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260106 243 GPR Timestamped Decision - - 243 GREAT POND ROAD
0* NORTH PLANNING DEPARTMENT V 6 0 Community Development Division 0 120 Main Street North Andover, Massachusetts, 01845 J I---- s, co- WIC. C U NOTICE OF DECISION Watershed Special Permit Any appeal shall be filed within (20) days after the date of filing this notice in the office of the Town Clerk. Date: January 06, 2026 Date of Hearings: December 2, 2025 January 06, 2026 Date of Decision: January 06, 2026 Petition of: Steve Boyko,243 Great Pond Road,North Andover,MA 01845 Premises Affected: 243 Great Pond Road,North Andover,Massachusetts,01845. Assessor's Map 37.C,Parcel 54 and located in the Residential I Zoning District. Referring to the above petition for a Watershed Special Permit from the requirements of the North Andover Zoning Bylaw,Article 4 Part 5 Watershed Protection District and Article 10 Administration,Section 195-10.7. So as to allow the removal of an existing sports court and construction of a 24' x 36'greenhouse within the Non- Discharge buffer zone of the Watershed Protection District. The project is located within the Residential I Zoning District. After a public hearing given on the above date, and upon a motion by S. Kevlahan and 211 by J. Simons to APPROVE the Watershed Special Permit,as amended,and based upon the following conditions.Vote was 5-0 in favor of the application. Jean Enright On BehaW of the North Andover Planning Board Eitan Goldberg John Simons Peter Boynton Sean Kevlahan Kate Kelly 243 Great Pond Road Map 37.B Lot 54 Watershed Special Permit—Removal of sports court&construction of greenhouse January 06,2026 The public hearing on the above referenced application was opened on December 2, 2025 and closed by the North Andover Planning Board on January 06, 2026. On January 06, 2026, upon a motion made by S. Kevlahan and seconded by J. Simons to GRANT a Watershed Special Permit for the removal of an existing sports court and construction of a 24' x 36'greenhouse within the Non-Discharge buffer zone of the Watershed Protection District under the requirements of Article 4 Part 5 Section and Article 10, Section 195-10.7 of the North Andover Zoning Bylaw. The project is located within the Residential 1 Zoning District. This Special Permit was requested by Steve Boyko, 243 Great Pond Road,North Andover,MA 01845 on October 30, 2025. The Applicant submitted a complete application, which was noticed and reviewed in accordance Town of North Andover Zoning Bylaw and MGL Chapter 40A, Section 9. The motion to approve was subject to the FINDINGS OF FACTS and SPECIAL CONDITIONS set forth in this decision. The Planning Board vote was 5 — 0, in favor. A special permit issued by the special permit granting authority requires a vote of at least four members of a five-member board. The Applicant is hereby notified that should the Applicant disagree with this decision, the Applicant has the right,under MGL Chapter 40A, Section 17,to appeal to this decision within twenty days after the date this decision has been filed with the Town Clerk. The Planning Board makes the finding that the intent of the Bylaw, as well as its specific criteria are met. This decision specifically stated by the Planning Board makes the following FINDINGS OF FACT: 1) That as a result of the proposed construction in conjunction with other uses nearby,there will not be any significant degradation of the quality or quantity of water in or entering Lake Cochichewick. The Project is located within an extremely environmental sensitive area and in close proximity to an onsite wetland resource area located on the eastern border of the Site.The final design reflects discussions between the Town and Applicant to ensure the continued protection of Lake Cochichewick and the safety and welfare of the residents of North Andover. a) The construction has been reviewed by Town Staff and the Town's consulting engineer, Horsley Witten,and with the application of the erosion control measures and a proposed drip edge stone trench to manage the roof runoff from the proposed greenhouse as the stormwater management design,the consultant concluded that there will not be significant degradation to the quality or quantity of water in or entering Lake Cochichewick. The Site drainage system and storm water management design are designed in accordance with the Town Bylaw requirements and Best Engineering and Management Practices.The plan has been reviewed by the outside consulting engineer,Janet Cal-ter Bernardo,P.E.,as evidenced by letters dated November 4,2025,December 12,2025,and December 22, 2025 and response letter fi•om Patriot Engineering dated November 24, 2025 and December 19, 2025. Further, adequate safeguards have been provided to mitigate pollutants from entering Lake Cochichewick, through the installation/implementation of the following Best Management Practices relative to construction of the greenhouse: i) The stormwater management for the proposed improvements include a stone drip edge, 2' wide x 2' deep, to capture and infiltrate the roof runoff from the proposed greenhouse. The proposed stone trench drip edge has been sized to capture the stormwater runoff for the 1- year,2-year,and 10-year design storms and have a small overflow discharge in the 100-year storm. The HydroCad analysis results show that with proposed mitigation, the site improvements will not result in an increase in peak rate of stormwater surface runoff for the 1,2, 10 and 100-year design storm. 2 243 Great Pond Road Map 37.B Lot 54 Watershed Special Permit—Removal of sports court&construction of greenhouse January 06,2026 e) The Planning Board also makes a specific finding that the use is in harmony with the general purpose and intent of the North Andover Zoning Bylaw. Upon reaching the above findings,the Planning Board approves this Special Permit based upon the following SPECIAL CONDITIONS: 4) Permit Definitions: a) The"Locus"refers to the 2.47 acre parcel of land as shown on Assessors Map 37.C,Parcel 54, and also known as 243 Great Pond Road,North Andover,Massachusetts. b) The"Plans"refer to the Plans prepared by Patriot Engineering,P.O.Box 362, Lexington,MA 02420, entitled"243 Great Pond Road,Assessors Map 37 Lot 54, Greenhouse Site Plan, located in North Andover,MA", dated October 29,2025 and revised to December 19, 2025. Sheets C-1, Ex-1, C-2 through C-5. c) The "Project"or"243 Great Pond Road"refers to the removal of an existing sports court and construction of a 24' x 36' greenhouse within the 325'Non-Discharge Zone of the Watershed Protection District. d) The"Applicant"refers to Steve Boyko,the Applicant for the Watershed Special Permit. e) The"Project Owner"refers to the person or entity holding the fee interest to the title to the Locus from time to time,which can include but is not limited to the Applicant, developer, and owner 5) In advance of implementation,the Planning Director shall review any deviation proposed to the Plans or the conditions of this Decision. Insubstantial deviations may be approved by the Planning Director. Any deviation deemed substantial by the Planning Director will require a public hearing and modification of this Decision by the Planning Board in advance of implementation. 6) In no instance shall the Applicant's proposed construction be allowed to further impact the Site than as proposed on the Plan referenced in Special Condition#1. 7) Prior to the start of construction or the issuance of a building permit: a) A performance guarantee bond of four thousand dollars($4,000.00)made out to the Town of North Andover must be posted to ensure that the construction,erosion control,measures, and performance of any other condition contained herein will take place in accordance with the plans and the conditions of this decision and to ensure that the as-built plans will be submitted. b) Two (2)copies of the recorded decision with Plans attached must be delivered to the Planning Department. c) In consultation with the Planning Director, the Applicant shall designate an independent environmental monitor. The monitor shall read, sign, and return to the Town Planner the Letter of Agreement for Independent Monitors. Upon the start of Site work the monitor shall make bi-, weekly inspections of the Project(any suspension in monitoring due to inactivity on the Site shall be pre-approved by the Planning Director), provide monthly reports to the Planning Department, and detail any areas of non-compliance and corrective actions. The monitor will also provide reports following heavy rain events. The monitor must also be available upon notice to inspect the Site accompanying a Planning Department designated official. d) Applicant shall sign the "Stormwater Analysis and Calculations for 243 Great Pond Road" document dated December 19,2025. e) The Applicant shall incorporate the following conditions as a deed restriction and a copy of the recorded deed restriction shall be submitted to the Town Planner and included in the file. 4 243 Great Pond Road Map 37.B Lot 54 Watershed Special Permit—Removal of sports court&construction of greenhouse January 06,2026 i. Fertilizers are limited to those which are either organic or slow-release nitrogen and phosphorous-free. ii. The use of coal tar-based pavement sealants is prohibited. f) The Applicant will provide copies of all Decisions,Notification and Orders of Conditions from the North Andover Conservation Commission g) All erosion control measures as shown on the plan must be in place and reviewed by the Town Planner. h) A pre-construction meeting must be held with the developer, their construction employees, and Planning Department (and other applicable departments) to discuss scheduling of inspections to be conducted on the Project and the construction schedule. 