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HomeMy WebLinkAboutWPO202200005 Stormwater Management Maintenance Agree. 2022-02-08SHIMP ENGINEERING, P.C. p Design Focused Engineering February 7, 2022 O U HiMP Engineering Review Lie No.45183 Albemarle County 14 �1-1127- Department of Community Development 401 McIntire Road SSiONAL Charlottesville, VA 22902 Regarding: WPO 2021xxxxx Castalia Farm Winery VSMP— SWM Calculation Packet Dear Reviewer, Enclosed is the stormwater calculation packet for Castalia Farm Winery. The development property has an area of 707.54 acres and a disturbed area of 7.43 acres. The project is a private development of a site. The proposed stormwater design meets water quality requirements set forth in 9VAC25-870-65 and water quantity requirements set forth in 9VAC25-870-66-B(3) and 9VAC25-870-66-C. SWM Quality SWM Quality is satisfied by providing required nutrient treatment for the development. 9VAC25-870-65 requires that the total phosphorous (TP) nutrient load created by the site development be treated in accordance with the VRRM Redevelopment Spreadsheet reduction requirements. To achieve nutrient treatment, three (3) bioretention basins will be provided which treat 2.99 Ibs/yr of phosphorous. To meet the total treatment requirement of 3.90 Ibs/yr of phosphorous removal, 0.91 Ibs/yr phosphorous credits will be purchased. This amount totals 3.90 Ibs/yr of phosphorous treatment and satisfies the nutrient treatment requirement. Treatment Required (Total Phosphorous) Treatment Provided (Total Phosphorous) 3.90lb/yr 3.90lb/yr SWM Quanliry SWM Quantity is satisfied by analyzing concentrated runoff from the development at 4 Points Of Analysis (POAs) within a channel downstream of the development property. 9VAC25-870-66-B(3) requires that concentrated runoff from the development at each POA meets the energy balance equation. To achieve this, the runoff of each POA was analyzed using the runoff reduction method. The runoff to POA 1, 3, and 4 meets the energy balance equation. 9VAC25-870-66-C requires that the post-dev 10-year runoff at the POAs not exceed the pre-dev 10-yr runoff. This condition has also been satisfied. The runoff to POA 2 does not meet the energy balance equation due to the fact that the proposed development crosses a stream at this point of analysis. All new impervious area is routed away from POA 2. A 36" culvert is installed to allow upstream runoff to continue along its predevelopment flow path. Treatment cannot be provided here as it would require the entire upstream drainage area to be detained, causing disruption to the existing channel. The post -development 1-yr flow rate is equivalent to the pre -development condition, but a 0.02 cfs reduction is not possible as required by the runoff reduction method. However, the 10-yr flow is reduced due to the reduction in drainage area. See tables below for summary. 912 E High S1 ChadotYesville, VA 229021434 22T51401 chimp -engineering com POA 1: Castalia Farm Energy Balance Equation Summary for PEA 1 1 Yr, 24 Hr Storm Comparison: Ow,. I.F.'IW,.u..a.e'BVn.n.uaul/RV— Esµnua (rwwaw'RVy,a„ VAa—w,w PreOmXelharune Area = 088x POA t Owle Ronan Past Omits Dlainye Alt= 1.91x Orr..wa O.Dt louul LF. = 0.8 RVn.w.ww o.0131wx ul Naa ge..sy Meet RVcw.ma at toa ul PoA 1 as wmled m me sgmm bulMreow.nvwmn atreenanpmem. Ranmbinas Pam as mn(Aexoted VAC2S0]aEaB3a Ler use tlnblal n1roFbAiS%Nis redlxed Lyanamwrlt e> tirg,eredl¢imr 8,,,,.CN), gyew,teryaecn.Sm NoleblM n9M. Site ie5wOn9VAC2S0]OA6C2 OeWus On ln. rumXlSrNuce'1. POA 2: Castalia Farm Energy Balance Equation Summary for POA 2 1 Yr, 24 Hr Storm Comparison: owrcwrca IF. -(ov..a_ RV.w.«.wawwl/Rvo,.„w Qwwwawo(Orw.me'RVsw,cNl/aV..—d Pre One. Walna9e Arw • 057ac MA Cents Full Poor Onve INainage Area - 039 ac O. v 1 0021,1 IF. • 09 RV, y,a 07. B(wn*) Maslawrcya a OA2cfa RVa..me F aocatiqul PoA 2 is inm EW ofMe devea Rlnofl b Mis ywM1s mt Iaaryl Mwth 9.AFCw2"Reasm,.Ima seasuentOisbet nseaRtoailins anPaint is na re tlwekd.d. T.Aawll mce-oBveaectwesMfran MA w.. w1wens own! —town tMswMvlpM4r 1 AainayePmWamrar areal4ex, Is,eaue110 dean at ass ocular. 9bm aesxIN WVACd]BC(2)bHtcolu the lO- sneefMrladued POA 3: Castalia Farm Energy Balance Equation Summary for POA 3 1 Yr, 24 Hr Storm Comparison: Oaww,,S LF.'(OPrwrcere aVmlenaeVPVoe.eeW Oamwwf-(Qw,aw. RVsawal/RVw.TI,rc, PreOnaile Dianage Area 2.94ac POA 1 C4ane Furl Post Onsde Drainage Area 324ac Q..rrcra 0.120y n1 IF. = 0, RVnworcwwa 0.0421 Nr4 Maly Oaw.lr • n.mN RV__ = 0.1991myw1 PoA 3 w boated In IM arl later downstream atK dewlopment. RtawM0 UNs pant la amgneM war 9VAC2"70,M-B 3.a lawuas ft local move no, plantIa reduced Dy an amwrd ttedag1MrMuctimt naFJ WIM wal, balar. eeuatlm. See Note to Its nqM Se can. a m lea MN gVAC2587M(C2b because Be 10.r ek ronsdareduad. uce n—C POA t IN, .,,a,.M-Q_) = regureLrenscon®PoA O'N - ono =Fuul cn no."d ACHIEVED REDUCTION AT POA I: O.OB eta ACHIEVED (Qa—Maa O•,) = aessedredxlon@POA 00-002 = o.w cfs raauired ACHIEVED REDUCTON AT POA L -0.Ot ch NOT ACHIEVED use Flew @ POA 1 EY „a„W.O.".) = rvyuredrvd�No @POA 012 - O W = 0.10 cfs .aquae! ACHIEVED REOUCMN AT PoA 1: o.5i c6 ACInEVED Achieved Total Runoff (including Offsite st=a, UEV 1-TR O 0.12 Omst= eW t0-Ylt Opre- 232 Ooo2.19 1-YR Flow 10-YR Flow Raduenon Raduetlon oa o.14 as ne 1, r duwon olme total ninon Unaludng o115ir Achieved Total Runoff(Includin Offsde PaPD1� 1-TR O 1 1 R = 1.3 lava owa= z9.sz calleon f-YR Flow, FT- Ynnow Radution Reduction O.o1 Achieved Total Runoff (including Offsite PREOEV 1-YR 0 ]4 1- O31 10-m Ism uP +- ea4 1-YR Flow ntrn Now RMucaon Reduotlon OAB Atq POA 4: Castalia Farm Energy Balance Equation Summary for POA 4 1 Yr, 24 Hr Storm Comparison: Ow,w•,h IF. '(QPrwneee RVa.trr/m)/RVoe.e QengyS lDy..er'RVy./RVgMWn Preomllenam,eArea = 0E2 ac P0A 10. RumR Pos10mt1e Orelv/e Amz = O62 ac Onrac,ew 0.w WVev1 I.F. 09 RVrv.o..ayu = 0.WBLLmevl Max Oaeey pA1 cA RVo•� = 6051 Wx.rl POP 4 i4 bU1M in ft sbeam puller meemlrNm 0me Eerelopmlt Rumen V spell Is umpliad verb WAC2S870 133aE . ffe Ual_11. nee poi.N red. Oy an a., ..'Ibe..icn required Ey. emgy role—'-mn See Wee..` m Sire amoemw 9VAC2S820 2 hwme 1M Iar fumR is remmen ,cel Ewrw Pdame aemeemerm me rim POP 1 by. „a.,Max0.) = muiriredmFm@POA ON -001 = ow M'.ImJ ACHIEVED REDUCTION AT POA t O.w M ACXIfVfO Achieved Total Runoff Ilncludm offsite P� 1-rR Dw R 10VR Cps 303 Lkasl- 003 t-YR new 19-YR Flew Re mUon RMactlen p.w 4:n Nde: Sn¢ Ne 1-vrreJutl oltM1e Idal ruwRlircJWimaflv4 If you have any questions about this calculation packet please do not hesitate to contact me at: chris(nDshimp- engineering.com or by phone at 434-227-5140. Regards, Chris Marshall, EIT Shimp Engineering, PC Contents: Water Quality Calculations: Pre-Dev VRRM Land Cover Map Post-Dev VRRM Land Cover Map VRRM Redevelopment Spreadsheet Water Quantity Calculations: Pre-Dev Drainage Area Map Predev HydroCAD Report Post-Dev Drainage Area Map Postdev HydroCAD Report TOC Calculations Energy Balance Equation Outlet Protection Calculations Independent Reports: Excerpt from NRCS Soils Report NOAA Precipitation Report CASTALIA FARM WINERY PREDEV VRRM MAP ONSITE LAND COVER: DISTURBED AREA = 7.43 AC IMPERVIOUS = 0.13 AC MEADOW = 0.82 AC WOODS = 6.48 AC o- ::4 ................... .. 570 Scale: V= s 1 �I �oxala swan w.. am, emwmmoe,Pmaaa, aar�mm a.0 am a wam am s.adbdan. D 2011 MAP srt. samm. s�aadw, pm-ft.- tI ozz Iioa, D—lupm"d Prniam to Site Information Post -Development Project (Treatment Volume and Loads) Enter Total DisWrbetl Area (acres) j ]43 Check: mdPDengn SpnThirdn .. fist: 2013 Dmk stex & So... padrn, No mmrD.a,mrem: amain ro,arnv? J ®' rmmt eDrvmmeao ammm? J rom/ymsys we,la+evl - wagnmapvml ammpannruulmerl do ma�yeerur im�vruarprel oll av MURw4 all a. Treatment Volume and Nutrient Load «m, nxn11o° amm amsr wmnaol'mrtnmd,vn. vnw uas vsn P.-R-11o..l. rP ad z.xo agg welibnl 217 041 T— —M".- - .-Mla— Treatment Volume and Natant Load m rn TP load RMm, ion Paguimd (1d y,l 3.90 Nitrogen Loads (Intonational Puryows only) m..ao�doPmmmrmdnbw >as a. �mce.�otal .sat nwna ..,. Boom o�000 a�000 a0000 00000 00000 00000 00000 00000 00000 00000 00000 a�000 00000 00000 00000 00000 00000 om000 a0000 00000 a0000 00000 00000 00000 00000 00000 0 Boom o�000 a�000 a0000 00000 00000 00000 00000 00000 00000 00000 00000 a�000 00000 00000 00000 00000 00000 om000 a0000 00000 a0000 00000 00000 00000 00000 00000 0 Site Results (Water Quality Compliance) Area Checks O.A.A O.A.B O.A.0 D.A.D D.A.E AREACHECK FOREST/WEN SPACE (a[) 0.41 0.00 0.00 UOD ML IMPERVIOUS COVER IMPEWOUSCOVERTREATEDIa[I 0.67 0.67 0.26 0.00 0.00 OK.MANAGED TURF AREA Ia[) 0.J6 114 0.21 0.00 O.N OK.MANAGED TURF AREA TREATED (a[) 0.J6 0.21 0.00 07 OK.ARFAOIECK OK OK. OK. OK. Site Treatment Volume (k3) 11,049 Runoff Reduction Volume and TP By Drainage Area D.A.A O.A.B O.A.0 D.A.D DA.E TOTAL RUNOFF REDUCTION VOLUME ACHIEVED (N°) 1,145 1,898 420 0 0 3,462 TP LOAD AVAILABLE FOR REMOVAL Qb/pI 1.90 2.98 0.66 0.00 0.. 5.44 TPLOADREDUCTIONACHIEVED (Ib/yr) 0.99 1.64 0.36 0.00 0.. 2.99 TP LOAD REMAINING (Ib/yr) 0.81 1.34 0.30 0.00 O.N 2.45 NITROGEN LOAD REDUCTION ACHIEVED (Ib/yr) 8.22 13.63 3.01 0.00 O.W 24.87 Total Phosphorus FINAL POST -DEVELOPMENT TP LOAD (lb/yr) 6.94 TP LOAD REDUCTION REQUIRED Pb/yrl IN TP WAD REDUCTION ACHIEVED IIb/yrl 2.99 TP LOAD REMAINING IIb/yr): 3.95 REMAINING TP LOAD REDUCTION REQUIRED Pb/yrl: 0.91 Total Nitrogen (For Information Purposes) POST -DEVELOPMENT LOAD IIb/yr) 49.66 NnROGEN LOAD REDUCTION ACHIEVED Pb/yrl 248J REMAINING POST -DEVELOPMENT NITROGEN LOAD IIb/yr) 24J9 m�weon�iwvpmmiwd raver PSI ���.�� .�.„�I °i'ar ._ _ .� wP1 �.._�. mFl PM PM r�Yre °^'r wM —��m ��®® ®���®�® o�a0000 ��00000 �00000 ®0m0a0 m00000 �0o©0m m00000 �00000 m00000 CASTALIA FARM WINERY PREDEV DRAINAGE AREA MAP DRAINAGE AREA 1: DRAINAGE AREA 2: DRAINAGE AREA 3: DRAINAGE AREA 4: TOTAL AREA = 2.04 AC TOTAL AREA = 27.46 AC TOTAL AREA = 18.01 AC TOTAL AREA = 1.61 AC WOODS = 1.43 AC WOODS = 27.17 AC WOODS = 16.69 AC WOODS = 1.46 AC MEADOW = 0.61 AC MEADOW = 0.29 AC MEADOW = 1.28 AC MEADOW = 0.15 IMPERVIOUS = 0.00 AC IMPERVIOUS = 0.00 AC IMPERVIOUS = 0.04 AC IMPERVIOUS = 0.00 TIME OF CONCENTRATION = 19.8 TIME OF CONCENTRATION = 22.4 TIME OF CONCENTRATION = 28.8 TIME OF CONCENTRATION = 16.7 XN1 -------- ---- \ / 02 0� /0 200 4� 6�1 \ - \ C \ \\\\ Seale: '=200' \ 1S 11S DA 1 - O site DA 1 - Offsite 3L POA 1 8S 12S DA 2 - site DA - Offsite 4L POA2 Sub4 Reach Aon Llnk 9S 13S DA 3 - site DA - offsite 5L POA 3 7S 10S DA 4 Onsite A 4 - Offsite 6L POA 4 PreDev PREDEV Type/1 24-hr 1-YR Rainfall=2.91" Prepared by {enter your company name here} Printed 2/2/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 2 Time span=0.00-48.00 hrs, dt=0.03 hrs, 1601 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1 S: DA 1 - Onsite Runoff Area=0.890 ac 0.00% Impervious Runoff Depth=0.17" Tc=19.8 min CN=55 Runoff=0.04 cfs 0.013 of Link 3L: POA 1 Inflow=0.12 cfs 0.031 of Primary=0.12 cfs 0.031 of Link 4L: POA 2 Inflow=1.29 cfs 0.393 of Primary=1.29 cfs 0.393 of Link 5L: POA 3 Inflow=0.74 cfs 0.257 of Primary=0.74 cfs 0.257 of Link 6L: POA 4 Inflow=0.09 cfs 0.024 of Primary=0.09 cfs 0.024 of Subcatchment7S: DA 4 - Onsite Runoff Area=0.520 ac 0.00% Impervious Runoff Depth=0.19" Tc=16.7 min CN=56 Runoff=0.04 cfs 0.008 of Subcatchment8S: DA 2 - Onsite Runoff Area=0.570 ac 0.00% Impervious Runoff Depth=0.17" Tc=25.0 min CN=55 Runoff=0.02 cfs 0.008 of Subcatchment9S: DA 3 - Onsite Runoff Area=2.940 ac 0.00% Impervious Runoff Depth=0.17" Tc=28.8 min CN=55 Runoff=0.12 cfs 0.042 of Subcatchment10S: DA 4 - Offsite Runoff Area=1.090 ac 0.00% Impervious Runoff Depth=0.17" Tc=16.7 min CN=55 Runoff=0.06 cfs 0.016 of Subcatchment11S: DA 1 - Offsite Runoff Area=1.150 ac 0.00% Impervious Runoff Depth=0.19" Tc=19.8 min CN=56 Runoff=0.08 cfs 0.019 of Subcatchment 12S: DA 2 - Offsite Runoff Area=26.890 ac 0.00% Impervious Runoff Depth=0.17" Tc=20.0 min CN=55 Runoff=1.27 cfs 0.384 of Subcatchment13S: DA 3 - Offsite Runoff Area=15.070 ac 0.27% Impervious Runoff Depth=0.17" Tc=28.8 min CN=55 Runoff=0.62 cfs 0.215 of Total Runoff Area = 49.120 ac Runoff Volume = 0.705 of Average Runoff Depth = 0.17" 99.92% Pervious = 49.080 ac 0.08% Impervious = 0.040 ac PreDev PREDEV Type/1 24-hr 1-YR Rainfall=2.91" Prepared by {enter your company name here} Printed 2/2/2022 HvdroCAD@ 9.10 s/n 07054 @ 2010 HvdroCAD Software Solutions LLC Paae 3 Summary for Subcatchment 1 S: DA 1 - Onsite Runoff = 0.04 cfs @ 12.28 hrs, Volume= 0.013 af, Depth= 0.17" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 1-YR Rainfall=2.91" Area (ac) CN Description 0.840 55 HSG B Woods 0.050 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 0.890 55 Weighted Average 0.890 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.8 Direct Entry, Summary for Link 3L: POA 1 Inflow Area = 2.040 ac, 0.00% Impervious, Inflow Depth = 0.18" for 1-YR event Inflow = 0.12 cfs @ 12.26 hrs, Volume= 0.031 of Primary = 0.12 cfs @ 12.26 hrs, Volume= 0.031 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Link 4L: POA 2 Inflow Area = 27.460 ac, 0.00% Impervious, Inflow Depth = 0.17" for 1-YR event Inflow = 1.29 cfs @ 12.28 hrs, Volume= 0.393 of Primary = 1.29 cfs @ 12.28 hrs, Volume= 0.393 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Link 5L: POA 3 Inflow Area = 18.010 ac, 0.22% Impervious, Inflow Depth = 0.17" for 1-YR event Inflow = 0.74 cfs @ 12.45 hrs, Volume= 0.257 of Primary = 0.74 cfs @ 12.45 hrs, Volume= 0.257 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Link 6L: POA 4 Inflow Area = 1.610 ac, 0.00% Impervious, Inflow Depth = 0.18" for 1-YR event Inflow = 0.09 cfs @ 12.20 hrs, Volume= 0.024 of Primary = 0.09 cfs @ 12.20 hrs, Volume= 0.024 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs PreDev PREDEV Type/1 24-hr 1-YR Rainfall=2.91" Prepared by {enter your company name here} Printed 2/2/2022 HvdroCAD@ 9.10 s/n 07054 @ 2010 HvdroCAD Software Solutions LLC Paae 4 Summary for Subcatchment 7S: DA 4 - Onsite Runoff = 0.04 cfs @ 12.19 hrs, Volume= 0.008 af, Depth= 0.19" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 1-YR Rainfall=2.91" Area (ac) CN Description 0.370 55 HSG B Woods 0.150 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 0.520 56 Weighted Average 0.520 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.7 Direct Entry, Summary for Subcatchment 8S: DA 2 - Onsite Runoff = 0.02 cfs @ 12.38 hrs, Volume= 0.008 af, Depth= 0.17" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 1-YR Rainfall=2.91" Area (ac) CN Description 0.570 55 HSG B Woods 0.000 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement. HSG B 0.570 55 Weighted Average 0.570 100.00% Pervious Area Tc Length Slope Velocity Capacity Description 25.0 Direct Entry, Summary for Subcatchment 9S: DA 3 - Onsite Runoff = 0.12 cfs @ 12.45 hrs, Volume= 0.042 af, Depth= 0.17" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type 11 24-hr 1-YR Rainfall=2.91" PreDev PREDEV Type/1 24-hr 1-YR Rainfall=2.91" Prepared by {enter your company name here} Printed 2/2/2022 HvdroCAD@ 9.10 s/n 07054 @ 2010 HvdroCAD Software Solutions LLC Paae 5 Area (ac) CN Description 2.940 55 HSG B Woods 0.000 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 2.940 55 Weighted Average 2.940 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 28.8 Direct Entry, Summary for Subcatchment 10S: DA 4 - Offsite Runoff = 0.06 cfs @ 12.21 hrs, Volume= 0.016 af, Depth= 0.17" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 1-YR Rainfall=2.91" Area (ac) CN Description 1.090 55 HSG B Woods 0.000 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 1.090 55 Weighted Average 1.090 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.7 Direct Entry, Summary for Subcatchment 11S: DA 1 - Offsite Runoff = 0.08 cfs @ 12.25 hrs, Volume= 0.019 af, Depth= 0.19" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 1-YR Rainfall=2.91" Area (ac) CN Description 0.590 55 HSG B Woods 0.560 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 1.150 56 Weighted Average 1.150 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.8 Direct Entry, PreDev PREDEV Type/1 24-hr 1-YR Rainfall=2.91" Prepared by {enter your company name here} Printed 2/2/2022 HvdroCAD@ 9.10 s/n 07054 @ 2010 HvdroCAD Software Solutions LLC Paae 6 Summary for Subcatchment 12S: DA 2 - Offsite Runoff = 1.27 cfs @ 12.28 hrs, Volume= 0.384 af, Depth= 0.17" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 1-YR Rainfall=2.91" Area (ac) CN Description 26.600 55 HSG B Woods 0.290 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 26.890 55 Weighted Average 26.890 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment 13S: DA 3 - Offsite Runoff = 0.62 cfs @ 12.45 hrs, Volume= 0.215 af, Depth= 0.17" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 1-YR Rainfall=2.91" Area (ac) CN Description 13.750 55 HSG B Woods 1.280 58 Meadow, non -grazed, HSG B 0.040 98 Unconnected pavement. HSG B 15.070 55 Weighted Average 15.030 99.73% Pervious Area 0.040 0.27% Impervious Area 0.040 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 28.8 Direct Entry, PreDev PREDEV Type/1 24-hr 10-YR Rainfall=5.34" Prepared by {enter your company name here} Printed 2/2/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 7 Time span=0.00-48.00 hrs, dt=0.03 hrs, 1601 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1 S: DA 1 - Onsite Runoff Area=0.890 ac 0.00% Impervious Runoff Depth=1.15" Tc=19.8 min CN=55 Runoff=0.97 cfs 0.086 of Link 3L: POA 1 Inflow=2.32 cfs 0.203 of Primary=2.32 cfs 0.203 of Link 4L: POA 2 Inflow=29.52 cfs 2.641 of Primary=29.52 cfs 2.641 of Link 5L: POA 3 Inflow=15.08 cfs 1.732 of Primary=15.08 cfs 1.732 of Link 6L: POA 4 Inflow=2.00 cfs 0.158 of Primary=2.00 cfs 0.158 of Subcatchment7S: DA 4 - Onsite Runoff Area=0.520 ac 0.00% Impervious Runoff Depth=1.22" Tc=16.7 min CN=56 Runoff=0.68 cfs 0.053 of Subcatchment8S: DA 2 - Onsite Runoff Area=0.570 ac 0.00% Impervious Runoff Depth=1.15" Tc=25.0 min CN=55 Runoff=0.53 cfs 0.055 of Subcatchment9S: DA 3 - Onsite Runoff Area=2.940 ac 0.00% Impervious Runoff Depth=1.15" Tc=28.8 min CN=55 Runoff=2.46 cfs 0.283 of Subcatchment10S: DA 4 - Offsite Runoff Area=1.090 ac 0.00% Impervious Runoff Depth=1.15" Tc=16.7 min CN=55 Runoff=1.32 cfs 0.105 of Subcatchment11S: DA 1 - Offsite Runoff Area=1.150 ac 0.00% Impervious Runoff Depth=1.22" Tc=19.8 min CN=56 Runoff=1.35 cfs 0.117 of Subcatchment 12S: DA 2 - Offsite Runoff Area=26.890 ac 0.00% Impervious Runoff Depth=1.15" Tc=20.0 min CN=55 Runoff=29.03 cfs 2.586 of Subcatchment13S: DA 3 - Offsite Runoff Area=15.070 ac 0.27% Impervious Runoff Depth=1.15" Tc=28.8 min CN=55 Runoff=12.62 cfs 1.449 of Total Runoff Area = 49.120 ac Runoff Volume = 4.733 of Average Runoff Depth = 1.16" 99.92% Pervious = 49.080 ac 0.08% Impervious = 0.040 ac PreDev PREDEV Type/1 24-hr 10-YR Rainfall=5.34" Prepared by {enter your company name here} Printed 2/2/2022 HvdroCAD@ 9.10 s/n 07054 @ 2010 HvdroCAD Software Solutions LLC Paae 8 Summary for Subcatchment 1 S: DA 1 - Onsite Runoff = 0.97 cfs @ 12.15 hrs, Volume= 0.086 af, Depth= 1.15" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 10-YR Rainfall=5.34" Area (ac) CN Description 0.840 55 HSG B Woods 0.050 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 0.890 55 Weighted Average 0.890 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.8 Direct Entry, Summary for Link 3L: POA 1 Inflow Area = 2.040 ac, 0.00% Impervious, Inflow Depth = 1.19" for 10-YR event Inflow = 2.32 cfs @ 12.15 hrs, Volume= 0.203 of Primary = 2.32 cfs @ 12.15 hrs, Volume= 0.203 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Link 4L: POA 2 Inflow Area = 27.460 ac, 0.00% Impervious, Inflow Depth = 1.15" for 10-YR event Inflow = 29.52 cfs @ 12.16 hrs, Volume= 2.641 of Primary = 29.52 cfs @ 12.16 hrs, Volume= 2.641 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Link 5L: POA 3 Inflow Area = 18.010 ac, 0.22% Impervious, Inflow Depth = 1.15" for 10-YR event Inflow = 15.08 cfs @ 12.27 hrs, Volume= 1.732 of Primary = 15.08 cfs @ 12.27 hrs, Volume= 1.732 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Link 6L: POA 4 Inflow Area = 1.610 ac, 0.00% Impervious, Inflow Depth = 1.18" for 10-YR event Inflow = 2.00 cfs @ 12.11 hrs, Volume= 0.158 of Primary = 2.00 cfs @ 12.11 hrs, Volume= 0.158 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs PreDev PREDEV Type/1 24-hr 10-YR Rainfall=5.34" Prepared by {enter your company name here} Printed 2/2/2022 HvdroCAD@ 9.10 s/n 07054 @ 2010 HvdroCAD Software Solutions LLC Paae 9 Summary for Subcatchment 7S: DA 4 - Onsite Runoff = 0.68 cfs @ 12.11 hrs, Volume= 0.053 af, Depth= 1.22" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 10-YR Rainfall=5.34" Area (ac) CN Description 0.370 55 HSG B Woods 0.150 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 0.520 56 Weighted Average 0.520 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.7 Direct Entry, Summary for Subcatchment 8S: DA 2 - Onsite Runoff = 0.53 cfs @ 12.22 hrs, Volume= 0.055 af, Depth= 1.15" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 10-YR Rainfall=5.34" Area (ac) CN Description 0.570 55 HSG B Woods 0.000 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement. HSG B 0.570 55 Weighted Average 0.570 100.00% Pervious Area Tc Length Slope Velocity Capacity Description 25.0 Direct Entry, Summary for Subcatchment 9S: DA 3 - Onsite Runoff = 2.46 cfs @ 12.27 hrs, Volume= 0.283 af, Depth= 1.15" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type 11 24-hr 10-YR Rainfall=5.34" PreDev PREDEV Type/1 24-hr 10-YR Rainfall=5.34" Prepared by {enter your company name here} Printed 2/2/2022 HvdroCAD@ 9.10 s/n 07054 @ 2010 HvdroCAD Software Solutions LLC Paae 10 Area (ac) CN Description 2.940 55 HSG B Woods 0.000 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 2.940 55 Weighted Average 2.940 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 28.8 Direct Entry, Summary for Subcatchment 10S: DA 4 - Offsite Runoff = 1.32 cfs @ 12.11 hrs, Volume= 0.105 af, Depth= 1.15" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 10-YR Rainfall=5.34" Area (ac) CN Description 1.090 55 HSG B Woods 0.000 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 1.090 55 Weighted Average 1.090 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.7 Direct Entry, Summary for Subcatchment 11S: DA 1 - Offsite Runoff = 1.35 cfs @ 12.15 hrs, Volume= 0.117 af, Depth= 1.22" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 10-YR Rainfall=5.34" Area (ac) CN Description 0.590 55 HSG B Woods 0.560 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 1.150 56 Weighted Average 1.150 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.8 Direct Entry, PreDev PREDEV Type/1 24-hr 10-YR Rainfall=5.34" Prepared by {enter your company name here} Printed 2/2/2022 HvdroCAD@ 9.10 s/n 07054 @ 2010 HvdroCAD Software Solutions LLC Paae 11 Summary for Subcatchment 12S: DA 2 - Offsite Runoff = 29.03 cfs @ 12.15 hrs, Volume= 2.586 af, Depth= 1.15" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 10-YR Rainfall=5.34" Area (ac) CN Description 26.600 55 HSG B Woods 0.290 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 26.890 55 Weighted Average 26.890 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment 13S: DA 3 - Offsite Runoff = 12.62 cfs @ 12.27 hrs, Volume= 1.449 af, Depth= 1.15" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 10-YR Rainfall=5.34" Area (ac) CN Description 13.750 55 HSG B Woods 1.280 58 Meadow, non -grazed, HSG B 0.040 98 Unconnected pavement. HSG B 15.070 55 Weighted Average 15.030 99.73% Pervious Area 0.040 0.27% Impervious Area 0.040 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 28.8 Direct Entry, PreDev PREDEV Type/1 24-hr 100-YR Rainfall=8.77" Prepared by {enter your company name here} Printed 2/2/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 12 Time span=0.00-48.00 hrs, dt=0.03 hrs, 1601 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1 S: DA 1 - Onsite Runoff Area=0.890 ac 0.00% Impervious Runoff Depth=3.32" Tc=19.8 min CN=55 Runoff=3.22 cfs 0.246 of Link 3L: POA 1 Inflow=7.54 cfs 0.576 of Primary=7.54 cfs 0.576 of Link 4L: POA 2 Inflow=98.26 cfs 7.603 of Primary=98.26 cfs 7.603 of Link 5L: POA 3 Inflow=51.23 cfs 4.987 of Primary=51.23 cfs 4.987 of Link 6L: POA 4 Inflow=6.50 cfs 0.451 of Primary=6.50 cfs 0.451 of Subcatchment7S: DA 4 - Onsite Runoff Area=0.520 ac 0.00% Impervious Runoff Depth=3.44" Tc=16.7 min CN=56 Runoff=2.16 cfs 0.149 of Subcatchment8S: DA 2 - Onsite Runoff Area=0.570 ac 0.00% Impervious Runoff Depth=3.32" Tc=25.0 min CN=55 Runoff=1.78 cfs 0.158 of Subcatchment9S: DA 3 - Onsite Runoff Area=2.940 ac 0.00% Impervious Runoff Depth=3.32" Tc=28.8 min CN=55 Runoff=8.36 cfs 0.814 of Subcatchment10S: DA 4 - Offsite Runoff Area=1.090 ac 0.00% Impervious Runoff Depth=3.32" Tc=16.7 min CN=55 Runoff=4.35 cfs 0.302 of Subcatchment11S: DA 1 - Offsite Runoff Area=1.150 ac 0.00% Impervious Runoff Depth=3.44" Tc=19.8 min CN=56 Runoff=4.32 cfs 0.330 of Subcatchment 12S: DA 2 - Offsite Runoff Area=26.890 ac 0.00% Impervious Runoff Depth=3.32" Tc=20.0 min CN=55 Runoff=96.59 cfs 7.446 of Subcatchment13S: DA 3 - Offsite Runoff Area=15.070 ac 0.27% Impervious Runoff Depth=3.32" Tc=28.8 min CN=55 Runoff=42.86 cfs 4.173 of Total Runoff Area = 49.120 ac Runoff Volume = 13.618 of Average Runoff Depth = 3.33" 99.92% Pervious = 49.080 ac 0.08% Impervious = 0.040 ac PreDev PREDEV Type/1 24-hr 100-YR Rainfall=8.77" Prepared by {enter your company name here} Printed 2/2/2022 HvdroCAD@ 9.10 s/n 07054 @ 2010 HvdroCAD Software Solutions LLC Paae 13 Summary for Subcatchment 1 S: DA 1 - Onsite Runoff = 3.22 cfs @ 12.13 hrs, Volume= 0.246 af, Depth= 3.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 100-YR Rainfall=8.77" Area (ac) CN Description 0.840 55 HSG B Woods 0.050 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 0.890 55 Weighted Average 0.890 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.8 Direct Entry, Summary for Link 3L: POA 1 Inflow Area = 2.040 ac, 0.00% Impervious, Inflow Depth = 3.39" for 100-YR event Inflow = 7.54 cfs @ 12.13 hrs, Volume= 0.576 of Primary = 7.54 cfs @ 12.13 hrs, Volume= 0.576 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Link 4L: POA 2 Inflow Area = 27.460 ac, 0.00% Impervious, Inflow Depth = 3.32" for 100-YR event Inflow = 98.26 cfs @ 12.14 hrs, Volume= 7.603 of Primary = 98.26 cfs @ 12.14 hrs, Volume= 7.603 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Link 5L: POA 3 Inflow Area = 18.010 ac, 0.22% Impervious, Inflow Depth = 3.32" for 100-YR event Inflow = 51.23 cfs @ 12.24 hrs, Volume= 4.987 of Primary = 51.23 cfs @ 12.24 hrs, Volume= 4.987 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Link 6L: POA 4 Inflow Area = 1.610 ac, 0.00% Impervious, Inflow Depth = 3.36" for 100-YR event Inflow = 6.50 cfs @ 12.10 hrs, Volume= 0.451 of Primary = 6.50 cfs @ 12.10 hrs, Volume= 0.451 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs PreDev PREDEV Type/1 24-hr 100-YR Rainfall=8.77" Prepared by {enter your company name here} Printed 2/2/2022 HvdroCAD@ 9.10 s/n 07054 @ 2010 HvdroCAD Software Solutions LLC Paae 14 Summary for Subcatchment 7S: DA 4 - Onsite Runoff = 2.16 cfs @ 12.10 hrs, Volume= 0.149 af, Depth= 3.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 100-YR Rainfall=8.77" Area (ac) CN Description 0.370 55 HSG B Woods 0.150 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 0.520 56 Weighted Average 0.520 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.7 Direct Entry, Summary for Subcatchment 8S: DA 2 - Onsite Runoff = 1.78 cfs @ 12.20 hrs, Volume= 0.158 af, Depth= 3.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 100-YR Rainfall=8.77" Area (ac) CN Description 0.570 55 HSG B Woods 0.000 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement. HSG B 0.570 55 Weighted Average 0.570 100.00% Pervious Area Tc Length Slope Velocity Capacity Description 25.0 Direct Entry, Summary for Subcatchment 9S: DA 3 - Onsite Runoff = 8.36 cfs @ 12.24 hrs, Volume= 0.814 af, Depth= 3.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type 11 24-hr 100-YR Rainfall=8.77" PreDev PREDEV Type/1 24-hr 100-YR Rainfall=8.77" Prepared by {enter your company name here} Printed 2/2/2022 HvdroCAD@ 9.10 s/n 07054 @ 2010 HvdroCAD Software Solutions LLC Paae 15 Area (ac) CN Description 2.940 55 HSG B Woods 0.000 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 2.940 55 Weighted Average 2.940 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 28.8 Direct Entry, Summary for Subcatchment 10S: DA 4 - Offsite Runoff = 4.35 cfs @ 12.10 hrs, Volume= 0.302 af, Depth= 3.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 100-YR Rainfall=8.77" Area (ac) CN Description 1.090 55 HSG B Woods 0.000 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 1.090 55 Weighted Average 1.090 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.7 Direct Entry, Summary for Subcatchment 11S: DA 1 - Offsite Runoff = 4.32 cfs @ 12.13 hrs, Volume= 0.330 af, Depth= 3.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 100-YR Rainfall=8.77" Area (ac) CN Description 0.590 55 HSG B Woods 0.560 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 1.150 56 Weighted Average 1.150 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.8 Direct Entry, PreDev PREDEV Type/1 24-hr 100-YR Rainfall=8.77" Prepared by {enter your company name here} Printed 2/2/2022 HvdroCAD@ 9.10 s/n 07054 @ 2010 HvdroCAD Software Solutions LLC Paae 16 Summary for Subcatchment 12S: DA 2 - Offsite Runoff = 96.59 cfs @ 12.14 hrs, Volume= 7.446 af, Depth= 3.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 100-YR Rainfall=8.77" Area (ac) CN Description 26.600 55 HSG B Woods 0.290 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 26.890 55 Weighted Average 26.890 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment 13S: DA 3 - Offsite Runoff = 42.86 cfs @ 12.24 hrs, Volume= 4.173 af, Depth= 3.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 100-YR Rainfall=8.77" Area (ac) CN Description 13.750 55 HSG B Woods 1.280 58 Meadow, non -grazed, HSG B 0.040 98 Unconnected pavement. HSG B 15.070 55 Weighted Average 15.030 99.73% Pervious Area 0.040 0.27% Impervious Area 0.040 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 28.8 Direct Entry, CASTALIA FARM WINERY POSTDEV DRAINAGE AREA MAP DRAINAGE AREA 1: DRAINAGE AREA 2: DRAINAGE AREA 3: DRAINAGE AREA 4: TOTAL AREA = 3.97 AC TOTAL AREA = 27.20 AC TOTAL AREA = 18.14 AC TOTAL AREA = 0.52 AC WOODS = 1.28 AC WOODS = 26.70 AC WOODS = 15.63 AC WOODS = 0.00 AC MEADOW = 1.93 AC MEADOW = 0.50 AC MEADOW = 1.37 AC MEADOW = 0.24 AC IMPERVIOUS = 0.76 AC IMPERVIOUS = 0.00 AC IMPERVIOUS = 1.14 AC IMPERVIOUS = 0.28 AC TIME OF CONCENTRATION = 5.0 (ASSUMED) TIME OF CONCENTRATION = 22.4 TIME OF CONCENTRATION = 5.0 (ASSUMED) TIME OF CONCENTRATION = 5.0 (ASSUMED) AFD �� V� 5 \ 4 )DA ° I .P 1 POA 1 \\ \ \ 2 00 \ \ 400 600 \�\ 4. Scale:l"=200' I 1S 7S 3S DA t -On ite 4S 2S DA - Offsite Biofilte #2 DA 8S Offsite Byp ss Area Biofilt #3 DA 11S 5S Onsde pass Area Byp a Area 1 P DA 1 - to Untreated 3P 2P Biofilt�r #1 Biofltr #2 �17 b � 5P Biofiler#3 9P 4L Detention Pond 1L Detentio Pond PDA 2 11 PDA 3 3L ZL PDA 4 PDA 1 Subcat Reach on Link Drainage Diagram for POSTDEV Prepared�by{enter your company name here}, Printed 2/7/2022 HydroCAD.10 s/n 07054 0 2010 HydroCAD Software Solutions LLC PostDev POSTDEV Type/1 24-hr 1-YR Rainfall=2.91" Prepared by {enter your company name here} Printed 2/7/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 2 Time span=0.00-48.00 hrs, dt=0.03 hrs, 1601 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Link 1 L: PDA 3 Inflow=0.21 cfs 0.224 of Primary=0.21 cfs 0.224 of Pond 1P: Biofilter#1 Peak EIev=576.00' Storage=6,603 cf Inflow=2.96 cfs 0.152 of Outflow=0.00 cfs 0.000 of Subcatchment 1 S: DA 1 - Onsite Runoff Area=1.910 ac 0.00% Impervious Runoff Depth=0.50" Tc=5.0 min CN=66 Runoff=1.56 cfs 0.080 of Link 2L: PDA 1 Inflow=0.03 cfs 0.005 of Primary=0.03 cfs 0.005 of Pond 2P: Biofilter#3 Peak EIev=542.71' Storage=2,233 cf Inflow=1.14 cfs 0.051 of Outflow=0.00 cfs 0.000 of Subcatchment2S: Biofilter#3 DA Runoff Area=0.520 ac 53.85% Impervious Runoff Depth=1.18" Tc=5.0 min CN=80 Runoff=1.14 cfs 0.051 of Link 3L: PDA 4 Inflow=0.00 cfs 0.000 of Primary=0.00 cfs 0.000 of Pond 3P: Biofilter#2 Peak EIev=564.37' Storage=8,661 cf Inflow=4.40 cfs 0.199 of Outflow=0.00 cfs 0.000 of Subcatchment3S: Biofilter#2 DA Runoff Area=2.240 ac 50.45% Impervious Runoff Depth=1.07" Tc=5.0 min CN=78 Runoff=4.40 cfs 0.199 of Link 4L: PDA 2 Inflow=1.30 cfs 0.391 of Primary=1.30 cfs 0.391 of Subcatchment4S: Offsite Bypass Area Runoff Area=26.810 ac 0.00% Impervious Runoff Depth=0.17" Tc=20.0 min CN=55 Runoff=1.26 cfs 0.383 of Pond 5P: Detention Pond Peak EIev=568.41' Storage=3,004 cf Inflow=0.75 cfs 0.227 of Outflow=0.21 cfs 0.224 of Subcatchment5S: Bypass Area Runoff Area=15.900 ac 0.06% Impervious Runoff Depth=0.17" Tc=20.0 min CN=55 Runoff=0.75 cfs 0.227 of Subcatchment7S: DA 1 - Offsite Runoff Area=1.710 ac 0.00% Impervious Runoff Depth=0.50" Tc=5.0 min CN=66 Runoff=1.40 cfs 0.072 of Subcatchment8S: DA 1 - Offsite Untreated Runoff Area=0.350 ac 0.00% Impervious Runoff Depth=0.17" Tc=5.0 min CN=55 Runoff=0.03 cfs 0.005 of Pond 9P: Detention Pond Peak EIev=572.00' Storage=0 cf Inflow=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of PostDev POSTDEV Type/1 24-hr 1-YR Rainfall=2.91" Prepared by {enter your company name here} Printed 2/7/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 3 Subcatchment11S:OnsiteBypass Area Runoff Area=0.390ac 0.00%Impervious Runoff Depth=0.25" Tc=20.0 min CN=58 Runoff=0.04 cfs 0.008 of Total Runoff Area = 49.830 ac Runoff Volume = 1.025 of Average Runoff Depth = 0.25" 97.15% Pervious = 48.410 ac 2.85% Impervious = 1.420 ac PostDev POSTDEV Type/1 24-hr 1-YR Rainfall=2.91" Prepared by {enter your company name here) Printed 2/7/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 4 Summary for Link 1 L: POA 3 Inflow Area = 18.140 ac, 6.28% Impervious, Inflow Depth > 0.15" for 1-YR event Inflow = 0.21 cfs @ 16.32 hrs, Volume= 0.224 of Primary = 0.21 cfs @ 16.32 hrs, Volume= 0.224 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Pond 1P: Biofilter#1 Inflow Area = 3.620 ac, 0.00% Impervious, Inflow Depth = 0.50" for 1-YR event Inflow = 2.96 cfs @ 11.98 hrs, Volume= 0.152 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 576.00' @ 24.30 hrs Surf.Area= 2,400 sf Storage= 6,603 cf Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 570.99' 12,580 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 570.99 2,400 0.0 0 0 571.00 2,400 40.0 10 10 574.00 2,400 25.0 1,800 1,810 576.00 2,400 100.0 4,800 6,610 578.00 3,570 100.0 5,970 12,580 Device Routing Invert Outlet Devices #1 Primary 576.50' 32.0' 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 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=570.99' (Free Discharge) t1=13road-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Subcatchment IS: DA 1 - Onsite Runoff = 1.56 cfs @ 11.98 hrs, Volume= 0.080 af, Depth= 0.50" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type 11 24-hr 1-YR Rainfall=2.91" PostDev POSTDEV Type/1 24-hr 1-YR Rainfall=2.91" Prepared by {enter your company name here) Printed 2/7/2022 HvdroCAD@ 9.10 s/n 07054 @ 2010 HvdroCAD Software Solutions LLC Paae 5 Area (ac) CN Description 0.000 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 0.000 55 Woods, Good, HSG B 1.910 66 BMP Adlusted CN 1.910 66 Weighted Average 1.910 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f /ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Link 2L: POA 1 Inflow Area = 3.970 ac, 0.00% Impervious, Inflow Depth = 0.02" for 1-YR event Inflow = 0.03 cfs @ 12.02 hrs, Volume= 0.005 of Primary = 0.03 cfs @ 12.02 hrs, Volume= 0.005 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Pond 2P: Biofilter #3 Inflow Area = 0.520 ac, 53.85% Impervious, Inflow Depth = 1.18" for 1-YR event Inflow = 1.14 cfs @ 11.96 hrs, Volume= 0.051 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 542.71' @ 24.30 hrs Surf.Area= 1,840 sf Storage= 2,233 cf Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 539.99' 8,677 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 539.99 1,840 0.0 0 0 540.00 1,840 40.0 7 7 542.00 1,840 25.0 920 927 544.00 1,840 100.0 3,680 4,607 546.00 2,230 100.0 4,070 8,677 Device Routing Invert Outlet Devices #1 Primary 544.50' 6.0' 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 POSTDEV Prepared by {enter your company name here} PostDev Type/1 24-hr 1-YR Rainfall=2.91" Printed 2/7/2022 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=539.99' (Free Discharge) t1=13road-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Subcatchment 2S: Biofilter #3 DA Runoff = 1.14 cfs @ 11.96 hrs, Volume= 0.051 af, Depth= 1.18" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 1-YR Rainfall=2.91" Area (ac) CN Description 0.280 98 Unconnected pavement, HSG B 0.240 58 Meadow, non -grazed, HSG B 0.520 80 Weighted Average 0.240 46.15% Pervious Area 0.280 53.85% Impervious Area 0.280 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Link 3L: POA 4 Inflow Area = 0.520 ac, 53.85% Impervious, Inflow Depth = 0.00" for 1-YR event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Pond 3P: Biofilter #2 Inflow Area = 2.240 ac, 50.45% Impervious, Inflow Depth = 1.07" for 1-YR event Inflow = 4.40 cfs @ 11.97 hrs, Volume= 0.199 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 564.37' @ 24.30 hrs Surf.Area= 3,239 sf Storage= 8,661 cf Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert #1 559.99' Avail. Descri 14,812 cf Custom Stage Data (Prismatic)Listed below (Recalc) PostDev POSTDEV Type/1 24-hr 1-YR Rainfall=2.91" Prepared by {enter your company name here} Printed 2/7/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 7 Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 559.99 3,000 0.0 0 0 560.00 3,000 40.0 12 12 562.00 3,000 25.0 1,500 1,512 564.00 3,000 100.0 6,000 7,512 566.00 4,300 100.0 7,300 14,812 Device Routing Invert Outlet Devices #1 Primary 564.50' 30.0' 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 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=559.99' (Free Discharge) L1=13road-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Subcatchment 3S: Biofilter #2 DA Runoff = 4.40 cfs @ 11.97 hrs, Volume= 0.199 af, Depth= 1.07" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 1-YR Rainfall=2.91" Area (ac) CN Description 0.840 98 Unconnected pavement, HSG B 1.110 58 Meadow, non -grazed, HSG B 0.290 98 Roofs, HSG B 2.240 78 Weighted Average 1.110 49.55% Pervious Area 1.130 50.45% Impervious Area 0.840 74.34% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Link 4L: POA 2 Inflow Area = 27.200 ac, 0.00% Impervious, Inflow Depth = 0.17" for 1-YR event Inflow = 1.30 cfs @ 12.28 hrs, Volume= 0.391 of Primary = 1.30 cfs @ 12.28 hrs, Volume= 0.391 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs PostDev POSTDEV Type/1 24-hr 1-YR Rainfall=2.91" Prepared by {enter your company name here) Printed 2/7/2022 HvdroCAD@ 9.10 s/n 07054 @ 2010 HvdroCAD Software Solutions LLC Paae 8 Summary for Subcatchment 4S: Offsite Bypass Area Runoff = 1.26 cfs @ 12.28 hrs, Volume= 0.383 af, Depth= 0.17" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 1-YR Rainfall=2.91" Area (ac) CN Description 26.700 55 Woods, Good, HSG B 0.110 58 Meadow, non -grazed, HSG B 26.810 55 Weighted Average 26.810 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Pond 5P: Detention Pond Inflow Area = 15.900 ac, 0.06% Impervious, Inflow Depth = 0.17" for 1-YR event Inflow = 0.75 cfs @ 12.28 hrs, Volume= 0.227 of Outflow = 0.21 cfs @ 16.32 hrs, Volume= 0.224 af, Atten= 72%, Lag= 242.4 min Primary = 0.21 cfs @ 16.32 hrs, Volume= 0.224 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 568.41' @ 16.32 hrs Surf.Area= 7,517 sf Storage= 3,004 cf Plug -Flow detention time= 248.3 min calculated for 0.223 of (98% of inflow) Center -of -Mass det. time= 241.5 min ( 1,235.0 - 993.6 ) Volume Invert #1 568.00' Avail. Descri 65,610 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 568.00 7,000 0 0 570.00 9,500 16,500 16,500 572.00 12,220 21,720 38,220 574.00 15,170 27,390 65,610 Device Routing Invert Outlet Devices #1 Primary 566.00' 24.0" Round Culvert L= 244.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 566.00' / 560.00' S= 0.0246 T Cc= 0.900 n= 0.010 Concrete pipe, straight & clean #2 Device 1 570.00' 60.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 568.00' 4.0" Vert. Orifice/Grate C= 0.600 POSTDEV Prepared by {enter your company name here} PostDev Type/1 24-hr 1-YR Rainfall=2.91" Printed 2/7/2022 Primary OutFlow Max=0.21 cfs @ 16.32 hrs HW=568.41' (Free Discharge) 'Culvert (Passes 0.21 cfs of 14.20 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate (Orifice Controls 0.21 cfs @ 2.39 fps) Summary for Subcatchment 5S: Bypass Area Runoff = 0.75 cfs @ 12.28 hrs, Volume= 0.227 af, Depth= 0.17" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 1-YR Rainfall=2.91" Area (ac) CN Description 15.630 55 Woods, Good, HSG B 0.260 58 Meadow, non -grazed, HSG B 0.010 98 Paved parking, HSG B 15.900 55 Weighted Average 15.890 99.94% Pervious Area 0.010 0.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment 7S: DA 1 - Offsite Runoff = 1.40 cfs @ 11.98 hrs, Volume= 0.072 af, Depth= 0.50" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 1-YR Rainfall=2.91" Area (ac) CN Description 0.000 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 0.000 55 Woods, Good, HSG B 1.710 66 BMP Adjusted CN 1.710 66 Weighted Average 1.710 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, PostDev POSTDEV Type/1 24-hr 1-YR Rainfall=2.91" Prepared by {enter your company name here} Printed 2/7/2022 HydroCAD@ 9.10 s/n 07054 @ 2010 HVdroCAD Software Solutions LLC Paae 10 Summary for Subcatchment 8S: DA 1 - Offsite Untreated Runoff = 0.03 cfs @ 12.02 hrs, Volume= 0.005 af, Depth= 0.17" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 1-YR Rainfall=2.91" Area (ac) CN Description 0.000 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 0.350 55 Woods, Good, HSG B 0.350 55 Weighted Average 0.350 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Pond 9P: Detention Pond Inflow Area = 3.620 ac, 0.00% Impervious, Inflow Depth = 0.00" for 1-YR event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 572.00' @ 0.00 hrs Surf.Area= 1,315 sf Storage= 0 cf Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 572.00' 8,835 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 572.00 1,315 0 0 574.00 2,180 3,495 3,495 576.00 3,160 5,340 8,835 Device Routing Invert Outlet Devices #1 Primary 574.00' 65.0' long x 8.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=572.00' (Free Discharge) t1=13road-Crested Rectangular Weir( Controls 0.00 cfs) PostDev POSTDEV Type/1 24-hr 1-YR Rainfall=2.91" Prepared by {enter your company name here} Printed 2/7/2022 HvdroCAD@ 9.10 s/n 07054 @ 2010 HvdroCAD Software Solutions LLC Paae 11 Summary for Subcatchment 11S: Onsite Bypass Area Runoff = 0.04 cfs @ 12.22 hrs, Volume= 0.008 af, Depth= 0.25" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 1-YR Rainfall=2.91" Area (ac) CN Description 0.000 55 Woods, Good, HSG B 0.390 58 Meadow, non -grazed, HSG B 0.390 58 Weighted Average 0.390 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, PostDev POSTDEV Type/1 24-hr 10-YR Rainfall=5.34" Prepared by {enter your company name here} Printed 2/7/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 12 Time span=0.00-48.00 hrs, dt=0.03 hrs, 1601 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Link 1 L: PDA 3 Inflow=9.34 cfs 1.873 of Primary=9.34 cfs 1.873 of Pond 1P: Biofilter#1 Peak Elev=576.74' Storage=8,556 cf Inflow=13.12 cfs 0.592 of Outflow=10.33 cfs 0.411 of Subcatchment 1 S: DA 1 - Onsite Runoff Area=1.910 ac 0.00% Impervious Runoff Depth=1.96" Tc=5.0 min CN=66 Runoff=6.92 cfs 0.312 of Link 2L: PDA 1 Inflow=2.18 cfs 0.365 of Primary=2.18 cfs 0.365 of Pond 2P: Biofilter#3 Peak Elev=544.51' Storage=5,568 cf Inflow=3.00 cfs 0.138 of Outflow=0.03 cfs 0.011 of Subcatchment2S: Biofilter#3 DA Runoff Area=0.520 ac 53.85% Impervious Runoff Depth=3.19" Tc=5.0 min CN=80 Runoff=3.00 cfs 0.138 of Link 3L: PDA 4 Inflow=0.03 cfs 0.011 of Primary=0.03 cfs 0.011 of Pond 3P: Biofilter#2 Peak Elev=564.73' Storage=9,888 cf Inflow=12.26 cfs 0.560 of Outflow=9.15 cfs 0.352 of Subcatchment3S: Biofilter#2 DA Runoff Area=2.240 ac 50.45% Impervious Runoff Depth=3.00" Tc=5.0 min CN=78 Runoff=12.26 cfs 0.560 of Link 4L: PDA 2 Inflow=29.47 cfs 2.623 of Primary=29.47 cfs 2.623 of Subcatchment4S: Offsite Bypass Area Runoff Area=26.810 ac 0.00% Impervious Runoff Depth=1.15" Tc=20.0 min CN=55 Runoff=28.94 cfs 2.578 of Pond 5P: Detention Pond Peak EIev=570.25' Storage=18,966 cf Inflow=17.17 cfs 1.529 of Outflow=7.25 cfs 1.521 of Subcatchment5S: Bypass Area Runoff Area=15.900 ac 0.06% Impervious Runoff Depth=1.15" Tc=20.0 min CN=55 Runoff=17.17 cfs 1.529 of Subcatchment7S: DA 1 - Offsite Runoff Area=1.710 ac 0.00% Impervious Runoff Depth=1.96" Tc=5.0 min CN=66 Runoff=6.20 cfs 0.280 of Subcatchment8S: DA 1 - Offsite Untreated Runoff Area=0.350 ac 0.00% Impervious Runoff Depth=1.15" Tc=5.0 min CN=55 Runoff=0.70 cfs 0.034 of Pond 9P: Detention Pond Peak EIev=574.05' Storage=3,613 cf Inflow=10.33 cfs 0.411 of Outflow=2.07 cfs 0.331 of PostDev POSTDEV Type/1 24-hr 10-YR Rainfall=5.34" Prepared by {enter your company name here} Printed 2/7/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 13 Subcatchment11S:OnsiteBypass Area Runoff Area=0.390ac 0.00%Impervious Runoff Depth=1.36" Tc=20.0 min CN=58 Runoff=0.53 cfs 0.044 of Total Runoff Area = 49.830 ac Runoff Volume = 5.476 of Average Runoff Depth = 1.32" 97.15% Pervious = 48.410 ac 2.85% Impervious = 1.420 ac PostDev POSTDEV Type/1 24-hr 10-YR Rainfall=5.34" Prepared by {enter your company name here) Printed 2/7/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 14 Summary for Link 1 L: POA 3 Inflow Area = 18.140 ac, 6.28% Impervious, Inflow Depth > 1.24" for 10-YR event Inflow = 9.34 cfs @ 12.02 hrs, Volume= 1.873 of Primary = 9.34 cfs @ 12.02 hrs, Volume= 1.873 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Pond 1P: Biofilter#1 Inflow Area = 3.620 ac, 0.00% Impervious, Inflow Depth = 1.96" for 10-YR event Inflow = 13.12 cfs @ 11.97 hrs, Volume= 0.592 of Outflow = 10.33 cfs @ 12.03 hrs, Volume= 0.411 af, Atten= 21 %, Lag= 4.1 min Primary = 10.33 cfs @ 12.03 hrs, Volume= 0.411 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 576.74' @ 12.04 hrs Surf.Area= 2,835 sf Storage= 8,556 cf Plug -Flow detention time= 175.8 min calculated for 0.411 of (69% of inflow) Center -of -Mass det. time= 64.1 min (914.0 - 850.0) Volume Invert Avail.Storage Storage Description #1 570.99' 12,580 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 570.99 2,400 0.0 0 0 571.00 2,400 40.0 10 10 574.00 2,400 25.0 1,800 1,810 576.00 2,400 100.0 4,800 6,610 578.00 3,570 100.0 5,970 12,580 Device Routing Invert Outlet Devices #1 Primary 576.50' 32.0' 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 Primary OutFlow Max=9.62 cfs @ 12.03 hrs HW=576.73' (Free Discharge) t1=13road-Crested Rectangular Weir(Weir Controls 9.62 cfs @ 1.30 fps) Summary for Subcatchment IS: DA 1 - Onsite Runoff = 6.92 cfs @ 11.97 hrs, Volume= 0.312 af, Depth= 1.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type 11 24-hr 10-YR Rainfall=5.34" PostDev POSTDEV Type/1 24-hr 10-YR Rainfall=5.34" Prepared by {enter your company name here) Printed 2/7/2022 HvdroCAD@ 9.10 s/n 07054 @ 2010 HvdroCAD Software Solutions LLC Paae 15 Area (ac) CN Description 0.000 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 0.000 55 Woods, Good, HSG B 1.910 66 BMP Adlusted CN 1.910 66 Weighted Average 1.910 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f /ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Link 2L: POA 1 Inflow Area = 3.970 ac, 0.00% Impervious, Inflow Depth = 1.10" for 10-YR event Inflow = 2.18 cfs @ 12.25 hrs, Volume= 0.365 of Primary = 2.18 cfs @ 12.25 hrs, Volume= 0.365 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Pond 2P: Biofilter #3 Inflow Area = 0.520 ac, 53.85% Impervious, Inflow Depth = 3.19" for 10-YR event Inflow = 3.00 cfs @ 11.96 hrs, Volume= 0.138 of Outflow = 0.03 cfs @ 20.38 hrs, Volume= 0.011 af, Atten= 99%, Lag= 504.9 min Primary = 0.03 cfs @ 20.38 hrs, Volume= 0.011 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 544.51' @ 20.38 hrs Surf.Area= 1,939 sf Storage= 5,568 cf Plug -Flow detention time= 693.5 min calculated for 0.011 of (8% of inflow) Center -of -Mass det. time= 502.1 min ( 1,317.1 - 815.0 ) Volume Invert Avail.Storage Storage Description #1 539.99' 8,677 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 539.99 1,840 0.0 0 0 540.00 1,840 40.0 7 7 542.00 1,840 25.0 920 927 544.00 1,840 100.0 3,680 4,607 546.00 2,230 100.0 4,070 8,677 Device Routing Invert Outlet Devices #1 Primary 544.50' 6.0' 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 PostDev POSTDEV Type/1 24-hr 10-YR Rainfall=5.34" Prepared by {enter your company name here) Printed 2/7/2022 Primary OutFlow Max=0.01 cfs @ 20.38 hrs HW=544.51' (Free Discharge) t1=13road-Crested Rectangular Weir(Weir Controls 0.01 cfs @ 0.24 fps) Summary for Subcatchment 2S: Biofilter #3 DA Runoff = 3.00 cfs @ 11.96 hrs, Volume= 0.138 af, Depth= 3.19" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 10-YR Rainfall=5.34" Area (ac) CN Description 0.280 98 Unconnected pavement, HSG B 0.240 58 Meadow, non -grazed, HSG B 0.520 80 Weighted Average 0.240 46.15% Pervious Area 0.280 53.85% Impervious Area 0.280 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Link 3L: POA 4 Inflow Area = 0.520 ac, 53.85% Impervious, Inflow Depth = 0.25" for 10-YR event Inflow = 0.03 cfs @ 20.38 hrs, Volume= 0.011 of Primary = 0.03 cfs @ 20.38 hrs, Volume= 0.011 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Pond 3P: Biofilter #2 Inflow Area = 2.240 ac, 50.45% Impervious, Inflow Depth = 3.00" for 10-YR event Inflow = 12.26 cfs @ 11.96 hrs, Volume= 0.560 of Outflow = 9.15 cfs @ 12.02 hrs, Volume= 0.352 af, Atten= 25%, Lag= 3.6 min Primary = 9.15 cfs @ 12.02 hrs, Volume= 0.352 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 564.73' @ 12.02 hrs Surf.Area= 3,477 sf Storage= 9,888 cf Plug -Flow detention time= 186.0 min calculated for 0.352 of (63% of inflow) Center -of -Mass det. time= 76.3 min (896.4 - 820.1 ) Volume Invert #1 559.99' Avail. Descri 14,812 cf Custom Stage Data (Prismatic)Listed below (Recalc) PostDev POSTDEV Type/1 24-hr 10-YR Rainfall=5.34" Prepared by {enter your company name here} Printed 2/7/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 17 Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 559.99 3,000 0.0 0 0 560.00 3,000 40.0 12 12 562.00 3,000 25.0 1,500 1,512 564.00 3,000 100.0 6,000 7,512 566.00 4,300 100.0 7,300 14,812 Device Routing Invert Outlet Devices #1 Primary 564.50' 30.0' 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 Primary OutFlow Max=8.77 cfs @ 12.02 hrs HW=564.73' (Free Discharge) L1=13road-Crested Rectangular Weir(Weir Controls 8.77 cfs @ 1.29 fps) Summary for Subcatchment 3S: Biofilter #2 DA Runoff = 12.26 cfs @ 11.96 hrs, Volume= 0.560 af, Depth= 3.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 10-YR Rainfall=5.34" Area (ac) CN Description 0.840 98 Unconnected pavement, HSG B 1.110 58 Meadow, non -grazed, HSG B 0.290 98 Roofs, HSG B 2.240 78 Weighted Average 1.110 49.55% Pervious Area 1.130 50.45% Impervious Area 0.840 74.34% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Link 4L: POA 2 Inflow Area = 27.200 ac, 0.00% Impervious, Inflow Depth = 1.16" for 10-YR event Inflow = 29.47 cfs @ 12.15 hrs, Volume= 2.623 of Primary = 29.47 cfs @ 12.15 hrs, Volume= 2.623 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs PostDev POSTDEV Type/1 24-hr 10-YR Rainfall=5.34" Prepared by {enter your company name here) Printed 2/7/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 18 Summary for Subcatchment 4S: Offsite Bypass Area Runoff = 28.94 cfs @ 12.15 hrs, Volume= 2.578 af, Depth= 1.15" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 10-YR Rainfall=5.34" Area (ac) CN Description 26.700 55 Woods, Good, HSG B 0.110 58 Meadow, non -grazed, HSG B 26.810 55 Weighted Average 26.810 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Pond 5P: Detention Pond Inflow Area = 15.900 ac, 0.06% Impervious, Inflow Depth = 1.15" for 10-YR event Inflow = 17.17 cfs @ 12.15 hrs, Volume= 1.529 of Outflow = 7.25 cfs @ 12.44 hrs, Volume= 1.521 af, Atten= 58%, Lag= 17.4 min Primary = 7.25 cfs @ 12.44 hrs, Volume= 1.521 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 570.25' @ 12.44 hrs Surf.Area= 9,847 sf Storage= 18,966 cf Plug -Flow detention time= 261.5 min calculated for 1.521 of (99% of inflow) Center -of -Mass det. time= 258.4 min ( 1,155.3 - 896.8 ) Volume Invert #1 568.00' Avail. Descri 65,610 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 568.00 7,000 0 0 570.00 9,500 16,500 16,500 572.00 12,220 21,720 38,220 574.00 15,170 27,390 65,610 Device Routing Invert Outlet Devices #1 Primary 566.00' 24.0" Round Culvert L= 244.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 566.00' / 560.00' S= 0.0246 T Cc= 0.900 n= 0.010 Concrete pipe, straight & clean #2 Device 1 570.00' 60.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 568.00' 4.0" Vert. Orifice/Grate C= 0.600 PostDev POSTDEV Type/1 24-hr 10-YR Rainfall=5.34" Prepared by {enter your company name here) Printed 2/7/2022 Primary OutFlow Max=7.20 cfs @ 12.44 hrs HW=570.25' (Free Discharge) 'Culvert (Passes 7.20 cfs of 21.54 cfs potential flow) 2=Orifice/Grate (Weir Controls 6.59 cfs @ 1.65 fps) 3=Orifice/Grate (Orifice Controls 0.61 cfs @ 6.96 fps) Summary for Subcatchment 5S: Bypass Area Runoff = 17.17 cfs @ 12.15 hrs, Volume= 1.529 af, Depth= 1.15" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 10-YR Rainfall=5.34" Area (ac) CN Description 15.630 55 Woods, Good, HSG B 0.260 58 Meadow, non -grazed, HSG B 0.010 98 Paved parking, HSG B 15.900 55 Weighted Average 15.890 99.94% Pervious Area 0.010 0.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment 7S: DA 1 - Offsite Runoff = 6.20 cfs @ 11.97 hrs, Volume= 0.280 af, Depth= 1.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 10-YR Rainfall=5.34" Area (ac) CN Description 0.000 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 0.000 55 Woods, Good, HSG B 1.710 66 BMP Adjusted CN 1.710 66 Weighted Average 1.710 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, PostDev POSTDEV Type/1 24-hr 10-YR Rainfall=5.34" Prepared by {enter your company name here) Printed 2/7/2022 HydroCAD@ 9.10 s/n 07054 @ 2010 HvdroCAD Software Solutions LLC Paae 20 Summary for Subcatchment 8S: DA 1 - Offsite Untreated Runoff = 0.70 cfs @ 11.97 hrs, Volume= 0.034 af, Depth= 1.15" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 10-YR Rainfall=5.34" Area (ac) CN Description 0.000 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 0.350 55 Woods, Good, HSG B 0.350 55 Weighted Average 0.350 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Pond 9P: Detention Pond Inflow Area = 3.620 ac, 0.00% Impervious, Inflow Depth = 1.36" for 10-YR event Inflow = 10.33 cfs @ 12.03 hrs, Volume= 0.411 of Outflow = 2.07 cfs @ 12.25 hrs, Volume= 0.331 af, Atten= 80%, Lag= 12.7 min Primary = 2.07 cfs @ 12.25 hrs, Volume= 0.331 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 574.05' @ 12.25 hrs Surf.Area= 2,206 sf Storage= 3,613 cf Plug -Flow detention time= 133.5 min calculated for 0.331 of (80% of inflow) Center -of -Mass det. time= 47.2 min (961.2 - 914.0) Volume Invert Avail.Storage Storage Description #1 572.00' 8,835 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 572.00 1,315 0 0 574.00 2,180 3,495 3,495 576.00 3,160 5,340 8,835 Device Routing Invert Outlet Devices #1 Primary 574.00' 65.0' long x 8.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Primary OutFlow Max=1.91 cfs @ 12.25 hrs HW=574.05' (Free Discharge) t1=13road-Crested Rectangular Weir(Weir Controls 1.91 cfs @ 0.56 fps) PostDev POSTDEV Type/1 24-hr 10-YR Rainfall=5.34" Prepared by {enter your company name here} Printed 2/7/2022 HvdroCAD@ 9.10 s/n 07054 @ 2010 HvdroCAD Software Solutions LLC Paae 21 Summary for Subcatchment 11S: Onsite Bypass Area Runoff = 0.53 cfs @ 12.15 hrs, Volume= 0.044 af, Depth= 1.36" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 10-YR Rainfall=5.34" Area (ac) CN Description 0.000 55 Woods, Good, HSG B 0.390 58 Meadow, non -grazed, HSG B 0.390 58 Weighted Average 0.390 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, PostDev POSTDEV Type/1 24-hr 100-YR Rainfall=8.77" Prepared by {enter your company name here} Printed 2/7/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 22 Time span=0.00-48.00 hrs, dt=0.03 hrs, 1601 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Link 1 L: PDA 3 Inflow=34.76 cfs 5.325 of Primary=34.76 cfs 5.325 of Pond 1P: Biofilter#1 Peak EIev=577.00' Storage=9,288 cf Inflow=30.83 cfs 1.402 of Outflow=30.54 cfs 1.221 of Subcatchment 1 S: DA 1 - Onsite Runoff Area=1.910 ac 0.00% Impervious Runoff Depth=4.65" Tc=5.0 min CN=66 Runoff=16.26 cfs 0.740 of Link 2L: PDA 1 Inflow=33.76 cfs 1.238 of Primary=33.76 cfs 1.238 of Pond 2P: Biofilter#3 Peak EIev=544.79' Storage=6,128 cf Inflow=5.76 cfs 0.275 of Outflow=2.58 cfs 0.148 of Subcatchment2S: Biofilter#3 DA Runoff Area=0.520 ac 53.85% Impervious Runoff Depth=6.35" Tc=5.0 min CN=80 Runoff=5.76 cfs 0.275 of Link 3L: PDA 4 Inflow=2.58 cfs 0.148 of Primary=2.58 cfs 0.148 of Pond 3P: Biofilter#2 Peak EIev=564.94' Storage=10,612 cf Inflow=24.09 cfs 1.140 of Outflow=23.74 cfs 0.931 of Subcatchment3S: Biofilter#2 DA Runoff Area=2.240 ac 50.45% Impervious Runoff Depth=6.11" Tc=5.0 min CN=78 Runoff=24.09 cfs 1.140 of Link 4L: PDA 2 Inflow=97.87 cfs 7.543 of Primary=97.87 cfs 7.543 of Subcatchment4S: Offsite Bypass Area Runoff Area=26.810 ac 0.00% Impervious Runoff Depth=3.32" Tc=20.0 min CN=55 Runoff=96.30 cfs 7.423 of Pond 5P: Detention Pond Peak EIev=572.55' Storage=45,226 cf Inflow=57.11 cfs 4.403 of Outflow=28.15 cfs 4.394 of Subcatchment5S: Bypass Area Runoff Area=15.900 ac 0.06% Impervious Runoff Depth=3.32" Tc=20.0 min CN=55 Runoff=57.l l cfs 4.403 of Subcatchment7S: DA 1 - Offsite Runoff Area=1.710 ac 0.00% Impervious Runoff Depth=4.65" Tc=5.0 min CN=66 Runoff=14.56 cfs 0.662 of Subcatchment8S: DA 1 - Offsite Untreated Runoff Area=0.350 ac 0.00% Impervious Runoff Depth=3.32" Tc=5.0 min CN=55 Runoff=2.15 cfs 0.097 of Pond 9P: Detention Pond Peak EIev=574.34' Storage=4,253 cf Inflow=30.54 cfs 1.221 of Outflow=31.63 cfs 1.141 of PostDev POSTDEV Type/1 24-hr 100-YR Rainfall=8.77" Prepared by {enter your company name here} Printed 2/7/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 23 Subcatchment11S:OnsiteBypass Area Runoff Area=0.390ac 0.00%Impervious Runoff Depth=3.68" Tc=20.0 min CN=58 Runoff=1.57 cfs 0.120 of Total Runoff Area = 49.830 ac Runoff Volume = 14.860 of Average Runoff Depth = 3.58" 97.15% Pervious = 48.410 ac 2.85% Impervious = 1.420 ac PostDev POSTDEV Type/1 24-hr 100-YR Rainfall=8.77" Prepared by {enter your company name here) Printed 2/7/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 24 Summary for Link 1 L: POA 3 Inflow Area = 18.140 ac, 6.28% Impervious, Inflow Depth > 3.52" for 100-YR event Inflow = 34.76 cfs @ 12.06 hrs, Volume= 5.325 of Primary = 34.76 cfs @ 12.06 hrs, Volume= 5.325 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Pond 1P: Biofilter#1 Inflow Area = 3.620 ac, 0.00% Impervious, Inflow Depth = 4.65" for 100-YR event Inflow = 30.83 cfs @ 11.96 hrs, Volume= 1.402 of Outflow = 30.54 cfs @ 11.97 hrs, Volume= 1.221 af, Atten= 1 %, Lag= 0.5 min Primary = 30.54 cfs @ 11.97 hrs, Volume= 1.221 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 577.00' @ 11.97 hrs Surf.Area= 2,982 sf Storage= 9,288 cf Plug -Flow detention time= 86.4 min calculated for 1.221 of (87% of inflow) Center -of -Mass det. time= 24.3 min (849.2 - 824.9) Volume Invert Avail.Storage Storage Description #1 570.99' 12,580 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 570.99 2,400 0.0 0 0 571.00 2,400 40.0 10 10 574.00 2,400 25.0 1,800 1,810 576.00 2,400 100.0 4,800 6,610 578.00 3,570 100.0 5,970 12,580 Device Routing Invert Outlet Devices #1 Primary 576.50' 32.0' 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 Primary OutFlow Max=30.48 cfs @ 11.97 hrs HW=577.00' (Free Discharge) t1=13road-Crested Rectangular Weir(Weir Controls 30.48 cfs @ 1.92 fps) Summary for Subcatchment IS: DA 1 - Onsite Runoff = 16.26 cfs @ 11.96 hrs, Volume= 0.740 af, Depth= 4.65" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type 11 24-hr 100-YR Rainfall=8.77" PostDev POSTDEV Type/1 24-hr 100-YR Rainfall=8.77" Prepared by {enter your company name here) Printed 2/7/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 25 Area (ac) CN Description 0.000 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 0.000 55 Woods, Good, HSG B 1.910 66 BMP Adlusted CN 1.910 66 Weighted Average 1.910 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f /ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Link 2L: POA 1 Inflow Area = 3.970 ac, 0.00% Impervious, Inflow Depth = 3.74" for 100-YR event Inflow = 33.76 cfs @ 11.97 hrs, Volume= 1.238 of Primary = 33.76 cfs @ 11.97 hrs, Volume= 1.238 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Pond 2P: Biofilter #3 Inflow Area = 0.520 ac, 53.85% Impervious, Inflow Depth = 6.35" for 100-YR event Inflow = 5.76 cfs @ 11.96 hrs, Volume= 0.275 of Outflow = 2.58 cfs @ 12.06 hrs, Volume= 0.148 af, Atten= 55%, Lag= 5.9 min Primary = 2.58 cfs @ 12.06 hrs, Volume= 0.148 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 544.79' @ 12.06 hrs Surf.Area= 1,995 sf Storage= 6,128 cf Plug -Flow detention time= 216.9 min calculated for 0.148 of (54% of inflow) Center -of -Mass det. time= 107.1 min ( 902.5 - 795.4 ) Volume Invert Avail.Storage Storage Description #1 539.99' 8,677 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 539.99 1,840 0.0 0 0 540.00 1,840 40.0 7 7 542.00 1,840 25.0 920 927 544.00 1,840 100.0 3,680 4,607 546.00 2,230 100.0 4,070 8,677 Device Routing Invert Outlet Devices #1 Primary 544.50' 6.0' 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 PostDev POSTDEV Type/1 24-hr 100-YR Rainfall=8.77" Prepared by {enter your company name here) Printed 2/7/2022 Primary OutFlow Max=2.54 cfs @ 12.06 hrs HW=544.79' (Free Discharge) t1=13road-Crested Rectangular Weir(Weir Controls 2.54 cfs @ 1.46 fps) Summary for Subcatchment 2S: Biofilter #3 DA Runoff = 5.76 cfs @ 11.96 hrs, Volume= 0.275 af, Depth= 6.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 100-YR Rainfall=8.77" Area (ac) CN Description 0.280 98 Unconnected pavement, HSG B 0.240 58 Meadow, non -grazed, HSG B 0.520 80 Weighted Average 0.240 46.15% Pervious Area 0.280 53.85% Impervious Area 0.280 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Link 3L: POA 4 Inflow Area = 0.520 ac, 53.85% Impervious, Inflow Depth = 3.41" for 100-YR event Inflow = 2.58 cfs @ 12.06 hrs, Volume= 0.148 of Primary = 2.58 cfs @ 12.06 hrs, Volume= 0.148 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Pond 3P: Biofilter #2 Inflow Area = 2.240 ac, 50.45% Impervious, Inflow Depth = 6.11" for 100-YR event Inflow = 24.09 cfs @ 11.96 hrs, Volume= 1.140 of Outflow = 23.74 cfs @ 11.97 hrs, Volume= 0.931 af, Atten= 1 %, Lag= 0.7 min Primary = 23.74 cfs @ 11.97 hrs, Volume= 0.931 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 564.94' @ 11.97 hrs Surf.Area= 3,610 sf Storage= 10,612 cf Plug -Flow detention time= 114.9 min calculated for 0.931 of (82% of inflow) Center -of -Mass det. time= 38.2 min (838.1 - 799.9) Volume Invert #1 559.99' Avail. Descri 14,812 cf Custom Stage Data (Prismatic)Listed below (Recalc) PostDev POSTDEV Type/1 24-hr 100-YR Rainfall=8.77" Prepared by {enter your company name here) Printed 2/7/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 27 Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 559.99 3,000 0.0 0 0 560.00 3,000 40.0 12 12 562.00 3,000 25.0 1,500 1,512 564.00 3,000 100.0 6,000 7,512 566.00 4,300 100.0 7,300 14,812 Device Routing Invert Outlet Devices #1 Primary 564.50' 30.0' 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 Primary OutFlow Max=23.67 cfs @ 11.97 hrs HW=564.94' (Free Discharge) L1=13road-Crested Rectangular Weir (Weir Controls 23.67 cfs @ 1.80 fps) Summary for Subcatchment 3S: Biofilter #2 DA Runoff = 24.09 cfs @ 11.96 hrs, Volume= 1.140 af, Depth= 6.11" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 100-YR Rainfall=8.77" Area (ac) CN Description 0.840 98 Unconnected pavement, HSG B 1.110 58 Meadow, non -grazed, HSG B 0.290 98 Roofs, HSG B 2.240 78 Weighted Average 1.110 49.55% Pervious Area 1.130 50.45% Impervious Area 0.840 74.34% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Link 4L: POA 2 Inflow Area = 27.200 ac, 0.00% Impervious, Inflow Depth = 3.33" for 100-YR event Inflow = 97.87 cfs @ 12.14 hrs, Volume= 7.543 of Primary = 97.87 cfs @ 12.14 hrs, Volume= 7.543 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs PostDev POSTDEV Type/1 24-hr 100-YR Rainfall=8.77" Prepared by {enter your company name here} Printed 2/7/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 28 Summary for Subcatchment 4S: Offsite Bypass Area Runoff = 96.30 cfs @ 12.14 hrs, Volume= 7.423 af, Depth= 3.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 100-YR Rainfall=8.77" Area (ac) CN Description 26.700 55 Woods, Good, HSG B 0.110 58 Meadow, non -grazed, HSG B 26.810 55 Weighted Average 26.810 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Pond 5P: Detention Pond Inflow Area = 15.900 ac, 0.06% Impervious, Inflow Depth = 3.32" for 100-YR event Inflow = 57.11 cfs @ 12.14 hrs, Volume= 4.403 of Outflow = 28.15 cfs @ 12.36 hrs, Volume= 4.394 af, Atten= 51%, Lag= 13.2 min Primary = 28.15 cfs @ 12.36 hrs, Volume= 4.394 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 572.55' @ 12.36 hrs Surf.Area= 13,038 sf Storage= 45,226 cf Plug -Flow detention time= 101.1 min calculated for 4.391 of (100% of inflow) Center -of -Mass det. time= 100.7 min ( 962.6 - 862.0 ) Volume Invert #1 568.00' Avail. Descri 65,610 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 568.00 7,000 0 0 570.00 9,500 16,500 16,500 572.00 12,220 21,720 38,220 574.00 15,170 27,390 65,610 Device Routing Invert Outlet Devices #1 Primary 566.00' 24.0" Round Culvert L= 244.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 566.00' / 560.00' S= 0.0246 T Cc= 0.900 n= 0.010 Concrete pipe, straight & clean #2 Device 1 570.00' 60.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 568.00' 4.0" Vert. Orifice/Grate C= 0.600 PostDev POSTDEV Type/1 24-hr 100-YR Rainfall=8.77" Prepared by {enter your company name here) Printed 2/7/2022 Primary OutFlow Max=28.14 cfs @ 12.36 hrs HW=572.55' (Free Discharge) 'LCulvert (Inlet Controls 28.14 cfs @ 8.96 fps) 2=Orifice/Grate (Passes < 151.07 cfs potential flow) 3=Orifice/Grate (Passes < 0.88 cfs potential flow) Summary for Subcatchment 5S: Bypass Area Runoff = 57.11 cfs @ 12.14 hrs, Volume= 4.403 af, Depth= 3.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 100-YR Rainfall=8.77" Area (ac) CN Description 15.630 55 Woods, Good, HSG B 0.260 58 Meadow, non -grazed, HSG B 0.010 98 Paved parking, HSG B 15.900 55 Weighted Average 15.890 99.94% Pervious Area 0.010 0.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment 7S: DA 1 - Offsite Runoff = 14.56 cfs @ 11.96 hrs, Volume= 0.662 af, Depth= 4.65" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 100-YR Rainfall=8.77" Area (ac) CN Description 0.000 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 0.000 55 Woods, Good, HSG B 1.710 66 BMP Adjusted CN 1.710 66 Weighted Average 1.710 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, PostDev POSTDEV Type/1 24-hr 100-YR Rainfall=8.77" Prepared by {enter your company name here) Printed 2/7/2022 HvdroCAD@ 9.10 s/n 07054 @ 2010 HvdroCAD Software Solutions LLC Paae 30 Summary for Subcatchment 8S: DA 1 - Offsite Untreated Runoff = 2.15 cfs @ 11.97 hrs, Volume= 0.097 af, Depth= 3.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 100-YR Rainfall=8.77" Area (ac) CN Description 0.000 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 0.350 55 Woods, Good, HSG B 0.350 55 Weighted Average 0.350 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Pond 9P: Detention Pond Inflow Area = 3.620 ac, 0.00% Impervious, Inflow Depth = 4.05" for 100-YR event Inflow = 30.54 cfs @ 11.97 hrs, Volume= 1.221 of Outflow = 31.63 cfs @ 11.97 hrs, Volume= 1.141 af, Atten= 0%, Lag= 0.3 min Primary = 31.63 cfs @ 11.97 hrs, Volume= 1.141 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 574.34' @ 11.97 hrs Surf.Area= 2,344 sf Storage= 4,253 cf Plug -Flow detention time= 46.1 min calculated for 1.141 of (93% of inflow) Center -of -Mass det. time= 10.6 min (859.8 - 849.2 ) Volume Invert Avail.Storage Storage Description #1 572.00' 8,835 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 572.00 1,315 0 0 574.00 2,180 3,495 3,495 576.00 3,160 5,340 8,835 Device Routing Invert Outlet Devices #1 Primary 574.00' 65.0' long x 8.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Primary OutFlow Max=30.94 cfs @ 11.97 hrs HW=574.33' (Free Discharge) t1=13road-Crested Rectangular Weir (Weir Controls 30.94 cfs @ 1.44 fps) PostDev POSTDEV Type/1 24-hr 100-YR Rainfall=8.77" Prepared by {enter your company name here} Printed 2/7/2022 HvdroCAD@ 9.10 s/n 07054 @ 2010 HvdroCAD Software Solutions LLC Paae 31 Summary for Subcatchment 11S: Onsite Bypass Area Runoff = 1.57 cfs @ 12.13 hrs, Volume= 0.120 af, Depth= 3.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 100-YR Rainfall=8.77" Area (ac) CN Description 0.000 55 Woods, Good, HSG B 0.390 58 Meadow, non -grazed, HSG B 0.390 58 Weighted Average 0.390 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Castalia Farm Time of Concentration Calculations - Predev POA 1 100 ft overland flow 5.7% slope 0.35 C-value 11.6 min Seelye Chart 608 ft s. c. flow 7.9% slope 1.4 fps velocity 7.2 min. NEH Figure 15-4 126 ft swale 6 ft height 1.0 min. Kirpich Chart 19.8 min. 100 ft overland flow 14.0% slope 0.35 C-value 10.2 min Seelye Chart 452 ft s. c. flow -field 14.6% slope 1.8 fps velocity 4.2 min. NEH Figure 15-4 2057 ft swale 142 ft height 8.0 min. Kirpich Chart 22.4 min. POA 3 100 ft overland flow 3.6% slope 0.35 C-value 12.3 min Seelye Chart 1208 ft s. c. flow -field 8.6% slope 1.5 fps velocity 13.9 min. NEH Figure 15-4 310 ft swale 8 ft height 2.6 min. Kirpich Chart 28.8 min. P" 4 100 ft overland flow 8.0% slope 0.35 C-value 11.1 min Seelye Chart 500 ft s. c. flow -field 9.2% slope 1.5 fps velocity 5.6 min. NEH Figure 15-4 swale height min. Kirpich Chart 16.7 min. 0000 D D D D LENGTH "L" OF STRIP IN FEET N W N W A to J ml0 0O O O O O 0 0 0004 / O O In < xp o� Roo' pog No $ sonr's 98.1 �On CHARACTER OF GROUND / d VOT LINE - o o b gAl SLOPE P R N N rn ti I too a o INLET CONCENTRATION TIME IN MINUTES Slope (fNfl) c o 0 0 00000 0 0 N U1 W N O u� Height of Most Remte Point Abova Outlet C v � o/T..vel Mxxinee Length m r � F T m of Comm�tration ti w N N W f+ b [J Castalia Farm Energy Balance Equation Summary for POA 1 1 Yr, 24 Hr Storm Comparison: O,,,m S I.F.'(QP,PDe.emvm'RVD,rm�mpm)/RVDe.emam Qa-1. ms (OF—.n d RVFo .J/11Vr-e.1d Pre Onsite Drainage Area = 0.89 ac PDA 1 Onsite Runoff. Post Onsite Drainage Area = 1.91 ac O,-d—'..a AO.�013 (page-) I.F. =08 RVDreDskmp.e =(page-) Max Q.. = 0.00 cfs RVDe b,ed =(page-) PDA 1 is located in the stream buffer downstream of the development. Runoff to this point is compliant with 9VAC25-870-88-B.3.a because the total runoff to this point is reduced by an amount exceeding the reduction required by the energy balance equation. See Note to the right. Site complies with 9VAC25-870-66-C(2)b because the 10-yr peak runoff is reduced. 1-YEAR STORM ANALYSIS: To meet Energy Balance Requirements, Reduce FUQd) Achieved Total Runoff (Including OPite = re: (Op�rMaz Oar) = required reduction (d1 PDA 0.04 - 0.00 = 0.04 cfs requiretl ACHIEVED REDUCTION AT PDA 1: 0.09 cfs ACHIEVED w n Moog MOI Note: Since the 1-yr reduction of the total runoff (including offsite area) is greater than the reduction required by the Energy Balance Equation, Runoff at this PDA is compliant with the Energy Balance Equation. PREDEV 1-YR Ore= 0.12 10.YR Dpre= 2.32 POSTDEV O st= 0.03 OPOst= 2.18 Castalia Farm Energy Balance Equation Summary for POA 2 1 Yr, 24 Hr Storm Comparison: Oe,,m I.F.'(OP,e loped'RVD,Pooaopee)/RVD,eioaea Qde 10 ea5 (Qrorenee RVrorenea)/RVr-ebpea Pre Onsite Drainage Area = 0.57 ac POA 1 Onsite Runoff. Post Onsite Drainage Area = 0.39 ac Q , da to ea 0.02 (pagev) I.F. = 0.9 RVv,o..,.pee = 0.008(page n) Max Qae W = 0.02 cfs RVDeeebMd = 0.008 (page v) PDA 2 is located in the stream buffer dovmstream of the development. Runoff to this point is not compliant with 9VAC25-870-66-B.3.a because the total runoff to this point is not reduced. Al impervious area is diverted from PDA 2 and a culvert is used to maintain the pre -development drainage pattern. For this reason, no treatment is provided and a variance is requested. The upstream drainage area is too large to be able to detain at this location. Site complies with 9VAC25-870-66-C(2)b because the 10-yr peak runoff is reduced. 1-YEAR STORM ANALYSIS: To meet Energy Balance Requirements, Reduce FUQd) Achieved Total Runoff (IncludingOffSite = re: (Op�rMaz Oaeu) = required reduction (d1 POA 0.02 - 0.02 = 0.00 cfs required ACHIEVED REDUCTION AT PDA 1: -0.01 cfs NOT ACHIEVED -YR Flow t0-YR Floweduction P Reduction 0.01 0.05 PREDEV 7-YR Ore= 1.29 10.YR Dpre= 29.52 POSTDEV O ost= 7.3 Opost= 29.47 Castalia Farm Energy Balance Equation Summary for POA 3 1 Yr, 24 Hr Storm Comparison: Q,,,m S I.E.'(QP,PDe.emvm'RVD,rm�mpm)/RVDe.emam cl r-1. ms (OF—.d'RVro .J/11Vr-e.1d Pre Onsite Drainage Area - 2.94 ac PDA 1 Onsite Runoff. Post Onsite Drainage Area - 2.24 ac Qv�aMmpm (pege v) I.F. - 0.8 RVDreoskmp:e =LON.O4(page.) Max Qd. . = 0.02 cfs RVDe bWd =(page xr) PDA 3 is located in the stream buffer downstream of the development. Runoff to this point is compliant with 9VAC25-870-88-B.3.a because the total runoff to this point is reduced by an amount exceeding the reduction required by the energy balance equation. See Note to the right. Site complies with 9VAC25-870-88-C(2)b because the 10-yr peak runoff is reduced. To meet Energy Balance Requirements, Reduce Flow @ PDA 1 by: (Q� Max Qde) = required reduction @1 PDA 0.12 - 0.02 = 0.10 cfs required ACHIEVED REDUCTION AT PDA 1: 0.53 cfs ACHIEVED Achieved Total Runoff (Including Offsite) PREDEV 1-YR Q re- 0.74 10-YR Qpre- 15.08 1-YR Flow Reduction 0.53 POSTDEV Q ost- 0.21 Qpost- 1 9.34 10-YR Flow Reduction 5.74 Note: Since the 1-yr reduction of the total runoff (including offsite area) is greater than is reduction required by the Energy Balance Equation, Runoff at this POA is compliant with the Energy Balance Equation. Castalia Farm Energy Balance Equation Summary for POA 4 1 Yr, 24 Hr Storm Comparison: Qa ,,m S I.F.'(QP,PDe.emPm'RVP,FD..emPml/RVDe.emPm Qa-1. ms (QF—.n d RVFo .J/RVDHempm Pre Onsite Drainage Area = 0.52 ac PDA 1 Onsite Runoff. Post Onsite Drainage Area = 0.52 ac QP —'- Ao�: (page.) I.F. =0.9 RVPrre.—:d =(page.) Max Qe wa = 0.01 cfs RVp—b1a=(page.) PDA 4 is located in the stream buffer downstream of the development. Runoff to this point is compliant with 9VAC25-870-88-B.3.a because the total runoff to this point is reduced by an amount exceeding the reduction required by the energy balance equation. See Note to the right. Site complies with 9VAC25-870-88-C(2)b because the 10-yr peak runoff is reduced. To meet Energy Balance Requirements, Reduce Flow @ PDA 1 by: (Qp Max Qd.) = required reduction @1 PDA 0.04 - 0.01 = 0.03 cfs required ACHIEVED REDUCTION AT PDA 1: 0.09 CIS ACHIEVED Achieved Total Runoff (Including Offsite) PREDEV 1-YR Q re- 0.09 10-yR Qpne 2.00 POSTDEV Q ost= 0 Qpost= 1 0.03 Note: Since the 1-yr reduction of the total runoff (including offsite area) is greater than ie reduction required by the Energy Balance Equation, Runoff at this PDA is compliant Min the Energy Balance Equation. Outlet Protection Calculations - Reference Nomograph 3.18-3 a. ow.na 0do1cal 1 w w1rc m0n 0olro aD. M am lM am( o. h1in1 own c�aMoo AO M b At }B 10 b N 3 9 1 11 1B A] lID ffi 195 <1 335 1�51 1 11 1 10 At 55 A b ffi 9 1] iB [FSSN Or WUt M IEQWrc FW A PiX.V rill gglK LLL •Aatl TAILWTF9 CP•OITIM IT• � 0.5 )IA<TEAI svw 11111i a eau MAPLEGEND Area of Interest (AOI) Area of Interest (AD[) Soils Soil Rating Polygons 0 A Q AID Q B Q B/D o C 0 CID 0 D O Not rated or not available Soil Rating Lines ~ A ~ AID N B �y B/D N C N C/D N D 0 Not rated or not available Soil Rating Points A e AID ❑ B ❑ B/D Hydrologic Soil Group —Albemarle County, Virginia (Castalia Famt) ❑ C p CID D 0 Not rated or not available Water Features Streams and Canals Transportation Rails N Interstate Highways ,.� US Routes Major Roads Local Roads Background . Aerial Photography MAP INFORMATION The soil surveys that comprise your AOI were mapped at 1:15,800. 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: Albemarle County, Virginia Survey Area Data: Version 15, Sep 13, 2021 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: May 20, 2019—Aug 1, 2019 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. tlSDA Natural Resources Web Soil Survey 12/22/2021 011111111111 Conservation Service National Cooperative Soil Survey Page 2 of 5 Hydrologic Soil Group -Albemarle County, Virginia Castalia Farm Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 13C Catoctin silt loam, 7 to B 11.9 1.0% 15 percent slopes, very stony 16 Codorus silt loam, 0 to 2 B/D 4.1 0.3% percent slopes, occasionally flooded 19B Minnieville loam, 2 to 7 B 31.3 2.5% percent slopes 19C Minnieville loam, 7 to 15 B 18.7 1.5% percent slopes 20C3 Minnieville clay loam, 7 B 7.2 0.6% to 15 percent slopes, severely eroded 23B Yadkin day loam, 2 to 7 B 26.4 2.1% percent slopes 23C Yadkin day loam, 7 to B 37.9 3.0% 15 percent slopes 25B Dyke silt loam, 2 to 7 B 139.2 112% percent slopes 25C Dyke silt loam, 7 to 15 B 15.2 1.2% percent slopes 26C3 Dyke day loam, 7 to 15 B 32.5 2.6% percent slopes, severely eroded 32B Orenda silt loam, 2 to 7 C 35.4 2.8% percent slopes 32C Orenda silt loam, 7 to 15 C 14.9 1.2% percent slopes 46B Grassland silt loam, 2 to D 19.7 1.6% 7 percent slopes 51B Bugley channery silt D 10.5 0.8% loam, 2 to 7 percent slopes 51C Bugley channery silt D 18.5 1.5% loam, 7 to 15 percent slopes 51D Bugley channery silt D 5.5 0.4% loam, 15 to 25 percent slopes 57B Mount Lucas silt loam, 2 CID 39.6 3.2% to 7 percent slopes 58B Myersville silt loam, 2 to B 9.3 0.7% 7 percent slopes 58C Myersville silt loam, 7 to B 8.3 0.7% 15 percent slopes Natural Resources Web Soil Survey 12/222021 Conservation Service National Cooperative Soil Survey Page 3 of 5 Hydrologic Soil Group -Albemarle County, Virginia Castalia Fame Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 58D Myersville silt loam, 15 B 4.6 0.4% to 25 percent slopes 59D Myersville very stony silt B 69.5 5.6% loam, 15 to 25 percent slopes 59E Myersville very stony silt B 170.1 13.7% loam, 25 to 45 percent slopes 62B Buffstat silt loam, 2 to 7 B 11.2 0.9% percent slopes 63B Orange silt loam, 2 to 7 C/D 13.0 1.0% percent slopes 71B Rabun Gay loam, 2 to 7 B 11.7 0.9% percent slopes 71C Rabun clay loam, 7 to B 61.4 4.9% 15 percent slopes 71D Rabun clay loam, 15 to B 71.5 5.8% 25 percent slopes 71E Rabun Gay loam, 25 to B 3.7 0.3% 45 percent slopes 72B3 Rabun Gay, 2 to 7 B 1.6 0.1 % percent slopes, severely eroded 72C3 Rabun clay, 7 to 15 B 39.0 3.1 % percent slopes, severely eroded 72D3 Rabun clay, 15 to 25 B 6.0 0.5% percent slopes, severely eroded 73C Rabun clay loam, 7 to B 16.6 1.3% 15 percent slopes, very stony 73D Rabun clay loam, 15 to B 32.4 2.6% 25 percent slopes, very stony 73E Rabun Gay loam, 25 to B 40.8 3.3% 45 percent slopes, very stony 79B Meadomille silt loam, 2 B 51.8 42% to 7 percent slopes 89B Unison silt loam, 2 to 7 B 32.7 2.6% percent slopes 89C Unison silt loam, 7 to 15 B 1.3 0.1% percent slopes 90C Unison very stony silt B 78.2 6.3% loam, 7 to 15 percent slopes 95 Hatboro silt loam, 0 to 2 B/D 36.4 21% percent slopes, occasionally flooded gQNatural Resources Web Soil Survey 1212212021 Conservation Service National Cooperative Soil Survey Page 4 of 5 Hydrologic Soil Group —Albemarle County, Virginia Castalia Farm Map unit symbol Map unit name Rating Acres in AOI Percent of AOI W Water 2.6 0.2% Totals for Area of Interest 1,242.0 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff.- None Specified Tie -break Rule: Higher Natural Resources Web Soil Survey 12/22/2021 Conservation Service National Cooperative Soil Survey Page 5 of 5 NOAA Atlas 14, Volume 2, Version 3 Location name: Keswick, Virginia. USA• Latitude: 36, Longitude:-78.3298° € Elevation: 567.07 ft" source: ESRI Maps .N "source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES G.M. Bonin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley NOAA, National Weather Service, Silver Spring, Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Average recurrence interval (years) Duration 1 �� 2 5 5 10 F 25 50 100 200F 500 1000 � 5-min (0.31100 388) (0.3776-0461) (0A 940.88) (0.494-0 608) (0.5 5-0683) (0.601--0 743) (0.643 0..799) (0.681-0852) (07 24-0.919) (07 600 974) 3 10.min 020) (0.4-06 (0.601-0..737) 7 0 0 (0862) (0.791-0972) 8 (0.4-1.09) (0.957--1.18) (1.021.27) (1.08- .35) (1.15-i45) (1.20i 53) 1. 1. 1.74 15-min (0.630-0..775) (0.755-0926) (0. 89-1.09) (1.00-1.23) (1. 2-21538) (1.21-3160) (1.29-11..60) (1.36--11..70) (1.44-11..83) 1 (1.0- .93) 0.958 1.15 1.40 1.61 1.85 2.05 2:23 2A1 2.63 2.82 30.min (0.864-1.06) 1 (1.04-1.28) 1 (1.26-1.55) 1 (1.45-1.78) 1 (1.8-2.04) (1.83-2.26) (1.98-2.46) (2.12-2.65) (2.30-2.91) (2.43-3.12) 1.20 A561) 3.07 4.11 60.min (1.08-1.32) (1.3 (1.62--11.99) (1.89-2.32) (2.21 2.72) (2A7 3806) (27 3-3.38) (2.9733.72) (3. 9-4818) (365-4.55) 2.16 2-hr (1.28- 62) (1.541496) (1.922A4) (22 02.87) (2. 8341) (363-3..88) (3.38-4.35) (3. 3-4384) (4215553) (4.61 613) 3-hr (1.38-1.79) (1.67 2916) (2.08-22..69) (2.443.16) (28 9-3.76) (3.27-4.27) (36 5-4.80) (4.045.35) (4. 6-6.12) (4.99-6.78) 6-hr (17 5-2.26) (2. 0 2872) (2.603.36) (3.003.97) (36 54.76) (4: 05A5) (4. 618) (5.22-6.98) (5.96-8.10) (6.60-9.10 12-hr : (29-2.83) (2.62 3.40) (3.22) 2 54 (3.845.00) (a.06) s 38 (5.327 .02) (6.04-8.05) (68 0-9.17) (7. 9---10.9) (8.85- 2.4) 24-hr (2.62328) (3.137-3.97) (4.04-5.08) 5.34 (47 68.00) 6. (5.82-r�7.35) (670-8.51) (7.609.79) (8.68- 1.2) (102-13.3) (11.4-15.1) 6.22 7.66 2-dey (3: 0-3.83) (3. 5-4.64) (4. 6---5.90 (5.6-6.93) (6. 5-8.41) (7.761 9065) (8. 3-0121.0) (9.83-12.5) (11 414.7) (12.6-6.5) 5.62 8.03 3 day (3.314506) (4.014291) (569-6.23) (5.97-6Z32) p.22-8.88) (8.25-20.2) (9.3411.6) (10.5 3.2) (122- 5.5) (13.rw.4) 4-day (3634 28) (42 8-5.17) 1 (5. 24 57) I (6.307..70) (76 9-9.35) (87 8- 0.7) (9.94-2.2) (112- 3.9) (12.9- 6.3) (14.3- 8.3) 7.8 7 day (4.124.93) (4.905.93) 1 (7: 9-8.63) (8.61-1.4) 1 (97 6-11.8) (11.0-13.4) (1223 5.1) (14.0-107.5) (1575 9.6) 10-day (47 0-5.55) (5.648.66) (6.96 821) (8.01 9348) (949- 1.3) (107- 2.7) (11.9-14.3) (13245.9) (14.9- 8.3) (16.3- 0.3) 20 day (62 8-7.23) (7. 08.62) (9.0510.4) (102-11.8) (11.9- 3.7) (13'�15.2) (14.4 6.8) (15.7-18.4) (173-20.5) (18.6-2.3) 30-day (77 5-8.82) (9: 9- 0.5) (10.9- 2.4) (12.12- 3.8) (13.8-15.7) (15.0-17.1) (16.2- 8.5) (17.3- 9.9) (18?8-21.8) (18.8- 3.2) 45-day (97 3131.0) 1 (11.5-12.9) 1 (13.4 5.1) 1 (14.9- 6.7) 1 (167- 8.8) 1 (1819 0.4) 1 (19.3-21.9) 1 (20?5- 3.4) (2A 5.3) (232526.7) 60-day 12.1 14.3 16.5 18.1 20.2 21.8 23.3 24.7 26.4 27.7 (11.5-12.9) (13.5-15.1) (15.017.4) (17.1-19.2) (19.1-21.4) (20.5-23.0) (21.8-24.6) (23.1-26.1) (24.7-28.0) (25.8-29.5) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a iven duration and average recurrence interval) vAll be greater than the upper bound (or less than the lovrer bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical