5.0 min CN=36 Runoff=0.01 SubcatchmentDA2: SP2 SubcatchmentDA3: SP3 SubcatchmentDA4: SP4 Reach SP1: Study Point 1 Depth=0.05" cfs 0.001 af Depth=0.00" cfs 0.000 of Depth=0.07" cfs 0.005 of Runoff Area=1.079 ac 0.00% Impervious Runoff Depth=0.01" Flow Length=228' Tc=12.2 min CN=32 Runoff=0.00 cfs 0.001 af Runoff Area=0.529 ac 0.00% Impervious Runoff Depth=0.24" Tc=5.0 min CN=42 Runoff=0.04 cfs 0.011 af Runoff Area=0.394 ac 0.00% Impervious Runoff Depth=0.00" Tc=5.0 min CN=30 Runoff=0.00 cfs 0.000 af Inflow=0.01 cfs 0.005 af Outflow=0.01 cfs 0.005 af Pond 1P: Existing Low Area Peak Elev=56.03' Storage=5 cf Inflow=0.00 cfs 0.001 af Discarded=0.00 cfs 0.001 af Primary=0.00 cfs 0.000 af Outflow=0.00 cfs 0.001 af Total Runoff Area = 3.233 ac Runoff Volume = 0.017 af Average Runoff Depth = 0.06" 100.00% Pervious = 3.233 ac 0.00% Impervious = 0.000 ac 50 Fishermans Landing Road, Brewster, MA 2023-108 EXISTING Type 111 24 -hr ATLAS 14 1OYEAR BREWSTER Rarnfa11=4.72" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 sin 04803 © 2014 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchrnent DA1: Existing areas to low point at road Runoff 0.00 cfs @ 15.65 hrs, Volume= 0.001 af, Depth= 0.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Type 1 11 24 -hr ATLAS 14 10YEAR BREWSTER Rainfall=4.72" Area (ac) CN Descri tion 0.025 96 Gravel surface, HSG A 0.287 30 Woods, Good, HSG A 0.312 35 Weighted Average 0.312 100.00% Pervious Area Tc Length Slope (min) (feet) (ft/ft) Velocity Capacity Description (ft/sec) (cfs) 8.2 61 0.0820 0.12 2.0 191 0.1047 1.62 10.2 252 Total 0.002 0.002 0.002 0.002-1 0.00 0.002 0.002 0.001 0 0.001-' 0.001'' 0.001 2 0.0014 u_ 0.001 0.001. 0.001- 0.001 0.000 0.000- 0.000- 0.000= Sheet Flow, A Woods: Light underbrush n= 0.400 P2= 3.20" Shallow Concentrated Flow, B Woodland Kv= 5.0 fps Subcatchrnent DA1: Existing areas to low point at road Hydrograph ATLAS 1410YEAR • .-t-r-r-r-I--I- I Type III 24 -hr REWSTER Rainfall=4.72" Runoff Area=0.312 ac Runoff Volume=0.001 af Runoff Depth=0.05" Flow Length=25T- Tc=10.2 min - C N=35 - I I I r r I " I I I I 1 J _ _ 1 _ L _ L _ I TI r - r - 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) I7 Runoff' 50 Fishermans Landing Road, Brewster, MA 2023-108 EXISTING Type Ill 24 -hr ATLAS 14 1 OYEAR BREWSTER ,Rainfall=4, 72" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 sin 04803 ® 2014 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment DA1A: Existing areas to north Runoff 0.00 cfs @ 24.01 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Type II I 24 -hr ATLAS 14 10YEAR BREWSTER Rainfall=4.72" Area (ac) CN Description 0.162 30 Woods, Good, HSG A 0.162 100.00% Pervious Area Tc Length Slope Velocity Capacity Description _(11112)____&211 ftlft ftisec cfs 5.0 Direct Entry, MINIMUM 0 0 0 0 0 0 a LLo 0 0 0 0 0 0 0' , 5 6 7 8 9 10 11 12 1 Subcatchment DA1A: Existing areas to north Hydrograph Type 11124 -hr " ATLAS 14 WEAR BREWSTER Rainfall=4.72" Runoff Area=0.162 ac Runoff Volume=0.000 af Runoff De th=0.00'• r - - Tc=5.0 rnin " CN-30 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 Time (hours) 32 33 34 35 36 37 38 39 40 • Runoff 50 Fishermans Landing Road, Brewster, MA 2023-108 EXISTING Type 111 24 -hr ATLAS 14 10YEAR BREWSTER Rainfall=4.72'° Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 sin 04803 © 2014 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment DA1 B: Existing areas to east Runoff = 0.01 cfs @ 15.24 hrs, Volume= 0.005 af, Depth= 0.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Type III 24 -hr ATLAS 14 10YEAR BREWSTER Rainfall=4.72" Area (ac) CN Description 0.074 96 Gravel surface, HSG A 0.683 30 Woods, Good, HSG A 0.757 36 Weighted Average 0.757 100.000/0 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, MINIMUM Subcatchment DA1 B: Existing areas to east Hydrograph 1 0.0071 4.007 0.006 0.006 0.005- 0.005 0.004- 0.004- 0.003H 0.003- 4.442- 4.042- 0.401 0.001 0.000- 0 5 6 7 8 9 14 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 1 - I I 1 1 • 1 1 I I I 1 I I I 1 I 1 T Type 11124 -hr ATLAS 14 10YEAR BREWSTER Rainfall=4.72" - - - r - r - Runoff Area=0.757 ac " " I L L Runoff Volume=0.005 af I Runoff Depth=0.07" Tc=5.0 min 1 1 I I r r I 1 L L L 1 I I 1 _ L _ L _ I 1 I I I I J J J _ _ - 1 "I 1 _ J CN=36 1 L A I I 1 - 1 - I- ' 1 . I I 1 . I I L D Runoff 50 Fishermans Landing Road, Brewster, MA 2023-108 EXISTING Type 111 24 -hr ATLAS 14 1OYEAR BREWSTER Rainfall=4.72" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 sin 04803 <J 2014 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment DA2: SP2 Runoff 0.00 cfs @ 22.84 hrs, Volume= 0.001 af, Depth= 0.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Type 11124 -hr ATLAS 14 10YEAR BREWSTER Rainfall=4.72" Area (ac) CN Description 0.035 96 Gravel surface, HSG A 1.044 30 Woods, Good, HSG A 1.079 32 Weighted Average 1.079 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ftlsec) (cfsj 10.7 64 0.0468 0.10 Sheet Flow, A Woods: Light underbrush n= 0.400 P2= 3.2011 1.5 164 0.1280 1.79 Shallow Concentrated Flow, B Woodland Kv= 5.0 fps 12.2 228 Total 0.002 0.0024 0.002- 0.002-1 0.0024 0.002- 0.002' 0.001: 0.001 0.001. 0.001 0.001' 0.001 0.0014 0.001- 0.0014 0.000- 0.000 0.000` 0.0004 0 0 Subcatchment DA2: SP2 Type III; 24'; -hr ATLAS 14 '10YEAR BREWSTER Rain Runoff Area=1.079 ac Runpff 11otumo:0.0011 - Runoff!Oepth=0:01" ? , T, Flow Length=228' ; - , -. Tc=i2.2miin ciu=32 I I I 1 1 I r 1 I 1 1 1 1 1 1 1 1 1 4 4 I 1 J - I 1 -, -I I 1 I I E 1 1 I 1 I 1 I 1 1 5 6 7 8 9 10 11 12 I -r- r r - T r Hydrograph I I ' -1 - - I I I I 3 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 1 I ' r 1 . 1 T 1 , 1 _ - I T r r I I I I 1 _ L L I 1 I Tr r 1 J r . 4 1 1 1 1 r r r 1 1 r�r-+ 1 L L I I I - r - r - t - r - 1 I i i 1 I 1 1 1 1 1 1 1 _1 J 1 1 L. l I I 1 1 1 -4 J 1 1 1 L I i i i 1 1 1 I I -1 1 1 1 I 1 1 1 I J J I L L I I 1 1 ' I 1 1 T r r 13 Runoff 50 Fishermans Landing Road, Brewster, MA 2023-108 EXISTING Type 111 24 -hr ATLAS 14 10YEAR BREWSTER Rainfall=4.72" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCADO 10.00-11 sin 04803 © 2014 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment DA3: SP3 Runoff = 0.04 cfs @ 12.40 hrs, Volume= 0.011 af, Depth= 0.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-40.00 hrs, dt= 0.01 his Type 11124 -hr ATLAS 14 10YEAR BREWSTER Rainfallk4.72" Area (ac) CN Description 0.095 96 Gravel surface, HSG A 0.434 30 Woods, Good, HSG A 0.529 42 Weighted Average 0.529 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Subcatchment DA3: SP3 Hydrograph 0.04- 0.038 0.036 0.034- 0.032- 0.03 0.026. 0.0244 0.022= • 0.02' LL • 0.018- 0.016= 0.014 0.012- 0.011 0.008 0.0061 0.004 0.002 0 --1 1. ! O i l s -r r - r - r I r T- T r T i I I 1 I J. L Type 111247hr ATLAS 14 10YEAR BREWSTER Rainfall=4.72'" I I Runoff Area=0.529 ac Runoff Volume=0.D1 T of Runoff (Depth=0.24" Tc-5.0 min CH=42 I I 1. I L I I I I I J. . .1 I I 1 1 1 1 1 • I I Y I N I I X I 5 6 7 8 9 10111213141516171819202122232425262728293031323334 Time (hours) 1 L 1 - I . I . 1 _ L _ I I I I I I I I I I i I I I 1 _ k -4 -I -- I 5 36 37 38 39 40 01 Runoff 50 Fishermans Landing Road, Brewster, MA 2023-108 EXISTING Type/11 24 -hr ATLAS 14 10YEAR BREWSTER Rainfa11=4.7,2„ Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 LlydroCADO 10.00-11 sin 04803 © 2014 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment DA4: SP4 Runoff = 0.00 cfs @ 24.01 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted -ON, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Type II I 24 -hr ATLAS 14 10YEAR BREWSTER Rainfall=4.72" Area (ac) ON Descri tion 0.001 96 Gravel surface, HSG A 0.393 30 Woods, Good, HSG A 0.394 30 Weighted Average 0.394 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 0: 0 0 0 0- 0= 0• 0 0 0 u. 0 0 0 0 0 0 5 Direct Entry, Minimum Subcatchment DA4: SP4 Hydrograph 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Time (hours) 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Type 11124 -hr ATLAS 14 10YEAR BREWSTER Ralnfall l.72'" I I I I Runoff Area=0.394 ac 1 I 1 Runoff Volume=0.000 af L Runoff Depth=0.00'. a I Tc=5.0 min CN=30 I ; I 1 1 I 1 I k r r r 1 r r 1 r 1 I I u I I I t U I ■ Runoff 50 Fishermans Landing Road, Brewster, MA 2023-108 EXISTING Type 111 24 -hr ATLAS 14 1OYEAR BREWSTER Rainfall=4.72" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCADO 1000-11 sin 04803 Q 2014 HydroCAD Software Solutions LLC Page 20 Summary for Reach SP1: Study Point 1 Inflow Area = 1.231 ac, 0.00% Impervious, Inflow Depth = 0.04" for ATLAS 14 10YEAR BREWSTER e‘ Inflow = 0.01 cfs @ 15.24 hrs, Volume= 0.005 af Outflow = 0.01 cfs @ 15.24 hrs, Volume= 0.005 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Reach SP1: Study Point 1 Hydrograph 0.007 0.407 0.006 0.006= 0.005 0.005 _ 0.004_. 0.004 .: 3 ° 0.003- 0.003- 0.002- 0.002 T 0.009 0.001= 0.000 0 Inflow Ares;=1231 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 2$ 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) IN Inflow • Outflow 50 Fishermans Landing Road, Brewster, MA 2023-108 EXISTING Type 111 24 -hr ATLAS 14 10YEAR BREWSTER Rainfall=4.72" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 21 Summary for Pond 1P: Existing Low Area Inflow Area = 0.312 ac, 0.00% Impervious, Inflow Depth = 0.05" for ATLAS 14 10YEAR BREWSTER e% Inflow = 0.00 cfs @ 15.65 hrs, Volume= 0.001 af Outflow = 0.00 cfs @ 19.08 hrs, Volume= 0.001 af, Atten= 18%, Lag= 205.9 min Discarded = 0.00 cfs @ 19.08 hrs, Volume= 0.001 af Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Peak Elev= 56.03' @ 19.08 hrs Surf.Area= 68 sf Storage= 5 cf Plug -Flow detention time=44.1 min calculated for 0.001 af (100% of inflow) Center -of -Mass det. time= 44.1 min ( 1,175.8 - 1,131.7 ) Volume Invert Avail.Storage Storage Description #1 55.90' 171 cf Custom Stage Data (Prismaticisted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet), (cubic -feet) 55.90 1 0 0 56.00 68 3 3 58.00 100 168 171 Device Routing Invert Outlet Devices #1 Discarded 55.90' 1.020 in/hr Exfiltration over Surface area from 55.80' - 57.50' Excluded Surface area = 0 sf #2 Primary 57.50' 10.0' long x 3.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.00 cfs @ 19.08 hrs HW=56.03' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=55.90' (Free Discharge) ,Primary Rectangular Weir( Controls 0.00 cfs) 50 Fishermans Landing Road, Brewster, MA 2023-108 EXISTING Type 111 24 -hr ATLAS 14 10YEAR BREWSTER Rainfall=4.72" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCADO 10.00-11 sin 04803 © 2014 HydroCAD Software Solutions LLC Page 22 Pond 1P: Existing Low Area Hydrograph 0-002 0.0024 0.002- 0.002= 0,0021 0.002 0.0024 0.001 0.001 0.001 0.001 0-001- 0.001. 0.001 0-001 a 0-o01 0,000'_ 0.000 0.000- 0.000 l 0 0 cis 0 5 6 7 8 9 101112 131415 161718 19 20 21 22 23 24 25 26 27 28 29 30 31 323334 35 36 37 38 39 40 Time (hours) I I I 1 i I I -L-i- -L- 1 1 1 N ■ Inflow 0 Outflow ■ Discarded ■ Primary 50 Fishermans Landing Road, Brewster, MA 2023-108 EXISTING Type 111 24 -hr ATLAS 14 25YEAR BREWSTER Rainfall=5.63" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 23 Time span=5.00-40.00 hrs, dt=0.01 hrs, 3501 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method Pond routing by Stor-Ind method SubcatchmentDA1: Existing areas to low Runoff Area=0.312 ac 0.00% Impervious Runoff Flow Length=252' Tc=10.2 min CN=35 Runoff=0.01 SubcatchmentDA1A: Existing areas to north Runoff Area=0.162 ac 0.00% Impervious Runoff Tc=5.0 min CN=30 Runoff=0.00 SubcatchmentDA1 B: Existing areas to east Runoff Area=0.757 ac 0.00% Impervious Runoff Tc=5.0 min CN=36 Runoff=0.03 SubcatchmentDA2: SP2 SubcatchmentDA3: SP3 SubcatchmentDA4: SP4 Reach SP1: Study Point 1 Depth=0.18" cfs 0.005 of Depth=0.04" cfs 0.001 af Depth=0.22" cfs 0.014 of Runoff Area=1.079 ac 0.00% Impervious Runoff Depth=0.08" Flow Length=228' Tc=12.2 min CN=32 Runoff=0.01 cfs 0.008 af Runoff Area=0.529 ac 0.00% Impervious Runoff Depth=0.49" Tc=5.0 min CN=42 Runoff=0.12 cfs 0.022 af Runoff Area=0.394 ac 0.00% Impervious Runoff Depth=0.04" Tc=5.0 min CN=30 Runoff=0.00 cfs 0.001 af Inflow=0.03 cfs 0.014 af Outflow=0.03 cfs 0.014 af Pond 1P: Existing Low Area Peak Elev=57.46' Storage=120 cf Inflow=0.01 cfs 0.005 af Discarded=0.00 cfs 0.004 af Primary=0.00 cfs 0.000 af Outflow=0.00 cfs 0.004 af Total Runoff Area = 3.233 ac Runoff Volume = 0.049 af Average Runoff Depth = 0.18" 100.00% Pervious = 3.233 ac 0.00% Impervious = 0.000 ac 50 Fishermans Landing Road, Brewster, MA 2023-108 EXISTING Type 111 24 -hr ATLAS 14 25YEAR BREWSTER Rainfall=5.63" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 24 Summary for Subeatchment DA1: Existing areas to low point at road Runoff 0.01 cfs @ 13.79 hrs, Volume= 0.005 af, Depth= 0.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Type 111 24 -hr ATLAS 14 25YEAR BREWSTER Rainfall=5.63" Area (ac) ON Description 0.025 96 Gravel surface, HSG A 0.287 30 Woods, Good, HSG A 0.312 35 Weighted Average 0.312 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.2 61 0.0820 0.12 Sheet Flow, A Woods: Light underbrush n= 0.400 P2= 3.20" 2.0 191 0.1047 1.62 Shallow Concentrated Flow, B Woodland Kv= 5.0 fps 10.2 252 Total u 0 u- 0.009 0.008 0.007 0007 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 Subcatchment DA1: Existing areas to low point at road Hydrograph fool r , I 1 I T - r 7ypeIIT fir ATLA614 25YEAR BREWSTER Rainfall=5.63" Runoff Area=0.312 ac Runoff Volume=0.005 af Runoff Depth=0.18" Flow Length=252'- Tc=10.2 min_ , CN=35 1 1 L . � I I I I I 1 I I - - -t-r I I I I I -1- 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 1 I I =ti-', t -T -I -- I I 1 ! I I Y I I Y I - '- - I Y I 50 Fishermans Landing Road, Brewster, MA 2023-108 EXISTING Type 111 24 -hr ATLAS 14 25YEAR BREWSTER Rainfall=5.63" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 sin 04803 ® 2014 HydroCAD Software Solutions LLC Page 25 Summary for Subcatchment DA1A: Existing areas to north Runoff 0.00 cfs @ 17.15 hrs, Volume= 0.001 af, Depth= 0.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Type 1 11 24 -hr ATLAS 14 25YEAR BREWSTER Rainfall=5.63" Area (ac) CN Description 0.162 30 Woods, Good, HSG A 0.162 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (Mt) (ft/sec) (cfs) 5.0 Direct Entry, MINIMUM 0.001= 0.001= 0.001= 0.001 0.001 0.001 0.000= 0.000 0.000 O 0.000 0.000- y0.000 0.000- 0.000.7 0 0 Subcatchment DMA: Existing areas to north Hydrograph 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 5 6 7 1 I � I _ - _ J - J _ J. � I 1 1 1 I 1 1 1 1 • 1 1 1- t- t- t- r - I .1 _ 1 . I Type 'III p4 -¢1r ATLAl814 25YEAR BREWSTER Rainfall=5.63" r r Runoff Area=0.162 ac .1 L 1 1 1 1 1 1 L Runoff Volume=0.001 af Runoff Depth=0.04" Tc=5.0 min 1 Cllr=30 J J 1 L LL I 1 1 1 Y 1 I r 1 1 1 1 1 1 1 I 1 1 I Y I - -1 + +_1 -1 I I Y J 1 I r r r I I I I J 1 - 1 _ L - I 1 1 1 '1 ' '1 -1 T f Y r - 1 1 1 J J 1 2 L L 1 I 1 I 1 I I C3 Runoff 1 50 Fishermans Landing Road, Brewster, MA 2023-108 EXISTING Type 11124 -hr ATLAS 14 25YEAR BREWSTER Rainfall=5.63" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCADQ 10.00-11 sin 04803 © 2014 HydroCAD Software Solutions LLC Page 26 Summary for Subcatchment DA1 B: Existing areas to east Runoff 0.03 cfs @ 12.47 hrs, Volume= 0.014 af, Depth= 0.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Type III 24 -hr ATLAS 14 25YEAR BREWSTER Rainfall=5.63" Area (ac) CN Description 0.074 96 Gravel surface, HSG A 0.683 30 Woods, Good, HSG A 0.757 36 Weighted Average 0.757 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, MINIMUM 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 Subcatchment DA1 B: Existing areas to east Hydrograph Type III 24 -fir ATLAS 14 25YEAR BREWSTER Rainfall=5.63" 'Runoff Area=0.757 ac Runoff Volume=0.014 af Runoff Depth=0.22" Tc=5.0 min Gh1=36 1 I I 1 I I - A _ L - L 1 1 I 1 i 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 Time (hours) 1 I I 1 � 1 i T r r • 1 I I I 1 1 1 1 1 1 1 r r r 1 1 0 31 32 33 34 35 36 7 9 40 ID Runoff` 50 Fishermans Landing Road, Brewster, MA 2023-108 EXISTING Type 111 24 -hr ATLAS 14 25YEAR BREWSTER Rainfall=5.63" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 H droCAD® 10.00-11 sin 04803 a 2014 HydroCAD Software SolutionsLLC Page 27 Summary for Subcatchment DA2: SP2 Runoff = 0.01 cfs @ 15.36 hrs, Volume= 0.008 af, Depth= 0.08" Runoff by SOS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00.40.00 hrs, dt= 0.01 hrs Type III 24 -hr ATLAS 14 25YEAR BREWSTER Rainfall=5.6311 Area (ac) CN Description 0,035 96 Gravel surface, HSG A 1.044 30 Woods, Good, HSG A 1.079 32 Weighted Average 1.079 100.00% Pervious Area Tc Length (min) (feet) Slope (ft/ft) Velocity (ft/sec) 10.7 64 0.0468 0.10 1.5 164 0.1280 1.79 12.2 228 Total 0 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 Capacity (cfs) Description Sheet Flow, A Woods: Light underbrush n= 0.400 P2= 3.20" Shallow Concentrated Flow, B Woodland Kv= 5.0 fps Subcatchment DA2: SP2 Hydrogra ph 1 . 1 1 1 1 1 1 1 I 1 I I I I I 1- 1 - -1 1 1 1 1 j 1 1 1 1 1 ! , 7 J - J I I I I 1 1 1 I I ' X 1 1 1 1 1 1 7 . 1 1 1 1 J 1 I I I I I I I 1 1 1 1 1 I I J J I 1 I -1 11 _I_ _1_ _1 Type 111 24 -hr ATLAS 14 25YEAR BREINSTER Rainfall=5.631' Runoff Area=1.079 ac -Runoff Volume=4.008 af I . 1 1 1 r r r 1 1 1 L L 1 I r r .1 1 - L . 1 I 1 I Y I 7 1 r r r I 1 L t r r -' _ 1 1 L 1 1 Tr r - r 1 1 1 , T r r r 1 1 L L T r - 1- L . L Runoff Depth=0.08" Flow Length=22'8° - J - -1 - . Tc=12.2 min CN=32_ 1 1 1 1 1 I _ i_ L- I_ - 1 1 , 1 , 1 1 1 1 J J 1 1 1 L 1 1 i 1 1 1 1_r_r_r_r_ Y J 1 1 1 1- 1 - L_ X I Fr -N- J - 1 1 L I I I r r r I L L 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 50 Fishermans Landing Road, Brewster, MA 2023-108 EXISTING Type 11124 -hr ATLAS 14 25YEAR BREWSTER Rainfall=6.63" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 sin 04803 © 2014 HydroCAD Software Solutions LLC Page 28 Summary for Subcatchment DA3: SP3 Runoff 0.12 cfs @ 12.29 hrs, Volume= 0.022 af, Depth= 0.491" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Type III 24 -hr ATLAS 14 25YEAR BREWSTER Rainfall=5.6311 Area (ac) CN Description 0.095 96 Gravel surface, HSG A 0.434 30 Woods, Good, HSG A 0.529 42 Weighted Average 0.529 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum 0.13 4.125-1 0.12=' 0.115- 0.11 �105- 0.1-1 0.0951 0.09' 0.0B5 0.08 70.0751 130.O75- 0.07 , 0.065- 0 0.06= LL 0.055 0.05 0.045 004- 0.O35- 0.03-1 0.025 0.02 0.015 0.01 0.005- 0 5 Type 111 24 -hr ATLAS '14 25YEAR BREWSTER Rainfall -5.63" - , - r Runoff Area=0.529 ac 1 I I I I 1 I 1 I I ' Subcatchment DA3: SP3 Hydrograph 1 .1. • 11 1 1 1 1 1 , r r r r -r 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 1 _ L _1 1 1 T T r r 1 _ 1 1 1 I 1- T 1 1 1 1 1 T r L L. Runoff Volume=0.022 af Runoff Depth=0.49" 1 I I 1 I Tc=5.0 min T T T T - - CN=42 _ 1 _ 1 1. _ _. _ _ I T T T• I r• 1 1 1 I u_ 1__ 1 1 1 1 I I .L L - - - - 1- . 1- - I 1 I T T T r r -r -I--- 1 1 1 1 1 1 TT T .1 1L I__r ' 1 1 1 1 1 1 1' r 1 1 L L 1 1 1 1 1 1 1 - - 1 " 1 " T 1 1 1 L I _ I I I T I' r - -- r - 1- • _ 50 Fishermans Landing Road, Brewster, MA 2023-108 EXISTING Type 111 24 -hr ATLAS 14 25YEAR BREWSTER Rainfall=5.63" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCADO 10.00-11 sin 04803 © 2014 HydroCAD Software Solutions LLC Page 29 Summary for Subcatchment DA4: SP4 Runoff = 0.00 cfs © 17.15 hrs, Volume= 0.001 af, Depth= 0.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Type 11124 -hr ATLAS 14 25YEAR BREWSTER Rainfall --5.63" Area (ac) CN Description 0.001 96 Gravel surface, HSG A 0.393 30 Woods, Good, HSG A 0.394 30 Weighted Average 0.394 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fflft) (ftlsec) Lcfs) 5.0 Direct Entry, Minimum Subcatchment DA4: SP4 Hydrograph 1 Runoff 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 111 24 -hr 1426YEAR BREWSTER Rainfall=5.63"- _ I Runoff Area=0,394 ac 1 L Runoff Volume=0.003 f_ 1 r I Runoff Depth=0.Q4" I r arc=5.0 min 1 1 1 1 1 1 1 1 1 L 1 1 1 1 1 1 1 I- 1 I I 1 1 I 1 • _1- 1 -i , J 4 } 4 - F 1 I I 1 1 1 1 1 1 1 1 1 1 r- � -I l- l- 1- t- t- t- I U I I I 1 1 , 1 1 1 1 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 50 Fishermans Landing Road, Brewster, MA 2023-108 EXISTING Type 111 24 -hr ATLAS 14 25YEAR BREWSTER Rainfall=5.63" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCADO 10.00-11 sin 04803 Q 2014 HydroCAD Software Solutions LLC Page 30 Summary for Reach SP1: Study Point 1 Inflow Area = 1.231 ac, 0.00% Impervious, Inflow Depth = 0.14" for ATLAS 14 25YEAR BREWSTER eN. Inflow = 0.03 cfs @ 12.47 hrs, Volume= 0.014 af Outflow = 0.03 cfs © 12.47 hrs, Volume= 0.014 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Reach SP1: Study Point 1 Hydrograph 0.032 0.03- 0.028-, 0.026 0.024-4 0.022- 0.02 0.018= 0.016= a fi 0.014= 0.0121 0.01 0.008- 0.006- 0.004- 0.002= 0 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) El Inflow p Outflow 50 Fishermans Landing Road, Brewster, MA 2023-108 EXISTING Type 111 24 -hr ATLAS 14 25YEAR BREWSTER Rainfall=5.63" Prepared by Baxter Nye Engineering & Surveying. Printed 7/14/2023 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 31 Summary for Pond 1 P: Existing Low Area Inflow Area = 0.312 ac, 0.00% Impervious, Inflow Depth = 0.18" for ATLAS 14 25YEAR BREWSTER e% Inflow = 0.01 cfs @ 13.79 hrs, Volume= 0.005 af Outflow = 0.00 cfs @ 24.10 hrs, Volume= 0.004 af, Atten= 72%, Lag= 618.5 min Discarded = 0.00 cfs @ 24.10 hrs, Volume= 0.004 af Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Peak Elev= 57.46' @ 24.10 hrs Surf.Area= 91 sf Storage= 120 cf Plug -Flow detention time= 550.4 min calculated for 0.004 af (94% of inflow) Center -of -Mass det. time= 528.0 min ( 1,562.4 - 1,034.4 ) Volume Invert Avail.Storage Storage Description #1 55.90' 171 cf Custom Stage Data (Prismatic). isted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 55.90 1 0 0 56.00 68 3 3 58.00 100 168 171 Device Routing Invert Outlet Devices #1 Discarded 55.90' 1.020 in/hr Exfiltration over Surface area from 55.80' - 57.50' Excluded Surface area = 0 sf #2 Primary 57.50' 10.0' long x 3.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.00 cfs @ 24.10 hrs HW=57.46' (Free Discharge) 'P-1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=55.90' (Free Discharge) L2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 50 Fishermans Landing Road, Brewster, MA 2023-108 EXISTING Type 11124 -hr ATLAS 14 25YEAR BREWSTER Rainfall=5.63" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCADO 100}0-11 sin 04803 © 2014 HydroCAD Software Solutions LLC Page 32 Pond 1 P: Existing Low Area Hydrograph 0.009- o.00fi 0.007; 0.007; o.O06- 0.006 0.005- 0.005- 0.004- 0.004 0.003- 0.003- 0.002 0.002- 0.001- 0.001 0 5 6 7 8 9 10 11 1213 141516171819 20 21 22 23 24 25 26 27 26 29 30 31 32 33 34 35 36 37 38 3940 Time (hours) L - 1 _ J - L - Inflow Area=Q.312 ac I I I ! 1 I I J_L 1 J L_ J I 1 JI peakElev=57.46'. 1 I t i I I F _ a 1 1 _ - -� - Storage -1-20 cf L 4.„ 1- -1 I- 1- I 1 I- 1 1 1 I 1 1 1 1 lI 1 1 1 I 1 1 1 1 1 1 1 1 -1 - I I + 1- F , - -1 , 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 - 1- 1 -1 1- - �1 1 1 1 1 1 1 sr fir: !,/.�f_., ▪ Inflow ❑ Outflow • Discarded El Primary 50 Fishermans Landing Road, Brewster, MA 2023-108 EXISTING Type 111 24 -hr TR20 2YEAR BREWSTER Rainfall=3.30" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 33 Time span=5.00-40.00 hrs, dt=0.01 hrs, 3501 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentDA1: Existing areas to low Runoff Area=0.312 ac 0.00% Impervious Runoff Depth=0.00" Flow Length=252' Tc=10.2 min CN=35 Runoff=0.00 cfs 0.000 af SubcatchmentDA1A: Existing areas to north Runoff Area=0.162 ac 0.00% Impervious Runoff Depth=0.00" Tc=5.0 min CN=30 Runoff=0.00 cfs 0.000 af SubcatchmentDA1 B: Existing areas to east Runoff Area=0.757 ac 0.00% Impervious Runoff Depth=0.00" Tc=5.0 min CN=36 Runoff=0.00 cfs 0.000 af SubcatchmentDA2: SP2 SubcatchmentDA3: SP3 SubcatchmentDA4: SP4 Reach SP1: Study Point 1 Runoff Area=1.079 ac 0.00% Impervious Runoff Depth=0.00" Flow Length=228' Tc=12.2 min CN=32 Runoff=0.00 cfs 0.000 af Runoff Area=0.529 ac 0.00% Impervious Runoff Depth=0.02" Tc=5.0 min CN=42 Runoff=0.00 cfs 0.001 af Runoff Area=0.394 ac 0.00% Impervious Runoff Depth=0.00" Tc=5.0 min CN=30 Runoff=0.00 cfs 0.000 af Inflow=0.00 cfs 0.000 af Outflow=0.00 cfs 0.000 af Pond 1 P: Existing Low Area Peak EIev=55.90' Storage=0 cf Inflow=0.00 cfs 0.000 af Discarded=0.00 cfs 0.000 af Primary=0.00 cfs 0.000 af Outflow=0.00 cfs 0.000 af Total Runoff Area = 3.233 ac Runoff Volume = 0.001 af Average Runoff Depth = 0.00" 100.00% Pervious = 3.233 ac 0.00% Impervious = 0.000 ac 50 Fishermans Landing Road, Brewster, MA 2023-108 EXISTING Type III 24 -hr TR20 2YEAR BREWSTER Rainfall=3.30„ Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 H droCAD�J 10.00-11 sin 04803 O 2014 H droCAD Software Solutions LLC Pa e 34 Summary for Subcatchment DA1: Existing areas to low point at road Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Type 11124 -hr TR20 2YEAR BREWSTER Rainfall=3.30" Area (ac) CN Description 0.025 96 Gravel surface, HSG A 0.287 30 Woods, Good, HSG A 0.312 35 Weighted Average 0.312 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feetL (ft/ft) (ft/sec) (cfs) 8.2 61 0.0820 0.12 Sheet Flow, A Woods: Light underbrush n= 0.400 P2= 3.20" 2.0 191 0.1047 1.62 Shallow Concentrated Flow, B Woodland Kv= 5.0 fps 10.2 252 Total Subcatchment DA1: Existing areas to low point at road Hydrograph 0 LL f Type I1124 -hr TR20 2YEAR BREWSTER Rainfall=3.30" Runoff Area=0.312 ac 'Runoff Volume=0.000 af Runoff Depth=0.04" Flow Length=252' Tc=10.2 min CN=35 0100 cis o - 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) ■ Runoff 50 Fishermans Landing Road, Brewster, MA 2023-108 EXISTING Type 111 24 -hr TR20 2YEAR BREWSTER Rainfall=3.30" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 sin 04803 © 2014 HydroCAD Software Solutions LLC Pape 35 Summary for Subcatchment DA1A: Existing areas to north Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Type 111 24 -hr TR20 2YEAR BREWSTER Rainfall=3.30" Area (ac) ON Description 0.162 30 Woods, Good, HSG A 0.162 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ftlsec) _ (cfs) 5.0 Direct Entry, MINIMUM Subcatchment DA1 A: Existing areas to north Hydrograph 0 LL 0 0 00 cfs Type 111 24 -hr TR20 2YEAR BREWSTER Rainfall=3.30" Runoff Area=0.162 ac Runoff Volume=0.000 af Runoff Depth=0.00" Tc=5,O min it N=30 6 7 8 91 1 12 13 14 15 16 17 18 9 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Time (hours) 4 35 6 37 38 39 40 • Runoff 50 Fishermans Landing Road, Brewster, MA 2023-108 EXISTING Type 111 24 -hr TR20 2YEAR BREWSTER Rainfall=3,30" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 sin 04803 a 2014 HydroCAD Software Solutions LLC Page 36 Summary for Subcatchment DA1 B: Existing areas to east Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted -ON, Time Span= 5.00-40,00 hrs, dt= 0.01 hrs Type 111 24 -hr TR20 2YEAR BREWSTER Rainfail=3.30" Area (ac) ON Description 0.074 96 Gravel surface, HSG A 0.683 30 Woods, Good, HSG A 0.757 36 Weighted Average 0.757 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, MINIMUM Subcatchment DA1 B: Existing areas to east Hydrograph w V 0 LL 00 cfs 0 TR20 2YEAR Type 11124 -hr BREWSTER Rainfai1=3.3©" Runoff Area=p.757 ac Runoff Votume'P--0.000 af Runoff Depth=0.00" Tc=5.0 min CN=36 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 23 36 37 38 39 40 0 Runo 50 Fishermans Landing Road, Brewster, MA 2023-108 EXISTING Type 111 24 -hr TR20 2YEAR BREWSTER Rainfall=3.30" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 sin 04803 © 2014 HydroCAD Software Solutions LLC Pa4e 37 Summary for Subcatchment DA2: SP2 Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Type 11124 -hr TR20 2YEAR BREWSTER Rainfall=3.30" Area (ac) CN Description 0.035 96 Gravel surface, HSG A 1.044 30 Woods, Good, HSG A 1.079 32 Weighted Average 1.079 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 64 0.0468 0.10 Sheet Flow, A Woods: Light underbrush n= 0.400 P2= 3.20" 1.5 164 0.1280 1.79 Shallow Concentrated Flow, B Woodland Kv= 5.0 fps 12.2 228 Total Subcatchment DA2: SP2 Hydrograph U 0 L Elecr5 0 - Type 111 24 -hr TR20 2YEAR BREWSTER Rainfall=3.30" Runoff Area=1.079 ac Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=228' Tc='12.2 min CN=32 5 6 7 8 9 10111213141516171819202122232425262728293031323334353637383940 Time (hours) ■ Runoff 50 Fishermans Landing Road, Brewster, MA 2023-108 EXISTING Type 111 24 -hr TR2O 2YEAR BREWSTER Rainfall=3.30" Prepared by Baxter Nye Engineering & Surveying Printed 7/1412023 HydroCAD® 10.00-11 sin 04803 Q 2014 HydroCAD Software Solutions LLC Page 38 Summary for Subcatchment DA3: SP3 Runoff — 0.00 cfs @ 20.75 hrs, Volume= 0.001 af, Depth= 0.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Type III 24 -hr TR20 2YEAR BREWSTER Rainfall=3.30" Area (ac) CN Description 0.095 96 Gravel surface, HSG A 0.434 30 Woods, Good, HSG A 0.529 42 Weighted Average 0.529 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftift) (ftisec) (cfs) 5.0 Direct Entry, Minimum Subcatchment DA3: SP3 Hydrograph 0 LL 0.001- 0.001- 0.001- 0.001: 0.001- 0.001- 0-001- 0.001: 0.0017 0.000- 0.000- 0.000- 0.000- 0 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) T Type 11124 -hr Tapp 2YER BREWSTER Rainfall=3.3Q" Runoff Area=0.529 ac Runoff-Volume=0.001 af Runoff Depth=0.02" Y Tc=S.O min CN=42 L L I r DR 0 50 Fishermans Landing Road, Brewster, MA 2023-108 EXISTING Type III 24 -hr TR20 2YEAR BREWSTER Rainfall=3.30" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 sin 04803 Q 2014 HydroCAD Software Solutions LLC Page 39 Summary for Subcatchment DA4: SP4 Runoff 0.00 cfs © 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted -ON, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Type I1124 -hr TR20 2YEAR BREWSTER Rainfall=3.30" Area (ac) ON Description 0.001 96 Gravel surface, HSG A 0.393 30 Woods, Good, HSG A 0.394 30 Weighted Average 0.394 100.00% Pervious Area To Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum LL 0 Subcatchment DA4: SP4 Hydrograph TR20 2YEAR Type 111 24 -hr BREWSTER Rainfall=3:30" Runoff Area=0.394 ac Runoff Volume=0:00'-0 af Runoff Depth=0.00" Tc=5.0 min C14=3Q G 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 2 Time (hours) 30 31 32 33 34 5 36 37 38 39 40 ■ Runoff 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 50 Fishermans Landing Road, Brewster, MA 2023-108 EXISTING Type 11124 -hr TR20 2YEAR BREWSTER Rainfall=3,30" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCADQ 10.00-11 sin 04803 © 2014 HydroCAD Software Solutions LLC Page 40 Summary for Reach SP1: Study Point 1 Inflow Area = 1.231 ac, 0.00% Impervious, Inflow Depth = 0.00" for TR20 2YEAR BREWSTER event Inflow = 0.00 cfs @ 5,00 hrs, Volume= 0.000 af Outflow = 0.00 cfs c7 5.00 hrs, Volume= 0.000 af, Atten = 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Reach SRI: Study Point 1 Hydrograph IG9 Inflow 0 Outflow 50 Fishermans Landing Road, Brewster, MA 2023-108 EXISTING Type HI 24 -hr TR20 2YEAR BREWSTER Rainfall=3.30" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD®10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 41 Summary for Pond 1P: Existing Low Area Inflow Area = 0.312 ac, 0.00% Impervious, Inflow Depth = 0.00" for TR20 2YEAR BREWSTER event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Peak Elev= 55.90' @ 5.00 hrs Surf.Area= 1 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 55.90' 171 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 55.90 1 0 0 56.00 68 3 3 58.00 100 168 171 Device Routing Invert Outlet Devices #1 Discarded 55.90' 1.020 in/hr Exfiltration over Surface area from 55.80' - 57.50' Excluded Surface area = 0 sf #2 Primary 57.50' 10.0' long x 3.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.00 cfs @ 5.00 hrs HW=55.90' (Free Discharge) t-1=Exfiltration (Passes 0.00 cfs of 0.00 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=55.90' (Free Discharge) t-2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 50 Fishermans Landing Road, Brewster, MA 2023-108 EXISTING Type 11124 -hr TR20 2YEAR BREWSTER Rainfall=3.30„ Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCADQ 10.00-11 sin 04803 © 2014 HydroCAD Software Solutions LLC Page 42 Pond 1P: Existing Low Area Hydrograph 0 L 0.00 cfs 0.00 cfs 0. cfs i 0.00 cfs' 0 . .. /f%//fi//if///////lf/f�ff//,f/f/f/ffi//1111/,/.lfi/1r'/,/rte 5 6 7 8 9 1011 12 131415 1817 1819202122232425262728293031323 343538 37383940 Time (hours) ® Inflow O Outflow 8 Discarded L7 Primary Stommwater Management Report 50 Fishermans Landing Road July 14, 2023 Brewster, Massachusetts APPENDIX C POST- DEVELOPMENT WATERSHED RUNOFF & ROUTING (2, 10, 25 and 100 -year Storms) 181 Page BAXTER NYE ENGINEERING & SURVEYING 1597 Falmouth Road„ Suite 1 ® Centerville, M4 02632 Tel: 508-771-7502 ® Fax: 508-771-7622 0 www.baxter-nye.com sP1 Study a z P?rfiposed Areas to East i :DA1) Low Area Infiltration Proposed Areas to Low Basin w reaching galley Area Proposped Areas to North Subca9 Reach Ex. Central Low Area Infiltration Basin Link �DA2 Site Areas to Ex. Low Area / DA3J' Ex. astern Low Area nfiltration Basin House Areas to Ex. Low Area DA44 1 House Areas to E) . Low Area 4P Ex. Centrar Low Area Infiltration Basin Routing Diagram for 2023-108 PROPOSED Prepared by Baxter Nye Engineering & Surveying, Printed 7/14/2423 HydroCAD® 10.00-11 sin 04803 © 2014 HydroCAD Software Solutions LLC 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Prepared by Baxter Nye Engineering & Surveying HydroCAD® 10.00-11 s/n 04803 0 2014 HydroCAD Software Solutions LLC Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) Printed 7/14/2023 Page 2 0.808 39 >75% Grass cover, Good, HSG A (DA1, DA1 B, DA2, DA3, DA4) 0.116 96 Gravel surface, HSG A (DA1, DA2) 0.086 98 Roofs, HSG A (DA4) 0.265 98 Unconnected pavement, HSG A (DA2, DA4) 1.996 30 Woods, Good, HSG A (DA1, DA1A, DA1 B, DA2, DA3, DA4) 3.271 42 TOTAL AREA 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type 111 24 -hr ATLAS 14 100YEAR BREWSTER Rainfall=7.04" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 3 Time span=5.00-40.00 hrs, dt=0.01 hrs, 3501 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentDA1: Proposed Areas to Low Runoff Area=0.375 ac 0.00% Impervious Runoff Depth=1.17" Tc=5.0 min CN=44 Runoff=0.39 cfs 0.037 af SubcatchmentDA1A: Proposped Areas to Runoff Area=0.153 ac 0.00% Impervious Runoff Depth=0.22" Tc=5.0 min CN=30 Runoff=0.00 cfs 0.003 af SubcatchmentDA1 B: Proposed Areas to Runoff Area=0.540 ac 0.00% Impervious Runoff Depth=0.38" Tc=5.0 min CN=33 Runoff=0.06 cfs 0.017 af SubcatchmentDA2: Site Areas to Ex. Low Runoff Area=1.168 ac 14.13% Impervious Runoff Depth=0.86" Flow Length=181' Tc=5.6 min UI Adjusted CN=40 Runoff=0.65 cfs 0.083 af SubcatchmentDA3: House Areas to Ex. Low Runoff Area=0.365 ac 0.00% Impervious Runoff Depth=0.44" Tc=5.0 min CN=34 Runoff=0.06 cfs 0.013 af SubcatchmentDA4: House Areas to Ex. Runoff Area=0.670 ac 27.76% Impervious Runoff Depth=1.34" Tc=5.0 min UI Adjusted CN=46 Runoff=0.86 cfs 0.075 af Reach SP1: Study Point 1 Inflow=0.10 cfs 0.027 af Outflow=0.10 cfs 0.027 af Pond 1 P: Low Area Infiltration Basin w Peak Elev=58.02' Storage=500 cf Inflow=0.39 cfs 0.037 af Discarded=0.02 cfs 0.028 af Primary=0.06 cfs 0.007 af Outflow=0.08 cfs 0.036 af Pond 2P: Ex. Central Low Area Infiltration Peak EIev=70.30' Storage=1,172 cf Inflow=0.65 cfs 0.083 af Outflow=0.10 cfs 0.083 af Pond 3P: Ex. Eastern Low Area Infiltration Peak EIev=91.73' Storage=114 cf Inflow=0.06 cfs 0.013 af Outflow=0.02 cfs 0.013 af Pond 4P: Ex. Central Low Area Infiltration Peak EIev=89.04' Storage=1,191 cf Inflow=0.86 cfs 0.075 af Outflow=0.09 cfs 0.075 af Total Runoff Area = 3.271 ac Runoff Volume = 0.228 af Average Runoff Depth = 0.84" 89.27% Pervious = 2.920 ac ` 10.73% Impervious = 0.351 ac 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type 111 24 -hr ATLAS 14 100YEAR BREWSTER Rainfall=7.04" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment DA1: Proposed Areas to Low Area Runoff = 0.39 cfs @ 12.10 hrs, Volume= 0.037 af, Depth= 1.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Type Ill 24 -hr ATLAS 14 100YEAR BREWSTER Rainfall=7.04" Area (ac) ON Description 0.076 96 Gravel surface, HSG A 0.289 30 Woods, Good, HSG A 0.010 39 >75% Grass cover, Good, HSG A 0.375 44 Weighted Average 0.375 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (Rift) (ft/sec) (cfs) 5.0 Direct Entry, MINIMUM Subcatchment DA1: Proposed Areas to Low Area Hydrograph 0.42- 0.4 0.381 0.36= 0.34 0.32= 0.31 0.281 0.26 0.241 0.22 O 0.2 LL 0.18 0.16! 0.141 0.12 0.1 0.08 0.06 0.04 0.92 0 0. - 1 L L I + I T L r -r I I I 1 L I - 6 - 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) Type III 24 -hr ATLAS 14 100YEAR BREWSTER Rainfall=7.04" Runoff Area=0.375 ac Runoff Volume=0.037 of - T Runoff Depth=1.17" - 1 - T - - Tc=5.0 min I I A- - - - - . I I I Y - Y - 1 CN=44 IN Runoff 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type 111 24 -hr ATLAS 14 100YEAR BREWSTER Rainfall=7.1 4" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 H droCADO 10.00-11 sin 04803 © 2014 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment DA1A: Proposped Areas to North Runoff = 0.00 cfs @ 13.73 hrs, Volume= 0.003 af, Depth= 0.2211 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Type 11 1 24 -hr ATLAS 14 100YEAR BREWSTER Rainfall=7,04" Area (ac) CN Description 0.153 30 Woods, Good, HSG A 0.153 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (fiisec) (efs) 5.0 0.005 0.005- 0.005 0.004 0.004 0.004 0.004 0,004- 0.003 0.003 0.003 f 0.003 0.003 0.002 U. 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0 Direct Entry, MINIMUM Subcatchment DA1A: Proposped Areas to North Hydrograph I I - 1- a_ 1 1 v I I I I I i 7 - r 1 1 1 I +- 4--+-'-"- -I'-1--I--I-� I I 5 6 7 8 9 10 11 12 13 14 t I' - 1 L L 1 1 T — T — i I , Type II! 24 -hr - I I I 1 ATLAS 14 100YEAR BREWSTER Rainfall=7.04" Runoff Area=0.153 ac Runoff Volume -7-0.003 of I I I I I Runoff Depth=0.22" . ., 1 _ r - 1 -, - 1 Tc=5.0 min I, 1 1 , 1 I I I I II 1 , .. I. - 1_ I__I_ _1_ GN=30 -, - q _ 1- _ I- _ t _ _ I- -,- -I - -{ - -1 - - - - • I I 1 1 1 1 1 I 1 1 1 I I I 4 I 1 I I d If r II 1 I• I - 1- 4 I 1 _ 1 1 I 1 I I I 1 I I I I I II 1 1 4 4— • I I 1 1 I 1 , 1 4 I I I I f - I I 4 I I I 1- b - I- - I- - I -I - - 1 - - I- - I I I I 1 I I r r r 1 , -I 1 I I I .1 1 4. 1 I- 9 5 16 17 16 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 Time (hours) 1 Runoff 1 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type 11124 -hr ATLAS 14 100YEAR BREWSTER Rainfall=7.04" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 H droCAD® 10.00-11 sin 04803 © 2014 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment DA1 B: Proposed Areas to East Runoff 0.06 cfs @ 12.39 hrs, Volume= 0.017 af, Depth= 0.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Type 111 24 -hr ATLAS 14 100YEAR BREWSTER Rainfall=7.04" Area (acj CN Description 0.340 30 Woods, Good, HSG A 0.200 39 >75% Grass cover, Good, HSG A 0.540 33 Weighted Average 0.540 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ft/sec) (cfs) 5.0 0.065 0.06- 0.05 0.0 0.045- 0.04- 0.035- 0.03- 0.025j 0.02- 0.015- 0.01- 0.005- r Direct Entry, MINIMUM Subcatchment DA1 B: Proposed Areas to East Hydrograph 1 L • I. I II Type 111 24•hr ATLAS 14 100YEAR BREWSTER Rainfall=7.04" r r r Runoff Area=0,540 ac Runoff Volume -0.017 at Runoff Depth=0.38" Tc=5.0 min CN=33 -'1 I I I I • - r - r - I - T - T - P - I I I I T I � I I 1 L � I Y 1 1 _ L I I I I I I T r r 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type 111 24 -hr ATLAS 14 I00YEAR BREWSTER Rainfall=7.04" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment DA2: Site Areas to Ex. Low Area Runoff = 0.65 cfs @ 12.13 hrs, Volume= 0.083 af, Depth= 0.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Type III 24 -hr ATLAS 14 100YEAR BREWSTER Rainfall=7.04" Area (ac) CN Adj Description 0.040 96 Gravel surface, HSG A 0.686 30 Woods, Good, HSG A 0.277 39 >75% Grass cover, Good, HSG A 0.165 98 Unconnected pavement, HSG A 1.168 44 40 Weighted Average, UI Adjusted 1.003 85.87% Pervious Area 0.165 14.13% Impervious Area 0.165 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 2.9 1.4 25 0.1800 25 0.1800 131 0.0990 5.6 181 Total 0.31 Sheet Flow, A Grass: Short n= 0.150 P2= 3.20" 0.14 Sheet Flow, B Woods: Light underbrush n= 0.400 P2= 3.20" 1.57 Shallow Concentrated Flow, C Woodland Kv= 5.0 fps 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type/11 24 -hr ATLAS 14 100YEAR BREWSTER Rainfall=7.04" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 H droCAD® 10.00-11 sin 04803 © 2014 H droCAD Software Solutions LLC Page 8 Subcatchment DA2: Site Areas to Ex. Low Area Hydrograph 0.52 0,4 0.4 0.3 0.3- 0.25- 0.2 0.15_ 0.1- 0,05 0 f 5 6 7 8 1 1 1 1 1 1 1 L J J .1 J. .L 1 I I ' I 1 I I I I I Type !11'24 -hr ATLAS 14 100YEAR BREWSTER Rainfati=7.04" Runoff Area=1.168 ac Runoff'Volume=0.083 of Runoff Depth=0.86" Flow Length=181' Tc=5.6 min UTAdjusted CN=40 r T 1 L 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) B Runoff 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type 111 24 -hr ATLAS 14 100YEAR BREWSTER Rainfa11=7.04" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 sin 04803 © 2014 F (are Solutions LLC Page 9 Summary for Subcatchment DA3: House Areas to Ex. Low Area Runoff = 0.06 cfs @ 12.36 hrs, Volume= 0.013 af, Depth= 0.44" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-40.00 hrs, dt- 0.01 hrs Type 11124 -hr ATLAS 14 100YEAR BREWSTER Rainfall=7.04" Area (ac) CN Description 0.198 30 Woods, Good, HSG A 0.167 39 >75% Grass cover, Good, HSG A 0.365 34 Weighted Average 0.365 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 5.0 Direct Entry, MINIMUM 0.06- 0.055- 0.05- 0.04 0.04- 1 0.035- u X 0.0 a 0.025 0.02 0.015- 0.01- 0,005- j Subcatchment DA3: House Areas to Ex. Low Area Hydrograph Type 111 24 -hr ATLAS 14 100YEAR BREWSTER Rainfall=7.04" Runoff Area=0.365 ac Runoff Volume=0.013 af Runoff Depth=0,44" Tc=5.0 min CN=34 1 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 1 Runoff 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type III 24 -hr ATLAS 14 100YEAR BREWSTER Rainfall=7.04" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 sin 04803 © 2014 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment DA4: House Areas to Ex. Low Area Runoff = 0.86 cfs @ 12.09 hrs, Volume= 0.075 af, Depth= 1.34" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Type I1124 -hr ATLAS 14 100YEAR BREWSTER Rainfall=7.04" Area (ac) CN Adj Description 0.330 30 Woods, Good, HSG A 0.154 39 >75% Grass cover, Good, HSG A 0.100 98 Unconnected pavement, HSG A 0.086 98 Roofs, HSG A 0.670 51 46 Weighted Average, UI Adjusted 0.484 72.24% Pervious Area 0.186 27.76% Impervious Area 0.100 53.76% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ftfft) (ft/sec) (cfs) 5.0 Direct Entry, MINIMUM 0.95 0.9 0.85= 0.75 0.7. 0.65= 0.6 T, 0.55= 0.5= 0.45= 0.47. 0.35= 0.3- 0.25 0.2- 0.15- 0.05' 0 Subcatchment DA4: House Areas to Ex. Low Area Hydrograph 0.96 crs Type 111 24 -hr ATLAS 14100VEAR BREWSTER Rainfall=7.04" Runoff Area -0.670 ac - -Runoff Volume=0.075 af Runoff Depth -1.34" Tc=5.0 min UI Adjusted CN=46 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 0 Runoff' 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type !l! 24 -hr ATLAS 14 100YEAR BREWSTER Rainfall=7.04" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 sin 04803 Ci 2014 HydroCAD Software Solutions LLC Page 11 Summary for Reach SP1: Study Point 1 Inflow Area = 1.068 ac, 0.00% Impervious, Inflow Depth = 0.311" for ATLAS 14 100YEAR BREWSTER E Inflow = 0.10 cfs @ 12.74 hrs, Volume= 0.027 af Outflow = 0.10 cfs @ 12.74 hrs, Volume= 0.027 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Reach SP1: Study Point 1 Hydrograph 0.11 0.105: 0.1' 0.095= 0.09 0.085 0.08 0,075= 0.07- w 0.065 0.06- 0.055 u°, 0.05 0.045= 0.04-a 0.035 0.034, 0.025 0.02 0.015= 0.01 0.005- 0 I -I 1 T T I _ J _ I I I 4 J L L L 1 0 I I I I 1 7 T 1' 1 1 1 I 1 I 1 1 I I r r l , r r r I I nflow-Arrela= O6B, ac J 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours} r L ® Inflow II O Outflow 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type 111 24 -hr ATLAS 14 100YEAR BREWSTER Rainfall=7.04" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 12 Summary for Pond 1 P: Low Area Infiltration Basin w leaching galley Inflow Area = 0.375 ac, 0.00% Impervious, Inflow Depth = 1.17" for ATLAS 14 100YEAR BREWSTER E Inflow = 0.39 cfs @ 12.10 hrs, Volume= 0.037 af Outflow = 0.08 cfs @ 12.74 hrs, Volume= 0.036 af, Atten= 78%, Lag= 38.4 min Discarded = 0.02 cfs @ 12.62 hrs, Volume= 0.028 af Primary = 0.06 cfs @ 12.74 hrs, Volume= 0.007 af Routing by Stor-Ind method, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 58.02' @ 12.74 hrs Surf.Area= 417 sf Storage= 500 cf Plug -Flow detention time= 238.2 min calculated for 0.036 af (97% of inflow) Center -of -Mass det. time= 223.8 min ( 1,125.7 - 901.9 ) Volume Invert Avail.Storage Storage Description #1 56.00' 675 cf Custom Stage Data (Prismatic Jsted below (Recalc) #2 50.00' 44 cf Galley 4x4x4 Inside= 42.0"W x 43.0"H => 12.67 sf x 3.50'L = 44.3 cf Outside= 52.8"W x 48.0"H => 14.72 sf x 4.00'L = 58.9 cf 719 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 56.00 34 0 0 58.00 414 448 448 58.50 494 227 675 Device Routing Invert Outlet Devices #1 Discarded 55.90' 2.410 in/hr Exfiltration over Surface area from 55.90' - 58.00' Excluded Surface area = 0 sf #2 Primary 58.00' 5.0' long x 3.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.02 cfs @ 12.62 hrs HW=58.00' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.03 cfs @ 12.74 hrs HW=58.02' (Free Discharge) t2=Broad-Crested Rectangular Weir(Weir Controls 0.03 cfs @ 0.33 fps) 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type 111 24 -hr ATLAS 14 100YEAR BREWSTER Rainfall=7.04" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HvdroCAD® 10.00-11 s/n 04803 © 2014 HVdroCAD Software Solutions LLC Page 13 Pond 1P: Low Area Infiltration Basin w leaching galley Hydrograph 1 I 1 0.42 0.4= 0-38 0.36 0.34 0.32- 0.28 0.26 t 6.24 0.16- 0.14 0.12 0.1 0.08= 0.061 0.041 0.02_ 0 Y 1 I 1 1 1 I I 1 I 1I- - I - -I T 1 1 I I 1 I I 1 1 r 1 1 1 I 1 • I _ J _ 6 _ 1. -J _ } _ 1- . _ _I - I. - I- -1 1 - - - r _ 7 _ r _ 1_ _Irifliov Area -0.375 ac; - 1 _1 1 1 1 1 L 1 - '' J_ 1 1 1 1 1 1 1 1 1 1 1 1 1 Peak r -1 - rA A/�' 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 I 1 11 1 1 1 1 - 1 -1- 1 I - 1 �.! 1St©rage=J' 00 cf 1 , I I I I 1 - 1 - 1 i - 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 - - I 1 1 1 1 1 1 1 i 1 1.. I .1 - 1- -1 - 1 _ I- _ _ _ _ L _ _ _ _ 1 _ I_ J _ J. _ _ I _ 1 _ L _ 1_ J _ 1 _ L _ J _ L 1 I I 1 I 1 1 1 1 1 1 1 1 1 1 1 1 , I- -1 - r -r -,- 7 _ r - :-1-t-:- I--1- 1 -I- 1 1 I 1 1 . 1 1 I a I 1 1. 1 1 L 1 J 1 1 11 I 1 1 I 1 1 1 1 1 1 1 I 1 1 I 1 1 1 1 1 1 1 1 1 I I I I 1 1 I I 1 1 1 1 I 1 1 1 1 I 1 1 1 1 1 1 1 1 11 I 1 1 1 I -1_ _ _T _1_ _,_ '1 1 , •- I -1 - -• 1- -1- I 1 I 1 I 1 I 1 _I_ 1_ 1_ Ia_i_I..1 _! 1 _ 1_L L I I 1 t. ..1 .1 - • _ 1 _1 L __ L I 1 1 I 1 1 1 I 1 1 11 I 1 I 'r -r' '_r_r_r 7 -T -r -I-7 1 r - r 7 r L _ 1 0 ._ J I I 5 6 7 8 9 1011 1213 14 15 16 1718 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 3435 36 37 38 39 40 TJnie (hours) • Inflow © Outflow ■ Discarded III Primary 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type 111 24 -hr ATLAS 14 100YEAR BREWSTER Rainfall=7.04" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 14 Summary for Pond 2P: Ex. Central Low Area Infiltration Basin Inflow Area = Inflow = Outflow = Discarded = 1.168 ac, 14.13% Impervious, Inflow Depth = 0.86" for ATLAS 14 100YEAR BREWSTER E 0.65 cfs @ 12.13 hrs, Volume= 0.083 af 0.10 cfs @ 15.00 hrs, Volume= 0.083 af, Atten= 85%, Lag= 172.6 min 0.10 cfs @ 15.00 hrs, Volume= 0.083 af Routing by Stor-Ind method, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Peak Elev= 70.30' @ 15.00 hrs Surf.Area= 1,743 sf Storage= 1,172 cf Plug -Flow detention time= 157.0 min calculated for 0.083 af (100% of inflow) Center -of -Mass det. time= 156.9 min ( 1,080.1 - 923.2 ) Volume #1 Elevation (feet) 69.00 70.00 72.00 74.00 Invert Avail.Storage Storage Description 69.00' 16,914 cf Custom Stage Data (Prismatic)Listed below (Recalc) Device Routing Surf.Area (sq-ft) 3 1,398 3,697 7,421 #1 Discarded Inc.Store (cubic -feet) 0 701 5,095 11,118 Invert Outlet Devices Cum.Store (cubic -feet) 0 701 5,796 16,914 69.00' 2.410 in/hr Exfiltration over Surface area from 67.90' - 74.00' Excluded Surface area = 0 sf Discarded OutFlow Max=0.10 cfs @ 15.00 hrs HW=70.30' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.10 cfs) 2023-108 PROPOSED Prepared by Baxter Nye Engineering & Surveying H droCAD® 10.00-11 sin 04303 © 2014 HydroCAD Software Solutions LLC 0.7 0.65. 0.6= 0.55 0.45 0.4 0.35- O.25- 0.21 0.15- 0.05 0 Pond 2P: Ex. Central Low Area Infiltration Basin Hydrograph ▪ L _ L. _ I_ _I - J I ._ I I I I I -' - 16.85 cis1 l -T -r I J_ 1_ l_ ! L I I tl I t I I I 1 50 Fishermans Landing Road, Brewster, MA Type 111 24 -hr ATLAS 14 10OYEAR BREWSTER Rainfa11=7.04" Printed 7/14/2023 Pape 15 6 7 8 9 10111213141516171819202122232425262728293031323334353637383940 Time (hours) Storage=1,172 cf 1 w. I I I T T r I T E I I I r 1 J _ Y _ 1_ _ L 1 I tl I 1 1 1 1 I • inflow • Discarded 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type 111 24 -hr ATLAS 14 100YEAR BREWSTER Rainfall=7.04" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 16 Summary for Pond 3P: Ex. Eastern Low Area Infiltration Basin Inflow Area = Inflow Outflow = Discarded = 0.365 ac, 0.00% Impervious, Inflow Depth = 0.44" for ATLAS 14 100YEAR BREWSTER E 0.06 cfs @ 12.36 hrs, Volume= 0.013 af 0.02 cfs @ 15.15 hrs, Volume= 0.013 af, Atten= 68%, Lag= 167.4 min 0.02 cfs @ 15.15 hrs, Volume= 0.013 af Routing by Stor-Ind method, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Peak Elev= 91.73' @ 15.15 hrs Surf.Area= 762 sf Storage= 114 cf Plug -Flow detention time= 77.9 min calculated for 0.013 af (100% of inflow) Center -of -Mass det. time= 77.9 min ( 1,049.7 - 971.8 ) Volume Invert Avail.Storage Storage Description #1 Elevation (feet) 91.50 92.00 91.50' 402 cf Custom Stage Data (Prismatic)Listed below (Recalc) Surf.Area (sq-ft) 213 1,393 Inc.Store (cubic -feet) 0 402 Device Routing Invert Outlet Devices #1 Discarded Cum.Store (cubic -feet) 0 402 91.50' 1.020 in/hr Exfiltration over Surface area from 90.90' - 92.00' Excluded Surface area = 0 sf Discarded OutFlow Max=0.02 cfs @ 15.15 hrs HW=91.73' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.02 cfs) 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type Ill 24 -hr ATLAS 14 100YEAR BREWSTER Rainfall=7.04" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 sin 04803 © 2014 HydroCAD Software Solutions LLC Page 17 Pond 3P: Ex. Eastern Low Area Infiltration Basin Hydrograph 0.06- 0.055- 0.05- 0.045-4 0.04- 0.035- c 0.0 ▪ 0.025- 0.02- 0.015- 0,005- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) ■ Inflow ■ Discarded 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type lil 24 -hr ATLAS 14 100YEAR BREWSTER Rainfall=7.04" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 18 Summary for Pond 4P: Ex. Central Low Area Infiltration Basin Inflow Area = Inflow = Outflow = Discarded = 0.670 ac, 27.76% Impervious, Inflow Depth = 1.34" for ATLAS 14 100YEAR BREWSTER E 0.86 cfs @ 12.09 hrs, Volume= 0.075 af 0.09 cfs @ 14.31 hrs, Volume= 0.075 af, Atten= 90%, Lag= 132.8 min 0.09 cfs @ 14.31 hrs, Volume= 0.075 af Routing by Stor-Ind method, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Peak Elev= 89.04' @ 14.31 hrs Surf.Area= 1,588 sf Storage= 1,191 cf Plug -Flow detention time= 164.3 min calculated for 0.075 af (100% of inflow) Center -of -Mass det. time= 164.2 min ( 1,057.8 - 893.5 ) Volume Invert Avail.Storage Storage Description #1 88.00' 10,864 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 88.00 697 0 0 90.00 2,406 3,103 3,103 92.00 5,355 7,761 10,864 Device Routing Invert Outlet Devices #1 Discarded 88.00' 2.410 in/hr Exfiltration over Surface area from 87.90' - 92.00' Excluded Surface area = 0 sf Discarded OutFlow Max=0.09 cfs @ 14.31 hrs HW=89.04' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.09 cfs) 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type 111 24 -hr ATLAS 14 100YEAR BREWSTER Rainfall=7.04" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 sln 04803 0 2014 HydroCAD Software Solutions LLC Pade 19 Pond 4P: Ex. Central Low Area Infiltration Basin Hydrograph 0 0 a L 0.95= 0-9. 0.85' 0.8- 0.75= 0.7= 0.65' 0.6 0.55- 0.51 0.45 i 0.4 0.35 0.3 0.25= 0.2= 0.15 4 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) ▪ Inflow • Discarded 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type 111 24 -hr ATLAS 14 10YEAR BREWSTER Rainfall=4.72" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 sin 04803 © 2014 HydroCAD Software Solutions LLC Page 20 Time span=5.00-40.00 hrs, dt=0.01 hrs, 3501 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentDA1: Proposed Areas to Low Runoff Area=0.375 ac 0.00% Impervious Runoff Depth=0.32" Tc=5.0 min CN=44 Runoff=0.04 cfs 0.010 af SubcatchmentDA1A: PropospedAreasto Runoff Area=0.153 ac 0.00% Impervious Runoff Depth=0.00" Tc=5.0 min CN=30 Runoff=0.00 cfs 0.000 af SubcatchmentDA1 B: Proposed Areas to Runoff Area=0.540 ac 0.00% Impervious Runoff Depth=0.02" Tc=5.0 min CN=33 Runoff=0.00 cfs 0.001 af SubcatchmentDA2: Site Areas to Ex. Low Runoff Area=1.168 ac 14.13% Impervious Runoff Depth=0.18" Flow Length=181' Tc=5.6 min UI Adjusted CN=40 Runoff=0.03 cfs 0.017 af SubcatchmentDA3: House Areas to Ex. Low Runoff Area=0.365 ac 0.00% Impervious Runoff Depth=0.03" Tc=5.0 min CN=34 Runoff=0.00 cfs 0.001 af SubcatchmentDA4: House Areas to Ex. Runoff Area=0.670 ac 27.76% Impervious Runoff Depth=0.40" Tc=5.0 min UI Adjusted CN=46 Runoff=0.12 cfs 0.022 af Reach SP1: Study Point 1 Inflow=0.00 cfs 0.001 af Outflow=0.00 cfs 0.001 af Pond 1P: Low Area Infiltration Basin w Peak Elev=56.82' Storage=137 cf Inflow=0.04 cfs 0.010 af Discarded=0.01 cfs 0.009 af Primary=0.00 cfs 0.000 af Outflow=0.01 cfs 0.009 af Pond 2P: Ex. Central Low Area Infiltration Basin Peak Elev=69.33' Storage=75 cf Inflow=0.03 cfs 0.017 af Outflow=0.03 cfs 0.017 af Pond 3P: Ex. Eastern Low Area Infiltration Basin Peak EIev=91.50' Storage=0 cf Inflow=0.00 cfs 0.001 af Outflow=0.00 cfs 0.001 af Pond 4P: Ex. Central Low Area Infiltration Peak EIev=88.15' Storage=116 cf Inflow=0.12 cfs 0.022 af Outflow=0.05 cfs 0.022 af Total Runoff Area = 3.271 ac Runoff Volume = 0.051 af Average Runoff Depth = 0.19" 89.27% Pervious = 2.920 ac 10.73% Impervious = 0.351 ac 2023-108 PROPOSED Prepared by Baxter Nye Engineering & Surveying HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC 50 Fishermans Landing Road, Brewster, MA Type 111 24 -hr ATLAS 14 1OYEAR BREWSTER Rainfa11=4.72" Printed 7/14/2023 Page 21 Summary for Subcatchment DA1: Proposed Areas to Low Area Runoff = 0.04 cfs @ 12.35 hrs, Volume= 0.010 af, Depth= 0.3214 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-40,00 hrs, dt= 0.01 hrs Type 111 24 -hr ATLAS 14 10YEAR BREWSTER Rainfall=4.72f1 Area (ac) CN Description 0.076 96 Gravel surface, HSG A 0.289 30 Woods, Good, HSG A 0.010 39 >75% Grass cover, Good, HSG A 0.375 44 Weighted Average 0.375 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) feet) (ftlft) (ft/sec) (cfs) 5.0 0.048= 0.046 0.044- 0.0424. 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- 6.014 0.012- 0.01-rj 0.008 0.006- 0.004- 0.002- 0 Direct Entry, MINIMUM Subcatchment DAI : Proposed Areas to Low Area Hydrograph I 1 I- -1- I 5 6 7 8 -+ I 1 I 1 1 T T r r 1 1 I I r - T - r - r 1 I I I - T 1 I r r 1 1 - -1 1 I I I 1 1 1 I 1 1 T r r 1 1 TypeIll24-0- , - - ATLAS 14 14YEAR BREWSTER Rainfall 4.72" 1 Runoff Area=0.37-5 ac Runoff Volume=0.010 af Runoff Depth=0.32" I I _I Tc=5.0 min - - I I I r r I 1 T —T 1 1 - 1 L T- r r r I I 1 I I T T I 1 -, - -1 1 _ J 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) T r r 1 .I I 1 1 1 1 - T r r I L I 1 T - 1 • 1 L I 9 T r r r J • J. L 1 1 II II - - r - 1 - I 1 1 _1 1 .1 1 L _ L - _ - ' , l c I —r , _ _1 _ 1 _ L 1 1 1 I • - f - r - - -1- I I I I I CN=44 1 -, 1 I I 1 1 1 I I J J 1 1 1.-L_ I I 1 1 I 1 1 1 I 1 1 1 1 1 I I . I_ J _ ,--I-1.1- L I l l ' , I 1--1-�--r—-—r—r I 1 1 i1 I I 1 1 I 1 1 I 1 Runoff 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type 11124 -hr ATLAS 14 1QYEAR BREWSTER Rainfall=4.72" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 H droCAD® 10.00-11 sin 04803 © 2014 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment DA1A: Proposped Areas to North Runoff = 0.00 cfs 24.01 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Type 11124 -hr ATLAS 14 10YEAR BREWSTER Rainfall=4.72" Area (ac) CN Description 0.153 30 Woods, Good, HSG A 0.153 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftift) (ft/sec) (cfs) 5.0 0= 0: 0- -7 0J d 0- LL 0i 0; Oy 0 5 Direct Entry, MINIMUM Subcatchment DA1A: Proposped Areas to North Hydrograph Type III 24 -hr ATLAS 14 10YEAR BREWSTER RalnfaBl=4.72" Runoff Area=0,153 ac Runoff Volume=0.000-af Runoff Depth=0.00" -r-r-r-r Tc=5.0 min CN=30 - - -1--1--F- -N -i- -�- -� L L L ti 6 7 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Time (hours) 4 35 37 38 39 40 1 Runoff 50 Fishermans Landing Road, Brewster, MA. 2023-108 PROPOSED Type 111 24 -hr ATLAS 14 1OYEAR BREWSTER Rainfall=4.72" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 H droCAD® 10,00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Paste 23 Summary for Subcatchment DA1 B: Proposed Areas to East Runoff = 0.00 cfs @ 21.45 hrs, Volume= 0.001 af, Depth= 0.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Type I1124 -hr ATLAS 14 1OYEAR BREWSTER Rainfall -4.72" Area (ac) CSI Description 0.340 30 Woods, Good, HSG A 0.200 39 >75% Grass cover, Good, HSG A 0.540 33 Weighted Average 0.540 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet.) (ftlft) (ftlsec) (cfs) 5.0 0 O LL / 0.002 0.002 0.001- 0.00174 0.001. 0.001. 0.001- 0,001 0.0011 a 0.001- 1 0.0014 0.000 0.000.E 0.000= 0.000 o- 0 Direct Entry, MINIMUM Subcatchment DA1 B: Proposed Areas to East Hydrograph -1' L Type lil 24 -hr TLAS 14 1011E041 BREWSTER Rainfall=4.72" Runoff Area=0.540 ac - r Runoff Volume=0,001 af Runoff Depth=0.02" Tc=5.0 min CN=33 I I I i r r r I 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 2023-108 PROPOSED Prepared by Baxter Nye Engineering & Surveying HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC 50 Fishermans Landing Road, Brewster, MA Type 111 24 -hr ATLAS 14 10YEAR BREWSTER Rainfall=4.72" Printed 7/14/2023 Page 24 Summary for Subcatchment DA2: Site Areas to Ex. Low Area Runoff = 0.03 cfs @ 12.49 hrs, Volume= 0.017 af, Depth= 0.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Type III 24 -hr ATLAS 14 10YEAR BREWSTER Rainfall=4.72" Area (ac) CN Adj Description 0.040 96 Gravel surface, HSG A 0.686 30 Woods, Good, HSG A 0.277 39 >75% Grass cover, Good, HSG A 0.165 98 Unconnected pavement, HSG A 1.168 44 40 Weighted Average, UI Adjusted 1.003 85.87% Pervious Area 0.165 14.13% Impervious Area 0.165 100.00% Unconnected Tc Length Slope (min) (feet) (ft/ft) 1.3 2.9 1.4 25 0.1800 25 0.1800 131 0.0990 5.6 181 Total Velocity (ft/sec) Capacity Description (cfs) 0.31 Sheet Flow, A Grass: Short n= 0.150 P2= 3.20" 0.14 Sheet Flow, B Woods: Light underbrush n= 0.400 P2= 3.20" 1.57 Shallow Concentrated Flow, C Woodland Kv= 5.0 fps 50 Fisherrnans Landing Road, Brewster, MA 2023-108 PROPOSED Type 11124 -hr ATLAS 14 10YEAR BREWSTER Rainfall=4.72" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 sin 04803 © 2014 HydroCAD Software Solutions LLC Pape 25 Subcatchment DA2: Site Areas to Ex. Low Area Hydrograph 0 yU Q 0 0.036 0.034- 0.032= 0.03= O028- 0.026- 0024- 0022; 0.02= 0.018 0.016 0.014 0.012- 0.01 0.008- 0.006-'_ 0.004 0.002- 0 J J 11 I I I I r r I r 1 1 1 1 4 1 1 1 1 r - r I I 1 1 ti 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) I I � I I I 1 1 1 r r r 1 .1 r r__ I r I_ Type'III 24 -hr 400 IS 14 10YEAR BREWSTE 2 Rainfall=4.72.' 1 1 1 1 Runoff Area=1.168 ac - I tl I - 1' 1 tl -y-r-r-I • - 1 1 I 1 1 L 1r L I 1 I L Runoff Volume=0.017 of Runoff Depth=0.18" Flow Length=181' Tc=5.6 min Ul Adjusted CN=40 1 J _1 J 1 L l 1- 1 1 I 1 I I I J 1 J 1 1 L 1 1 1 J 1 1 1 1 I _ _1 _ 1 _ L _ L _ L -. I I 1 1 1 _ [ 1 1 1 � Y 1 I ■ Runoff 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type 11124 -hr ATLAS 14 10YEAR,BREWSTER Rainfa11=4.72" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 sin 04803 © 2014 HydroCAD Software Solutions LLC Page 26 Summary for Subcatchment DA3: House Areas to Ex. Low Area Runoff = 0.00 cfs @ 17.05 hrs, Volume= 0.001 af, Depth= 0.03" Runoff by SCS TR-20 method, UH=SCS, Weighted -ON, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Type 11124 -hr ATLAS 14 10YEAR BREWSTER Rainfall=4.72" Area (ac) ON Descri rtion 0,198 30 Woods, Good, HSG A 0.167 39 >75% Grass cover, Good, HSG A 0.365 34 Weighted Average 0.365 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ft/sec) (cfs) 5.0 Direct Entry, MINIMUM 0.002- 0.002= 0.001 0.001= 0.001= 0.001 0.001 0.001 0.001 0.001- 0.001- 0 0007 0.000= 0.000= 0.000 0 0 Subcatchment DA3: House Areas to Ex. Low Area T Hydrograph r r , Type ill 24 -hr ATLAS 14 10YEAR BREWSTER Rainfall=4.72° Runoff Area=0.365 ac -R1inoff Volume=0.001 af Runoff Depth=0.03" Tc=5.0 min CN=34 r r r 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) © Runoff 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type 111 24 -hr ATLAS 14 1OYEAR BREWSTER Rainfall=4.72`1 Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 sin 04803 © 2014 HydroCAD Software Solutions LLC Pace 27 Summary for Subcatchment DA4: House Areas to Ex. Low Area Runoff 0.12 cfs @ 12.30 hrs, Volume= 0.022 af, Depth= 0.40'1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Type 111 24 -hr ATLAS 14 10YEAR BREWSTER Rainfall=4.72" Area (ac) CN Adj Description - 0.330 30 Woods, Good, HSG A 0.154 39 >75% Grass cover, Good, HSG A 0.100 98 Unconnected pavement, HSG A 0.086 98 Roofs, HSG A 0.670 51 46 Weighted Average, UI Adjusted 0.484 72.24% Pervious Area 0.186 27.76% Impervious Area 0.100 53.76% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, MINIMUM 0,13-/ 0.125 0.12- 0.1151 0.11- 0.1051 0.11 0.0951 0.091 0.0851 0.08 y 0.075. 0.07= 0.0651 0 0.061 0.055' 0.051 0451 0.04 0.0351 0.031 0.0251 0.02_ 0.0151 0.01 0.005- 0 Subcatchment DA4: House Areas to Ex. Low Area Hydrograph (0.12ds 5 6 7 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 2 Time (hours) 28 29 30 31 32 33 34 35 36 37 38 39 40 I I I I ▪ - - i r r- r 1 1 I 1 I 1" 1 I I I Type;II11?4-fir ▪ 1 i 1 I 1 ^ATLAS 1410YEAR BREWSTER Rainfall=4.72" ▪ -,-+-+-+-I--1--+----1--1 I----1-- - -I •Runoff Area=0.670ac- 1 1 1 1 1 Runoff Volume=0.022 af ++ + ,- 1 1 -1 -1 + - + Runoff Depth -0.40" 1 I 1 1 I 1 1 1 ' 1 1 1 _ 1 1 1 1 1 1 1 1 I 1 1 1 Tc='5.0 min , - - t - r - + - * _ - - -1- -1- -1- -' - -1 - ' -1 1 1 - 1 y 4�+ l, 1 I 1 1 1 1 1 1 1 1 1 1 UI Ad111Sted 11'-'4B_ I 1 1 1 t- t 1 I 1. 'I - -1 I 1 1 - 1 1 1 1 p 1 1 I 1 r i d I l i 1i L 1 1 1 I 1 1 1 P 1 1 1 B 1 1 I 1 1 1 I 1 _ r _ I_ _F__ 1 ------------------------- 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1. 1 L_ L_ 1 _ 1 1 1 1 1 1 1 1 1 1 1 i 1 I T T r r r I k 1 1 T T TT r • I .1 1 L L . L L I 1 1 I 1 1 1 tl I I 1 1 T T r t r r t- r- 1 1 1 1 1 -A l T T r - r J I. 1 1 •1 L L L L I 1 1 1 ,1 LI 1. _ 1. - L- 1 L L I 1 I I 1 1 11 1 I - T r r r r r I 1 1 i 1 1 l T T T T r r I- I 7. - L _ L L a _I _ _ _1 , J J .1 1. - 1 _ L _ •_ _ L _ ._ 1 1 I I 1 1 I i1 I - T T - r I 1 1 J 1 1 1 1L L L L ■ Runoff 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type 11124 -hr ATLAS 14 1OYEAR BREWSTER Rainfall=4.72„ Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 sin 04803 © 2014 HydroCAD Software Solutions LLC Page 28 Summary for Reach SP1: Study Point 1 Inflow Area = 1.068 ac, 0.00% Impervious, Inflow Depth = 0.01" for ATLAS 14 10YEAR BREWSTER e\ Inflow = 0.00 cfs @ 21.45 hrs, Volume= 0.001 af Outflow = 0.00 cfs @ 21.45 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Reach SP1: Study Point 1 Fiydrograph 0 u. 0.002= 0.002 0.001 0.001- 0.001 0.001 0.001= 0.001- 0.001- 0.001- 0.001= 0,000=3 0.000- 0.000. 0.o00 5 6 7 8 9 1011121314151617181920212223242526272829303 Time (hours) of ow-Area=1.068 ac Inflow Outflow 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type Ill 24 -hr ATLAS 14 10YEAR BREWSTER Rainfall=4.72" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 29 Summary for Pond 1P: Low Area Infiltration Basin w leaching galley Inflow Area = 0.375 ac, 0.00% Impervious, Inflow Depth = 0.32" for ATLAS 14 10YEAR BREWSTER ee Inflow = 0.04 cfs @ 12.35 hrs, Volume= 0.010 af Outflow = 0.01 cfs @ 15.90 hrs, Volume= 0.009 af, Atten= 76%, Lag= 213.1 min Discarded = 0.01 cfs @ 15.90 hrs, Volume= 0.009 af Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 56.82' @ 15.90 hrs Surf.Area= 191 sf Storage= 137 cf Plug -Flow detention time= 186.6 min calculated for 0.009 af (90% of inflow) Center -of -Mass det. time= 141.3 min ( 1,107.6 - 966.4 ) Volume Invert Avail.Storage Storage Description #1 56.00' 675 cf Custom Stage Data (Prismatic)Listed below (Recalc) #2 50.00' 44 cf Galley 4x4x4 Inside= 42.0"W x'43.0"H => 12.67 sf x 3.50'L = 44.3 cf Outside= 52.8"W x 48.0"H => 14.72 sf x 4.00'L = 58.9 cf 719 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 56.00 34 0 0 58.00 414 448 448 58.50 494 227 675 Device Routing Invert Outlet Devices #1 Discarded 55.90' 2.410 in/hr Exfiltration over Surface area from 55.90' - 58.00' Excluded Surface area = 0 sf #2 Primary 58.00' 5.0' long x 3.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.01 cfs @ 15.90 hrs HW=56.82' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=50.00' (Free Discharge) it-2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 2023-108 PROPOSED Prepared by Baxter Nye Engineering & Surveying HydroCAD® 10.00-11 sin 04803 0 2014 HydroCAD Software Solutions LLC 0,045 0,04 0.035 0.03 cn 3 0 0.025- 0.02 0.015 0.01 0.005 10 0 50 Fishermans Landing Road, Brewster, MA Type 11/ 24 -hr ATLAS 14 10YEAR BREWSTER Rainfall=4.72" Printed 7/14/2023 Page 30 Pond 1P: Low Area Infiltration Basin w leaching galley Hydrograph 5 6 7 8 9 10 11 12 13 14 1516 1718 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 3940 Time (hours} -i 0.04 crs Inflow Area=0.375 ac Peak Elev=56.82' Storage=i 37 cf El Inflow © Outflow ■ Discarded ® Primary 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type 111 24 -hr ATLAS 14 10YEAR BREWSTER Rainfall=4.72" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD®10.00-11 sin 04803 © 2014 HydroCAD Software Solutions LLC Page 31 Summary for Pond 2P: Ex. Central Low Area Infiltration Basin Inflow Area = Inflow = Outflow Discarded = 1.168 ac, 14.13% Impervious, Inflow Depth = 0.18" for ATLAS 14 10YEAR BREWSTER e% 0.03 cfs @ 12.49 hrs, Volume= 0.017 af 0.03 cfs @ 15.20 hrs, Volume= 0.017 af, Atten= 24%, Lag= 162.8 min 0.03 cfs @ 15.20 hrs, Volume= 0.017 af Routing by Stor-Ind method, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Peak Elev= 69.33' @ 15.20 hrs Surf.Area= 457 sf Storage= 75 cf Plug -Flow detention time= 36.7 min calculated for 0.017 af (100% of inflow Center -of -Mass det. time= 36.6 min ( 1,052.3 - 1,015.6 ) Volume Invert Avail.Storage Storage Description #1 69.00' 16,914 cf Custom Stage Data (Prismatic Jsted below (Recalc) Elevation Surf.Area I nc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 69.00 3 0 0 70.00 1,398 701 701 72.00 3,697 5,095 5,796 74.00 7,421 11,118 16,914 Device Routing Invert Outlet Devices #1 Discarded 69.00' 2.410 in/hr Exfiltration over Surface area from 67.90' - 74.00' Excluded Surface area = 0 sf Discarded OutFlow Max=0.03 cfs @ 15.20 hrs HW=69.33' (Free Discharge) t-1=-Exfiltration (Exfiltration Controls 0.03 cfs) 2023-108 PROPOSED Prepared by Baxter Nye Engineering & Surveying HydroCAD® 10.0011 sin 04803 CJ 2014 HydroCAD Software Solutions LLC 0.036: 0.034; 0.032 0.03 0.028 0.026= 0.024= 0.022i 0.02- 0.018= 0.016- 0.0141 0.012- 0,01- 0.00B- 0.006- 0,004 0.002-i 0 Pond 2P: Ex, Central Low Area Infiltration Basin 1 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Time (hours) V Hydr©graph • 1 I • • I 1 1 I 1 L 50 Fishermans Landing Road, Brewster, MA Type 111 24 -hr ATLAS 14 1QYEAR BREWSTER Rainfall=4.7211 Printed 7/14/2023 Page 32 Inflow Aired=1,168 ac /Pal{- Etev=69.-33' Storage=75 cf 1 I • L _I_ _ I 1 L I I I 1 I I J_J I I 1 I 1 .1 L L L 1 I i � _ 1 _ t_ X I 1 1 L I � I • 1 I I .1 + _ L 1 � I I L _ L � I I 1 I I I I L L 3 34 35 36 37 38 39 40 Inflow II Discarded 2023-108 PROPOSED Prepared by Baxter Nye Engineering & Surveying HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Inflow Area = Inflow = Outflow = Discarded = 50 Fishermans Landing Road, Brewster, MA Type 111 24 -hr ATLAS 14 10YEAR BREWSTER Rainfall=4.72" Printed 7/14/2023 Page 33 Summary for Pond 3P: Ex. Eastern Low Area Infiltration Basin 0.365 ac, 0.00% Impervious, Inflow Depth = 0.03" for ATLAS 14 10YEAR BREWSTER eN, 0.00 cfs @ 17.05 hrs, Volume= 0.001 af 0.00 cfs @ 17.11 hrs, Volume= 0.001 af, Atten= 0%, Lag= 3.3 min 0.00 cfs @ 17.11 hrs, Volume= 0.001 af Routing by Stor-Ind method, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Peak Elev= 91.50' @ 17.11 hrs Surf.Area= 216 sf Storage= 0 cf Plug -Flow detention time= 3.4 min calculated for 0.001 af (100% of inflow) Center -of -Mass det. time= 3.4 min ( 1,166.1 - 1,162.7 ) Volume Invert Avail.Storage Storage Description #1 Elevation (feet) 91.50 92.00 91.50' 402 cf Custom Stage Data (Prismatic)Listed below (Recalc) Device Routing Surf.Area Inc.Store Cum.Store (sq-ft) (cubic -feet) (cubic -feet) 213 0 0 1,393 402 402 Invert Outlet Devices #1 Discarded 91.50' 1.020 in/hr Exfiltration over Surface area from 90.90' - 92.00' Excluded Surface area = 0 sf Discarded Outflow Max=0.01 cfs @ 17.11 hrs HW=91.50' (Free Discharge) t_1=Exfiltration (Exfiltration Controls 0.01 cfs) 2023-108 PROPOSED Prepared by Baxter Nye Engineering & Surveying HydroCAD® 10.00-11 sin 04803 © 2014 HydroCAD Software Solutions LLC Pond 3P: Ex. Eastern Low Area Infiltration Basin Hydrograph 0.002 0.002- 0.001 0.001 0.0017' 0.001 0.001 0.001. 0 0.0011 • 0.001= 0.001 0.000 0.000- 0.000 0.000 0 50 Fishermans Landing Road, Brewster, MA Type 111 24 -hr ATLAS 14 10YEAR BREWSTER Rainfall=4.72" Printed 7/14/2023 Page 34 5 6 7 8 10 1 12 13 14 15 16 7 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) t --L. m_.._1._ I I L _ C3 Inflow 11 p Discarded 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type 111 24 -hr ATLAS 14 10YEAR BREWSTER Rainfall=4.72" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 35 Summary for Pond 4P: Ex. Central Low Area Infiltration Basin Inflow Area = 0.670 ac, 27.76% Impervious, Inflow Depth = 0.40" for ATLAS 14 10YEAR BREWSTER e% Inflow = 0.12 cfs @ 12.30 hrs, Volume= 0.022 af Outflow = 0.05 cfs @ 12.94 hrs, Volume= 0.022 af, Atten= 61%, Lag= 38.6 min Discarded = 0.05 cfs @ 12.94 hrs, Volume= 0.022 af Routing by Stor-Ind method, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Peak Elev= 88.15' @ 12.94 hrs Surf.Area= 827 sf Storage= 116 cf Plug -Flow detention time= 22.0 min calculated for 0.022 af (100% of inflow) Center -of -Mass det. time= 21.9 min ( 970.8 - 948.8 ) Volume Invert Avail.Storage Storage Description #1 88.00' 10,864 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 88.00 697 0 0 90.00 2,406 3,103 3,103 92.00 5,355 7,761 10,864 Device Routing Invert Outlet Devices #1 Discarded 88.00' 2.410 in/hr Exfiltration over Surface area from 87.90' - 92.00' Excluded Surface area = 0 sf Discarded OutFlow Max=0.05 cfs @ 12.94 hrs HW=88.15' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.05 cfs) 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type 111 24 -hr ATLAS 14 10YEAR BREWSTER Rainfall=4.72" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 36 Pond 4P: Ex. Central Low Area Infiltration Basin Hydrograp h 0.13- 0.12- 0.11: 0.1 0.09- 0.07 0.03- 0.02- 0.01 T 5 7 8 9 1011 1213 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 Time (hours) 5 36 3 38 39 40 L -1 r Inflow Area -0-,670 ac =88.15' Peak Elev Storage -7116 cf - - - 1- - -1 inflow II ® Discarded 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type Ill 24 -hr ATLAS 14 25YEAR BREWSTER Rainfall=5.63" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 37 Time span=5.00-40.00 hrs, dt=0.01 hrs, 3501 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentDA1: Proposed Areas to Low Runoff Area=0.375 ac 0.00% Impervious Runoff Depth=0.60" Tc=5.0 min CN=44 Runoff=0.13 cfs 0.019 af SubcatchmentDAl A: Proposped Areas to Runoff Area=0.153 ac 0.00% Impervious Runoff Depth=0.04" Tc=5.0 min CN=30 Runoff=0.00 cfs 0.000 af SubcatchmentDA1 B: Proposed Areas to Runoff Area=0.540 ac 0.00% Impervious Runoff Depth=0.11" Tc=5.0 min CN=33 Runoff=0.01 cfs 0.005 af SubcatchmentDA2: Site Areas to Ex. Low Runoff Area=1.168 ac 14.13% Impervious Runoff Depth=0.39" Flow Length=181' Tc=5.6 min Ul Adjusted CN=40 Runoff=0.17 cfs 0.038 af SubcatchmentDA3: House Areas to Ex. Low Runoff Area=0.365 ac 0.00%Impervious Runoff Depth=0.14" Tc=5.0 min CN=34 Runoff=0.01 cfs 0.004 af SubcatchmentDA4: House Areas to Ex. Runoff Area=0.670 ac 27.76% Impervious Runoff Depth=0.72" Tc=5.0 min Ul Adjusted CN=46 Runoff=0.34 cfs 0.040 af Reach SP1: Study Point 1 Inflow=0.01 cfs 0.006 af Outflow=0.01 cfs 0.006 af Pond 1P: Low Area Infiltration Basin w Peak Elev=57.51' Storage=313 cf Inflow=0.13 cfs 0.019 af Discarded=0.02 cfs 0.018 af Primary=0.00 cfs 0.000 af Outflow=0.02 cfs 0.018 af Pond 2P: Ex. Central Low Area Infiltration Peak Elev=69.68' Storage=326 cf Inflow=0.17 cfs 0.038 af Outflow=0.05 cfs 0.038 af Pond 3P: Ex. Eastern Low Area Infiltration Basin Peak Elev=91.53' Storage=7 cf Inflow=0.01 cfs 0.004 af Outflow=0.01 cfs 0.004 af Pond 4P: Ex. Central Low Area Infiltration Peak Elev=88.48' Storage=430 cf Inflow=0.34 cfs 0.040 af Outflow=0.06 cfs 0.040 af Total Runoff Area = 3.271 ac Runoff Volume = 0.107 af Average Runoff Depth = 0.39" 89.27% Pervious = 2.920 ac 10.73% Impervious = 0.351 ac 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type 111 24 -hr ATLAS 14 25YEAR BREWSTER Rainfall=5.63" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD 10.00-11 sin 04803 © 2014 HydroCAD Software Solutions LLC Page 38 Summary for Subcatchment DA1: Proposed Areas to Low Area Runoff = 0.13 cfs @ 12.13 hrs, Volume= 0.019 af, Depth= 0.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Type I I I 24 -hr ATLAS 14 25YEAR BREWSTER Rainfall =5.63" Area (ac) CN Description 0,076 96 Gravel surface, HSG A 0.289 30 Woods, Good, HSG A 0.010 39 >75% Grass cover, Good, HSG A 0.375 44 Weighted Average 0.375 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (f isec) (s_f_s) 5.0 Direct Entry, MINIMUM Subcatchment DA1: Proposed Areas to Low Area Hydrograph 0 I 0.14- 0.13- 0.127 0.11- 0.1 0.03- 0.08 0.07- 0.06+ 0.05- 0.04- 0.03- 0.02 0.01- 5 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 255 26 2 Time (hours) 6 13 cf I L r i - 4 Type V1 -4r ATLAS 14 25YEAR BREWSTER Rainfall=5.68" Runoff Area=0.375 ac Runoff Volume=0.019 of • L 1 28 29 30 31 Runoff Depth=1p.6F" -- - Cff=44 2 33 34 35 6 37 8 40 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type 111 24 -hr ATLAS 14 25YEAR BREWSTER Rainfall=5.63" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 sin 04803 © 2014 HydroCAD Software Solutions LLC Page 39 Summary for Subcatchment DATA: Proposped Areas to North Runoff = 0.00 cfs @ 17.15 hrs, Volume= 0.000 af, Depth= 0.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Type 111 24 -hr ATLAS 14 25YEAR BREWSTER Rainfall=5.63" Area (ac) CN Description 0.153 30 Woods, Good, HSG A 0.153 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, MINIMUM Subcatchment DA1A: Proposped Areas to North Hydrograph 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- V— 4" 5 6 I I I 1 I 1 1 Type III 24 -hr ATLAS 14 25YEAR BREWSTER Rainfall=5.63" - Runoff Area=0.153 ac . Runoff Yv[ume=0.000 of Runoff Depth=0.04" Tc=5.0 min r CN=30 1- 1 J J J J 1 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 1 Runa 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type 111 24 -hr ATLAS 14 25YEAR BREWSTER Rainfall=5.63" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 sin 04803 © 2014 HydroCAD Software Solutions LLC Page 40 Summary for Subcatchment DA1 B: Proposed Areas to East Runoff = 0.01 cfs @ 14.94 hrs, Volume= 0.005 af, Depth= 0.1111 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Type 111 24 -hr ATLAS 14 25YEAR BREWSTER Rainfall=5.63}1 Area (ac) CN Description 0.340 30 Woods, Good, HSG A 0.200 39 >75% Grass cover, Good, HSG A 0.540 33 Weighted Average 0.540 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ft/sec) (cfs) 5.0 Direct Entry, MINIMUM Subcatchment DA1 B: Proposed Areas to East Hydrograph 0.009 0.009- 0.008- 0.007 0.007 0.006- 0.006= 0.0051 0.005= V 0.004 LL 0.004- 0.003 0.003- 0.002= 0.0022:. 0.001 0-001 0002. 0 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) I I 4 ,- I Type 11124 -hr ATLAS 14 25YEAR BREWSTER Rainfall=5.63" Runoff Area=0.540 ac Runoff Volume=0.005 of Runoff Depth=0.11" Tc=5.0 min CN=33 d — L _ 1 P I .L _ L _ L I I I 1 I I -I 0 Runaf� 50 Fishermans Landing Road, Brewster, MA 2023.108 PROPOSED Type Ill 24 -hr ATLAS 14 25YEAR BREWSTER Rainfall=5.63" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 41 Summary for Subcatchment DA2: Site Areas to Ex. Low Area Runoff = 0.17 cfs @ 12.35 hrs, Volume= 0.038 af, Depth= 0.39" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Type III 24 -hr ATLAS 14 25YEAR BREWSTER Rainfall=5.63" Area (ac) CN Adj Description 0.040 96 Gravel surface, HSG A 0.686 30 Woods, Good, HSG A 0.277 39 >75% Grass cover, Good, HSG A 0.165 98 Unconnected pavement, HSG A 1.168 44 40 Weighted Average, UI Adjusted 1.003 85.87% Pervious Area 0.165 14.13% Impervious Area 0.165 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 25 0.1800 0.31 Sheet Flow, A Grass: Short n= 0.150 P2= 3.20" 2.9 25 0.1800 0.14 Sheet Flow, B Woods: Light underbrush n= 0.400 P2= 3.20" 1.4 131 0.0990 1.57 Shallow Concentrated Flow, C Woodland Kv= 5.0 fps 5.6 181 Total 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type 111 24 -hr ATLAS 14 25YEAR BREWSTER Rainfall=5.63" Prepared by Baxter Nye Engineering & Surveying HydroCAD® 10.00-11 sin 04803 © 2014 HydroCAD Software Solutions LLC 0.19= 0.18= 0.17= 0.16 0.157. 0.14' 0.13 0.12- Si • 0.11 0.1- O • 0.09; u_ 0.08 0.07 0.06 0.05 0.04- 0.034 0.027 0.01 0 Subcatchment DA2: Site Areas to Ex. Low Area Hydrograph Printed 7/14/2023 Page 42 r T I 1 - T T T I I 1 I I I T - T - -,-T- r - r T-7 T I I 1 t i I I 1 T T r I I 7 7, A 'hype lq 24 -hr ATLAS 14 25YEAR BREWSTER Rainfall=5..63" -i r Runoff Area=1.168 ac i -Runoff Volume=0.038 of _ Runoff Depth=0.39" 1 'I Y T T1 Flow Length=181' I 1 1 Tc=5.6min Ul Adjusted CN=40 1 T T r' r T , 7 r 1 I 1 T. _ T- T- T- r- r I 1 1 T T 1 1 r T 1 r 1 I i 1 i 1 T 1 1 a T I I 7 T T 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Time (hours) r r r r 35 36 37 38 39 40 Runoff 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type !1124 -hr ATLAS 14 25YEAR BREWSTER Rainfa11=5.63„ Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCADO 10.00-11 sin 04803 Q 2014 HydroCAD Software Solutions LLC Paqe 43 Summary for Subcatchment DA3: House Areas to Ex. Low Area Runoff 6 0.01 cfs @ 14.65 hrs, Volume= 0.004 af, Depth= 0.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Type 1II 24 -hr ATLAS 14 25YEAR BREWSTER Rainfall=5.63" Area (ac) ON Description 0.198 30 Woods, Good, HSG A 0.167 39 >75% Grass cover, Good, HSG A 0.365 34 Weighted Average 0.365 100,00% Pervious Area To Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) - (cfs) - 5.0 Direct Entry, MINIMUM 0.007- 0.007 0.006= 0-006= 0.005 0.005- In 0.004- 0004 k • 0003: 0-003 0.002- 0-002 o -0o1 0,001 0.000=. 0 Subcatchment DA3: House Areas to Ex. Low Area Hydrograph J. -J I' �r I I 1 1. - Type ill 24 -hr 1 ATLAS'14Z5YEAR BREWSTER Rainfall=5.63" L Runoff Area=0.365 ac - — , I 1 1 - I I r - r - • I I , 1 1. 1 I 1 Runoff Volume=0.004 af Runoff Depth=0.14" • Tc=5.0 min CN=34 +- 1-- I- 1 ▪ I 1 I • , 1 1 I I I l 1 I I I - I I I I I I 1 I I I 1 1 r r' T- r- 1 1 1 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) ■ Runoff 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type 11124 -hr ATLAS 14 25YEAR BREWSTER Rainfall=5.63" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLG Page 44 Summary for Subcatchment DA4: House Areas to Ex. Low Area Runoff 0.34 cfs @ 12.11 hrs, Volume= 0.040 af, Depth= 0.72" Runoff by SCS TR-20 method, UH=SCS, Weighted -ON, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Type I II 24 -hr ATLAS 14 25YEAR BREWSTER Rainfall=5,63" Area (ac) ON Adj Description 0.330 30 Woods, Good, HSG A 0.154 39 >75% Grass cover, Good, HSG A 0.100 98 Unconnected pavement, HSG A 0.086 98 Roofs, HSG A 0.670 51 46 Weighted Average, UI Adjusted 0.484 72,24% Pervious Area 0.186 27.76% Impervious Area 0.100 53.76% Unconnected Tc Length Siope Velocity Capacity Description (min) (feet) (ftlft) (ft/sec) (cfs) 5.0 Direct Entry, MINIMUM 0.36= 0.34 : 0.32 0.3 0.28; 0.2624 0.24- 0..22 0.18- 0.16= 0.14- 0.12 0.1 0.08= 0.06- 0.04 0.02 0 Subcatchment DA4: House Areas to Ex. Low Area Hydrograph 0.34 cfs i T, 1 1 1 • +_+_1 • 1 1 -+-+-+-• I I I _ -4 - a _ c - i • I 1 I 1 1 1 Type 111 24 -hr ATLAS 14 25YEAR BREWSTER Rainfall=5.63"_ Runoff Area=0.670 ac Runoff Volume=0.040 af Runoff Depth=0.72" 1 Tc=5.0 min -t- - + - UTAdjusted CN=46 • 1 I I I • I I 1 I I I 1 1 t 1 1 1 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 255 26 27 28 29 30 31 32 33 34 35 36 Time (hours} 0 Runoff` 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type 111 24 -hr ATLAS 14 25YEAR BREWSTER Rainfall=5.63" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 s/n 04803 ® 2014 H droCAD Software Solutions LLC Pac1e 45 Summary for Reach SP1: Study Point 1 Inflow Area = 1.068 ac, 0.00% Impervious, Inflow Depth 0.06°" for ATLAS 14 25YEAR BREWSTER e% Inflow - 0.01 cfs ac 15.14 hrs, Volume= 0.006 af Outflow = 0.01 cfs cx 15.14 hrs, Volume- 0.006 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-40.00 hrs, dt= 0,01 hrs Reach SP1: Study Point 1 Hydrograph 0.009 0.009= 0.008' 0.007= 0.007- 0.006= 0.006' y 0.005 0.005= 0.004 LL 0.004'_ 0.003 0.003- 0.002= 0.002 0.001 0.0011 0.000. 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 Time (hours) 0 31 32 33 34 35 36 37 38 39 40 v Inflow ICI Outflow 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type 11124 -hr ATLAS 14 25YEAR BREWSTER Rainfall=5.63" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 46 Summary for Pond 1P: Low Area Infiltration Basin w leaching galley Inflow Area = 0.375 ac, 0.00% Impervious, Inflow Depth = 0.60" for ATLAS 14 25YEAR BREWSTER e‘ Inflow = 0.13 cfs @ 12.13 hrs, Volume= 0.019 af Outflow = 0.02 cfs @ 15.84 hrs, Volume= 0.018 af, Atten= 86%, Lag= 222.6 min Discarded = 0.02 cfs @ 15.84 hrs, Volume= 0.018 af Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 57.51' @ 15.84 hrs Surf.Area= 321 sf Storage= 313 cf Plug -Flow detention time= 240.0 min calculated for 0.018 af (95% of inflow) Center -of -Mass det. time= 213.8 min ( 1,145.5 - 931.7 ) Volume Invert Avail.Storage Storage Description #1 56.00' 675 cf Custom Stage Data (Prismatic)Listed below (Recalc) #2 50.00' 44 cf Galley 4x4x4 Inside= 42.0"W x 43.0"H => 12.67 sf x 3.50'L = 44.3 cf Outside= 52.8"W x 48.0"H => 14.72 sf x 4.00'L = 58.9 cf 719 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 56.00 34 0 0 58.00 414 448 448 58.50 494 227 675 Device Routing Invert Outlet Devices #1 Discarded 55.90' 2.410 in/hr Exfiltration over Surface area from 55.90' - 58.00' Excluded Surface area = 0 sf #2 Primary 58.00' 5.0' long x 3.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.02 cfs @ 15.84 hrs HW=57.51' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=50.00' (Free Discharge) t--2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type 11124 -hr ATLAS 14 25YEAR BREWSTER Rainfall=5.63" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 H droCADO 10.00-11 sin 04803 © 2014 HydroCAD Software Solutions LLC Page 47 Pond 1P: Low Area Infiltration Basin w leaching galley Hydrograph H 1 0 13 cis 0.14- 0.13= 0.12 0.11' 0.1= 0.09 0.08 0.07- 0.0E 0.05 0.04 0.03 0.02 0.pt= DDD ds I I I I I I �riffa�rtir Area=0.375 ac I I I I I Weak Efev=57.51'' I i I I � i I Storage: --313 cf I I 5 6 7 8 9 1011 12 13 14 1516 17 1819 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time {hours) III Inflow ❑ Outflow ■ Discarded 0 Primary 2023-108 PROPOSED Prepared by Baxter Nye Engineering & Surveying HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Inflow Area = Inflow = Outflow = Discarded = 50 Fishermans Landing Road, Brewster, MA Type III 24 -hr ATLAS 14 25YEAR BREWSTER Rainfall=5.63" Printed 7/14/2023 Page 48 Summary for Pond 2P: Ex. Central Low Area Infiltration Basin 1.168 ac, 14.13% Impervious, Inflow Depth = 0.39" for ATLAS 14 25YEAR BREWSTER e‘ 0.17 cfs @ 12.35 hrs, Volume= 0.038 af 0.05 cfs @ 14.83 hrs, Volume= 0.038 af, Atten= 69%, Lag= 148.8 min 0.05 cfs @ 14.83 hrs, Volume= 0.038 af Routing by Stor-Ind method, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Peak Elev= 69.68' @ 14.83 hrs Surf.Area= 954 sf Storage= 326 cf Plug -Flow detention time= 78.6 min calculated for 0.038 af (100% of inflow) Center -of -Mass det. time= 78.6 min ( 1,042.7 - 964.1 ) Volume #1 Elevation (feet) 69.00 70.00 72.00 74.00 Device #1 Invert Avail.Storage Storage Description 69.00' 16,914 cf Custom Stage Data (Prismatic)..isted below (Recalc) Surf.Area (sq-ft) 3 1,398 3,697 7,421 Routing Invert Discarded Inc.Store (cubic -feet) 0 701 5,095 11,118 Outlet Devices Cum.Store (cubic -feet) 0 701 5,796 16,914 69.00' 2.410 in/hr Exfiltration over Surface area from 67.90' - 74.00' Excluded Surface area = 0 sf Discarded OutFlow Max=0.05 cfs @ 14.83 hrs HW=69.68' (Free Discharge) t_1=Exfiltration (Exfiltration Controls 0.05 cfs) 2023-108 PROPOSED Prepared by Baxter Nye Engineering & Surveying HydroCADJ 10,00-11 sin 04803 © 2014 HydroCAD Software Solutions LLC 0.19= 0.18 0.17- 0.15- 0.14- 0.13- 0.12: 0.11- 0.09 0.08 0.07- 0.06- 0.05- 0.04 0.03- 0.02- 0.01 0 6 Pond 2P: Ex. Central Low Area Infiltration Basin I I -1-L-I- I Hydrograph r J 1 1 S _ 1 _ L J. _ r - r T r r A I 1 I I I 1 I I 1 I 1 1 7 T1 0 T I I I I I I I I I I I 50 Fishermans Landing Road, Brewster, MA Type 1/1 24 -hr ATLAS 14 25YEAR BREWSTER Rainfall=5.63" Printed 7/14/2023 Pa 49 inflow Area=1:168 ac Peak Elev=69.68'; 1 LStorage;=3 f I -1- r 7 Y' -r-r -. -.-�-T--- I s`- -r-r ----�-T- -r -I-�-T-T-r-r- I 'I ' -r r I l T r � f l t r -� I I I 1 1 L I L _ L I 1 I I tl i tl I I � 1 1 _ �. _._ _1_ I - J 1_ I 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) • Inflow IN Discarded 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type 111 24 -hr ATLAS 14 25YEAR BREWSTER Rainfall=5.63" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 50 Summary for Pond 3P: Ex. Eastern Low Area Infiltration Basin Inflow Area = Inflow = Outflow = Discarded = 0.365 ac, 0.00% Impervious, Inflow Depth = 0.14" for ATLAS 14 25YEAR BREWSTER eti 0.01 cfs @ 14.65 hrs, Volume= 0.004 af 0.01 cfs @ 15.46 hrs, Volume= 0.004 af, Atten= 7%, Lag= 48.5 min 0.01 cfs @ 15.46 hrs, Volume= 0.004 af Routing by Stor-Ind method, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Peak Elev= 91.53' @ 15.46 hrs Surf.Area= 279 sf Storage= 7 cf Plug -Flow detention time= 8.1 min calculated for 0.004 af (100% of inflow) Center -of -Mass det. time= 8.1 min ( 1,057.1 - 1,049.0 ) Volume Invert Avail.Storage Storage Description #1 91.50' 402 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 91.50 213 0 0 92.00 1,393 402 402 Device Routing Invert Outlet Devices #1 Discarded 91.50' 1.020 in/hr Exfiltration over Surface area from 90.90' - 92.00' Excluded Surface area = 0 sf Discarded OutFlow Max=0.01 cfs @ 15.46 hrs HW=91.53' (Free Discharge) t_1=Exfiltration (Exfiltration Controls 0.01 cfs) 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type 111 24 -hr ATLAS 14 25YEAR BREWSTER Rainfall=5.63" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 sin 04803 © 2014 HydroCAD Software Solutions LLC 0.007= 0.007 0.006 L 0.006-.. 0.005.- 0.0051 4-n- 0.004 u - 0.004- 0.003. 0.002 0.0021 0.001 0.001 0.000 0 Pond 3P: Ex. Eastern Low Area Infiltration Basin r -r I I Hydrograph - - - . I I 1 1 --1- T- r -r 1 r 1 L 1 1 1 T r -j 7 r 1 Y r r II 1 1 I 11 1 {-4 - _1_J_{- 1 1 Y i 1- - I Bill 4v;Area=O 365 ac I I EIev'&91.53' --a-t-r-r- I I I I I 1_L_L 1 1 5 6 7 8 9 1 1 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Storage,- _cf, r 1 I I L _I- _ _ - _ Y - L - I I I t _ L _ 1.- - 1 _ L - I I I 1 1 1 1 1 1 1 L 1 I I I I T r 32 33 34 35 36 37 38 39 40 Page 51 'D Inflow Discarded 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type III 24 -hr ATLAS 14 25YEAR BREWSTER Rainfall=5.63" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 52 Summary for Pond 4P: Ex. Central Low Area Infiltration Basin Inflow Area = 0.670 ac, 27.76% Impervious, Inflow Depth = 0.72" for ATLAS 14 25YEAR BREWSTER e‘ Inflow = 0.34 cfs @ 12.11 hrs, Volume= 0.040 af Outflow = 0.06 cfs @ 13.72 hrs, Volume= 0.040 af, Atten= 82%, Lag= 96.5 min Discarded = 0.06 cfs @ 13.72 hrs, Volume= 0.040 af Routing by Stor-Ind method, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Peak Elev= 88.48' @ 13.72 hrs Surf.Area= 1,105 sf Storage= 430 cf Plug -Flow detention time= 73.7 min calculated for 0.040 af (100% of inflow) Center -of -Mass det. time= 73.6 min ( 993.2 - 919.6 ) Volume Invert Avail.Storage Storage Description #1 88.00' 10,864 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 88.00 697 0 0 90.00 2,406 3,103 3,103 92.00 5,355 7,761 10,864 Device Routing Invert Outlet Devices #1 Discarded 88.00' 2.410 in/hr Exfiltration over Surface area from 87.90' - 92.00' Excluded Surface area = 0 sf Discarded OutFlow Max=0.06 cfs @ 13.72 hrs HW=88.48' (Free Discharge) '-1=Exfiltration (Exfiltration Controls 0.06 cfs) 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type 111 24 -hr ATLAS 14 25YEAR BREWSTER Rainfall=5.63" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCADQ 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 53 Pond 4P: Ex. Central Low Area Infiltration Basin Hydrograph 0.36 0.34 0.32 :' 0.3=i° 0.28- 0.26-`^ 0.24 ▪ 0.22- 0.2. 3 • 0.18 0.16 _' 0.14 0.12- 0.1 0.08 0.06 0-04 0.02 : 0 5 6 7 8 9 I 1 L 1 I I 1. I 1 L I f J _ _1 _ I 1 I I I 1 _1 _ J _ 1 _ L _ L _ - .1 1 4- I I 1 r'-' 4T*r.P Cl 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 Time (hours) 1 1 L 1 I I 1 i_ 1. 1 I 1 _ 1 1 J. I 1 1 I 4- L I 1 Inf ow Area=O 670 acs I I I i - Peak EIev=88.48' - _ I L StorageP43Q cf- - 1 L _ L 1 L. L J 1 I J 1 l I 1_ 1 1 --4 L _1 1 L _1 J_1_ _ _ . 1 1 1 1 9 40 I I I WI Inflow Discarded 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type 111 24 -hr TR20 2YEAR BREWSTER Rainfall=3.30" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 sin 04803 © 2014 HydroCAD Software Solutions LLC Page 54 Time span=5.00-40.00 hrs, dt=0.01 hrs, 3501 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentDA1: Proposed Areas to Low Runoff Area=0.375 ac 0.00% Impervious Runoff Depth=0.04" Tc=5.0 min CN=44 Runoff=0.00 cfs 0.001 af SubcatchmentDAl A: Proposped Areas to Runoff Area=0.153 ac 0.00% Impervious Runoff Depth=0.00" Tc=5.0 min CN=30 Runoff=0.00 cfs 0.000 af SubcatchmentDA1 B: Proposed Areas to Runoff Area=0.540 ac 0.00% Impervious Runoff Depth=0.00" Tc=5.0 min CN=33 Runoff=0.00 cfs 0.000 af SubcatchmentDA2: Site Areas to Ex. Low Runoff Area=1.168 ac 14.13% Impervious Runoff Depth=0.01" Flow Length=181' Tc=5.6 min UI Adjusted CN=40 Runoff=0.00 cfs 0.001 af SubcatchmentDA3: House Areas to Ex. Low Runoff Area=0.365 ac 0.00% Impervious Runoff Depth=0.00" Tc=5.0 min CN=34 Runoff=0.00 cfs 0.000 af SubcatchmentDA4: House Areas to Ex. Runoff Area=0.670 ac. 27.76% Impervious Runoff Depth=0.07" Tc=5.0 min UI Adjusted CN=46 Runoff=0.01 cfs 0.004 af Reach SP1: Study Point 1 Inflow=0.00 cfs 0.000 af Outflow=0.00 cfs 0.000 af Pond 1 P: Low Area Infiltration Basin w leaching Peak Elev=56.00' Storage=44 cf Inflow=0.00 cfs 0.001 af Discarded=0.00 cfs 0.000 af Primary=0.00 cfs 0.000 af Outflow=0.00 cfs 0.000 af Pond 2P: Ex. Central Low Area Infiltration Basin Peak Elev=69.02' Storage=0 cf Inflow=0.00 cfs 0.001 af Outflow=0.00 cfs 0.001 af Pond 3P: Ex. Eastern Low Area Infiltration Basin Peak EIev=91.50' Storage=0 cf Inflow=0.00 cfs 0.000 af Outflow=0.00 cfs 0.000 af Pond 4P: Ex. Central Low Area Infiltration Basin Peak Elev=88.01' Storage=4 cf Inflow=0.01 cfs 0.004 af Outflow=0.01 cfs 0.004 af Total Runoff Area = 3.271 ac Runoff Volume = 0.006 af Average Runoff Depth = 0.02" 89.27% Pervious = 2.920 ac 10.73% Impervious = 0.351 ac 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type 111 24 -hr TR2O 2YEAR BREWSTER Rainfall=3.30" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 sin 04803 © 2014 HydroCAD Software Solutions LLC Pace 55 Summary for Subcatchment DA1: Proposed Areas to Low Area Runoff = 0.00 cfs 15.42 hrs, Volume= 0.001 af, Depth= 0.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Type 1 11 24 -hr TR20 2YEAR BREWSTER Rainfall=3.30" Area (ac) CN Description 0.076 96 Gravel surface, HSG A 0.289 30 Woods, Good, HSG A 0.010 39 >75% Grass cover, Good, HSG A 0.375 44 Weighted Average 0.375 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, MINIMUM 0.002- 0.02 0.002- 0.0021 0.002 0.002 0.002' 0.0021 0.001 — 0.001 13 0.001= 0.001 ° o.001 0.001' 0.001= 0.0o1 0.001 4 0.0o0 " 0.000, 0.000 0.000 0- Subcatchment DA1: Proposed Areas to Low Area. Hydrograph _ 1 I a YEAR Type 111 24 -hr BREWSTER Rainfa11=3.30" Runoff Area=0.375 ac Runoff Volume -0,001 af Runoff Depth=0.04" Tc=5,0 min - CN=44 I J_ _ _ _ 1. _ 1. 1 I T 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 9 Runoff 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type 111 24 -hr TR20 2YEAR BREWSTER Rainfall=3.30" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCADQ 10.00-11 sin 04803 © 2014 HydroCAD Software Solutions LLC Page 56 Summary for Subcatchment DA1A: Proposped Areas to North Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0,00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Type 111 24 -hr TR20 2YEAR BREWSTER Rainfall=3.30" Area (ac) CN Description 0.153 30 Woods, Good, HSG A 0.153 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) - 5.0 Direct Entry, MINIMUM Subcatchment DATA: Proposped Areas to North Hydrograph D Runoffs Type 111 24 -hr TR20 2YEAR BREWSTER Rainfall=3.30" Runoff Area=0.153 ac Runoff Volume=0.000 af Runoff Depth=0.0©" Tc=5.0 min CN=30 0 j coeds 0 6 7 8 10 11 12 13 14 15 16 1 19 20 21 22 23 24 25 26 27 28 29 Time (hours) 0 31 32 3 3 34 35 36 37 38 39 40 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type III 24 -hr TR20 2YEAR BREWSTER Rainfall=3.30" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 sin 04803 Q 2014 HydroCAD Software Solutions LLC Pacie 57 Summary for Subcatchment DA1 B: Proposed Areas to East Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Type I II 24 -hr TR20 2YEAR BREWSTER RainfaIk 3.30" Area (ac) CN Description 0.340 30 Woods, Good, HSG A 0.200 39 >75% Grass cover, Good, HSG A 0.540 33 Weighted Average 0.540 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, MINIMUM Subcatchment DA1 B: Proposed Areas to East Hydrograph Runoff Type 111 24 -hr TR20 2YEAR BREWSTER Rainfall=3.30„ Runoff Area=0.54t} ac Runoff Volume,=0.000 af Runoff Depth=0.00" Tc=5A min CN=33 cfs 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type 111 24 -hr TR20 2YEAR BREWSTER Rainfall=3.30" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 sin 04803 © 2014 HydroCAD Software Solutions LLC Page 58 Summary for Subcatchment DA2: Site Areas to Ex. Low Area Runoff = 0.00 cfs @ 23.04 hrs, Volume= 0.001 af, Depth= 0.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Type III 24 -hr TR20 2YEAR BREWSTER Rainfall=3.30" Area (ac) CN Adj Description 0.040 96 Gravel surface, HSG A 0.686 30 Woods, Good, HSG A 0.277 39 >75% Grass cover, Good, HSG A 0.165 98 Unconnected pavement, HSG A 1.168 44 40 Weighted Average, UI Adjusted 1.003 85.87% Pervious Area 0.165 14.13% Impervious Area 0.165 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 25 0.1800 0.31 Sheet Flow, A Grass: Short n= 0.150 P2= 3.20" 2.9 25 0.1800 0.14 Sheet Flow, B Woods: Light underbrush n= 0.400 P2= 3.20" 1.4 131 0.0990 1.57 Shallow Concentrated Flow, C Woodland Kv= 5.0 fps 5.6 181 Total 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type 111 24 -hr TR20 2YEAR BREWSTER Rainfa11=3.30" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 sln 04803 © 2014 HydroCAD Software Solutions LLC Page 59 Subcatchrnent DA2: Site Areas to Ex. Low Area Hydrograph 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 . 0 0 0 - 0 Type 111 24 -hr TR20 2YEAR BREW§TERRainfall=3.30" Runoff Area=1.168_ac- Runoff Volume=0.001 of RunofiIIepth=-0.0 „-, - - Flow Length=181' T - - - Tc=5.6 min 1 1 I I I U''I Adjusted CN=40 1 — 1 t I I I . 1 1 1 1 I 1 I 1 1 1 1 1 1 1 I 1 I t . 1 1 1 — —r r —r I I 1 1 I 4 a I 1 I 5 6 7 8 910 1 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 1 a 1 r r r Runoff 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type 111 24 -hr TR20 2YEAR BREWSTER Rainfall=3.30" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 sin 04803 © 2014 HydroCAD Software Solutions LLC Page 60 Summary for Subcatchment DA3: House Areas to Ex. Low Area Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Type III 24 -hr TR20 2YEAR BREWSTER Rainfall=3.30" Area (ac) _CN Description 0.198 30 Woods, Good, HSG A 0.167 39 >75% Grass cover, Good, HSG A 0.365 34 Weighted Average 0.365 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, MINIMUM 0 LL d.Dfi cfs 4 Subcatchment DA3: House Areas to Ex. Low Area Hydrograph TR20 2YEAR Type 111 24 -hr BREWSTER Rainfall=3.30" Runoff Area=0.365 ac Runoff Volume=0.000 af Runoff Depth=0.00" Tc=5.0 min CN=34 5 6 7 8 9 10 12 13 14 5 16 17 18 19 20 21 22 23 24 25 26 27 2 Time (hours) 9 30 31 32 33 34 35 37 38 39 40 0 Runoff 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type 111 24 -hr TR20 2YEAR BREWSTER Rainfall=3.30" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 sin 04803 © 2014 HydroCAD Software Solutions LLC Pape 61 Summary for Subcatchment DA4: House Areas to Ex. Low Area Runoff = 0.01 cfs @ 14.85 hrs, Volume= 0.004 af, Depth= 0.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Type III 24 -hr TR20 2YEAR BREWSTER Rainfall=3.3011 Area (ac) ON Adj Description 0.330 30 Woods, Good, HSG A 0.154 39 >75% Grass cover, Good, HSG A 0.100 98 Unconnected pavement, HSG A 0.086 98 Roofs, HSG A 0.670 51 46 Weighted Average, UI Adjusted 0.484 72.24% Pervious Area 0.186 27.76% Impervious Area 0.100 53.76% Unconnected Tc Length Slope Velocity Capacity Description min feet ft/ft ftlsec _ cfs 5.0 Direct Entry, MINIMUM Subcatchment DA4: House Areas to Ex. Low Area Hydrograph 0.0072. 0.007 0.006- 0.005 0.045 0.004- 0.003:7' 0.003- 0.002- 0.002' 0.001- 0.001- 0.000- 0 1 -I 3 _L L L _ I _I - _ _ _ _ a _ l _ L _ L. I Type. 111 24 -hr TR20 2YEAR BREWSTER Rainfall=3.30" T Runoff Area=0,670 ac L Runoff Volume=0.004 of I 1 I I I I I I r —F I I Runoff Depth=0.07" Tc=SA ran- UtAdjusted I ' I i L 1 1 —I T T 1 I I ' - 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) ■ Runoff' 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type 111 24 -hr TR20 2YEAR BREWSTER Rainfall=3.30" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 sin 04803 C 2014 HydroCAD Software Solutions LLC Page 62 Summary for Reach SP1: Study Point 1 Inflow Area = 1.068 ac, 0.00% Impervious, Inflow Depth = 0.00" for TR20 2YEAR BREWSTER event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Reach SP1: Study Point 1 Hydrograph 0 I - foes nis 0 1 nflvw Area=1.066 ac 5 6 7 8 910111213141516171819202122232425262728293031323334353637383940 Time (hours) ■ Inflow ▪ Outflow 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type /II 24 -hr TR20 2YEAR BREWSTER Rainfall=3.30" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 63 Summary for Pond 1P: Low Area Infiltration Basin w leaching galley Inflow Area = 0.375 ac, 0.00% Impervious, Inflow Depth = 0.04" for TR20 2YEAR BREWSTER event Inflow = 0.00 cfs @ 15.42 hrs, Volume= 0.001 af Outflow = 0.00 cfs @ 21.26 hrs, Volume= 0.000 af, Atten= 13%, Lag= 350.2 min Discarded = 0.00 cfs @ 21.26 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 56.00' @ 21.26 hrs Surf.Area= 0 sf Storage= 44 cf Plug -Flow detention time= 452.4 min calculated for 0.000 af (29% of inflow) Center -of -Mass det. time= 245.5 min ( 1,358.1 - 1,112.7 ) Volume Invert Avail.Storage Storage Description #1 56.00' 675 cf Custom Stage Data (Prismatic)Listed below (Recalc) #2 50.00' 44 cf Galley 4x4x4 Inside= 42.0"W x 43.0"H => 12.67 sf x 3.50'L = 44.3 cf Outside= 52.8"W x 48.0"H => 14.72 sf x 4.00'L = 58.9 cf 719 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 56.00 34 0 0 58.00 414 448 448 58.50 494 227 675 Device Routing Invert Outlet Devices #1 Discarded 55.90' 2.410 in/hr Exfiltration over Surface area from 55.90' - 58.00' Excluded Surface area = 0 sf #2 Primary 58.00' 5.0' long x 3.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.00 cfs @ 21.26 hrs HW=56.00' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=50.00' (Free Discharge) 4P-2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type 111 24 -hr TR20 2YEAR BREWSTER Rainfall=3.30" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 sin 04803 U 2014 HydroCAD Software Solutions LLC Page 64 Pond 1P: Low Area Infiltration Basin w leaching galley Hydrograph 0.0024 0.0024 0.002 0.002 0.002- 0.002- 0.002' 0.002- 0.001 0.001 0.001. • 0.001 • 0.0015 ;T. 0.001 3 0.0011 0.001 0.001 0.0004 0.0004 0.0004 0.000 T ' r , 1 1 T r 1 1 1 1 1 1. 1 1 1 1 1 • 5 6 7 8 9 10 11 12 13 14 15 16 17 [r�ou Area=0.375 ac Peak EIev=56.00'; Storage=44 cf 8 19 20 21 22 23 24 25 26 27 28 2930 Time (hours) 34 35 36 37 38 39 40 ® Inflow ® Outflow ■ Discarded ® Primary 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type 111 24 -hr TR20 2YEAR BREWSTER Rainfall=3.30" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 65 Summary for Pond 2P: Ex. Central Low Area Infiltration Basin Inflow Area = 1.168 ac, 14.13% Impervious, Inflow Depth = 0.01" for TR20 2YEAR BREWSTER event Inflow = 0.00 cfs @ 23.04 hrs, Volume= 0.001 af Outflow - = 0.00 cfs @ 23.15 hrs, Volume= 0.001 af, Atten= 0%, Lag= 6.9 min Discarded = 0.00 cfs @ 23.15 hrs, Volume= 0.001 af Routing by Stor-Ind method, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Peak Elev= 69.02' @ 23.15 hrs Surf.Area= 26 sf Storage= 0 cf Plug -Flow detention time= 7.8 min calculated for 0.001 af (100% of inflow) Center -of -Mass det. time= 7.8 min ( 1,283.1 - 1,275.3 ) Volume Invert AvaiLStorage Storage Description #1 69.00' 16,914 cf Custom Stage Data (Prismatic Jsted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 69.00 3 0 0 70.00 1,398 701 701 72.00 3,697 5,095 5,796 74.00 7,421 11,118 16,914 Device Routing Invert Outlet Devices #1 Discarded 69.00' 2.410 in/hr Exfiltration over Surface area from 67.90' - 74.00' Excluded Surface area = 0 sf Discarded Outflow Max=0.00 cfs @ 23.15 hrs HW=69.02' (Free Discharge) t--1=-Exfiltration (Exfiltration Controls 0.00 cfs) 2023-108 PROPOSED Prepared by Baxter Nye Engineering & Surveying HydroCAD® 10.00-11 sin 04803 © 2014 HydroCAD Software Solutions LLC 0017. 0.001 0.001 0,001- 0.001-: 2 • 0,001= • 0.001= • 0.001= 0.000- 0.000 0.000= 0.000 o. Pond 2P: Ex. Central Low Area Infiltration Basin Hydrograph Inflow Area=1.168 Peak Elev=69.02' Storage=,O_cf _ 5 6 7 8 9 0 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 50 Fishermans Landing Road, Brewster, MA Type 111 24 -hr TR20 2YEAR BREWSTER Rainfall=3.30" Printed 7/14/2023 Page 66 Li Inflow 11 ® Discarded 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type 111 24 -hr TR20 2YEAR BREWSTER Rainfall=3.30" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Pape 67 Summary for Pond 3P: Ex. Eastern Low Area Infiltration Basin Inflow Area = Inflow = Outflow = Discarded = 0.365 ac, 0.00% Impervious, Inflow Depth = 0.00" for TR20 2YEAR BREWSTER event 0.00 cfs @ 5.00 hrs, Volume= 0.000 af 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Peak Elev= 91.50' @ 5.00 hrs Surf.Area= 213 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 91.50' 402 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation (feet) 91.50 92.00 Surf.Area (sq-ft) 213 1,393 Inc.Store (cubic -feet) 0 402 Cum.Store (cubic -feet) 0 402 Device Routing Invert Outlet Devices #1 Discarded 91.50' 1.020 in/hr Exfiltration over Surface area from 90.90' - 92.00' Excluded Surface area = 0 sf Discarded OutFlow Max=0.00 cfs @ 5.00 hrs HW=91.50' (Free Discharge) -1=Exfiltration (Passes 0.00 cfs of 0.01 cfs potential flow) 2023-108 PROPOSED 50 Fishermans Landing Road, Brewster, MA Type 111 24 -hr TR20 2YEAR BREWSTER Rainfall=3.30" Prepared by Baxter Nye Engineering & Surveying HydroCAD® 10.00-11 sin 04803 0 2014 HydroCAD Software Solutions LLC V 0 Pond 3P: Ex. Eastern Low Area Infiltration Basin Hydrograph 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) Printed 7/14/2023 Fade 68 1 Inflow ❑ Discarded 50 Fishermans Landing Road, Brewster, MA 2023-108 PROPOSED Type 111 24 -hr TR20 2YEAR BREWSTER Rainfall=3.30" Prepared by Baxter Nye Engineering & Surveying Printed 7/14/2023 HydroCAD®10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC Page 69 Summary for Pond 4P: Ex. Central Low Area Infiltration Basin Inflow Area = 0.670 ac, 27.76% Impervious, Inflow Depth = 0.07" for TR20 2YEAR BREWSTER event Inflow = 0.01 cfs @ 14.85 hrs, Volume= 0.004 af Outflow = 0.01 cfs @ 15.03 hrs, Volume= 0.004 af, Atten= 0%, Lag= 11.3 min Discarded = 0.01 cfs @ 15.03 hrs, Volume= 0.004 af Routing by Stor-Ind method, Time Span= 5.00-40.00 hrs, dt= 0.01 hrs Peak Elev= 88.01' @ 15.03 hrs Surf.Area= 702 sf Storage= 4 cf Plug -Flow detention time= 11.7 min calculated for 0.004 af (100% of inflow) Center -of -Mass det. time= 11.7 min ( 1,076.2 - 1,064.5 ) Volume Invert Avail.Storage Storage Description #1 88.00' 10,864 cf Custom Stage Data (Prismatic)..isted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 88.00 697 0 0 90.00 2,406 3,103 3,103 92.00 5,355 7,761 10,864 Device Routing Invert Outlet Devices #1 Discarded 88.00' 2.410 in/hr Exfiltration over Surface area from 87.90' - 92.00' Excluded Surface area = 0 sf Discarded OutFlow Max=0.04 cfs @ 15.03 hrs HW=88.01' (Free Discharge) T-1=Exfiltration (Exfiltration Controls 0.04 cfs) 2023-108 PROPOSED Prepared by Baxter Nye Engineering & Surveying HydroCAD® 10.00-11 s/n 04803 © 2014 HydroCAD Software Solutions LLC 0 ri 0.007 0.007- 0.006- 0.005' 0.005 0.004- 0.0047 0.003 0.003- 0.002- 0.0017 0.001 0.000- 0 Pond 4P: Ex. Central Low Area Infiltration Basin Hydrograph I I I I I I I I I L _ 4 • 50 Fishermans Landing Road, Brewster, MA Type 111 24 -hr TR20 2YEAR BREWSTER Rainfall=3.30" Printed 7/14/2023 Page 70 Inflow Area=0.670 a�c� A Peak Ele► 08.O i' 1 4 Storage=4 cf ; �. , I L _ _ 1 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) • Inflow ■ Discarded Stormwater Management Report 50 Fishermans Landing Road July 14, 2023 Brewster, Massachusetts APPENDIX D GROUNDWATER RECHARGE & WATER QUALITY o GROUNDWATER RECHARGE VOLUME CALCULATIONS o WATER QUALITY TREATMENT VOLUME CALCULATIONS o TSS REMOVAL CALCULATION WORKSHEET o DEWATERING TIME o MDEP CHECKLIST FOR SWM REPORT 191 Page BAXTER NYE ENGINEERING & SURVEYING 1597 Falmouth Road„ Suite 1 ® Centerville, MA 02632 Tel: 508-771-7502 ® Fax: 508-771-7622 ® www.baxter-nye.com Date: 2023-07-14 Job #: 2023-108 Job Name: 50 Fishermans Landing Road Calculations by: JKL RECHARGE TO GROUNDWATER VOLUME (MADEP Standard 3) All site soils within area of proposed impervious cover are HSG A. Therefore, the recharge rate is: 0.6" x 0.6" x 965 cf total impervious area 19301 sf The underground Infiltration Basins are used for recharge and quantity control for post - development site runoff. 1) Infiltration Basin 1: Infiltration Storage Volume Provided up to Outlet Invert = 500 cf at Weir Elev=58.00 Infiltration Basin 2: Infiltration Storage Volume Provided in basin is: =1172 cf up to Elev 70.30 Infiltration Basin 3: Infiltration Storage Volume Provided in basin is: =152 cf up to Elev 70.30 Infiltration Basin 4: Infiltration Storage Volume Provided in basin is: =1191 cf up to Elev 91.36 Therefore, total Volume of Recharge which is provided: = 3,015 cf > 965 cf/ Design Reqmts met The Volume of Recharge well exceeds the required amount of recharge. WATER QUALITY VOLUME CALCULATIONS (MADEP Standard 4-6) The site is in an area with rapid infiltration. Therefore, the Water Quality Treatment must address the first one (1) inch of runoff over the total impervious area for each drainage area. The proposed building roof area is 0.260 acres, which is conveyed directly to the swm facilities and is not included in impervious area. DA1: The total impervious area (gravel driveway) to receive water quality treatment is 3084 sf. WQV = 1.0 " x (acres of impervious area) = 1.0" x (3084 sf)) = 257 cf The total WQV to be treated through BMP's is 257 cf. Infiltration Basin 1 — Water Quality Storage Volume Provided up to elevation 57.5 = 281 cf DA2: The total impervious area (gravel driveway) to receive water quality treatment is 7200 sf. WQV = 1.0 " x (acres of impervious area) = 1.0" x (7200 sf)) = 600 cf Infiltration Basin 2 — Water Quality Storage Volume Provided up to elevation70.0 = 1096 cf DA3: No impervious areas DA4: The total impervious area (gravel driveway) to receive water quality treatment is 9017 sf. WQV = 1.0 " x (acres of impervious area) = 1.0" x (9017 sf)) = 751 cf Infiltration Basin 4 — Water Quality Storage Volume Provided up to elevation 89.0 = 1552 cf The combined BMP treatments are designed in accordance with the MDEP sizing requirements and provide the Water Quality Volume requirements. Single-family residence 50 Fishermans Landing Road, Brewster, MA Project # 2023-108 July 14, 2023 TSS REMOVAL CALCULATION WORKSHEET A BMP B TSS Removal Rate C Starting TSS Load * D Amount Removed (BxC) E Remaining Load (C -D) Grassed Channel 50 % 1.00 0.50 0 .50 Infiltration Basin 80% 0.50 0 .40 0 .10 T otal TSS Remo ved = 0 .90 *Equals remaining load from previous BMP (E) Baxte r Nye Engineering 2023-108 TSS Removal Spreadsheet .xls DEWATERING TIME FOR SWM FACILITIES The rate of infiltration used in the analysis of these facilities is based on on -site investigations of the soils. The infiltration rate (or perc rate) is converted from min/in into ft/min or ft/sec. This rate is entered into HydroCad in this format of velocity (ft/min) or flow rate (cfs — which is obtained by applying the velocity over the infiltratable area of the SWM facility [ft/sec x sf = cfs]) Time to drain basin = Rate of infiltration across depth of ponding at bottom of basin on 100 -year design storm Rate of Infiltration in Loamy Sand soils = 2.41 in/hr Infiltration Basin 1: = 2.02 feet x 12 in/ft / 2.41 inches per hour = 7.52 hours Infiltration Basin 2: = 1.30 feet x 12 in/ft / 2.41 inches per hour = 3.39 hours Infiltration Basin 3: = 0.23 feet x 12 in/ft / 2.41 inches per hour = 1.15.hours Infiltration Basin 4: = 1.04 feet x 12 in/ft / 2.41 inches per hour = 5.18 hours [times fall within the 72 hour max draining time] GOOD BAXTER NYE ENGINEERING & SURVEYING 78 North Street, 3rd Floor a Hyannis, MA 02601 Tel: 508-771-7502 a Fax: 508-771-7622 a www.baxter-nye.com Important: When filling out forms on the computer, use only the tab key to move your cursor - do not use the return key. Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report A. Introduction 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.' 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. 'The Stormwater Report may also include the Illicit Discharge Compliance Statement required by Standard 10. If not included in the Stormwater Report, the Illicit Discharge Compliance Statement must be submitted prior to the discharge of stormwater runoff to the post -construction best management practices. 2 For some complex projects, it may not be possible to include the Construction Period Erosion and Sedimentation Control Plan in the Stormwater Report in that event, the issuing authority has the discretion to issue an order of Conditions that approves the project and includes a condition requiring the proponent to submit the Construction Period Erosion and Sedimentation Control Plan before commencing any land disturbance activity on the site. swcheck.doc • 04101108 Stormwater Report Checklist • Page 1 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report B. Stormwater Checklist and Certification The following checklist is intended to serve as a guide for applicants as to the elements that ordinarily need to be addressed in a complete Stormwater Report. The checklist is also intended to provide conservation commissions and other reviewing authorities with a summary of the components necessary for a comprehensive Stormwater Report that addresses the ten Stormwater Standards. Note: Because stormwater requirements vary from project to project, it is possible that a complete Stormwater Report may not include information on some of the subjects specified in the Checklist. If it is determined that a specific item does not apply to the project under review, please note that the item is not applicable (N.A.) and provide the reasons for that determination. A complete checklist must include the Certification set forth below signed by the Registered Professional Engineer who prepared the Stormwater Report. Registered Professional Engineer's Certification I have reviewed the Stormwater Report, including the soil evaluation, computations, Long-term Pollution Prevention Plan, the Construction Period Erosion and Sedimentation Control Plan (if included), the Long- term Post -Construction Operation and Maintenance Plan, the Illicit Discharge Compliance Statement (if included) and the plans showing the stormwater management system, and have determined that they have been prepared in accordance with the requirements of the Stormwater Management Standards as further elaborated by the Massachusetts Stormwater Handbook. I have also determined that the information presented in the Stormwater Checklist is accurate and that the information presented in the Stormwater Report accurately reflects conditions at the site as of the date of this permit application. Registered Professional Engineer Block and Signature Checklist Project Type: Is the application for new development, redevelopment, or a mix of new and redevelopment? 0 New development El Redevelopment LI Mix of New Development and Redevelopment swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 2 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program hec list for for ater 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) ❑x Minimizing disturbance to existing trees and shrubs ❑ LID Site Design Credit Requested: ❑ Credit 1 ❑ Credit 2 ❑ Credit 3 ❑x 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 ❑x Grass Channel ❑ Green Roof ❑ Other (describe): Standard 1: No New Untreated Discharges ❑x No new untreated discharges ❑x Outlets have been designed so there is no erosion or scour to wetlands and waters of the Commonwealth El Supporting calculations specified in Volume 3 of the Massachusetts Stormwater Handbook included. swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 3 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for tormwater - eport 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. ❑X 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 Field' ❑Q 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. ❑x 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. ❑x 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. ' 80% TSS removal is required prior to discharge to infiltration BMP if Dynamic Field method is used. swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 4 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program hec list for for ater ` epo 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. ❑x D• ocumentation 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. x❑ T• reatment 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 ❑x 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. LI C• alculations documenting that the treatment train meets the 80% TSS removal requirement and, if applicable, the 44% TSS removal pretreatment requirement, are provided. swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 5 of 8 N/A Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater eport Checklist (continued) Standard 4: Water Quality (continued) ® The BMP is sized (and calculations provided) based on: The'/2" or 1" Water Quality Volume or ❑ The equivalent flow rate associated with the Water Quality Volume and documentation is provided showing that the BMP treats the required water quality volume. ❑ The applicant proposes to use proprietary BMPs, and documentation supporting use of proprietary BMP and proposed TSS removal rate is provided. This documentation may be in the form of the propriety BMP checklist found in Volume 2, Chapter 4 of the Massachusetts Stormwater Handbook and submitting copies of the TARP Report, STEP Report, and/or other third party studies verifying performance of the proprietary BMPs. ❑ A TMDL exists that indicates a need to reduce pollutants other than TSS and documentation showing that the BMPs selected are consistent with the TMDL is provided. Standard 5: Land Uses With Higher Potential Pollutant Loads (LUHPPLs) ❑ The NPDES Multi -Sector General Permit covers the land use and the Stormwater Pollution Prevention Plan (SWPPP) has been included with the Stormwater Report. ❑ The NPDES Multi -Sector General Permit covers the land use and the SWPPP will be submitted prior to the discharge of stormwater to the post -construction stormwater BMPs. ❑ The NPDES Multi -Sector General Permit does not cover the land use. ❑ LUHPPLs are located at the site and industry specific source control and pollution prevention measures have been proposed to reduce or eliminate the exposure of LUHPPLs to rain, snow, snow melt and runoff, and been included in the long term Pollution Prevention Plan. ❑ All exposure has been eliminated. ❑ All exposure has not been eliminated and all BMPs selected are on MassDEP LUHPPL list. ❑ The LUHPPL has the potential to generate runoff with moderate to higher concentrations of oil and grease (e.g. all parking lots with >1000 vehicle trips per day) and the treatment train includes an oil grit separator, a filtering bioretention area, a sand filter or equivalent. Standard 6: Critical Areas ❑ The discharge is near or to a critical area and the treatment train includes only BMPs that MassDEP has approved for stormwater discharges to or near that particular class of critical area. ❑ Critical areas and BMPs are identified in the Stormwater Report. swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 6 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program ec list for t• r ater 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. N/A ❑ 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. ❑Q A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan containing the information set forth above has been included in the Stormwater Report. swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 7 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater ' eport 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. El 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 ❑x 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 ❑x 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. swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 8 of 8 APPROVAL OF MEETING MINUTES: JULY 26, 2023 PB Minutes 07/26/23 Page 1 of 6 Brewster Planning Board 2198 Main Street Brewster, MA 02631-1898 (508) 896-3701 x1133 brewplan@brewster-ma.gov MEETING MINUTES Wednesday, July 26, 2023 at 6:30 pm Brewster Town Office Building Chair Amanda Bebrin convened a meeting of the Planning Board at 6:30 pm with the following members participating: Charlotte Degen, Tony Freitas, Rob Michaels, Elizabeth Taylor, and Alex Wentworth. Madalyn Hillis-Dineen was not present. Also participating: Jon Idman, Town Planner, and Lynn St. Cyr, Senior Department Assistant. Bebrin declared that a quorum of the Planning Board was present. She read the Meeting Participation Statement and Recording Statement. 6:32 PM PUBLIC ANNOUNCEMENTS AND COMMENT No citizen comments. 6:33 PM PUBLIC MEETING Approval Not Required, Case No. 2023-07: Applicant/Owner: Jodie Cash-Eddy and Robert and Cheryl Dolan through their representative BSC Group seeks endorsement of an Approval Not Required Plan for property located at 23 Franklin Cartway shown on Tax Map 50, Parcel 11 and 33 Franklin Cartway shown on Tax Map 50, Parcel 12, both within the Residential Medium Density (R-M) Zoning District. The plan is pursuant to MGL c. 41 §81L and §81P and §290-4 of the Brewster Subdivision Rules and Regulations. Documents:  07/11/23 Approval Not Required Application and Plan  07/18/23 Staff Report Kieran Healy of BSC Group was present on behalf of the Applicant Jodie Cash-Eddy and Robert and Cheryl Dolan. Healy described the plan as a land transfer from a large to a small parcel which is currently 2752 SF. The proposed transfer is approximately 1000 SF and the parcel will become 3685 SF in size. Michaels stated that he visited the property and noted a concrete pad in the land that is proposed for transfer. Healy confirmed that the concrete pad would be part of the transfer. Idman stated that frontage is not changing for either lot. A lot is being created to be conveyed to the smaller parcel. The lot being created does not purport to be a building lot. Motion by Degen to Endorse Approval Not Required, Case No. 2023-07. Second by Michaels. Vote: 6-0-0. 6:39 PM PUBLIC MEETING Major Stormwater Management Permit, Case No. 2023-31: Applicant/Owner: The Latham Center, Inc. through their representative TF Moran, Inc. has submitted a major stormwater permit application for property located at 1439 Main Street and shown on Tax Map 48, Parcel 61, pursuant to Brewster Town Code Chapter 272 and its accompanying Regulations. Documents:  10/23/19 Site Development Plans, revised 06/19/23  12/11/19 Stormwater Management Report revised January 30, 2020 and June 26, 2023  07/07/23 Major Stormwater Management Permit Application Approved: Vote: PB Minutes 07/26/23 Page 2 of 6  07/19/23 Staff Report Bebrin recused herself as she is a member of the Latham Centers Board of Directors. Wentworth took over as Chair. Robert Duval, Chief Engineer, of TF Moran was present on behalf of the Applicant. Duval stated that the project was originally approved in March 2020 by the Planning Board. The Applicant filed an application with the Zoning Board of Appeals who rendered a decision which was appealed. Negotiations took place, the scope of the initial proposed project changed and the stormwater regulations have changed since the initial application was approved by the Planning Board. Duval stated that the existing lot has several buildings and two of the buildings will be torn down. Additions will be made to one of the remaining buildings and renovations to both remaining buildings will take place. The site will be used as administrative offices, educational classrooms, gymnasium, and cafeteria. Duval described proposed stormwater management. The site has approximately 16000 SF of existing impervious surfaces. Stormwater runoff currently goes into wetlands to the north and northwest as well as onto Main Street to the south or into wetlands to the southeast. The site will be regraded and a closed system of storm drainage with an underground stormwater infiltration system will be used to capture and treat the new 8000 SF area of impervious surface as well as most of the runoff from the original 16000 SF of impervious surface. There is a small area to the northwest for which roof runoff cannot be captured but there is little to no pollutant load. Six catch basins will be used on the site. Rate and volume of discharged are being reduced for all storm events. Requirements by DEP and the Town for removal of TSS and nitrates and phosphates are being met with this system. Duval stated that during construction the entire site will be surrounded by a silt sock. There are two existing infiltration basins which will be protected with silt bags. The new catch basins will also be protected with silt bags as they are being brought online. There will also be a stabilized stone construction entrance for all construction vehicles. Duval stated that no waivers from the stormwater requirements are being requested and he believes the application complies with all stormwater requirements. Taylor requested clarification from the Applicant on information provided on the existing site conditions plan. Taylor confirmed with the Applicant that it is their intent to keep as many of the existing trees on site as possible, that the use of fertilizer would be limited, and that invasive plants would be physically removed. Taylor asked for clarification on the “meadow’ areas described on the plan and their maintenance. Idman stated that the project is also being reviewed by the Conservation Commission and he believed questions raised by Taylor would be covered in the Order of Conditions issued by the Conservation Commission. Jeremy Belanger of TF Moran joined the meeting via Zoom. Belanger stated that the project was before the Conservation Commission last night for review. The Conservation Commission was amenable to the New England roadside seed mix shown along the eastern property line. Belanger stated that a note was added to the landscape plan at the request of the Conservation Commission stating that natural fertilizers would be used in accordance with manufacturer’s standards within the 100’ buffer to the wetlands. Michaels noted that the stormwater regulations require that the NOAA Atlas 14 be used to calculate precipitation events and the Applicant used a different. Michaels wondered if the use of a different source would impact the volume calculations provided. Michaels asked for clarification on the two existing catch basins and Duval responded that the existing structures would be removed. Michaels asked whether the Applicant considered using nature-based swales and Duval responded that swales were being used in the lawn area between the two buildings but due to limited room and steep pavement there are no other swales proposed. Degen asked whether the Planning Board needed assurance from the Applicant that the volume calculations complied with the bylaw given a different source was used to calculate precipitation events. Duval responded that the overall conclusion and effective treatment will be the same but there may be a slight shift in the reduction of runoff. Degen confirmed with the Applicant that there is no longer a dorm proposed on site. PB Minutes 07/26/23 Page 3 of 6 Freitas inquired as to the status of the Conservation Commission review and wondered if the Planning Board needed to hear from the Conservation Commission before completing their stormwater review. Idman responded that the Conservation Commission would review and issue an order for any activity within the 100’ buffer to the wetlands. Belanger responded that the Conservation Commission hearing was continued to August 8th . The Conservation Commission asked the Applicant to add a note to the landscape plan regarding fertilizer use and identify the curb on the plans provided to them. There was a discussion on buffer impacts as well. The Planning Board discussed whether supplemental information was needed to determine whether the application complied with the stormwater bylaw and regulations. Duval asked the Planning Board to consider approving the application with the condition that the Applicant provide revised calculations using the data source identified in the stormwater regulations. Motion by Michaels to Approve Major Stormwater Management Permit, Case No. 2023-31, subject to Submission of Revised HydroCAD Report, Conservation Commission Approval of Work Within the 100’ Buffer, and the Conditions Required by the Stormwater Management Regulations. Second by Degen. Vote: 5-0-0. There was discussion regarding the NOAA 14 precipitation chart assuming higher levels of precipitation in the future than the Massachusetts Stormwater Handbook. 7:17 PM PUBLIC MEETING Continued review and discussion on the Accessory Dwelling Unit (ADU) provisions of the zoning bylaw including review and discussion of potential amendments. Documents:  Draft Article I General Provisions  Draft Article IX Special regulations  Draft Table 1 Use Regulations  Draft Table 2 Area Regulations  07/21/23 Email from Jack Chandler  07/21/23 Email from Bill Kargman  07/21/23 Email from Elizabeth Hoffman Building Commissioner Davis Walters, Assistant Town Manager Donna Kalinick, and Housing Coordinator Jill Scalise were present. The Planning Board reviewed and discussed Article 1, General Provisions. There was discussion on the term “accessory use” which is defined in the zoning bylaw. The Planning Board discussed revisions to the net floor area definition. Freitas asked for clarification on the definition and noted consideration of conditioned space versus unconditioned space. Idman stated that revisions to the definition attempt to identify ADU/living space areas. Walters discussed habitable spaces. He also provided examples of spaces such as stairwells and entryways that should not be included in calculating the size of the ADU. The Planning Board reviewed and discussed Article IX, Special Regulations. Idman stated that a purpose statement has been drafted to be included with the provisions. It focuses on three things: creation of year-round rental dwelling units, increasing housing choice and diversity of housing types, preserving the community by facilitating housing that allows seniors, working people, and young adults to remain and live in Brewster. Idman directed the Planning Board to Section A which now includes all forms of ADUs allowed through zoning. He reviewed proposed revisions to Section B which includes removal of special permit requirements for properties located in Zone II, and the Herring River and Pleasant Bay watersheds. Requirements for special permits based on lot size remains although the Planning Board will need to decide what size lot will require a special permit. Idman stated that Table 1, Use Regulations, will need to conform with Section B. There was discussion on lot sized of 15000 SF and 25000 SF. PB Minutes 07/26/23 Page 4 of 6 The Planning Board reviewed Section C which requires an ADU to meet building height, coverage, and setback requirements for the underlying lot. Idman stated that Section D deals with owner occupancy including bona fide absences. Michaels asked if bona fide absences needed to be considered if part time residents are allowed to have an ADU. Idman responded that part time residents would need to obtain a special permit for an ADU whereas a year-round resident may not need a special permit. Idman also stated that this section proposes language to allow a full-time owner to lease an ADU for 6 months. The value of the special permit for part-time owners is that provides accountability for property and issue management. The Planning Board discussed the option of allowing both dwelling units to be rented with 12-month leases. Idman summarized revisions to Section E including a proposed size of no more than 1000 SF of net floor area. It removes the 40% calculation for size and removes the cap of 20 building permits. Idman stated that Section F deals with the intent of ADUs including that they are not to be used for short-term rental use. Section G notes that ADUs are subject to all other state and local laws and regulations. The Planning Board reviewed and discussed the language in Section H. Wentworth stated that he thought the language should include that no more than one ADU should be allowed on a lot. Idman stated that Section I has been revised to require one parking space per ADU instead of one parking space per bedroom of the ADU. Idman stated that language in Section J has been revised to clarify that the property should remain as single-family residential in nature. Idman reviewed Section K which states that a detached residential accessory building in which an ADU is located shall not contain bedrooms not associated with the ADU. Idman reviewed Section L which states that an ADU shall not be severed in use or ownership from the principal dwelling including that an ADU cannot be held in a condominium form of ownership. The Planning Board discussed creating ADU permits to not only track and enforce ADUs but also to make future owners aware of ADU requirements. Idman stated that Sections M and N deal with enforcement and give the Building Commissioner some flexibility with affidavit content and establishment of administrative permitting/registration. Idman stated that Section O discusses enforcement remedies including removal of cooking facilities within an ADU to abate or address a violation. The Planning Board reviewed and discussed revisions to Table 1, Use Regulations. Idman pointed out a proposed change from special permit use to permitted use for ADUs in the Village Business zoning district as single-family residences are a permitted use in this district. Idman stated that a note is proposed for this section that states “except as may be permitted for pre-existing nonconforming single-family residential properties under Article VIII’. This note would be added to the table under the Commercial High Density zoning district for residential uses of accessory residential building and ADUs. The Planning Board reviewed and discussed revisions to Table 2, Area Regulations including revisions to the notes. Note 1 includes incorrect information that ADUs are allowed in the Industrial zoning district and that information is proposed for deletion. A change has also been proposed for Note 13 removing the use of an accessory apartment. Language is proposed to be added to the note stating that “except for single family residential use/structures, in which case the RM district requirements in this Table 2 shall apply”. This language will help clarify Table 2 as a single-family dwelling is not allowed in the Village Business district on a lot of 15000 SF. Removal of Note 12 is proposed as the “S-I” referenced could not be found in the bylaw. Idman also proposed removal of the Editor’s Note regarding the C-L district. The Planning Board discussed lot size and most lots being between 15000 SF – 18000 SF. The Planning Board discussed the procedure moving forward for amending the bylaw for Town Meeting in November. They discussed providing a draft bylaw to the public for review and feedback as soon as possible. The Planning Board reviewed items for further discussion including: 1. Whether the accessory apartment use should be removed? 2. What is the appropriate lot size to trigger a special permit? 3. Owner occupancy-should part time residents have to apply for a special permit? 4. If special permits are being kept, who serves as the special permit granting authority (ZBA or PB)? 5. For year-round housing, is 12 months or 6 months an appropriate lease period? 6. Does one property have to be year-round use and the other can be for personal use? PB Minutes 07/26/23 Page 5 of 6 Bebrin noted that the Planning Board received some public comment which is available for review in the online public meeting packet. Jillian Douglass stated that she would like the town to think about a larger issue which is the commercial use of residential property. Douglass further stated that many towns have a rental registration system and she believes Brewster needs to think about a rental registration system. She suggested language for the purpose statement: “to increase the potential for more affordable housing options, reduce economic displacement, and to encourage year- round occupancy of residential property”. Steve Najarian, 571 Stony Brook Road, expressed concern with the proposed ADU size limitation of 1000 SF. He stated that his property currently has two houses and he would like to use one as an ADU, but it is 1400 SF. Najarian has been working on a design for a 750 SF ADU which would leave approximately 600 SF remaining in the home which he intended to use as bedrooms for family and friends. Currently, the proposed changes would not allow him to use the remaining 600 SF as bedrooms. He stated that he would like to create an ADU but the easiest route for him to take may be to rent it through VRBO. Kalinick stated that evaluation of the ADU provisions is one of the strategies listed in Brewster’s Housing Production Plan (HPP). The community provided feedback on the HPP and agreed that the ADU provisions needed to be revisited. Kalinick asked whether additional language needed to be added regarding family usage of the ADU or whether it was intended for a lease to exist between family members. She gave an example of parents living in the main house and adult children living in the ADU. There was discussion on whether the ADU provisions needed to be revised further to include additional language regarding use by family members and whether leases would be required for family. Idman reminded the Planning Board that accessory apartments were currently allowed without lease requirements and asked them to consider whether accessory apartments should continue to be allowed to allow for guesthouses. Taylor referenced information the Planning Board received on ADUs prepared by AARP. She stated that zoning was only one part of creating ADUs and that the town needed to be prepared to provide information and resources to residents interested in creating ADUs. Taylor asked whether the town would be providing information on grants and loans offered to those creating ADUs and if design help would be provided. She asked the Planning Board to consider more than just the zoning. Scalise responded to Taylor stating that additional strategies of the HPP include working with residents and providing information and resources to those creating ADUs and staff have been working internally and with outside agencies to collect ADU information and resources. 8:33 PM APPROVAL OF MEETING MINUTES Approval of Meeting Minutes: July 12, 2023. The Board reviewed the July 12, 2023 meeting minutes. Motion by Degen to Approve July 12, 2023 Meeting Minutes. Second by Michaels. Vote: 6-0-0. 8:34 PM COMMITTEE REPORTS Degen summarized a recent Select Board meeting and noted the public forum that would be taking place at the Sea Camps property on Saturday, August 5th. She also noted rebates available through the Cape Cod Light Compact and that more information was available on the Brewster website. The Select Board has encouraged public comment from residents regarding the Pilgrim Nuclear plant as well as herbicide spraying. Wentworth stated that the Vision Planning Committee continues its work on the Local Comprehensive Plan and is working on public outreach and engagement opportunities. Bebrin provided more details on the upcoming public forum at the Sea Camps including that some buildings will be open for public viewing. 8:36 PM FOR YOUR INFORMATION The Planning Board received a public hearing notice from the Harwich Planning Board for Tuesday, July 25, 2023. PB Minutes 07/26/23 Page 6 of 6 8:37 PM MATTERS NOT REASONABLY ANTICIPATED BY THE CHAIR None. Motion by Wentworth to Adjourn. Second by Michaels. Vote: 6-0-0. The meeting adjourned at 8:38 PM. Next Planning Board Meeting Date: August 9, 2023. Respectfully submitted, __________________________________________ Lynn St. Cyr, Senior Department Assistant, Planning FOR YOUR INFORMATION RECEIVED AUG 2023 HARWICH PLANNING BOARD BREWSTER PLANNING BOARD PUBLIC HEARING NOTICE ZONING BOARD OF APPEALS The Harwich Planning Board will hold public hearings beginning no earlier than 6:30 PM, Tuesday, August 22, 2023 in the Don B. Griffin Room, Town Hall, 732 Main Street, Harwich, MA 02645 to consider the following matters. Any member of the public is invited to attend and provide comments to the Board. Written comments may also be submitted to the Board prior to the hearing by mailing them to the Planning Department, Town Hall, 732 Main Street, Harwich, MA 02645 or by emailing them to the Planning Assistant, Shelagh Delaney at sdelaney@harwich-ma.gov Case # PB2023-25 The Harwich Fire Association, Inc., via its Agent, Attorney William Crowell has applied for a Special Permit and Site Plan Special Permit in order to modify an existing structure and use to accommodate a first -floor non-profit historical museum and three second -floor apartments along with a reconfigured parking area. The application is pursuant to the Code of the Town of Harwich Sections 325-51, 325-55 and the Table of Uses. The property is located at 203 Bank Street, Map 23, Parcel B3 in the RR and RL Zoning Districts. Documents and plans related to these applications may be viewed on the Planning Board's home page: www.harwich-ma.gov/planning-board and are on file with the Town Clerk and may be viewed at the Planning Department, Town Hall, 732 Main Street, Harwich, MA 02645 during regular Town Hall hours. For additional information contact the Planning Assistant, Shelagh Delaney at sdelaney@harwich-ma.gov Duncan Berry, Chair Cape Cod Chronicle Print Dates: August 3 and August 10, 2023 RECEIVED AUG-22023 TOWN OF DENNIS — PLANNING BOARD ZONING BYLAW NOTICE BREWSTER PLANNING BOARD ZONING BOARD OF APPEALS Pursuant to Chapter 2 of the Acts of 2023, signed into law on March 29, 2023, the Planning Board will hold a public meeting on August 28, 2023, at 6:30 pm in the Dennis Town Hall, STONE HEARING ROOM 685 Route 134 Dennis MA. The public is welcome to attend either in - person or via the alternative public access provided below on the following petition: The Planning Board will hold a Public Hearing to see if the Town of Dennis will vote to amend the Dennis Zoning By-law to establish a Multi -Family Housing Overly District. Or take any action relative thereto. A complete copy of the draft text of this proposed Zoning By -Law and map amendment is available for inspection in the Dennis Planning Office from 8:30 am — 4:30 pm or can be found on the Town of Dennis Planning Department webpage. ZOOM Meeting information Zoom Link: https://us02web.zoom.us/j/7660036712 Meeting ID: 766-003-6712 OR By Phone Dial: 646-558-8656 When prompted enter Meeting ID: Passcode: 766-003-6712