8) Prior to release of the Performance Bond: a) The Applicant shall submit an as-built plan stamped by a Registered Professional Engineer in Massachusetts that shows all construction, including storm water mitigation trenches and other pertinent Site features. This as-built plan shall be submitted to the Town Planner for approval and must be provided in paper form as well as in SDF (Standard Digital File) format. The Applicant must also submit a letter from the architect and engineer of the Project stating that the building, - landscaping,lighting and Site layout substantially comply with the plans referenced at the end of this decision as endorsed by the Planning Board.This as-built plan shall be submitted to the Town Planner for approval. b) The Planning Board must by a majority vote make a finding that the Site is in conformance with the approved plan. 9)No open burning shall be done except as is permitted during burning season under the Fire Department regulations. 10)The Contractor shall contact Dig Safe at least 72 hours prior to commencing excavation. 11)The provisions of this conditional approval shall apply to and be binding upon the Applicant,it's employees and all successors and assigns in interest or control. 12) This Special Permit approval shall be deemed to have lapsed January 06, 2028 (two years from the date of issuance)exclusive of the time required to pursue or await determination of any appeals,unless substantial use or construction has commenced within said two-year period. Substantial use or construction will be determined by a majority vote of the Planning Board. 13) This decision must be filed with the North Essex Registry of Deeds. The following information is included as part of this decision: Plan titled: "243 Great Pond Road,Assessors Map 37 Lot 54, Greenhouse Site Plan, located in North Andover,MA" Prepared for: Steve Boyko 243 Great Pond Road North Andover,MA 01845 Prepared by: Patriot Engineering P.O. Box 362 Lexington,MA 02420 Scale: 1"=30' 5 243 Great Pond Road Map 37.B Lot 54 Watershed Special Permit—Removal of sports court&construction of greenhouse January 06,2026 Date: October 29,2025,Revised to December 19, 2025 Sheets: C-1,Ex-1,C-2 through C-5 Report Title: "Stormwater Analysis and Calculations for 243 Great Pond Road" Prepared for: Steve Boyko Prepared by: Patriot Engineering Date: October 29,2025,Revised to December 19,2025 cc: Applicant Engineer File 6 NOTES: 243 GREAT POND ROAD ASSESSORS MAP 37 LOT 54 GREENHOUSE SITE PLAN LOCATED IN NORTH ANDOVER PREPARED 6V: , MA PATRIOT Engineering OCTOBER 29 2025 PO BOX 362 I'' LMNGTON,MASSACHUSETTS 02420 w.wi.pvMotenO.com REVISED NOVEMBER 21, 2025, DECEMBER 1912025 037.C-002SD000,0 Zlt00000 Dzem +n�� 037.G0010.0000 0 u„ ti �.�--•-- � `\ • I - ,l 03`.C•0023.0000�\;. � � / � � o37�O11-0000.0'� / �0000.0 \ It \ SHEETINDEX 03: C-1 COVER SHEET EX-1 EXISTING CONDITIONS C-2 CONSTRUCTION MANAGEMENT PLAN 037.000540000.0 �-, 037.A•003' C-3 SITE PLAN 037.C.056-0000. m ��� C-4 DETAILS 037 C•OOISOD00.0 C-5 DRAINAGE AREA MAP 03T.C-0012-0OOD.O D3].AA032-0Df u 037.C-o 55.000. 1 h � i' A l 0371-0= 0 037.C-0016-0000.0 037.C-0O57.0000 0 037A- },' \RAIL ROW)018.000010 037- f ` 037.C-0013-0OD0.0 �u LOCUS CONTEXT MAP csU,LE r=�pv� NOTES GPII i 1 s �a w,,. /� B .7 m«u Nry xcmo*,n pv ocmc •��o �,r�o-�.o � ��,. mNx morn "' ovnorzrnox vlarn oRooK,o,vv.acr $ a' 4J \ , � n PREPARED(OR Q ( u cm cnvx...xv ncRx I rv-I Tsw v Iatpo,�� C ,j PATRIOTENGINEERING 130%362 LEMNGTON,MA LINE 11 SITE N A' I ' ` arza, �NENVN w E,K«Tax LU i LOCATION MAP _ "'I �`� wncvR mTo mEcxnv Rlxv.xc RRE nouo Txvnux �' � '� '� `\ LEGEND UTILITY NOTES: .-ER x RwxE_1-1— .--AL I I ' 1 j O W //n fA O a' 0 0�0- EL—.. /?, ry wv, / i g - i / i i i �' wP ,�I I♦ I ( ' fn CDI,LI Q o� U) C, v io ocl, All Rxlmlxa cETwoN _`_ -=- = Nu i -----_- _--- iie✓ ti / , si / /______-_-- --� • ' // Jam/ , /oI / / i --?'-- PARCEL ID: REVISIONS 037.C-0054-0000.0---------------- ------------- g _ , ___ — ��'; REVI.ION DATE-------- _-_--___—__—_--__ IL GREAT POND ROAD �- i '/� (�' / .,�'___-------- �` �1 ryuBuc.vnRlnetEwIDTp / piJ ( �\ /:; --- ----------� ' i / •ice-_ / ,,Lc � EXISTING �✓ CONDITIONS \ NE, o,aTcUNc, ovvRT PLAN m L 8 PLAN REFERENCES: NEX-2500278 20 S. iao ��/ SCALE:t'-20' L%%_1 < 1 0 c, I z 00 z < 40 I&A"ERSHED LD BUFFER 'o EC 4w PHASE 11 CONSTRUCTON SEOUENCEavmc.wrenuc von escxnunxv nwc N Z t2 7 I ILL r z C-54PRA, PIN wM FII, CROSSSECION —————— CONS GION ENTRANCE ADDITIONAL CONSTRUCTION NOTES' SHED 'Al TP- 0) ONE 9ASKE7BALL BASKETBALL HOOP 7-.) F— o 2 LEGEND DESCRIPTION z /AMI. < >z z o < 0 0 z Wwx z as CONGTRUCTON C) PEN-5E PP--.N M z IALLUNDERGROUNOUI' "T" "' z I 'P'�� RECORD 0 IN o.RECWEREOTHROUGHRESEARCHWTHOLT SURFACE DEMARCATION NOR SUBSURFACE VIEW=nDIN. SHEET C-2 \ F, 0 o = TEET rE^rvns vi DATA I \ � a Q EFv FMED er `. \ -' - TEST nEvanox=,v.ioAM Z> a rr -^.'^.^-d•= I ,rao' F LOAM+sgxo pnopo�[o owR y O O D D LOAWIAID ofw x. \ �. a o °w I FS—F.011....D AT av'I—— prtoro¢m \ W Q z \ -TER. (EL"naa) n Rrinnl VPROJECTAREA FD oMRo ' - �. � .` FROPoSm FIRST RocR p.•tsa.v' `. 'Y\A,\�'� lV Z s OY / +\ + _23g PROP05ED \ F23 W • �{P; ,1 24%36'GREENHOUSE + (FINISHED FLOOR TO BEo vnirTP +\ - _ V L I v �i — f �� + 1 �.. � I�pov9 nqn II � ,<•xs,�rxn,I � _ V / PARCEL IDi \ EZISTIN6 HOUSE J - mcrr Rxi \ LLL LU n — ,L •• -••�•' o PRIMARY PROJECT AREA: E PROPOSED GREENHOUSE TO HAVE SO110 CONCRETE Q E, SLAB FLOOR WITH SLOT ORAIN CONNECTED TO EXISTING avm SEWER OUTLET AT METING DWELLING OVERALL SITE: EPI Two&e�'- axgvxlcsutear[n Q F xxF �FF NOTES- C L ov.vnc,cucw frxr of pancam.an.wo..a000.o EROSION CONTROL SEQUENCE LEGEND cvvacauxn n[cicrnr of oc[cv AFu vcaxornc uurt..of cvu..mucnvx u m Fcwlx uum..nFvm. -- Gb----co RIVERFROWAREA Towxanxonrx_M cax..cFvanox cornrnc,clvu cnvanox Nuxowlrx Tnc Hir[FUIrr. napFlAr[o[Tglu vFovnxc xowro pxormcr wvratc CALCULATIONS uvrnwuofuc ovovm coxroun �I [Oxc nca,D[x[[,vlvrnlcr inn I. gFcra of olmuxvquc[rov[H[vT ro Awlxluvu.rx[Au,OvxT of nxenx icwa[ _ .oxlxva.+cpur.wgrcxaxcopaoT[cnox mvrnicr nauly ccfr uxvrnmWmvnu vciccprraqulxluu+.t xrvuffu 2oxc ` + vxvpo..m uxv..cav[wu.i o cDcovvvco nap vry AvvinoxAt FEvmlcnouv AUD pcFMm[D u,[v. dxgxc[wFv[viflunon. .. vrANt¢[Att Dlvruav[wox courrsot lx puuc[uunt qu of runv[Dn�Ti... Q -O OF Ox v offKcvmv �J xofl[cv.,umc ncnfonuco yr Tnv w p © Ru TFSDff[co�ncr on mox xgos,xx[psooscavgnvxs p[FfoRmco e. covLT L—ens xa„aY., .mv[Fwow Tn.Iuccx.wnon nAr N O gvaaxo mxc vqo<+ q,•[nox xavoee pcFspsaoswpgnoxcprnfoFxcR Z o p m Z fOP [xT vx '�r c[xxovv[,uuvluc.•I yr rnl..ofpiccax xvcr.,m.. [ttncco A.x[ccvagFvrnxouvnvui Tnc pna[<T Z X a ox<Fa[ [nc[Ofp NT [o <�1.,Fn<nnx Q Q Wp" vmvuouv m[e vosm FOOT GRAIN evvuw,Anu e.f xAaoexvnv[vIF[rnon wvlx..ware rx[Ixv[nr NOTE' it <oxlfwoo[rF[[ FosATIO DD LINE OFax a PUT—�[000Tx[nw.[[xoTm+. LL n[ F Al.w uNE ! \ in[[io e[vnorett[D OPPopsm dECTFi05EF ICE vf,u[v e.z IL Ixvuva—AT[ruo xL..O�..wec—.•mm Ax cnfc L—L cunvtt..rnx[DAxDctunty DF—T- 0 Z PR_ BASIN yam,[ maro v[n[urov[v PROPDSm ROw DIRErnax vunixc TxEpn[vAnanoxvfrxlvnux. ....vutnGi.i wo o¢i«CFi+nfi- :fb* ALL UNDERGROUND UTIUtt DATA REPRESENTS RECORD ox was novlo r vunv INFORMATION RECOVERED THROUGH RESEARCH--- SURFACE T $HEFT SURFACE DEMARCATION NOR SUBSURFACE VERIFICATION. C-3 0 O Q s a2 o z 0.5 FT MIN DEPTH OF a"STONE o G EROSION CONTROL SEQUENCE u. Aau ocoxo,aul«n na coxcmxrncx icio aEx..lx oxm maem o O 0 a o 3.5 FT MIN.DEPTH OF 15'STONE auari rtc-Covmaucnox Aava `Uu, FZ COURSE auxs Cc vna iC vxow xc xow To an Q Q Z aaEAaNCE.,xx.,T_....L caEaT,oaxxM�M °xioan.,EAx F y mAonacAuocrxaomaan.,wrx.xxl.uuoa.oa coAUAxoaEm �`'�Z m o ( xiaoE xauc[uxmau O..Nao[o Aauo N Z 2 naC a[v[ Q —Tco[TExaoaaalEYc ovmlxawnv U90.C, O NATIVE MATERIAL coxCmucnox, mucma..xccE..vaarmaoucxovrmcvao�Eci �lu PROPOSED STONE EDGE -gF W o ntae7¢x n�rea_�u mLncw .4,...,o.n..,.....+��""° �,..�..K.. Jar �it =� _ S CONSTRUCTION FENCEFFREE PROTECTION c Q W w aaa I— s�€ l � Ili PUN VIEW 4 Z -ems 1 r� z CROSS SECTION a z>z o z o-- m - CONSTRUCTION ENTRANCE a°o g w z EROSION CONTROL a z FILTERMITT 2:1 SLOPES OR APPROVED EQUAL o G o � z z z A-UNDERGROUND UTU W DATA REPRESENTS RECORD U INFORMATION RECOVERED THROUGH RESEARCH N. ALL DETAILS NOT TO SCALE SURFACE DEMARCATION NOR SUBSURFACE VERIFICATION. C-4 CATi ON. SHEET STORMWATER ANALYSIS AND CACLUATIONS FOR 243 GREAT POND ROAD IN NORTH ANDOVER, A HSTT PREPARED BY: PATRIOT a 0 Engineering PO BOX 362 Lexington, Massachusetts 02420 DATE: October 29, 2025 Revised November 21 , 2025 Revised December 19, 2025 PATRIOT Engineering PO BOX 362 Lexington, MA 02420 VIA: Hand Delivery October29,2025 Revised November 21, 2025 i Ms.Jean Enright Director of Planning-North Andover 120 Main Street North Andover,01845 Re: 243 Great Pond Road North Andover, Massachusetts Dear Members of the Planning Board: Patriot Engineering LLC(Patriot) is pleased to submit this letter with accompanying documentation in support of the Watershed Special Permit application for the project located at 243 Great Pond Road.The proposed site improvements will involve the removal of an existing sports court area and gravel edge support of a proposed greenhouse structure.This project will not be any significant degradation of the quality or quantity of water in or entering Lake Cochichewick.The proposed greenhouse project will not result in any overcrowding or increase in traffic, is an appropriate use of the existing property and does not cause any hazards from fire or other dangers. This project does not increase the leviable area of the structure therefore overcrowding is not an issue. The existing topography for the subject parcel results in water runoff toward the west portion of the site (toward the delineated wetland);this location has been chosen as the design point for the stormwater analysis.The proposed site improvements will mimic existing drainage patterns.To mitigate any increase in stormwater runoff, the entire roof area of the proposed greenhouse will be captured and directed to proposed stone trench drip edge.The stormwater runoff from the remainder of the disturbed areas will mimic existing conditions. The proposed stone trench drip edge has been sized to capture the stormwater runoff for the 1-year, 2-year, and 10-year design storms and have a small overflow discharge in the 100-yeaar storm.The HydroCAD analysis results summarized below show that with proposed mitigation,the site improvements will not result in an increase in peak rate of stormwater surface runoff for the 1, 2, 10 and 100-year design storm. DP-1/100_-- Existing (Pre) Proposed (Post) Storm Event Rate(cfs) Volume(cf) Rate(cfs)t Volume(cf) j 1-Year(2.64 in./hr.) 0.22 935 ' 0.16 767 j !2-Year(3.2 in./hr.) 0.42 1,521 0.33j 1,287 10-Year(4.8 in./hr.) 1.12 3,609 0.98 3,188 100-Year(8.8 in./hr.) 3.28 10,203 ; 3.01` 9,426 Accompanying this letter is: ® A"Greenhouse Site Plan"dated October 29, 2025, Revised November 21,2025 ® "Stormwater Analysis and Calculations for dated October 29,2025, Revised November 21,2025 ® An"Operation&Maintenance Program"dated October 29,2025, Revised November 21, 2025 PATRIOT Engineering PO BOX 362 Lexington, MA 02420 We anticipate this information meets the requirements of the Town of North Andover.Should you have anything further detail, please feel welcome to request via email at mnovak@patriot-eng.com PATRIOT Engineering LLC, - PATRIOT Engineering PO BOX 362 Lexington, MA 02420 Michael J Novak, P.E. s ® 1 EX. STING DP- 1 WETLAND Subcat Reach Pon Link Routing Diagram for 243 GREAT POND ROAD Prepared by Patriot Engineering, Printed 11/21/2025 HydroCADO 10.20-5c s/n 11576 0 2023 HydroCAD Software Solutions LLC 243 GREAT POND ROAD Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD®10.20-5c s/n 11576 ©2023 HydroCAD Software Solutions LLC Page 2 Rainfall Events Listing Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 1-Yr 24 Hr Type III 24-hr Default 24.00 1 2.64 2 2 2-Yr 24 Hr Type III 24-hr Default 24.00 1 3.20 2 3 10-Yr 24 Hr Type III 24-hr Default 24.00 1 4.80 2 4 100-Yr 24 Hr Type III 24-hr Default 24.00 1 8.80 2 243 GREAT POND ROAD Type B/24-hr 1-Yr 24 Hr Rainfall=2.64" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD°10.20-5c s/n 11576 ©2023 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment SC-1: EXISTING Runoff = 0.22 cfs @ 12.11 hrs, Volume= 935 cf, Depth= 0.45" Routed to Reach DP-1:WETLAND Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-30.00 hrs,dt=0.03 hrs Type III 24-hr 1-Yr 24 Hr Rainfall=2.64" Area(sf) CN Description * 4,340 98 Court,Roof,and Patio 229 96 Gravel surface,HSG B 20,339 61 >75%Grass cover,Good,HSG B 24,908 68 Weighted Average 20,568 82.58%Pervious Area 4,340 17.42%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment SC-1: EXISTING Hydrograph I I I ' I _I_-I _ I- I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I i I I I 0.23 - --1-- - -A--1-- -4- 0.22 ets -4- -I-- '+- --'-- - '-1-- I I I I I I I I 1 I I I 1 I I I i I I ''I -}-I yI� 0,22 r- --r-r- --I--1--r-+- --r -+--r-r-r- --I--r- r-�T� �_Ulti � __ 0.21 _1_J__I__L_1_J__I__L_1_J__ _1__I__L_L_J_-I__L_ _J__I_7 I I I I I I I I I I I1 ICI i 1 1I I i 0.19 -i-i--i--i-i-i--�--i i-i--� -i--i- �24,,4r- ��1'�2���i�-- 0.18 ; 1- + F-+--1- 0.17 T- - i-i ------;--RufOff rtai=24j9-1-8-F$-+s-f-I-- - 0.16 - - I--4 ----4i---I - 4--4 ---4I- I1 -F . -4I--II--'I--I --+I--II--II-- 4I----I--II--4Ip-'I -'--1I-- +1 --1-- vn 0.14 1-J_ L_A-J_- L-1_J__ �0.15 T1 r7-- I rnfljo 1 1 I I i I i I I I I I i I I I 1 I 1 I I 1 0.13 --t-7--I--r--r--I--r-t--r- I--r � n--I--r-t-y- --r-t- -r �y-- ' I 1 i I �In�. _ � I 0 0.12 ---------------- -- ---------- T . ----- --- I I I I � 0.11 +-'i'-i-'F-+-�--1--F--i--I-- -F--I--F'-F--i--1--1--+-'1--1--}'-+--I--I--{-'-+ -1-- ' 0.1 � 1 1--�-� -1 -I- r I -I -- ------ --------------- A- j/�f -y��p�} {�--- - - - - - - 1 I I i I I I I I I I V�V. ■��''\■ I I I I I i I I I I I 0.06 i I i I I rI - I- I 7I--I--I- rI -_171--I c I LIa 0.0 - rL-1J L7 i i _ I i I 1 I i 0.06 'i -Y_-i-_1__r_7_y__1__r_7_y_- ;, t__1__r_r_,__1__r_7_7__i__r_Y_-__ 0.05 - ----I--I- --1--1-- - --1--' --1-- --1--1-- - - --1--1- --1--1-- - --1- I 0.03 -7--1-- - - --,-- - - --1--I - 1 --------------------------- 0.02 . -1_...I__I__1.._}_�__i__U_}__I__I 0.01 0 0 1 2 3 4 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) 243 GREAT POND ROAD Type 11124-hr 1-Yr 24 Hr Rainfall=2.64" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD®10.20-5c s/n 11576 ©2023 HydroCAD Software Solutions LLC Page 4 Summary for Reach DP-1:WETLAND Inflow Area= 24,908 sf, 17.42% Impervious, Inflow Depth= 0.45" for 1-Yr 24 Hr event Inflow = 0.22 cfs @ 12.11 hrs, Volume= 935 cf Outflow = 0.22 cfs @ 12.11 hrs, Volume= 935 cf, Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method,Time Span=0.00-30.00 hrs,dt=0.03 hrs Reach DP-1: WETLAND Hydrograph I i I I 1 IM -t-t--t--r-r-r-t--t--I--I--r-t-y--t--I--r-r-t-y--r-r-r-r--I-ti--1--r-+--r- ' -'---'-'--'----L 1---1--1--I----1--'-'--'----'---'-i--'--'--L----i----'--i--=--'- ©Inflow i 1 1 I I I I I I I I I I I I I I 1 I I I I I I I I 0.24 -+-+- --I--F-F-+--I--I--I- 0.22cts --I-1--I--F-F-+- --I--I--I--+--I--1--I--I--+-+ I - Outflow .' I 1 I i I 1 0.22 c(s c— t I 1 I I I I i I I I 1®I p■�®+� IQ 0,22 -a7 - i d 0.21 0.20.19 -+-t-y----r-r-+-y----re. - - --I--r-r-+- --I----r-+-y-y----r-+-+- 1 0.18 ' -+-+- --i-- -F-+- --1--1- - - --1-- -F-+- --1--I--F-+- - --I-- -+-+- I I i I 1 I 1 1 I I 1 I I I I I I I 1 1 I I 1 I 1 0.17 -i-i-i--,-- - -T- 1 i--I-- I- 0.16 +-+- --I--F-F-+- --i--1- ,_ - - --I--I -+ -+- --t----F-+- - --I--F-+-+- i - 0,15 ,' 1 1 I 1 I 1 I w 1 I i I I I I I I I I 1 I I 0.13 . , -T-T-�'-,'-�-j-T- --,--, # j-�'-�-1-1-T--II--,--�-�- T - - --�-I-T -I va 0.12 ' ' --+-+--I--I--F--1--+--I--I--1 -I--I--I--1-.-1-.-4--i--I--I--F-+--I--I--I--1--+-+- i ,' I 1 I I I I I 1 I 1 I I 1 I 1 I I i I � 0.11 ,� +--1--I--I-"-1-'-+--{--1--1--I--+--{--I--1--1--+-+- 0.1 -+-+-�- 1- 1--+ -+--I--I-1-- - .' 0.09 -T-T- ,--,--,--i--T-i--,--, T- --,-- -r-T- --,--1--,--T-T--,--,- -T-T— 0.06 . , -4-4--1- -1--t-Ua 4--1--1--L-i-- 1-I--1--I--1'-L- 1- 1--t--L-L- 1- 1 I I I 1 1 I 1 I 1 ^ I I 1 i I I 1 I i 1 1 I I I I 0.07 ,--T-T-i--,--�-i T-�--,- , ,`�„ j-i--,--�-i-T-i--i--�-j-T-i--1--j-F-i-T- 0.06 +--+--+--1--1--1--+--+I--11- 1 I i I 1- - 1-4I--II--I--1I--+I-4I- I -1--II - 0.05 I +-+- 1_ 0.04 _}_1_ 1__1__L_L_1_J_ L_L_1 J__i__I__L_1_J_J__I__L_1_1__ I 1 I I I I I I I ✓ ,'�` 1 1 I I I I I i I i I 0.03 i _T_T_,__1__i_r_T_,__I__I I `3 _,_, 1—_r_T_T_ 0.02 0.01 ` 0 1 2 3 4 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) 243 GREAT POND ROAD Type/1/24-hr 2-Yr 24 Hr Rainfall=3.20" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD°10.20-5c s/n 11576 ©2023 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment SC-1: EXISTING Runoff = 0.42 cfs @ 12.10 hrs, Volume= 1,521 cf, Depth= 0.73" Routed to Reach DP-1:WETLAND Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-30.00 hrs,dt=0.03 hrs Type III 24-hr 2-Yr 24 Hr Rainfall=3.2011 Area(sf) CN Description * 4,340 98 Court, Roof,and Patio 229 96 Gravel surface,HSG B 20,339 61 >75%Grass cover,Good, HSG B 24,908 68 Weighted Average 20,568 82.58%Pervious Area 4,340 17.42%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment SC-1: EXISTING Hydrograph I 1 I 0.46 -J--I-- - -L I-- - -1-L-L-�----L- -J--I--L- -J--I-- - -J--I--L- --I-- Runoff I I 0.44 'i. -t'-1--1--1--7--1--I- I -f---t 0.42 C(s _7----Y"t_.y__I__f-_7_7-_'�_i`__Y_7_y__I__t_7fn_y_I�-_ 0.42 -I'-ii--I-- - --I--'-- - --I-- - ---- - ----I--I-- --I ll_ _I -Pv- i -1 �lJl--0.4 0.38 -t- --r-r- - --r-r Y- -- - --I- I --I--I- --'--' - --I--i 1 I //�► I '@K� 1 I I 0.36 - --I -i - -_I-_T � i 1\ � 5$��-I �2n-- 0,34jpy ® ]_/I��_-L i I I I 1 1 I ■\M 'Arl ,M® 's 0.32 -T--I--I--r--r--I--r-r----i-- -- -r-r- T I I I 1 I 1 I I I 1 I I 1 I I I I 0.3 i I I I I I ----- ut�ol0iur ,5 ;C --.-. t i 1 1 I I I I I v0.2 r_-r. 1__ 0.24 - I ----i-- - --I--I-- --i--I - -i--I-- _ �.� Ialn -�Z -h 0 -- 3 {�Jq � 0.22 � _A-J__I__L_1_J__1__L_1_J__ r-?-:,*,.: 1__i__L_L_J____L_ _J____ 0.1_J__L_i_ L- 0.2 --T- --r-r-7- --r-r-7- -- --r-r-r- --I--r-T-�--r - -r- 0.18 I -_I--�- - -_ Td�[ ��0_ -- -i- I I I I I i I I 1 I '*, 1 I I I I I I 1 I 1 I I I 0.16 -+ --I--�- - 1--1-- -- --I-- -I-- -�- --I-- - --1--I-- -+- - 1-p�1 - -- C1�® -- ,� I I I I I 5a I I 1 1 1 I I I I I® 0.14 -r--I--I--r--r----1--r r--I--r T--I--r-r-�--r-r- r-�--1--r-r-7- 1 r- ' I I i 1 I I 0.1Z -"'------'------------ ----I-- - ------------------ _ 1 11 I 1 0.1 - --1-- - - --1-- - - --I --1-- - - --I-- - - --1-- - - --i--1-- 1--I-- 1 I 1 I I I 0.08 , -r--1--1--r-'T--1----r-'r--1-- ".` --1--r-r--t--I--r-T--1--r-r-T-'1--1-r-7--I-- ' - --I--I-- --I--I--�- --'--I--L--1--I 0.06 �"� 0.02 0 0 1 2 3 4 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) 243 GREAT POND ROAD Type///24-hr 2-Yr24 HrRainfall=3.20" Prepared by Patriot Engineering Printed 11/21/2025 HydroCADO 10.20-5c s/n 11576 @ 2023 HydroCAD Software Solutions LLC Page 6 Summary for Reach DP-1:WETLAND Inflow Area= 24,908 sf, 17.42%Impervious, Inflow Depth= 0.73" for 2-Yr 24 Hr event Inflow = 0.42 cfs @ 12.10 hrs, Volume= 1,521 cf Outflow = 0.42 cfs @ 12.10 hrs, Volume= 1,521 cf, Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method,Time Span=0.00-30.00 hrs,dt=0.03 hrs Reach DP-1: WETLAND Hydrograph I 1 I I I 1 1'--I- --1-- Inflow 1--t--A"-'"1-"a--1--1--�'-'1'- 0.46 Q Outflow - --,-- -�-i- --I--1 o.azcrs - - ----r-r-;- --,--,-- -r- ----,--,----T- L_1_J__I__L_L_1_J__I_ _J_J_ L-1_J I__i__L_1 J J 1 0.44 , I 1 , 1 I 1 1 I I 0,42 -r-r-7--r-r-r-t-7--1--r - - -�.n �®VY7 9 ��r t/4J -'V ' i I i I I I I I I I . I I I I I I I i I I I I I I 1 i 0.4 --------------- ------------------------------------ -- ___ I I I I I I -I--I- I I 0.38 -+-_+-''-I--I--I--I--+-'I--1--1- .,, -'I--+--I--1"-I"-'I'---+--I--1--I--+-'i--+--1--I--'I'-+-- 0.36 ' 0.34 _1_J__I__I__L_1_J_J__I__L_1_1_ ,. I I I I I I I I I I I 1 1 0.32 ' o ,--r-T-7--r-r-r-7--I--I--r �, -�-7--I--r-r-t--�--1--r-r-t--I-7--r-r-r-t- 0.3 _ 0.26 -4- 0.26 '' • 1 I 1 I I i -..' u , T_,__I__i { ,_�__I__i_F_7_i__I__�_F_T_i_,__1__i_T_�._ v 0.24 � , _L_1_J__I__L_L_1_J__i__I �' J_J__I__L_L_1_J__I__I__L_1_J_J__I__L_1_1__ i , I p 0.22 _t_7_y__I__,-._,-._t_y__i__I _r_7_,__i__,__r_7-.-, 0.16 - - - 1--,-- -i-7-i--1--, --,,--..-i- - - --,--,-- - - ----,--i- -7- 0.14 ' - '- ---1--I--I--4'--1"--1--1--1- ''< .. -1-'-1--1--1--1--'!--'" --I--I--I'-'i'--1----i--I--A"-'�'-- I 0.12 ,� i _T_7--1-_I--f_L_T_l _i__I_� e 0.1 _1_1_J__I__L_L_1_J__I__I N _J__I__L_L_1_J------L_1_J_J__I__L-1_1_- ,',� 0.080.06 - --I--r-+-+- ' 0.04 0.02 i 0 0 1 2 3 4 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) 243 GREAT POND ROAD Type 111 24-hr 10-Yr 24 Hr Rainfall=4.80" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD"10.20-5c s/n 11576 ©2023 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment SC-1: EXISTING Runoff = 1.12 cfs @ 12.10 hrs, Volume= 3,609 cf, Depth= 1.74" Routed to Reach DP-1:WETLAND Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-30.00 hrs,dt=0.03 hrs Type III 24-hr 10-Yr 24 Hr Rainfall=4.80" Area(sf) CN Description * 4,340 98 Court, Roof,and Patio 229 96 Gravel surface,HSG B 20,339 61 >75%Grass cover,Good,HSG B 24,908 68 Weighted Average 20,568 82.58%Pervious Area 4,340 17.42%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment SC-1: EXISTING Hydrograph 1 1 I 1 1 I 1 1 I I I i i I 1 I I i I i I i I I I I 1 1 I 1 I 1 i I 1 I I I I I I I I I i I i I I I I 1 I I I I I I I I 1 Q Runoff I I I I I 1 I 1 I I I I 1 I I I I I I I i I I I I I I I 1 i I I 1 1.12 Cry I I i 1 1 I I I 1 I I I I 1 r� le :111j 2j4 h r 1 I I I 1 I i I t 1 I I i 1 I J� I i 1 I 1 I I 1 I I i I I 1 I I i I I I 1 _r_.1._,__i__r._I- i _r_T-_,_-I-_r_.r 1 10',Yr 24 Mr Rainfa:11=4'.8I I I I i I I I I I I I I I i I I I I I 1 1 I I 1 I I I I I I I I I I I I I I 1 I I I I 1 I unn f Area 1241908;st i I I I I I I i I I I e 1 I I i i I I I I I I I I I 1 1 I ��q( 1 I I I I 1111///K���,6Q9;c I i 1 I i i 1 i Ronoff Volyroe=V 1 I I I 1 I 1 i i I 1 I I i RU n6.ffi Deoth--1 1 .747 30 I 1 i I I I I I I 1 I I I 1 I I I i 1 I I I I I i I I I I I I I I I I I I I I I 1 I I IT�I =61I®1nj i O I i I• i 1 I I I I I I I 1 1 l u I 1 I I I 1 1 i I I 1 I I i C =68 I 1 I i I I i 1 1 I I I 1 I I I 1 I 1 i i I I I I I I I 1 1 I i I I i I 1 I I I I 1 I 1 I I I I I I I I I I I I I 1 I i I I I I i I I I I I 1 I 1 1 1 I 1 I I I 1 I I I I i I I I I 1 i 1 I I 1 I I i I I I I I I I i I I I I I I I I I I i I I I I I I I 1 I I I 1 I I i I I 1 I I I I I I 1 I I I i I i I 0 0 1 2 3 4 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) 243 GREAT POND ROAD Type 111 24-hr 10-Yr 24 Hr Rainfa11=4.80" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD®10.20-5c s/n 11576 ©2023 HydroCAD Software Solutions LLC Page 8 Summary for Reach DP-1:WETLAND Inflow Area= 24,908 sf, 17.42% Impervious, Inflow Depth= 1.74" for 10-Yr 24 Hr event Inflow = 1.12 cfs @ 12.10 hrs, Volume= 3,609 cf Outflow = 1.12 cfs @ 12.10 hrs, Volume= 3,609 cf, Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method,Time Span=0.00-30.00 hrs,dt=0.03 hrs Reach DP-1: WETLAND Hydrograph 1 1 I I I I 1 1 I 1 I I I 1 I I I i I i i I I I I I I I I I I 1 i I I I I I I I i I I 1 I i I I I I 1 i I I I I I I 1 1 ®Inflow I I I I 1 I I I 12 C I I I I 1 I I I I I I I I Q Outflow I i 1 I i I I I I I 1. fs I I I 1 I I I 1 I I I I I I i I 1 1 I I I I I i I I 1.12 efs LL I I I I I I I I I I I 1 I I 1 I I I I I i i I I i I I I I I 1 I I 1 I I I I I I I I I I I i I I i i I I 1 I 1 I I I I I I I I I I i I 1 1 I I 1 1 1 I 1 I I I 1 I I I I I 1 I I I i I I i I I I I 1 I I I 1 i I I i I 1 1 I I I I I I 1 I I I 1 I I I I I I I I i I 1 I I I I I I I I 1 I I i I I i I I I i I I I 1 I I I 1 1 t 1 1 I I I i I I I I I I I I I 1 I I I 1 I I I 1 I I i I i I I 1 1 I I I I I 1 1 I I 1 I I I I I I I I 1 I I I I I N I I I I I I I I I i I i I I I I I I I I i I 1 I I i I I I p I I i 1 I i I I I 1 I n y I I I I I I I 1 I i I I I 1 I I I I i I I I I I t I I I I 1 1 I I I I 1 I I I I 1 I I I 1 I 1 I 1 I I I i I 1 I I I 1 I I I I i I I I I I I I I I i 0 0 1 2 3 4 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) 243 GREAT POND ROAD Type 11124-hr 100-Yr 24 Hr Rainfall=8.80" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD®10.20-5c s/n 11576 ©2023 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment SC-1: EXISTING Runoff = 3.28 cfs @ 12.09 hrs, Volume= 10,203 cf, Depth= 4.92" Routed to Reach DP-1:WETLAND Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-30.00 hrs,dt=0.03 hrs Type III 24-hr 100-Yr 24 Hr Rainfall=8.8011 Area(sf) CN Description * 4,340 98 Court, Roof,and Patio 229 96 Gravel surface, HSG B 20,339 61 >75%Grass cover,Good,HSG B 24,908 68 Weighted Average 20,568 82.58%Pervious Area 4,340 17.42%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment SC-1: EXISTING Hydrograph I I I I I I 1 I I 1 1 I 1 I 1 1 I I 1 1 i I I i I 1 I I 1 I I I I I I I I I I I I 1 i I 1 I i I 1 i I 1 I I I 1 I i I I I Q Runoff I I I 1 I I I I 1 I I 1 I I I I I I I I I I I i I 1 I i i I I 1 1 1 I I I I i 3.2B cfs I i I I I I i 1 I 1 I 1 1.pI i e+I ll - 4l 1 J � O - _1_-I__h-_f 3 I I I 1 i I I I I 1 I I I 100-Ye, 24 fH 1° Rai nfall=8.80'" I 1 I I 1 I I I 1 1 I I I I 1 I I I I i I I 1 I I I I I R!unoff:Area 24 908:sf ,1 1 I i �noff Vollujm'e=1;0,;203:cf -------------- ------------------------------- -- t- I 1 I I I I i I---I -� I I I II,--i---- ,-- 2 Runoff Depth=4.92" lL I I I I 1 I I I I I I i 1 I i I I I I I I I TC�6�®1 i'1'lin ��_ 1 I I i i I 1 1 i 1 1 I I I I I I I I I i I I I dq 1 i i 1 1 I I I I I �=6$ I I I I i I I I I I i i I I i I I I T I 1 -'1'--1--1--{"-"1--1-- -"1'------i `'. -1--L"-"j--I--I--4-I--I--I-4--I-- -I--+'-4-- I I i 1 I I I I I I I I i I I I 1 I I I i i I 1 I 1 I 1 I I I 1 I I I 1 1 I I I I I I 1 I I 1 i I 1 I I 1 I I I 1 1 I I I I I i I I 1 I i I i I I i I I I I 1 I 1 I 1 I I I I I I I I I 1 I I 1 i I I I 1 1 I I 1 I I I i I I I I I I I 1 I 1 I I 1 I I I 1 1 i 1 I I I I I 1 I i 1 1 I I I I I I I t 1 i I I 1 i I I I I I I 1 I i I I I 1 I 1 1 I I I I I I I 1 0 0 1 2 3 4 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) 243 GREAT POND ROAD Type 111 24-hr 100-Yr 24 Hr Rainfall=8.80" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD®10.20-5c s/n 11576 ©2023 HydroCAD Software Solutions LLC Page 10 Summary for Reach DP-1:WETLAND Inflow Area= 24,908 sf, 17.42% Impervious, Inflow Depth= 4.92" for 100-Yr 24 Hr event Inflow = 3.28 cfs @ 12.09 hrs, Volume= 10,203 cf Outflow = 3.28 cfs @ 12.09 hrs, Volume= 10,203 cf, Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method,Time Span=0.00-30.00 hrs,dt=0.03 hrs Reach DP-1: WETLAND Hydrograph I 1 t 1 I I 1 I I I I I I 1 I 1 I I I I I I I 1 i 1 1 I I 1 I I 1 I I I I I I I I I I I I I I I I I I I I I I i I I i I I I I ®Inflow 1 i I 1 I I I I I I I I I 1 I I I 1 I I I I 1 Q QutfIOW i I I I I 1 I I I 1 3.28 C(s II i I� I I 1 1 I ��I,�1 I I� 'Ifs I I i I 16-0 -I rd'ir = -TP, - a 2.ds I I I I I I i I I � I I 1 I®i 1 I I 1 I I I 1 I i I I I i I 1 1 I I 1 I I 1 I I 1 1 1 I I I I I I 1 I I I I i I 1 I I 1 I 1 1 I I I I 1 I 3 I I I I I 1 I 1 I I 1 I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I 1 I I I I I 1 i i 1 1 I I i 1 I I I I I I I I I 1 I I I i I I 1 1 I I I I I I 1 I i 1 i 1 -T-1--I--I-'1_7--1--1--I--r yy 'I-_r_T_'t''l'-I--r-T-1----I--r-T''7-'i'-f _r- I I I I I I I I I I - U,:I I : I 1 I I I i 2 1 1 I t I LL I I I 1 I I I I I I I I 1 I I I I 1 I 1 1 I i I I I I Y I I I I I 1 I i I I I I I 1 I I I I I I i I I 1 I I I 2x v I I I I I I I I I I I I I I 1 I i I 1 I i I I i I I i 1 I I I i i I I I i I I i 0 0 1 2 3 4 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) 3S BARN SC-100 PROPOSE PT e"� STONE TRENCH DP-100 WETLAND SubCat Reach Pon Link Routing Diagram for 243 GREAT POND ROAD POST Prepared by Patriot Engineering, Printed 11/21/2025 HydroCAD®10.20-5c s/n 11576 ©2023 HydroCAD Software Solutions LLC 243 GREAT POND ROAD—POST Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD®10.20-5c s/n 11576 ©2023 HydroCAD Software Solutions LLC Page 2 Rainfall Events Listing Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 1-Yr 24 Hr Type III 24-hr Default 24.00 1 2.64 2 2 2-Yr 24 Hr Type III 24-hr Default 24.00 1 3.20 2 3 10-Yr 24 Hr Type III 24-hr Default 24.00 1 4.80 2 4 100-Yr 24 Hr Type III 24-hr Default 24.00 1 8.80 2 243 GREAT POND ROAD POST Type///24-hr 1-Yr 24 Hr Rainfall=2.64" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD®10.20-5c s/n 11576 @ 2023 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 3S: BARN Runoff = 0.05 cfs @ 12.08 hrs, Volume= 179 cf, Depth= 2.41" Routed to Pond PT:STONE TRENCH Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-30.00 hrs,dt=0.03 hrs Type III 24-hr 1-Yr 24 Hr Rainfall=2.64" Area(sf) CN Description * 890 98 DRIVE 890 100.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: BARN Hydrograph I 1 I I I 1 1 I I I 1 I I I I I I I 1 i i I I I I 1 1 I I I I _ F-T_ _ __ _ I 1 1 I 1 I I I I _T_ ___ T i - T rTI_ i 1 i _,1_ II 1i_ 0.055 1 1 RunOII 1 i I I I I I I I I I I I I I I I I i I I i I I I I 0.05 C�5 I I I I I I I I I I I I I I �`II I I -"I'- t I--L-A'-'I--i-- -I'-�'- z -�- 'I--I--~-�'-J--I--~Ty e III ��2T r- 1 I I I I I 1 I 1 y. I 1 1 I I G^ 1 0.05 I I 1 I I I I A i I I I i I 1 I I 1 I 1 I i I ------------------------------------- 0.045 ; ; ; ; ; ; ; ; 1;-Yr;24 Hr Rainfalj='2 -64" --T-'t--1--r-r--t----r-r-Y-'1 .a' --i--Y--I--r-r-t-'1--1--r-r--1--1--r-r--I--1--r- 004 1 1 t I ' Runoff Alyea=890 8f i I 1 I I I I 1 I I I I I I I I I I 1 I I ��dI.�O 1 „1 I I 1 I I 0.035 ,\u1 Ho f V��u ie`170 `Iy1 I __1_ I ------------- --------- ---------- V 0.03 �ulof Daptk� 2�4 ,. -t- --I--r-r-y--r-1--r- -y -r- - --1-- ' V- 0.025 1 ��1_ . -h-- _ _J__I__L_1_ f I I I I I I I I I I I 1 I 1 I i I I i I I I I I I I I I 0.02 ' I I I 'I- 1 I -1 �98- -T-1--I--r-T'7--I- I-r-4- ,..-�-j--ii--�--�-T--1--1--�-T- --1--1 -1 1 0.015 1 1 I I I I I I 1__I___I__t-_1.__ .'.,-. 0.01 fsk' 1 I I I I I 1 I 1 I I I I i I I i I I 1 I I I I I i I I 1--1--I-- I 0.005 ' 0 0 1 2 3 4 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) 243 GREAT POND ROAD POST Type H/24-hr 1-Yr 24 Hr Rainfall=2.64" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD®10.20-5c s/n 11576 @ 2023 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment SC-100: PROPOSED Runoff = 0.16 cfs @ 12.12 hrs, Volume= 767 cf, Depth= 0.38" Routed to Reach DP-100:WETLAND Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-30.00 hrs,dt=0.03 hrs Type III 24-hr 1-Yr 24 Hr Rainfall=2.64" Area(sf) CN Description * 3,050 98 Ex. Roof, Ex. Patio,Prop Wall and Landings 156 85 Gravel roads,HSG B 20,812 61 >75%Grass cover,Good, HSG B 24,018 66 Weighted Average 20,968 87.30%Pervious Area 3,050 12.70%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment SC-100: PROPOSED Hydrograph 1 I I I I I I 1 0.18 I i I 1 I I 1 1 1 I I i I 1 I 1 1 1 I I I --+-y--i--r- r --I--r--r- --r-r- r----r-t-y----r-+- ----r-+-y--r-r- --I-- EIRunoff 0.17 1 i i I 1 1 1 1 I I I I I I I I I I I 1 I 1 I 1'--I---- -4--4--I--4-4---1 0A 8G✓s 0.16 - --_iI--1"'-® -L1 _ 1T�I I i I 1 I 0.15 -------- 0,14- 1 IN_ 0iia, t,[=1 1'-,-{��1i1 -- --- - - - 0.13 -i- --I--i-i- --1i �--i - - I- i 11 1 1 1 I l 1 1 1 1 -- -i- i Uhtd 1 r6ar® 4-018ISf 0.12 -+--+--i--r'+-"t-'I'-+- r -I-- +--I--F--+--1--1--r-t--i--I--F-+-'� -1--1--+--I-- nof 0.11 � 1 1 I 1` j � I I 1 q�///ppp I .L .•-. 'u es ®I `J 1' w 0.1 __1_J__I__L_1_J__I__L_1_J__ 1_ I__I__L_J__1__L_1_J__I__L i' I I _ I__I__I__L_ I I__I �,. I__I__1__I _ I 1 I 1 3 0.09 -L--11--'--L Graf pk00� i I r, 0.08 i - I- I -I -�- i--1-- 0.07 I 1 1 T&-6. 11'l l h --1--r-7---I-- `, "(--I--i--r---1--1--1-'T--7----r-7--1 F-r-7--I-- 0.06 / �Y 1 , 0.05 0.04 _ _ _ _ - _ _ I _ i I 1 I t I I 1 i I I I 1 1 i I I I 1 1 1 1 I 0.03 - --1--1--L- --'--I--L- --'--I -"';, -'--'--L- ----I--L- --i--'--L- --'- I t 1 I I I 1 I I I 1 I 1 I I I I I I I I 1 I I 1 0.02 ; 1 t -- -- ------------------- 1 I I I i 1 0.01 ' 0 0 1 2 3 4 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) 243 GREAT POND ROAD POST Type 11124-hr 1-Yr24 Hr Rainfall=2.64" Prepared by Patriot Engineering Printed 11/21/2025 HydroCADO 10.20-5c s/n 11576 ©2023 HydroCAD Software Solutions LLC Page 5 Summary for Reach DP-100:WETLAND Inflow Area= 24,908 sf, 15,82% Impervious, Inflow Depth= 0.37" for 1-Yr 24 Hr event Inflow = 0.16 cfs @ 12.12 hrs, Volume= 767 cf Outflow = 0.16 cfs @ 12.12 hrs, Volume= 767 cf, Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method,Time Span=0.00-30.00 hrs,dt=0.03 hrs Reach DP-100:WETLAND Hydrograph i 1 I 1 I 1 1 I I 1 i I I I I 1 1 I 1( I 1 I I I i I I 1 1 I I 1 --T-T-I--1--r-r-T-.1--1--1--r-r-'7--1--1--r-r-T--i--r-I--r-r-1--i--I--r-r--f-- ®Inflow 0.16 0.17 , 0.18 cfs 0.16 I -�--I--1--1--4'-'1'-'�--1--I--1--'I'-'�-'"'I--i--i"'-+--�- 0.15 I I I i I I i I I i I I 0.14 J__I__L_L_1_J__I__I_ _J_-J-_I_-L_L_1_J__I__I__L_1_J_-J-_I__L_1_1_ I I I IL I I I I I I i i I 1 I I I I 1 I I I I 0.13 ,' L_L_1_J__I__I_ o. 0.12 _I J__I J_J__I__L_L_1_J_J__I__L_1_J_J__I__L_1_S_ 0.11 n , -�-�- I- I--�-�-�-�- i -� u I I I I I I i I I i I 1 i I I I I 0.1 1 I I _r_T_i I I -_-__1__' � T � I I i 1 1 .... 0.09 ,, I I I I I I 1 I I 1 30 . . - -T'�'-I--r-r-T-1I--� ..". - -'I'-r-r-T- --I-- �-�-T- --1--I--�-T-7- M 0,08 _T_T_,__i__r_r—T_,__I__r `,.dz T_.TI__r_r_T_,__I_—I_r_T_,_,__r_r_T_T_ 0.07 -T-T-1--I--r-r-T-1--1--I 0.06 I 1 1 I I I I -r-T-1--I--r-r-T-�--I--I �,�,�": -1--r-r-r-T-1--I--r-r-r-�-1-'r-r-r-T- 0.05 ' -+-+--I--1--t--1--+-'"I--I--I-'s'` -i--1--t--1--+--I--I--I--I'-+--�-�--I--F--+-+- 0.04 , --F-E'-+-'I--1--I--I--+--I-'�--I--F'-+-+- 0.03 0.02 '/MIMW 0.01 0 0 1 2 3 4 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) 243 GREAT POND ROAD-POST Type 11124-hr 1-Yr 24 Hr Rainfall=2.64" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD°10.20-5c s/n 11576 @ 2023 HydroCAD Software Solutions LLC Page 6 Summary for Pond PT:STONE TRENCH Inflow Area= 890 sf,100.00%Impervious, Inflow Depth= 2.41" for 1-Yr 24 Hr event Inflow = 0.05 cfs @ 12.08 hrs, Volume= 179 cf Outflow = 0.01 cfs @ 11.70 hrs, Volume= 179 cf, Atten=85%, Lag=0.0 min Discarded = 0.01 cfs @ 11.70 hrs, Volume= 179 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Reach DP-100:WETLAND Routing by Stor-Ind method,Time Span=0.00-30.00 hrs,dt=0.03 hrs Peak Elev=152.91' @ 12.57 hrs Surf.Area=140 sf Storage=51 cf Plug-Flow detention time=39.8 min calculated for 179 cf(100%of inflow) Center-of-Mass det.time=39.7 min(800.4-760.6) Volume Invert Avail.Storage Storage Description #1 152.00' 224 cf Custom Stage Data(Prismatic) Listed below(Recalc) 560 cf Overall x 40.0%Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 152.00 140 0 0 156.00 140 560 560 Device Routing Invert Outlet Devices #1 Discarded 152.00' 2.410 in/hr Exfiltration over Surface area #2 Primary 155.95' 10.0'long x 1.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef.(English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Discarded OutFlow Max=0.01 cfs @ 11.70 hrs HW=152.04' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=152.00' (Free Discharge) t-2=Broad-Crested Rectangular Weir (Controls 0.00 cfs) 243 GREAT POND ROAD POST Type 11124-hr 1-Vr24 Hr Rainfall=2.64" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD°10.20-5c sh 11576 ©2023 HydroCAD Software Solutions LLC Page 7 Pond PT:STONE TRENCH Hydrograph I I I I 1 I I 1 I I i I 1 I I I I I i I I I I I I I I I 1 I I I 1 1 I I I I I I i I I 1 I I 1 I 1 1 I I I 1 I I I I I i I 1 I i I I 1 Inflow 0.05 ,•',,' _-1I1--_I11I_-_-1I' -IIII_-1'1I--II--II--II'--II1'--I1I 0.0 ds - Outflow __ I I_ I II i I I I Discar e IInIf1pi I MIe1a^I8, V1QfpPrimary ------------------------------ 0.055 0.05 I 1 I I I I 1 1 I I 1 I I I I I I I I I I i I I I 1 I 1 I I I I 1 I I 1 1 I I _I__I_ I J 0.045 m 6rgge ;51J -j- , 0.04 I I I I 1 I I 1 I I I I I I I 0.035 _I__ _I__I_-I__I__1_ I 1 1 I I I I I I 1 I I I I I I I I I 1 I I i I 1 I I N I I I i I I I I I I I I 1 I 1 I I I I I i I 1 I I 1 I v 0.03 _I__1_ LL 0.025 ' -''-'"'-'--'--~-'--I--1--1--I-- -I--I'-I--i--I'-'--'-�--'--1--1-J-"�-"�-'"1--1--1-- I 1 1 I I I 1 I i 1 i I i I 1 I I I I I 1 I 1 1 I 1 I i I I 1 1 1 I 1 i I I I I I I I I I I I 1 0.02 '/ .'/ . -1--t-'t -' -1--I--1--I'-I--1-- -I--1--I--I--I--'--I--+- 1--I--1--1--1-�--1--'-"1- 1 I I 1 I I I I I I 1 1 1 I 1 I I I I I I 1 1 I I I I I 0.015 - - - - -r--I--I--I- 0.01crs -I--I------1-1- --1- - -1- -1- -1- I I I I I I I I 0.01 Cry I 1 I 1 I I I I I 1 I I 0.01 0.005 0.0o crs 0 0 1 2 3 4 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) 243 GREAT POND ROAD POST Type///24-hr 2-Yr 24 Hr Rainfall=3.20" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD°10.20-5c s/n 11576 ©2023 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 3S: BARN Runoff = 0.06 cfs @ 12.08 hrs, Volume= 220 cf, Depth= 2.97" Routed to Pond PT:STONE TRENCH Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-30.00 hrs,dt=0.03 hrs Type III 24-hr 2-Yr 24 Hr Rainfall=3.2011 Area(sf) CN Description * 890 98 DRIVE 890 100.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: BARN Hydrograph -a---1--1--I"-''-A--1--1--1,--4--1- 4--A--I-- - -'1----�- -�--1--1--1"- --1--i-- 1 I I I I i I I 1 i 1 I I I I I 1 1 I I I I 0.07 1 1 1 I i 1 I 1 I 1 Q Runoff -r-7--r-r-r--1--r-r-r--T--1--r-r--r--1--r-r-r-7--r-r-r--1--I--r-r-7-----r- 0.065 1 I I i I I I I I MO. crs I I 1 1 I I 1 i i _I-- -r-j--1-_r'r-,--I--I -1--,- 1 'r-�--1--I--�-j--I--1--F�'y�Oe 1 C�2 , - rl 0.06 ' I i I I I i I I I 1 i py I 1 I 1 1 1 I I I 1 I I I I I I ----------------------- ------------------ ---------- 1 i I 1 I 1 . 1 I 1 1 i 0.055 � 2� r124�r ���fa1 �312 �� J_ L_1_ _ J__�__ 0.05 _t_y'-_I _r_t_y__i__r_r__t_y .a -_r_Y_-1__I__r-F�-�na�f�►-rea--89�-�a-f- 0.045 I I 1 I 1 I i I I i I i 1 I r-�--I- - -- ' - - - I �� � G� 1 I C _ w0.04 -1 1 I er20 1 - I_-1 L 1 -I-- .V.r � I /!1y 1 {�1 1_I I 7 3 0.035 u Y� t�� �th=�2 9-I-�� _1_J__I__L_1_J__I--I__L_1_J °.. _L_1_J__I__L_ _ -___ _ _ T I I I I I 1 A I I 1 I I 1 I i 1 1 1 I I u' 0.03 --t--1--r-r-t--1--1--I--r-'+- i -r--F--1- 1--r-t--7----r-t- ilr 0.025 ° I 1 i I I 1 I 1 i 1 1 I I 1 I I 1 1 I �--1 -7' I r I 1--I- f- I I ., ,.` 1 7- I 1 F I 0.02 �--I--1- 1 0.015 I i I I I I I 1 1 1 1 I I I I I I I I I 1 I I I I I I I I 1 I I I I I i 1 I i I 1 1 I I 1 1 I 0.01 0.005 I I I I 1 1 I 1 I 1 1 I 1 I I i 0 0 1 2 3 4 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) 243 GREAT POND ROAD—POST Type///24-hr 2-Yr24 Hr Rainfall=3.20" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD®10.20-5c s/n 11576 ©2023 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment SC-100: PROPOSED Runoff = 0.33 cfs @ 12.11 hrs, Volume= 1,287 cf, Depth= 0.64" Routed to Reach DP-100:WETLAND Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=0.00-30.00 hrs,dt=0.03 hrs Type III 24-hr 2-Yr 24 Hr Rainfall=3.20" Area(sf) CN Description * 3,050 98 Ex.Roof,Ex. Patio,Prop Wall and Landings 156 85 Gravel roads,HSG B 20,812 61 >75%Grass cover,Good,HSG B 24,018 66 Weighted Average 20,968 87.30%Pervious Area 3,050 12.70%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment SC-100: PROPOSED Hydrograph ' I I 1 1 i i I 1 I I I I I I I I 1 I i i I 1 I i p Runoff 0.36 1_J-J__L_1_J__I__L_1_J--L-L -1 -1- L_J__I__L_1_J_-I__L_1_J-_I__L_1_J__ i I I I I I 1 0.33 cfs 0.34 �'-I--I'-I---f--1--1--L- � ,•- I i I I I I i I I I 1 I 1 ,I e_-�I_I_i L_ -, r__ 0.32 -1--1--1--�-�--I--I--I-�--i--I � --i--I--1--=--I--1--' -�- '-,I I 1 I I I 1 I 1 ®�-- 0.28g }r� 1 I I I I I I --I - ---,--I---1-i--,--,---j--,--, -I- I--I-'-II --,--I--1--7--1--I---r-T--I--,--r-'j--I-- 0.26 T-;---- --TI-;-- -r- -;--I 7Ar A= 'Sf- 0.24 1 1 I 11 1 1 I I i I I I I I i I --r-�--r-r-�-�--r-r-T--1-- -�--I-- -r-7--r r --r-r-r- � - uxnoff boa u�►a e— 28 - 0.22 1 P' y -r--I--I--r-�-� -1--r-T--1--r -�--I-- - I r � r T- I-- U 02 --+--I--I--�-�-�--I-- -+--1-- -1--I--�-+--i' UY� � + L�T1r-- i I I I I 30 0.18 -+-"1--1--F-4--1--I--4'-4--1--F -',::i-'�--I--�"-"-'1----1'-tiff -�--�-'�-�--1-- LL 0.16 I I I I I i I I I I I I 1 1 I 1 i I . ,,,I,,, 0.14 I 1 I 1 I I I 1 1 i I I I I 1 I I I 1 i I 0.12 C NI- -- I i �--I-- I i 0.08 - --ii--I-- - --i--1--1- --I--I``;"' --1-- - -J--i--I--I- --I-- - - --i-- - --I- 1 0.06 --I-- - --1- I -I--1-- - --1--1-- - --I-- --------- ----- 1 I I I I I I 0.04 -- I y .., I 1 t 1 I I I I I I T--l--�-r-T--1--�-r-'f---I-'- '% r --j ;"t`;: -- -r-T--1--1-r-T--l--1-r-T---',-- 0.02 CASE 0 1 2 3 4 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) 243 GREAT POND ROAD POST Type///24-hr 2-Yr 24 Hr Rainfall=3.20" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD°10.20-5c s/n 11576 @ 2023 HydroCAD Software Solutions LLC Page 10 Summary for Reach DP-100:WETLAND Inflow Area= 24,908 sf, 15.82%Impervious, Inflow Depth= 0.62" for 2-Yr 24 Hr event Inflow = 0.33 cfs @ 12.11 hrs, Volume= 1,287 cf Outflow = 0.33 cfs @ 12.11 hrs, Volume= 1,287 cf, Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method,Time Span=0.00-30.00 hrs,dt=0.03 hrs Reach DP-100:WETLAND Hydrograph I I I I 1 I I J__1_ ®Inflow ' -+-}- ----�'-�'-+--+--I--I-- - -4-J--I--I--k-+--+--1--1--4--+-4--+--I--k-+-+- El Outflow 0.36 1 1 1 1 0.33 ds I I I I I I I I I I I I I 1 I I _+_4__I- _4_J_ {.._1_.4 i 1 I 1_ 1 _ 0.34 0.33 cs Jg� -�+ -i I Aia -- --l- n ds - i 0.32 ' 1-_1_-a J- 0.3 • I 1 i i i I i i 5 I I 1 I I i 1 I I I I I I I I ' -a---F--1--I--4'-I--+--1--1--I- .�. -.�-"1--I--F--�-'�--i--I--I--1---1'-'1--1--i--�-+--F- 0 28 ' -+-4-J--I--L--4'-'!'--4--'--I- ,::*.? -'_I--I--I--I'-I--'l--I--I--I--L-1--1--1--1--1"-d-a'- ' • I I I I 1 I I "` I 1 1 .1 I I I i I I I I I 1 0.26 ' ' -+-'1-- F'-+--a--I--I- '•. -4- -1--1--I--1---I'-'a-'"I--I--I--4--+- 0.24 &a ,' -+--I"--I--I--4'-I_-"1"- 0 22 I I -1--I'--I- C„"-"�, --I--I--1--4--L--4-J--1--i--I--�'--�-"1--1--L-A--"!'-- i ' •' i I I 1 I I I I `, I 1 I I I 1 1 I i 1 I u , --.i._�--i--1--1--L-'1--J--I-'I-F 3 JI--1- 11 i I--II--IIL-4--4 '---{i--'J1I---1i--I -4 1 '-a- 0. 6 " 0 k- - -4--1--i -1--1-- -+-}- V- 0.16 i I 1 I i I 1 I I x I I i I i I 1 I I 1 I 1 I I 0• _-1._4__I__�_F._}_A-_I__I_ A__I__1.._}._-1-_.�__I__I__F_}-4_�__I__F.-4._.y__ 0.12 / '1-'1--1--/--i-'-"�-J--i--I--I--;'-"1--�--I--I--�---1-- 01 ' --a---I'--I--I--1--4--a--�--I--I `"' --I--I--F--1--"-_�--I--i--I'-+-'a-�--1--1--'1---1'- 0.06 I I 1 1 1 1 1 1 1 ' --1_"1--�--1--1--4'-1-"l--I--I .; -'' --I--I_-I'-'!'--a--I--I--L--L--1--I--I--I'-:'-"}- 0.06 1 1 1 1 1 1 1 1 1 1 ' .--4---1---1--I--I--I'-+-4--1--1-..'a ',,.,, w - --1'-'-I--1--i--F'--I'--i-A--1--1--+--}- 0.04 0.02 0 0 1 2 3 4 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) 243 GREAT POND ROAD POST Type///24-hr 2-Yr 24 Hr Rainfall=3.20" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD®10.20-5c s/n 11576 @ 2023 HydroCAD Software Solutions LLC Page 11 Summary for Pond PT: STONE TRENCH Inflow Area= 890 sf,100.00% Impervious, Inflow Depth= 2.97" for 2-Yr 24 Hr event Inflow = 0.06 cfs @ 12.08 hrs, Volume= 220 cf Outflow = 0.01 cfs @ 11.64 hrs, Volume= 220 cf, Atten=88%, Lag=0.0 min Discarded = 0.01 cfs @ 11.64 hrs, Volume= 220 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Reach DP-100:WETLAND Routing by Stor-Ind method,Time Span=0.00-30.00 hrs,dt=0.03 hrs Peak Elev=153.22' @ 12.64 hrs Surf.Area=140 sf Storage=68 cf Plug-Flow detention time= 56.0 min calculated for 220 cf(100%of inflow) Center-of-Mass det.time=55.9 min(812.3-756.4) Volume Invert Avail.Storage Storage Description #1 152.00' 224 cf Custom Stage Data(Prismatic) Listed below(Recalc) 560 cf Overall x 40.0%Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 152.00 140 0 0 156.00 140 560 560 Device Routing Invert Outlet Devices #1 Discarded 152.00' 2.410 in/hr Exfiltration over Surface area #2 Primary 155.95' 10.0'long x 1.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef.(English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Discarded OutFlow Max=0.01 cfs @ 11.64 hrs HW=152.04' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=152.00' (Free Discharge) t-2=Broad-Crested Rectangular Weir (Controls 0.00 cfs) 243 GREAT POND ROAD—POST Type 111 24-hr 2-Yr 24 Hr Rainfall=3.20" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD®10.20-5c s/n 11576 ©2023 HydroCAD Software Solutions LLC Page 12 Pond PT:STONE TRENCH Hydrograph - -f--1--F--1-- -I----1----I------1--1--1--I--I--I-�--1--I- �- '�--i--1- / I I I I I I I I I I I I i I I 1 I 1 I I I I i I I I I I I ' I 1 i I I I i I I 1 I I I I 1 1 I I 1 i i i i 11Inflow I I I I I I I I 0.06C(S I I I I I I 1 1 I I I I I I I I I Outflow 1 1 I 1 I I I I I I I I 1 I 1 I 1 I I I 1 I 1 1 I i El -r-r-r-r-r-r-r-r-r-I--I --r-1 - r-1--I— --1- — - Discarded 1�fj A'�a� �901� - 0.07 ' /' I I 1 I I I I I 1 I I i ' I El Primary ' i__I____._J_J_ ____ J_J_J_J_ _J_ I I 1 I 1 I I I I I i I I I 1 I I I I 1 1 1 I 1 0,065 _-r-r-r-r-r-r'r-r-1--r-I -r-rp� 1 � V®� �- 0.06 I I I �ii I I ■ 1 I__ __I__I__1__I__I__I__I_J_J__I_J_J_J_J_J_J_J 0.055 ' r � ■A..�� I i I I ®rM�g ip" 0 I I-- 0.05 M -1--I--I-'I'-I--1--1--�-'�--i--I-'�-"�--�--1--1--�- 0.045 1 1 1 I 1 1 1 I I I I 1 I I I 1 I I I 1 I I I I i I yN 0.04 1 I I 1 I I I I I I I I I I I I I I I I I I 1 I 1 I i -r-r-r-r-r-r-r-r-r-1-- -r-r-r-r-r-1--1--1--I--1-7--I-�-�-�--1-�- 30.035 0 I1 J1I JII _J_J_ I LL 0.03 -r-1--i--r-r-1--I-�--I-�--I--I-�-�-�-�-�- 0.025 ' .' ,� _F--L--1-_I--4"-I--I--I-_I--I- 1--1--1--1'-1--1--1--+--'--1--1--J-'�-'�-�-'a-'�- 0.02 I I 1 I 1 i I i I I I I I I I I I I I I I I I I I /' 'l c(s 0.015 1 I 1 I 1 I 0,07 C(s 0.01 0.0 o.ao cts ' '17 I'll IfT, 0 1 2 3 4 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) 243 GREAT POND ROAD POST Type/I/24-hr 10-Yr 24 Hr Rainfall=4.80" Prepared by Patriot Engineering Printed 11/21/2025 Hydro CAD®10.20-5c s/n 11576 ©2023 Hydro CAD Software Solutions LLC Page 13 Summary for Subcatchment 3S: BARN Runoff = 0.10 cfs @ 12.08 hrs, Volume= 338 cf, Depth= 4.56" Routed to Pond PT:STONE TRENCH Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-30.00 hrs,dt=0.03 hrs Type III 24-hr 10-Yr 24 Hr Rainfall=4.80" Area(sf) CN Description * 890 98 DRIVE 890 100.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: BARN Hydrograph I I 1 I I I I I I I 1 I 1 1 I I i I I 1 1 I 1 I I I I I 1 0.105 '' MRunoff I i I I I I I I I I I I I I I I I I 1 i I I I I I I I I I 0.1 -1--1--1--4--1---- --';--1- --I--1--'t'-"1--I--1--'i'--1--1--1'-'1--1-- � 1 J I 1 I I 0.095 r-7--I--r- - ----r-+- -- --r-r-r- --1--r-t-y-- �]/ 11 h 0.09 - i--I--_�-- --i- i _� - '� -C I -1--1 0.085 - -;--;--;-;-;--;--;-;-;--;--; �� 0.08 0.075 , -�--1----I--4-4- -1--I--1' 11u�f�-�r�'Y�IV�.�� I I I I 1 I I I 1 i I 0.07 -+--+--I--r-+--+--r-r--r--I-- � -+--1--�-r--+--I--r-+--1--r-r-+--I--I--r-+--I-- 0.065 I 1 1 1 1 I 1 I 1 I I I 1 i I I I1_ Q I --r-�--r-r-'t-�--1--r -t -I-- ,,.' -� -I--r-r-R�nbf'f w 0.06 I I I i 1 1 1 1 1 1 ; I 1 1 1 i I I w- /i -i 1__I__L_ i__I _�_�_�_ I__1 _ I I _F_.I._ I--[__�_ I_�_-� `. 0.055 --1--I--I --1--i--�- --1 I- 1--I--I - -- 'i{ ����!!��•• $}.1�. � R�t�o��I�1e�{.�I TYJ6i}-- 0 0.05 _1_J__I__L_1_J__I__L_1_J__ _1__I__L_1_J_-I__L_1_J__I__L_1_J__I__L_1__I__ I 1 1 I I 1 ,�t I I I I 1 I I I I I I I I 1 1• I ti - 0.045 -+--i--i--1---i--1--1--+---4--I--1--r=p--l--1--4--+--+--1--L--+--+-- - ' I I I I 1 I I I I I I ';,par i I I i I i 1 I I I 0.04 _t_�__1__r_+_�__I__r_+_y__ y__I__r_r y__1_ r_t_y__1__r_t_^-- _I__ 1 I I I I I 1 I I I 1 I I I 1 0.035 -r-,_-1--r-�-�--1--r-�-�-- -r -r-r-r-�--r-r-r--I--r-r-T-�-G�-9 Q v 0.03 I I I 1 I I I I 1 I 1 i I 1 I I I I I I I 1 I I I I I 0.025 ----I-- - --I--1-- - --I-- --I--I-- -1--1--I- ----I--L-I--1--1-- - --1- I 1 I I 1 I I I I I I I I 1 1 I I I I i I I I I 1 I i i 0.015 1'-A--1--1--4--I--1--I--4--1 Y�R --I--1--4.- 4--+--1--1--+--I-- I 0.01 -t--t--I--r--r-y--I--r-+--` r °,.: 7 - -r--1--I--r-t--1--r-r-t-y--1--r--r--I-- I 0 0 1 2 3 4 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) 243 GREAT POND ROAD—POST Type 11124-hr 10-Yr24 Hr Rainfall=4.80" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD®10.20-5c s/n 11576 ©2023 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment SC-100: PROPOSED Runoff = 0.98 cfs @ 12.10 hrs, Volume= 3,188 cf, Depth= 1.59" Routed to Reach DP-100:WETLAND Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-30.00 hrs,dt=0.03 hrs Type III 24-hr 10-Yr 24 Hr Rainfall=4.80" Area(sf) CN Description * 3,050 98 Ex.Roof,Ex.Patio, Prop Wall and Landings 156 85 Gravel roads,HSG B 20,812 61 >75%Grass cover,Good,HSG B 24,018 66 Weighted Average 20,968 87.30%Pervious Area 3,050 12.70%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment SC-100: PROPOSED Hydrograph 1 I 1 I I I I I I I I I 1 I I 1 I i I i I I I I I 1 I I 1 1 I 1 I 1 1 1 1 I I I 1 I 1 I I 1 I I i I I I 1 I I -4--1--1--I-4--I--1--+--I--I--+-4--I-- 4 -1--I--+--4--I--1- 4--1--1- 4---I -I--1'-'�-- Runoff 1 1 1 I I I I i 1 I 0.9 G(5 -1y p; �'h P I le II I I I 24 I 1 I I I I I '10--Yr 24 Hr Rainfall-41.80" I 1 I I I I I I I I I I I I I I 1 I i I I I I 1 I I 1 I I 1 I I I I I I I I I K666 f Area--24,01,8;sf I I I I I I I I i I I I I I F I I I 1 I I I I I I 1 I I R4noff Vol0r�e=3,'1Q8;cf i i I I i I I I I I I I I I 1 I I I 1 �R�,r�aff,R!iepi thI TI1,.5I9 i —I I I i. I I I I I i I I I I I I I I I I 'T64 ;01��0 I I I 1 I I 1 i I I I i 1 I I I CN=66 u 1 I I I I I I I 1 1 I I I I I 1 I I I I I i 1 I I I I I I I 1 I I I i I I 1 I i I 1 I I I I 1 I I I I i I I I i I 1 I I I I 1 I I I I I I 1 I I I i I 1 I I I I I I I I I I I I I I I i I I I i i I I i I I I 0 0 1 2 3 4 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) 243 GREAT POND ROAD—POST Type 111 24-hr 10-Yr 24 Nr Rainfall=4.80" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD"10.20-5c s/n 11576 @ 2023 HydroCAD Software Solutions LLC Page 15 Summary for Reach DP-100:WETLAND Inflow Area= 24,908 sf, 15.82% Impervious, Inflow Depth= 1.54" for 10-Yr 24 Hr event Inflow = 0.98 cfs @ 12.10 hrs, Volume= 3,188 cf Outflow = 0.98 cfs @ 12.10 hrs, Volume= 31188 cf, Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method,Time Span=0.00-30.00 hrs,dt=0.03 hrs Reach DP-100: WETLAND Hydrograph I I 1 1 t I I I 1 I I I I I I I I I I i I I I 1 I 1 I i I i I i I 1 I I I I I I I I I i 1 I I I 1 1 I I I I 1 1 I I I I I I I ®Inflow I -+-�--1--t--r- �--1--I--r-r- - --1--r-+--+--I--r-r-+-1--r-I--r-+-1--I--r-+- �OutfloW 1 I I I I 1 I I 1 0.9°ON 1 I 1 I I i I 1 I i I I I I I I I i I I i I I i I I I I 1 1 0.98 ON Inflow rea 1 ,19b sf 1 I I 1 i LL I I I I I 1 1 I I 1 I I I I I I I I 1 I I 1 I I I I 1 I 1 I I I 1 I 1 I I I I I i I i I I I t i 1 i I I I 1 i I I I i I I I I I I I o I I I 1 I I 1 I 1 I I 1 I i I I 1 I I I I I 1 I I I 1 I I I 1 i 1 I I I I I I I I Q 0 1 2 3 4 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) 243 GREAT POND ROAD-POST Type 111 24-hr 10-Yr 24 Hr Rainfall=4.80" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD®10.20-5c s/n 11576 ©2023 HydroCAD Software Solutions LLC Page 16 Summary for Pond PT:STONE TRENCH Inflow Area= 890 sf,100.00% Impervious, Inflow Depth= 4.56" for 10-Yr 24 Hr event Inflow = 0.10 cfs @ 12.08 hrs, Volume= 338 cf Outflow = 0.01 cfs @ 11.25 hrs, Volume= 338 cf, Atten=92%, Lag=0.0 min Discarded = 0.01 cfs @ 11.25 hrs, Volume= 338 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Reach DP-100:WETLAND Routing by Stor-Ind method,Time Span=0.00-30.00 hrs,dt=0.03 hrs Peak Elev=154.19' @ 13.03 hrs Surf.Area=140 sf Storage=123 cf Plug-Flow detention time= 112.6 min calculated for 338 cf(100%of inflow) Center-of-Mass det.time=112.5 min(861.2-748.7) Volume Invert Avail.Storage Storage Description #1 152.00' 224 cf Custom Stage Data(Prismatic) Listed below(Recalc) 560 cf Overall x 40.0%Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 152.00 140 0 0 156.00 140 560 560 Device Routing Invert Outlet Devices #1 Discarded 152.00' 2.410 in/hr Exfiltration over Surface area #2 Primary 155.95' 10.0'long x 1.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Discarded OutFlow Max=0.01 cfs @ 11.25 hrs HW=152.04' (Free Discharge) 't-1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=152.00' (Free Discharge) t2=Broad-Crested Rectangular Weir (Controls 0.00 cfs) 243 GREAT POND ROAD POST Type///24-hr 10-Vr24 Hr Rainfall=4.80" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD®10.20-5c s/n 11576 ©2023 HydroCAD Software Solutions LLC Page 17 Pond PT:STONE TRENCH Hydrograph I 1 1 I I I I I I 1 i 1 I I I I I 1 I I I I i I I I I I I -r-r-r-r-r-r-r-r-r-r-r-r-r-r-r-r-r-r-r-r-r-r-r-r-r-r-r-r-r- M Inflow I I 1 I I I I 1 1 _I _ _I _I _I _i _1 _I _ O.t 0 C(S -�-I-I -�-�-�-�-�-� I I i I I i I 1 0 Outflow M Discarded I I 1 I 1 I I 1 I 1 1 I /�`A/ ©T Primary 0.105 -r'r-r'r-r-r-r-r-r-r-r -r-r� 'owl-/l 01 ,' _L_L_L_L—L_L_L_L_L_L_ I t I I i I I I I 1 I I I I I I 1 I I ,1 0.095 r t- ' .�,' , I I I I I 1 I I �� 1 t I ■ 1 1 0.09 --------------------- ----------------------------------- I I I I I I I I I I I I I I II 1 I I I 0.085 -r- _ _ -+- - -+- I i4 + +rI _c0.08 tprage®' r 0.075 rI - _ I I I I I I I I I I I i I 1 I I I I I i 1 1 I 1 I I 1 0.07 -r-r-r-r--r-r-r-r-r-r- -r-r-r-r-r-r-r-r-r-r-r-r-t-r-r-r-t- ' 0.065 --------------------- - w 0.06 -+-+-+-+-+- U ,' I I 1 1 1 1 I I I I 1 I I I I I i I I i "0.055 -r-r-r-r-r-r-r-r-r-r- -r-r-r-r-r-r-r-r-r-r-r-r-r-r-r-r-r- 3 005 O I I I I I I I I I I I I I I 1 I 1 I I I I I I I I I I �0.045 -r-r-r-r-r-r-r-r-r-r- r-r-r-r-r-r-r-r-r-r-r-r-r-r-r-r-+- , 0.04 - ----- ---- ---------- ----------------- I 0.035 -+-+-r-+- I 1 I I I I I I 1 i I 1 I I I 1 1 I 1 1 I I I 1 1 1 0.03 -r-r-r-r-r-r-r-r-r-r -r-r-r-r-r-r-r-r-r-r-r-r-r-r-r-r- _L_L_L_L_L_L_L_L_L_ _ _L_L_L_1_L_L-1 _L_L_L_L_1_L_L_1_ 0.025 I I I I i I '�o.ot cts 1 I 1 1 I 1 I I I i 0.02 0.015 o.ot cts 0.01 0. o.ao ors 0 0 1 2 3 4 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) 243 GREAT POND ROAD—POST Type/1/24-hr 100-Yr 24 Hr Rainfall=8.80° Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD®10.20-5c s/n 11576 @ 2023 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment 3S: BARN Runoff = 0.18 cfs @ 12.08 hrs, Volume= 635 cf, Depth= 8.56" Routed to Pond PT:STONE TRENCH Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-30.00 hrs,dt=0.03 hrs Type III 24-hr 100-Yr 24 Hr Rainfall=8.80" Area(sf) CN Description * 890 98 DRIVE 890 100.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: BARN Hydrograph I I I 1 I I 1 I I I I I I I I I i I I I 1 I 1 1 0.19 1 1 I I 1 I I I 1 1 I 1 1 I 1 I I I I Q RL1n Off 0.13 -+--1--1--�- �- �--I--}-+--I-- --f--i--t--+-1--I--1'-+--i--1-T-1--+a-1--'--^/1--+�-ir-- lu-`�-4t`"}-- 0.16 -;-;--;--;-i- -,--; - ,-- 0.15 -t--r--1--r--r--1--I--r-t-ti-- ',-rt--1--r-t-y--1--r-+--I--r-r-t--1--r-r-+--1-- ' I0 1 p Q „,� 0.14 -+- --1--�-+- --1--+-+- -- -+--1--�-+- --1-i—Untli 11 H-eeA=8-9O+:�i _ 0.13 � -+--+--i--F-+--1----r-t--i-- - -+--i--r-r-1R--I--F-+ -i--I--f—t--I 0.12 --i-- t-- L\��Oy��y�f N 0.110.1 3 t- --I--r- - --r-r-rt- --r - --I--r-r-y--I--r-t-7--1--r-t-y--r-r-t--I-- o 0 09 VZ I�,{ -r-7--1--r--r--t---r-r--r--1---I <--r--1--r-r- --I--r--r- --1--rIC�+'- OrI-I�If�-- 0.06 -t--I-Tt---r--1--I--r--r--I--1 - r----r-r-y--I--r-+-y--1--r-t-y--- _t/�-'-- ' I I 0.07 -t-�--r-r-7--1--r-r--r--1-- .r.. --t--1--r-r-7--1--r-t--t--1--r-t--t-- rK 0.06 ' -r-�--r-r-7-�--1-'r-7--1-- .,,� �--r-r-r-�--1—r-7-�--r-r-7-�--I—r-7--1-- 0.05 -t_ ----r-T' --i--r-T_-1'- T- -I--r-r 1--I--r-7_-1--1--r-T--1-T r-T--1-- I I I I I M 1 I I I I 1 I 1 I 1 0.04 ^ -r-�--r-r-�--1--r-r-�--I-- r.: ,r`., r--1--r-r-�--I--r-T--1--I--r-�-�--r-r--r--I-- 0.03 -T-1--I--r-7-�7--I--r- (--I- i--1--r-r--1--I--r-'T--1--i--r-T-1--r-r-7--1-- 0.02. 1 1 '-7-�--r-r--r-�--r-r-7- r `„`;, .--r-r-�--r-r--r--1--r-r-T--1--r-r--r--1-- 0.01 ' 0 1 2 3 4 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) 243 GREAT POND ROAD—POST Type Il124-hr 100-Vr24 Hr Rainfall=&80" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD°10.20-5c s/n 11576 ©2023 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment SC-100: PROPOSED Runoff = 3.01 cfs @ 12.09 hrs, Volume= 9,351 cf, Depth= 4.67" Routed to Reach DP-100:WETLAND Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-30.00 hrs,dt=0.03 hrs Type III 24-hr 100-Yr 24 Hr Rainfall=8.80" Area(sf) CN Description * 3,050 98 Ex.Roof, Ex. Patio, Prop Wall and Landings 156 85 Gravel roads, HSG B 20,812 61 >75%Grass cover,Good,HSG B 24,018 66 Weighted Average 20,968 87.30%Pervious Area 3,050 12.70%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment SC-100: PROPOSED Hydrograph I I I I I 1 I I I 1 I i I I I I I 1 1 I I 1 1 I I I I 1 I I I i I I 1 0 Runoff 40 3 I I I 1 I z I 1 1 I I I I 1 1 I I 1 1 I I I i 1 I I I I I e 1 i 1 I 1 I I ITypej Ill 244h} y[ I 1 I .1 I i I I I I I I 1 I 1 i 100-1� „ 24 :Hr 1Hr RaillfGl/y116.-8.810,� 1 I I 1 I I I I i I i I I I 1 i I 1 1 I 1 1 I 1 1 I i I I R,ufioff!Arda=24 �018�sf I I I I i I I I I r r<z I I I f I I I I I I I I �I I I I I I I I I I I I I I i - F - ----� - I I! pfp I 1 �1 -t1I3 1 i f- nI2 Id fI I i9 1 Rutnoff Dapth;=4.67�� I T'c4660;niih I i I I I I i I I I I I i 1 I I I I I I 1 i I I I I 1 I I I I I I 1 1 I 1 1 1 I 1 I I I I 1 I I I I I I I i I I I I 1 I I I I I I 1 I I I I 1 1 I I I I I I 1 I 0 1 2 3 4 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) 243 GREAT POND ROAD—POST Type///24-hr 100-Yr 24 Hr Rainfall=8.80" Prepared by Patriot Engineering Printed 11/21/2025 HydroCADO 10.20-5c s/n 11576 @ 2023 HydroCAD Software Solutions LLC Page 20 Summary for Reach DP-100:WETLAND Inflow Area= 24,908 sf, 15.82%Impervious, Inflow Depth= 4.54" for 100-Yr 24 Hr event Inflow = 3.01 cfs @ 12.09 hrs, Volume= 9,426 cf Outflow = 3.01 cfs @ 12.09 hrs, Volume= 9,426 cf, Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method,Time Span=0.00-30.00 hrs,dt=0.03 hrs Reach DP-100:WETLAND Hydrograph I I I I I 1 1 i I I I I I 1 I I I I I i i I 1 I I I 1 i i 1 1 I I i I M Inflow I i I I I 1 I I 1 I I I I i I I I I I i I I I Q Outflow 1 I I 1 1 I 1 I 1 I I I 1 1 I I i I I 3 3,o, n 16vv I I reaI '=2 I , b 8 S I I i 1 I I I I I 1 Cy a, I i I I I I I I I I I I I I 1 i 1 1 I I I I 1 I 1 I 1 1__I__I__F__}_�__1__i__� _I__1.._}-{_I__1__F_}_...I__I__1__F._}_.i__I__F_{__ 2 I I I I i 1 I I I I I I 1 I I I I I I I LL I I I I i I I I 1 I i 1 I I i I I I 1 I I i I i I 1 i I I 1 I 1 I I 1 I i I I I I I I >•r' I i 1 I I I i i i I I i I i I I I I 1 I I I 1 I I I I I i I I I I I 1 I I I 1 I I I I 1 I i I wy 0 1 2 3 4 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) 243 GREAT POND ROAD-POST Type 111 24-hr 100-Yr 24 Hr Rainfall=8.80" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD®10.20-5c s/n 11576 @ 2023 HydroCAD Software Solutions LLC Page 21 Summary for Pond PT:STONE TRENCH Inflow Area= 890 sf,100.00% Impervious, Inflow Depth= 8.56" for 100-Yr 24 Hr event Inflow = 0.18 cfs @ 12.08 hrs, Volume= 635 cf Outflow = 0.09 cfs @ 12.31 hrs, Volume= 635 cf, Atten=49%, Lag=13.3 min Discarded = 0.01 cfs @ 9.72 hrs, Volume= 560 cf Primary = 0.08 cfs @ 12.31 hrs, Volume= 75 cf Routed to Reach DP-100:WETLAND Routing by Stor-Ind method,Time Span=0.00-30.00 hrs,dt=0.03 hrs Peak Elev=155.97' @ 12.30 hrs Surf.Area=140 sf Storage=222 cf Plug-Flow detention time=204.1 min calculated for 634 cf(100%of inflow) Center-of-Mass det.time=204.1 min(944.1-740.1) Volume Invert Avail.Storage Storage Description #1 152.00' 224 cf Custom Stage Data(Prismatic) Listed below(Recalc) 560 cf Overall x 40.0%Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 152.00 140 0 0 156.00 140 560 560 Device Routing Invert Outlet Devices #1 Discarded 152.00' 2.410 in/hr Exfiltration over Surface area #2 Primary 155.95' 10.0'long x 1.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef.(English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Discarded OutFlow Max=0.01 cfs @ 9.72 hrs HW=152.04' (Free Discharge) Z1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.06 cfs @ 12.31 hrs HW=155.97' (Free Discharge) t--2=Broad-Crested Rectangular Weir (Weir Controls 0.06 cfs @ 0.35 fps) 243 GREAT POND ROAD—POST Type 11124-hr 100-Yr24 HrRainfall=8.80" Prepared by Patriot Engineering Printed 11/21/2025 Hydro CAD®10.20-5c s/n 11576 ©2023 HydroCAD Software Solutions LLC Page 22 Pond PT:STONE TRENCH Hydrograph 1 1 I I I 1 I I 1 I I 1 1 I 1 I I I 1 —r—r—r—r—r—r—r—r—r—r—r—r—r—r—r—r—r—r—r-r-r-r-r—r-r-+—r—r—r— ,'/ 1 I I I I I I i i I 1 I 1 1 _____________ ®Inflow -_r_r—II —I—I—I I —r—rota crs r—r—r—r—r—r—r—r—r-1 1 1 I I QOutflow L_L_L_L L_L_L_L_L L_L_L_L_L_ ' 1 I 1 1 1 1 I I I 1 I I 1 �!'�.Tc I �I ALI _e- pI 1 I Q1f�1 �*1 1 Discarded ' -r- - - - - - - -' -' -' I} ,!'�Mtl /� �t �`�JV�.7�` El Primary 0.19 I —r—r—r—r—r—r—r—r—r—r— —r—r—r—r—r—r—r—r—r—r—r—r—r—r—yr—r—r- 0.1 817.�aI I y�F(�I 1MI I I I I I I 1 1 1 1 1 i _Otl�i � Y_ �1 0.17 _L_L_L_L_L_L_L_L_L_L_t _L_L_ L L_ ■ 1_ 0.1 6 I I I I 1 I 1 I I I I I I I i I I I I I I I -r-r-r-+-r-+-r-r-r-r- -+-+-r-+--r-+-+-r-+-�--r-+-+-+-+-�--+- 0,15 tprage-22r2r c , —r—r—r—r—r—r—r—r—r—r— —r—r—r—r— r- 0.14 . ' 1 r_ -r- - 0.13 0.12 i I I I i I i I I I 1 I i I I I I I I 1 1 1 I 1 --t--F-F--F-F—r—r—r-F 0.08 cfs N I I I I 1 1 1 I I I I I 1 1 I I I I 1 I i I I i I 1 3 0.1 _O 0,09 Cf5 L L-L_L_L-L_L_L_L_1_L_L_L_L_1_L lJ. 0.06 ,' r—r—r—r—r—r—r—r—+—r—r—r—r—+—+—r—+- 0.07 . ��,' 1 I 1 I 1 1 1 I I 1 1 1 I I I I I I i I I I I I r-r-r-r-r r-r 1 -------------------- - - - - ,�. r .r; i I -r r-I 1 1 I I 1 1 i I I I I I 0.06 0.05 —i —_-IF A e L_L-L_L-L-L - 0.04 0.03 0.02 0.01 0 0 1 2 3 4 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) Project Name: 243 Great Pond Road North Andover, MA Applicants: Stephen and Judi Boyko 243 Great Pond Road North Andover, MA Party Responsible for Maintenance During Construction: Contractor Party Responsible for Maintenance After Construction: Property Owner Erosion and Sedimentation Control Measures during Construction Activities Filtermitt Filtermitt will be installed along the down gradient limit of work as depicted on the Site Construction Plan, The Filtermitt will be installed prior to the commencement of any work on- site. An additional supply of Filtermitt shall be on-site to replace and/or repair Filtermitt that is disturbed. The lines of Filtermitt shall be inspected and maintained on a weekly basis during construction. No construction activities are to occur beyond the Filtermitt at any time. Sediment shall be removed once the volume reaches Y4 to Y2 the height of the Filtermitt. Surface Stabilization The surface of all disturbed areas shall be stabilized during and after construction. Disturbed areas remaining idle for more than 14 days shall be stabilized. Temporary measures shall be taken during construction to prevent erosion and siltation. No construction sediment shall be allowed to enter any infiltration system or formal drainage system. All disturbed slopes will be stabilized with a permanent vegetative cover. Some or all of the following measures will be utilized on this project as conditions may warrant. a. Temporary Seeding b. Temporary Mulching C. Permanent Seeding d. Placement of Sod e. Hydroseeding f. Placement of Hay g. Placement of Jute Netting Dust shall be controlled at the site. Tree Protection Existing trees to be saved shall be protected with orange construction fence (offset from the tree trunk by professional standard based on canopy). Stone Edge Construction activity above and around the proposed location of the stone edge facility shall be limited to prevent compaction of the existing soil. Installation of this system shall occur under dry weather conditions and full stone depth shall be installed immediately to prohibit the introduction of fines or other material that would compromise the functionality of this system. Removal of Sediment and Erosion Controls At the completion of construction activities and after receiving approval from the Town of North Andover, all physical sediment and erosion controls shall be removed from the site. Long-Term Inspection and Maintenance Measures after Construction Erosion Control Eroded sediments can adversely affect the performance of the stormwater management system. Eroding or barren areas should be immediately re-vegetated. Debris and Litter Removal Trash may collect in the BMP's, potentially causing clogging of the facilities. All debris and litter shall be removed when necessary, and after each storm event. Sediment and debris collected from vacuuming and/or sweeping should be disposed of at a permitted waste disposal facility. Avoid disposing of this material on site Stone Drip Edge The drip edge shall be inspected after all major storms and on regular bi-annual scheduled dates. The drip edge shall be cleared of any debris on a biannual basis. The first Y inch of stone can be removed and replaced if the edge becomes clogged Debris and Litter Removal Trash may collect in the BMP's, potentially causing clogging of the facilities. All debris and litter shall be removed when necessary, and after each storm event. Sediment and debris collected from vacuuming and/or sweeping should be disposed of at a permitted waste disposal facility. Avoid disposing of this material on site STORMWATER MANAGEMENT CONSTRUCTION PHASE INSPECTION SCHEDULE AND EVALUATION CHECKLIST PROJECT LOCATION: 243 Great Pond Road WEATHER: Inspecti Required Follow-up on Inspect Area Inspection Comments Recommendal Inspection Required Date or Inspected Frequency if 1On (yes/no BMP Filtermitt Weekly and After Major Storm Events (1) Refer to the Massachusetts Stormwater Handbook,Volume Two:Stormwater Technical Handbook (February 2008)for recommendations regarding frequency for inspection and maintenance of specific BMP's. (2) Inspections to be conducted by a qualified professional such as an environmental scientist or civil engineer. Limited or no use of sodium chloride salts,fertilizers or pesticides recommended. Other notes: (Include deviations from: Con.Comm.Order of Conditions, PB Approval, Construction Sequence and Approved Plan)Stormwater Control Manager: STORMWATER MANAGEMENT AFTER CONSTRUCTION INSPECTION SCHEDULE AND EVALUATION CHECKLIST PROJECT LOCATION: 243 Great Pond Road WEATHER: Inspecti Required Follow-up on Inspect Area Inspected Inspection Comments Recommenda Inspection or ion Required Date Frequency if (yes/no) BMP Drip Edge Bi-annually and After Major Storm Events (3) Refer to the Massachusetts Stormwater Handbook,Volume Two: Stormwater Technical Handbook (February 2008)for recommendations regarding frequency for inspection and maintenance of specific B M P's. (4) Inspections to be conducted by a qualified professional such as an environmental scientist or civil engineer. Limited or no use of sodium chloride salts,fertilizers or pesticides recommended. Other notes: (Include deviations from: Con.Comm. Order of Conditions, PB Approval, Construction Sequence and Approved Plan)Stormwater Control Manager: