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WPO202200005 Calculations 2022-08-31
EN t tt pF SHIMP ENGINEERING, P.C. l�c� Design Famsed Engineering UO g . si IMP y July 21, 2022 L' . No. 45193 Engineering Review Albemarle County Department of Community Development SS/ONAL 401 McIntire Road Charlottesville, VA 22902 Regarding: WPO 202200005 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 11.66 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. The required reduction after the dedication of 5 acres of open space is 4.70 Ibs/yr of phosphorous. To achieve nutrient treatment, two (2) bioretention basins will be provided which treat 4.70 Ibs/yr of phosphorous and satisfies the nutrient treatment requirement. Treatment Required (Total Phosphorous) Treatment Provided Total Phosphorous) Nutrient Credits Purchased 4.70lb/yr 4.70lb/yr 0.00lb/yr SWM Quantity 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 have any concentrated runoff from this development and was therefore not analyzed. All disturbed area that creates concentrated runoff is routed to POAs l and 3. A 36" culvert is installed to allow upstream runoff to continue along its predevelopment flow path. See tables below for summary of POAs 1, 3, and 4. 912 E High Sr Charlottesville. VA 22902 1434.227.51401 sh,mp-engineenng com POA 1: Energy Balance Equation and Run-on Summary for Site Outfall 1 Castalia Farm Winery 1 Yr, 24 Hr Storm Comparison 1 t< Q i N, sw V i tore sm V 1 Pm sve + Q l Drc, o m V l eta ortsve / V l IF — 0.8 whm LOD t 1 ac, IF=0.9 when LOD 61 ac, IF =1 when site if forested PreDev Site Fuly Forested? = no IF — 0.8 Development Lmts = 11.66 ac Postdec Flon-rates $IOI'm ff, 1 1 0.00 Ent,p Balancedon (ompliance: Aclvet ed Pi edec Flom ates Stmm cfs ] 0-sr Postdec Flowrates Storm efs 10-yr On Site Off Site Pre Dev DA Site = 1.1 ac Pre Dev DA Mite = 0.43 ac Post Dev DA Site (Managed) 2.63 ac Post Dev DA O&Site — 1.41 ac Post Dec DA Site (Un-�Sanaged) — 0 ac t erc. sn, — 0.07 cfs Q t crc. oIDrc — 0.05 cS RV t crc, src = 0.018 of RV t »R.OIDrc = 0.009 of RV t Dosc strc = 0.087 of RV t P.,. Offia = 0.026 of 1post (M.. aaowM) s 0.03 POA 2: (POA 2 is not analyzed since there is no concentrated runoff from the disturbed area and Water Quantity requirements do not apply. The total drainage area to this point is reduced by rerouting runoff from the disturbed area to POAs 1 and 3.) POA 3: Energy Balance Equation and Run-on Summary for Site Outfall 3 Castalia Farm Ninery 1 Yr, 24 Hr Storm Comparison ]v=t _ i nt., s. V 1 P.e sw / V 1 R., si + 1 A.,.gttt. V 1 pm.ffm / V 11h...ev. IF — 0.8 wtrett LOD 2 1 ac, IF=0.9 when LOD 5 1 ac, IF = 1 when site if forested PreDev Site Fuly Forested? yes IF = 1 Development limits = 11.66 ac Postdec F12Ftes Storm cfs 1-yr Ene - �tiaae: Achiesxd Predec Flonrrates Storm cfs 10-srNEM Postdec Flon-rates Storm cfs 10-sr On Site Off Site Pre Dev DA Site = 4.97 ac Pre Dev DA 011site = 8.73 ac Post Dev DA Site (Nana 5.55 ac Post Dev DA OflSite = 8.11 ac Post Dev DA Site (Uo-Managed) = 0.39 ac t w., sv. 0.21 cfs Q 1 p.. ome. = 0.59 cfs RV 1 a., so, = 0.071 of RV 1 pmome. = 0.142 of RV t pot,s<: — 0.471 of RV 1 eostte .OS = 0.136 of r�tist,: aee..al s 0.65 POA 4: Energy Balance Equation and Run-on Summate- for Site Outfall 4 Casta6a Farm Winery 1 Yr, 24 Hr Storm Comparison Q hoc < Q I Pt. Sae V I Pm saw)/(RV I Pre. Sae + Q I Pm otrsae V I Pm office / V I P¢ ogsoe U — 0.8 when LOD 2 1 ac, IF=0.9 when LOD 51 ac, IF = 1 when site If forested PteDev Site Fuly Forested? = No LF = 0.8 DesYl Limits = 11.66 ac On Site Off Site Pre Dec DA Site = 0.89 ac Pre Dec DA Offsite = 1.26 ac Past Dev DA Site (Managed) = 0-61 ac Post Dec DA Offsite (Managed) = 0.55 w Pon Dec DA Site (Un-Managed) — 0 u Post Dec DA Offute (Un-Managed) — 0.00 ac Q I PM sit = 0.05 cfs Q I PM OSae = 0.06 cfs RVIpmShe = 0.013of RVIp.noaa= 0.018of RV I poa. sit = 0.060 of RV i Pau. offs. = 0.008 of (pest OJar aae,swl < 10.13 Postdev no ate Storm cfs 1-\T EwWBnhnwEq=dmCegAm*- Achmvd Predev Flowrates Storm c[s IQ-sT Postdev Flowrates Storm cfs 10-sT If you have any questions about this calculation packet please do not hesitate to contact me at: chris&shimp- 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 Energy Balance Equation TOC Calculations Outlet Drainage Protection Spreadsheet VDOT LD-268 Ditch Design Independent Reports: NOAA Precipitation Report Excerpt from NRCS Soils Report CASTALIA FARM WINERY PREDEV VRRM MAP ONSITE LAND COVER: DISTURBED AREA = 11.66 AC IMPERVIOUS = 0.27 AC MEADOW = 1.15 AC WOODS = 10.24 AC \'` \\�\\\`\ 1J/%`� i-`i%%/„��uP zz up'//l rr'�i �j =�.ir/•��I����, I'1` „�1I1(!!I(�I���� i \`� / \\ \ \ \\ --�// ///��%�� i� l,•-�,/ I III // �•\.� r%/I I 1 I I / I/�- \ \ \`/_�/\--\ 1l llll / I I �Il�v 1 \ \ \__ \J 1 1 1 rf -�/iI\\\� //// /// l4\� 1� i/�/Ill�l\\\�\\\1\I�� \k\����\ �i%// f% ; 1 Ili \��c - // 1 \ ,/llhlr)\�� `�\ 1 \\\\ l ~•����=��rljlll llll) �:-W�:������:':��ti:•:�':��� I �°\�\\\�\Q\\\ �✓ `��� \\ �— /— � \ \\ 1 \^ �, /J I I\111 1 _�\\ /i JIIIJ/ sti.�'::•'��.;� �:�:�:;:������•• ` \\\\\\\��\\\\ 7 \�`/ ���/ 1l / \ \ \\ / 1��\\ �\�� �� r/ llilll\\\\\\\\\\1\\ (r�J\/>T �'j..'. \\\\\�\\\\\�\0 \1 (1 (r \ \ \\ /Jj/�J/�111 �/ /���\ L — \\ / 1 , I I I I I I I I� '•;•• :: I:::E:i�:KI# t r :F:.:. ' : :: ::.'•ti: ............. I 1 \ \\\\\\\ \ \ \\\ \ \ \itk..:C:`:: z. :: � .•::; ::k :\: L :: : :.:::1. \\ Y 1 \ / J~ \� . III //// i a � — \ \ J J .. �'� tl %:E:�.•.....� \ ... .�,..� .. �,.• • — — — , — � � • 'r . 11 lug :A` I�:•. / 11 /I \ \ \ \ � :f�:fg�;' III; �/` � \\�`/ I1111\\\ '':�•``�:• \\\\\�-ter --� u I I "A l _\ ;r:.;•� l � ~ Ill(\\ J\�\ \ \ J :.'::k•••jfl�ll(I \\ \\_// Il I \\\\� --- c �� III I l l . '•l UP // /// } / if ti�\ \ :.. ti•: \\,\\\\\ \\ — — _ \ \� r/ \� :i::.:.i:�:.:.'I•>::I:;r;�.._.�};b�;j;.,:••`` \ `� t.. UP r f .. .:.....::::: f j.: z1:1:3_:1. JIJII/ UR r .24 AC ! An \ \ \ \ `� \ \\ \\�\\\� \`� \ \ J�� \ \ J J f \ \`— J 1i'I�I'II !/,/ \\� \\\ .Ill` I \ 1 l /��\\�� \zo - o — \ \ I s.. \ 1 1 1 0 tip\ \ \ - II u III ( 1 1 \ I \�r /.)I Bill i it , . I � � 1 CASTALIA FARM WINERY POSTDEV VRRM MAP ONSITE LAND COVER: DISTURBED AREA = 11.66 AC IMPERVIOUS = 3.43 AC MEADOW = 8.23 AC WOODS = 0.00 AC / \\ }l°°[� �� ` � � � r I I\111 \ 1 15 -•_._ � � \ � 111)/ / / o�oo � \ \ \\\\\\ �-I\�\ ' ��; / � \ � \ ////)�//II fII�1\VA i f' o00: ':.•'': �'�' :' :... F . I I IA1111A�VAA\VVA�VI NN I///lam/ / \� \ ��_ ..• •� \\ \�/�))\\\\\ \ \ ��— ---� �-.�,""ll.• 11 \—�\ \\ \ .��'�i1/��^�\\�� [\\ \ I(—�— I J\�\5 1\1\\\\ J ram, �PUP Vv v - s OK .':':•I• \\\� \\\t\\\\ \\\ / / S ^ � \ —_ \ J� \ �' � / �t /� \ \fir yy UPi J "r ti \ \ \ 'UP. I I I ( /��J \ \\\\\ll\ \+r_ / ••L} O.•�••�•Y __ )�^ -__ \\ A���)C\ `��\L "tiv�'-r/ UPZZ i, \\\\`\ \� -,up Vnn � � ,.. \Scar\ 1;,_,/ J DM wrylnb RUMff euRbnrtaernod Develanmemmawtiaamspreaeneeh- Czo11BMPMaMaNFatl Sptlllotlm[ O MUDnIheM19staMa 2a SWdfi=l [ Profit Dame: Casralla Farm Winery D2@: 21211202E BMPDesign SPe[ifiruriam Lisf: Site Information Post -Development Project (Treatment Volume and Loads) Mm cover laneFl AS ila RS HS CSoil[ DSoil[ m/Own Vv (l-une Hamm, eeroreVoPm:wre or reJ r=J, s.m ivm lweal-dl—bld mJ br nrimmmoweq/ma m rvinurfaevlveal /are[r/Open.yv¢ arcvmart he pmrened M xmNem e.x3 3A3 WN tAe Yglnly FmwH FeJunbn aMAaI 8E3 3� I6.Efi OnS ants NlniallOrvne:l 43 ainfall Erm[ Ilrchesl 1.m nx6 qr,:IrP)FMCM en lrrvlEMel) 18G ie rge[m mee llh/ave/yrl OA] Pllun mneemrl o.m 3.0 0. ommmm ommmm ommmm ommmm oommm oommm oommm 0ommm ommmm omomm ®momo ®�000 ®momo ®mmmo ®mmmo ®mmmo ®mmmo ©mmmo 0mmmo ®mmmo ®mmmo 0mmmo 0mmmo ommmm ommmm ommmm 0 ®mmmo ®mmmo 0mmmo ®mmmo ®mmmo ®mmmo ©mmmm ©ommm MEN .e.�,�..._.�_.e. 0 .e..�� �.��.u,� w� �..�, e. ,�,.,.n,e.e.�,..e..,.eu.,� e.,,.�w.�o ..�.u.�.e.� ,e,..�.a..u.�.e.�..��� Site Results (Water Quality Compliance) Area Checks FOREST/OPEN SPACE (a[) D.A.A am D.A.B 0.00 D.A.0 0.00 DA.D 0.DO O.F.E O.W A.-CHEM OK. IMPERVIOUS COVER(a[) 0.68 2.42 0.00 0.00 0.00 OK. IMPERV�NAGED TUREAAREA (a[) 1.95 2.05 am 0.00 0.00 OK. MANAGED TURF AREA TREATED (a[) 1.95 2.05 0.00 0.00 O.W OK. AREA CHECK OK OK. OK. OK - OK. Site Treatment Volume (ffs) 1e,3aa Runoff Reduction Volume and TP By Drainage Area D.A. A O.A. B D.A. C D.A. D O.A. E TOTAL RUNOFF 0 0 5,439 DAVARONVOLUME OVEVEDph) TP LOADAVAINBLE FOR REMOVAL Qb/yrl 2.36 2.36 6.18 6.19 0.00 � 0.00 O.W 8.56 TPIDADREDUCnONACHIEVED)Ib/yrl 1.30 3.39 DOD 0.00 O.W 6.69 W I.OADREMAINING (Ib/yr) 1.06 2.79 Dw 0.00 0.00 3.85 NnROGEN IDAD REDUCTION ACHIEVED pb/yrl 10.61 28.26 0.00 0.00 O.W 39.06 Total Phosphorus FINAL POST-DEVELOPMENTTP WAD (Ib/Yr))j 11.53 TP LOAD REDUCTION REQUIRED (lb/yr)) 6.70 TP WAD REDUCTION AOIIFVED lb/yrl 6.69 W WAD REMAINING (b/N): 6.86 REMAINING TP LOAD REDUCTION REQUIRED (Ib/yr): I O.OD "No further TP load redur an required(Requlred - Adis aOAOs Ib/yr) Total Nitrogen (For Information Purposes) POST -DEVELOPMENT WAD(Ib/yr) I 82.62 NITROGEN LOAD REDUCTION ACHIEVED (Ib/yr)1 39.06 REMAINING POST -DEVELOPMENT NITRWEN LOAD (lb/yrl 63.61 WgMa Runoff RMumon ANIp! waMalwart DEQ Virginia Runoff Reduction Metlgd New Deeelopmem Compliane Spreadebeet - Verdlon 3.0 BMPCei�9n Spxifirooans tis[: . She Summary Pmjx Tme:[maalia Farm winery ...163 Und Rainfall= 63 inches She land Cover Summary RmRs Bswe CStlls DioIN Totals MofTmal Forest/Open(acres) B.UB 5M 0no O.W 7. b Managed Turl(aarm) B.m 8.z3 0.. O.W 8.23 09 mWindow Cuser(acres) o.UBI1 0.. a.W 3.03 zl Men Wo She Tv and land Cover Nutrient lords xe M 0.30 Treatment Volume 1H.308 Tl Lead(lb/yr) 1L13 IN Wad(Ib/n) ez.n Total TP toad Redunion mooned! (I O.JO She Compliance Summary Total Runoff Volume Redudian(W) 5,038 Total TP load ReduNon oxhlo ed pbIWI 0.69 Total TR Wad Reduction ANleved(lb/,) 39.06 Remaining Pmt Development TP Wad pb/M sM Remaining TP Wad Reduction (b/yr) 0.1p Requlree **No further TP load reduction required (Required-Aahleved c O.M Ib/yr( OAA DAB OA.0 DAD D.A. Total fare4/Open(acres) D.W 0. D.no D.OD 0.00 D.OD Managed Tud(wom) 1.95 1 2.05 1D.OD D.OD D.00 O.OD Impervious Caver(acrm) 0.68 1 2Az 1D.00 oaD a.o0 3AD TWI Arm(aarm) ZIO 1 0.01 1D.DO1 We D.OD J.. Drainage Area Compliance Summary DAA DAB OA.0 DA.D DAE Total TP Load Beducetl Ib/ r 1.30 3.39 o.OD D.DD o.OD 0.69 TN Wad Beduced(Ityr) 10.B1 211.26 o.ODI 39.06 11mroorm I 2ynrdarm I]O year storm Target Rainfall Event(in) 1 3.00 1 3.6D 1S.W Drainage Ands RVBCN DminagenreaA mainageAmB malmge AreaC Dnl ye Area Drainage now fN ]1 B] 0 0 0 RR hs 15M 3933 0 0 0 1-year Mum perlod RV mP0. mr of OJ6 13] O.o] ON 6C0 M r—Id O60 IOJ O.o] ON one HelunM 6] ]] 0 0 0 2,mar Mum period!period! mm t—n) 113 1]9 O.W ON a. RVW Mr—lnl LL9] I55 O.W ON One HaOlunM M ]B 0 0 0 10.year return period mm t—n) z1z z99 D.DD n.an om In r—ld 196 E10 O.W n.N OCa Haler 69 ]B 0 o a Sumlary Nat CASTALIA FARM WINERY PREDEV DRAINAGE AREA MAP I\\lll)I j NN ll \ l III up V�� / — / rl�lll III f 1�(f / \�. ( i I 11 II \\\ 1 \�/ �\\ \\�\��\\ \\\\\\ 11 llll \ _ul xi \\\\\\\� r A�4 / l r\-C '/)�,� ////,/ JI/ d— \\\\\ // \1 A3 \�\ \ — �� � Ifs nllli�i I1111\\\ \\ \ \\\�\�_ u I (PIII\111\I \ 1 UP G lip i/—)h\\� \\ Sea _ Do' / ,� / /ll�\\.�,\ \ \ I r �.�^\ \\ \ \\.III i t I�\ ii\\d \ui \ \ \ \ s �C• DRAINAGE AREA 1: TOTAL AREA = 1.53 AC WOODS = 0.70 AC (ONSITE), 0.05 AC (OFFSITE) MEADOW = 0.40 AC (ONSITE), 0.38 AC (OFFSITE) IMPERVIOUS = 0.00 AC TIME OF CONCENTRATION = 19.8 DRAINAGE AREA 2: TOTAL AREA = 25.32 AC WOODS = 1.28 AC (ONSITE), 24.04 AC (OFFSITE) MEADOW = 0.00 AC IMPERVIOUS = 0.00 AC TIME OF CONCENTRATION = 22.4 DRAINAGE AREA 3: TOTAL AREA = 13.70 AC WOODS = 4.97 AC (ONSITE), 7.63 AC (OFFSITE) MEADOW = 0.75 AC (OFFSITE) IMPERVIOUS = 0.35 AC (OFFSITE) TIME OF CONCENTRATION = 25.4 DRAINAGE AREA 4: TOTAL AREA = 1.61 AC WOODS = 0.69 AC (ONSITE), 0.77 AC (OFFSITE) MEADOW = 0.11 AC (ONSITE), 0.04 AC (OFFSITE) IMPERVIOUS = 0.00 TIME OF CONCENTRATION = 16.7 —ANr 200 400 600 1S 2S DA 1 - O site DA 1 - Offsite 1L POA 1 3S 4S DA 2 - site DA - Offsite 2L POA2 S4 Reach Aon Llnk 5S 6S DA 3 - site DA - Offsite 3L POA3 7S 8S DA 4 Onsite A 4 - Offsite 4L POA 4 Predev PREDEV Type/1 24-hr 1-YR Rainfall=2.91" Prepared by {enter your company name here} Printed 6/16/2022 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: POA 1 Inflow=0.12 cfs 0.027 of Primary=0.12 cfs 0.027 of Subcatchment 1 S: DA 1 - Onsite Runoff Area=1.100 ac 0.00% Impervious Runoff Depth=0.19" Tc=19.8 min CN=56 Runoff=0.07 cfs 0.018 of Link 2L: POA 2 Inflow=1.18 cfs 0.362 of Primary=1.18 cfs 0.362 of Subcatchment2S: DA 1 - Offsite Runoff Area=0.430 ac 0.00% Impervious Runoff Depth=0.25" Tc=19.8 min CN=58 Runoff=0.05 cfs 0.009 of Link 3L: POA 3 Inflow=0.68 cfs 0.213 of Primary=0.68 cfs 0.213 of Subcatchment3S: DA 2 - Onsite Runoff Area=1.280 ac 0.00% Impervious Runoff Depth=0.17" Tc=25.0 min CN=55 Runoff=0.06 cfs 0.018 of Link4L: POA4 Inflow=0.11 cfs 0.031 of Primary=0.11 cfs 0.031 of Subcatchment4S: DA 2 - Offsite Runoff Area=24.040 ac 0.00% Impervious Runoff Depth=0.17" Tc=20.0 min CN=55 Runoff=1.13 cfs 0.344 of Subcatchment5S: DA 3 - Onsite Runoff Area=4.970 ac 0.00% Impervious Runoff Depth=0.17" Tc=28.8 min CN=55 Runoff=0.21 cfs 0.071 of Subcatchment6S: DA 3 - Offsite Runoff Area=8.730 ac 4.01% Impervious Runoff Depth=0.19" Tc=28.8 min UI Adjusted CN=56 Runoff=0.48 cfs 0.142 of Subcatchment7S: DA 4 - Onsite Runoff Area=0.890 ac 0.00% Impervious Runoff Depth=0.17" Tc=16.7 min CN=55 Runoff=0.05 cfs 0.013 of Subcatchment8S: DA 4 - Offsite Runoff Area=1.260 ac 0.00% Impervious Runoff Depth=0.17" Tc=16.7 min CN=55 Runoff=0.06 cfs 0.018 of Total Runoff Area = 42.700 ac Runoff Volume = 0.632 of Average Runoff Depth = 0.18" 99.18% Pervious = 42.350 ac 0.82% Impervious = 0.350 ac Predev PREDEV Type/1 24-hr 1-YR Rainfall=2.91" Prepared by {enter your company name here} Printed 6/16/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 3 Summary for Link 1 L: POA 1 Inflow Area = 1.530 ac, 0.00% Impervious, Inflow Depth = 0.21" for 1-YR event Inflow = 0.12 cfs @ 12.23 hrs, Volume= 0.027 of Primary = 0.12 cfs @ 12.23 hrs, Volume= 0.027 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Subcatchment 1 S: DA 1 - Onsite Runoff = 0.07 cfs @ 12.25 hrs, Volume= 0.018 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 0.700 55 HSG B Woods 0.400 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 1.100 56 Weighted Average 1.100 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.8 Direct Entry, Summary for Link 2L: POA 2 Inflow Area = 25.320 ac, 0.00% Impervious, Inflow Depth = 0.17" for 1-YR event Inflow = 1.18 cfs @ 12.28 hrs, Volume= 0.362 of Primary = 1.18 cfs @ 12.28 hrs, Volume= 0.362 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Subcatchment 2S: DA 1 - Offsite Runoff = 0.05 cfs @ 12.22 hrs, Volume= 0.009 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 Descri 0.050 55 HSG B Woods 0.380 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 0.430 58 Weighted Average 0.430 100.00% Pervious Area Predev PREDEV Type/1 24-hr 1-YR Rainfall=2.91" Prepared by {enter your company name here} Printed 6/16/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 4 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.8 Direct Entry, Summary for Link 3L: POA 3 Inflow Area = 13.700 ac, 2.55% Impervious, Inflow Depth = 0.19" for 1-YR event Inflow = 0.68 cfs @ 12.43 hrs, Volume= 0.213 of Primary = 0.68 cfs @ 12.43 hrs, Volume= 0.213 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Subcatchment 3S: DA 2 - Onsite Runoff = 0.06 cfs @ 12.38 hrs, Volume= 0.018 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 1.280 55 HSG B Woods 0.000 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 1.280 55 Weighted Average 1.280 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Summary for Link 4L: POA 4 Inflow Area = 2.150 ac, 0.00% Impervious, Inflow Depth = 0.17" for 1-YR event Inflow = 0.11 cfs @ 12.21 hrs, Volume= 0.031 of Primary = 0.11 cfs @ 12.21 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 Subcatchment 4S: DA 2 - Offsite Runoff = 1.13 cfs @ 12.28 hrs, Volume= 0.344 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 6/16/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 5 Area (ac) CN Description 24.040 55 HSG B Woods 0.000 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 24.040 55 Weighted Average 24.040 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment 5S: DA 3 - Onsite Runoff = 0.21 cfs @ 12.45 hrs, Volume= 0.071 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 4.970 55 HSG B Woods 0.000 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 4.970 55 Weighted Average 4.970 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 28.8 Direct Entry, Summary for Subcatchment 6S: DA 3 - Offsite Runoff = 0.48 cfs @ 12.42 hrs, Volume= 0.142 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 7.630 55 HSG B Woods 0.750 58 Meadow, non -grazed, HSG B 0.350 98 Unconnected pavement, HSG B 8.730 57 Weighted Average, UI Adjusted CN = 56 8.380 95.99% Pervious Area 0.350 4.01% Impervious Area 0.350 100.00% Unconnected Predev PREDEV Type/1 24-hr 1-YR Rainfall=2.91" Prepared by {enter your company name here} Printed 6/16/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 6 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 28.8 Direct Entry, Summary for Subcatchment 7S: DA 4 - Onsite Runoff = 0.05 cfs @ 12.21 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 0.780 55 HSG B Woods 0.110 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 16.7 Runoff = Direct Entry, Summary for Subcatchment 8S: DA 4 - Offsite 0.06 cfs @ 12.21 hrs, Volume= 0.018 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 1.220 55 HSG B Woods 0.040 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 1.260 55 Weighted Average 1.260 100.00% Pervious Area Tc Length Slope Velocity Capacity Description 16.7 Direct Entry, Predev PREDEV Type/1 24-hr 10-YR Rainfall=5.34" Prepared by {enter your company name here} Printed 6/16/2022 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 Link 1 L: POA 1 Inflow=1.87 cfs 0.161 of Primary=1.87 cfs 0.161 of Subcatchment 1 S: DA 1 - Onsite Runoff Area=1.100 ac 0.00% Impervious Runoff Depth=1.22" Tc=19.8 min CN=56 Runoff=1.29 cfs 0.112 of Link 2L: POA 2 Inflow=27.05 cfs 2.435 of Primary=27.05 cfs 2.435 of Subcatchment2S: DA 1 - Offsite Runoff Area=0.430 ac 0.00% Impervious Runoff Depth=1.36" Tc=19.8 min CN=58 Runoff=0.58 cfs 0.049 of Link 3L: POA 3 Inflow=12.09 cfs 1.367 of Primary=12.09 cfs 1.367 of Subcatchment3S: DA 2 - Onsite Runoff Area=1.280 ac 0.00% Impervious Runoff Depth=1.15" Tc=25.0 min CN=55 Runoff=1.19 cfs 0.123 of Link 4L: POA 4 Inflow=2.60 cfs 0.207 of Primary=2.60 cfs 0.207 of Subcatchment4S: DA 2 - Offsite Runoff Area=24.040 ac 0.00% Impervious Runoff Depth=1.15" Tc=20.0 min CN=55 Runoff=25.95 cfs 2.312 of Subcatchment5S: DA 3 - Onsite Runoff Area=4.970 ac 0.00% Impervious Runoff Depth=1.15" Tc=28.8 min CN=55 Runoff=4.16 cfs 0.478 of Subcatchment6S: DA 3 - Offsite Runoff Area=8.730 ac 4.01% Impervious Runoff Depth=1.22" Tc=28.8 min UI Adjusted CN=56 Runoff=7.93 cfs 0.889 of Subcatchment7S: DA 4 - Onsite Runoff Area=0.890 ac 0.00% Impervious Runoff Depth=1.15" Tc=16.7 min CN=55 Runoff=1.08 cfs 0.086 of Subcatchment8S: DA 4 - Offsite Runoff Area=1.260 ac 0.00% Impervious Runoff Depth=1.15" Tc=16.7 min CN=55 Runoff=1.53 cfs 0.121 of Total Runoff Area = 42.700 ac Runoff Volume = 4.169 of Average Runoff Depth = 1.17" 99.18% Pervious = 42.350 ac 0.82% Impervious = 0.350 ac Predev PREDEV Type/1 24-hr 10-YR Rainfall=5.34" Prepared by {enter your company name here} Printed 6/16/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 8 Summary for Link 1 L: POA 1 Inflow Area = 1.530 ac, 0.00% Impervious, Inflow Depth = 1.26" for 10-YR event Inflow = 1.87 cfs @ 12.15 hrs, Volume= 0.161 of Primary = 1.87 cfs @ 12.15 hrs, Volume= 0.161 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Subcatchment 1 S: DA 1 - Onsite Runoff = 1.29 cfs @ 12.15 hrs, Volume= 0.112 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 0.700 55 HSG B Woods 0.400 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 1.100 56 Weighted Average 1.100 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.8 Direct Entry, Summary for Link 2L: POA 2 Inflow Area = 25.320 ac, 0.00% Impervious, Inflow Depth = 1.15" for 10-YR event Inflow = 27.05 cfs @ 12.16 hrs, Volume= 2.435 of Primary = 27.05 cfs @ 12.16 hrs, Volume= 2.435 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Subcatchment 2S: DA 1 - Offsite Runoff = 0.58 cfs @ 12.15 hrs, Volume= 0.049 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 Descri 0.050 55 HSG B Woods 0.380 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 0.430 58 Weighted Average 0.430 100.00% Pervious Area Predev PREDEV Type/1 24-hr 10-YR Rainfall=5.34" Prepared by {enter your company name here} Printed 6/16/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 9 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.8 Direct Entry, Summary for Link 3L: POA 3 Inflow Area = 13.700 ac, 2.55% Impervious, Inflow Depth = 1.20" for 10-YR event Inflow = 12.09 cfs @ 12.27 hrs, Volume= 1.367 of Primary = 12.09 cfs @ 12.27 hrs, Volume= 1.367 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Subcatchment 3S: DA 2 - Onsite Runoff = 1.19 cfs @ 12.22 hrs, Volume= 0.123 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 1.280 55 HSG B Woods 0.000 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 1.280 55 Weighted Average 1.280 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Summary for Link 4L: POA 4 Inflow Area = 2.150 ac, 0.00% Impervious, Inflow Depth = 1.15" for 10-YR event Inflow = 2.60 cfs @ 12.11 hrs, Volume= 0.207 of Primary = 2.60 cfs @ 12.11 hrs, Volume= 0.207 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Subcatchment 4S: DA 2 - Offsite Runoff = 25.95 cfs @ 12.15 hrs, Volume= 2.312 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 6/16/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 10 Area (ac) CN Description 24.040 55 HSG B Woods 0.000 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 24.040 55 Weighted Average 24.040 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment 5S: DA 3 - Onsite Runoff = 4.16 cfs @ 12.27 hrs, Volume= 0.478 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 4.970 55 HSG B Woods 0.000 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 4.970 55 Weighted Average 4.970 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 28.8 Direct Entry, Summary for Subcatchment 6S: DA 3 - Offsite Runoff = 7.93 cfs @ 12.27 hrs, Volume= 0.889 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 7.630 55 HSG B Woods 0.750 58 Meadow, non -grazed, HSG B 0.350 98 Unconnected pavement, HSG B 8.730 57 Weighted Average, UI Adjusted CN = 56 8.380 95.99% Pervious Area 0.350 4.01% Impervious Area 0.350 100.00% Unconnected Predev PREDEV Type/1 24-hr 10-YR Rainfall=5.34" Prepared by {enter your company name here} Printed 6/16/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 11 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 28.8 Direct Entry, Summary for Subcatchment 7S: DA 4 - Onsite Runoff = 1.08 cfs @ 12.11 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 0.780 55 HSG B Woods 0.110 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 16.7 Runoff = Direct Entry, Summary for Subcatchment 8S: DA 4 - Offsite 1.53 cfs @ 12.11 hrs, Volume= 0.121 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 1.220 55 HSG B Woods 0.040 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 1.260 55 Weighted Average 1.260 100.00% Pervious Area Tc Length Slope Velocity Capacity Description 16.7 Direct Entry, Predev PREDEV Type/1 24-hr 100-YR Rainfall=8.77" Prepared by {enter your company name here} Printed 6/16/2022 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: POA 1 Inflow=5.88 cfs 0.447 of Primary=5.88 cfs 0.447 of Subcatchment 1 S: DA 1 - Onsite Runoff Area=1.100 ac 0.00% Impervious Runoff Depth=3.44" Tc=19.8 min CN=56 Runoff=4.14 cfs 0.316 of Link 2L: POA 2 Inflow=90.11 cfs 7.011 of Primary=90.11 cfs 7.011 of Subcatchment2S: DA 1 - Offsite Runoff Area=0.430 ac 0.00% Impervious Runoff Depth=3.68" Tc=19.8 min CN=58 Runoff=1.74 cfs 0.132 of Link 3L: POA 3 Inflow=40.00 cfs 3.880 of Primary=40.00 cfs 3.880 of Subcatchment3S: DA 2 - Onsite Runoff Area=1.280 ac 0.00% Impervious Runoff Depth=3.32" Tc=25.0 min CN=55 Runoff=4.00 cfs 0.354 of Link 4L: POA 4 Inflow=8.57 cfs 0.595 of Primary=8.57 cfs 0.595 of Subcatchment4S: DA 2 - Offsite Runoff Area=24.040 ac 0.00% Impervious Runoff Depth=3.32" Tc=20.0 min CN=55 Runoff=86.35 cfs 6.656 of Subcatchment5S: DA 3 - Onsite Runoff Area=4.970 ac 0.00% Impervious Runoff Depth=3.32" Tc=28.8 min CN=55 Runoff=14.14 cfs 1.376 of Subcatchment6S: DA 3 - Offsite Runoff Area=8.730 ac 4.01% Impervious Runoff Depth=3.44" Tc=28.8 min UI Adjusted CN=56 Runoff=25.87 cfs 2.504 of Subcatchment7S: DA 4 - Onsite Runoff Area=0.890 ac 0.00% Impervious Runoff Depth=3.32" Tc=16.7 min CN=55 Runoff=3.55 cfs 0.246 of Subcatchment8S: DA 4 - Offsite Runoff Area=1.260 ac 0.00% Impervious Runoff Depth=3.32" Tc=16.7 min CN=55 Runoff=5.02 cfs 0.349 of Total Runoff Area = 42.700 ac Runoff Volume = 11.934 of Average Runoff Depth = 3.35" 99.18% Pervious = 42.350 ac 0.82% Impervious = 0.350 ac Predev PREDEV Type/1 24-hr 100-YR Rainfall=8.77" Prepared by {enter your company name here} Printed 6/16/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 13 Summary for Link 1 L: POA 1 Inflow Area = 1.530 ac, 0.00% Impervious, Inflow Depth = 3.51" for 100-YR event Inflow = 5.88 cfs @ 12.13 hrs, Volume= 0.447 of Primary = 5.88 cfs @ 12.13 hrs, Volume= 0.447 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Subcatchment 1 S: DA 1 - Onsite Runoff = 4.14 cfs @ 12.13 hrs, Volume= 0.316 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 0.700 55 HSG B Woods 0.400 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 1.100 56 Weighted Average 1.100 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.8 Direct Entry, Summary for Link 2L: POA 2 Inflow Area = 25.320 ac, 0.00% Impervious, Inflow Depth = 3.32" for 100-YR event Inflow = 90.11 cfs @ 12.14 hrs, Volume= 7.011 of Primary = 90.11 cfs @ 12.14 hrs, Volume= 7.011 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Subcatchment 2S: DA 1 - Offsite Runoff = 1.74 cfs @ 12.13 hrs, Volume= 0.132 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 Descri 0.050 55 HSG B Woods 0.380 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 0.430 58 Weighted Average 0.430 100.00% Pervious Area Predev PREDEV Type/1 24-hr 100-YR Rainfall=8.77" Prepared by {enter your company name here} Printed 6/16/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 14 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.8 Direct Entry, Summary for Link 3L: POA 3 Inflow Area = 13.700 ac, 2.55% Impervious, Inflow Depth = 3.40" for 100-YR event Inflow = 40.00 cfs @ 12.24 hrs, Volume= 3.880 of Primary = 40.00 cfs @ 12.24 hrs, Volume= 3.880 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Subcatchment 3S: DA 2 - Onsite Runoff = 4.00 cfs @ 12.20 hrs, Volume= 0.354 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 1.280 55 HSG B Woods 0.000 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 1.280 55 Weighted Average 1.280 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Summary for Link 4L: POA 4 Inflow Area = 2.150 ac, 0.00% Impervious, Inflow Depth = 3.32" for 100-YR event Inflow = 8.57 cfs @ 12.10 hrs, Volume= 0.595 of Primary = 8.57 cfs @ 12.10 hrs, Volume= 0.595 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Subcatchment 4S: DA 2 - Offsite Runoff = 86.35 cfs @ 12.14 hrs, Volume= 6.656 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 6/16/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 15 Area (ac) CN Description 24.040 55 HSG B Woods 0.000 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 24.040 55 Weighted Average 24.040 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment 5S: DA 3 - Onsite Runoff = 14.14 cfs @ 12.24 hrs, Volume= 1.376 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 4.970 55 HSG B Woods 0.000 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 4.970 55 Weighted Average 4.970 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 28.8 Direct Entry, Summary for Subcatchment 6S: DA 3 - Offsite Runoff = 25.87 cfs @ 12.24 hrs, Volume= 2.504 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 7.630 55 HSG B Woods 0.750 58 Meadow, non -grazed, HSG B 0.350 98 Unconnected pavement, HSG B 8.730 57 Weighted Average, UI Adjusted CN = 56 8.380 95.99% Pervious Area 0.350 4.01% Impervious Area 0.350 100.00% Unconnected Predev PREDEV Type/1 24-hr 100-YR Rainfall=8.77" Prepared by {enter your company name here} Printed 6/16/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 16 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 28.8 Direct Entry, Summary for Subcatchment 7S: DA 4 - Onsite Runoff = 3.55 cfs @ 12.10 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 0.780 55 HSG B Woods 0.110 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 16.7 Runoff = Direct Entry, Summary for Subcatchment 8S: DA 4 - Offsite 5.02 cfs @ 12.10 hrs, Volume= 0.349 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 1.220 55 HSG B Woods 0.040 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 1.260 55 Weighted Average 1.260 100.00% Pervious Area Tc Length Slope Velocity Capacity Description 16.7 Direct Entry, CASTALIA FARM WINERY POSTDEV DRAINAGE AREA MAP DRAINAGE AREA 1: TOTAL AREA = 4.04 AC — \ WOODS = 1.28 AC MEADOW = 1.93 AC IMPERVIOUS = 0.76 AC l\( % 1 0 MINUTES (ASSUMED) 5TIME OF CONCENTRATION = .) (� f-• � \ r 1 U � � \ --- 1 UP.� / / /�_, / �II I 1 f s—vv vA DRAINAGE AREA2: TOTAL AREA =24.88AC WOODS = 26.70 AC \ \ / /\�_ I ( tr- /�`�////—__�,,\�— ��l 1 1\\1`lllllll � =J / /IIIII I)Jl� I. �� �� MEADOW= 0.50 AC IMPERVIOUS = 0.00 AC TIME OF CONCENTRATION= �� 1 \\\\\\\\\\ 11 �l / \\ �\�\ � \ � � /�////�//// J .� •\ ,-! \\\\��\\ \\�\\ � — � — ,_ II P � / / — 22.4 MINUTES U\\\�\ \Q\ \\\ \�`11 �� \ — DRAINAGE AREA3: TOTAL AREA = 14.05 AC � ,� .•I ~ �r \ 1\\\\ \1 l\ `(�i �� \� \ � /i / f) / . / \� \� / \\�\\\ \\ \\\\ \ � � � f / WOODS = 15.63 AC MEADOW = 1.37 AC IMPERVIOUS = 1.14 AC TIME OF CONCENTRATION = \ \ 1\II _ — _ \\\\ 1\ y r 5.0 MINUTES (ASSUMED) _ I ` DRAIN AGE =1.1 TOTAL AREA = 1.16 AC Illfff d_, �\\\ IIIII\\\C \\\\\\ u I WOODS = 0.55 AC I�Il(/ III \\\\\ I r\\\\_��_�-_;�__ \ \ ,\� II\ — \ MEADOW=0.28AC OA< J 5 \ IMPERVIOUS = 0.33 AC I l� TIME OF CONCENTRATION J 1 = \\ ;_ \� /\\ h b �� J / 5.0MINUTES(ASSUMED) �, \��\ ` a / \\\\� \\\\\ �� �/ / / lam✓ �� \ f�_���\"IN uP"UPi6 �'m . / 1 \`l \ \� r /�V\ 4 Al -'-._�-- �\ \\ •� A� \=\L ~Jr--./// UP .24 A 0 200f 400 600 /111 \\\,1\ 1`�\.1 \�J�� � J,�ill�l�l�l�1 !���`\\\\��.\� ,Ill\I 1 \ \ 10 � y��''SS�a''L"•'��1�\\\\�.\ �� � cal :1"=2.Q0' 2S 1S DA1 Bmfifier#1- DA1roBiofi #1- 'R Ona#e 3S iP DA2-C Biorlb, PIP N"fipn Pond 1L POA1 BYpass 11S 3ro offer DA4WDeron oPmd 17S SS 'ro 7S DA3ro Biofi #2- DA3ro nfion Pond Onsfie ode O 3P DA DeRnlion Pond �- ofiana DA2 O Cubed -Steam C..in, #2 O DA fi #2 Biofijp Ilb 15P / 8S DeIon Pond DA 3'By{wsa-Om, 4P / POA3 S4 Reach Aon Llflk 1oS °n 13S DA4 W bon Pond 12S M Bypeea -Stream Bypass e-Sbeam Cros i�g#1 CT ing #1 16 De-fi1yllnbl Pond FlR SR Culvert- am Cu Cmming 1 Gaing#1 -SYream 4L CS// 14L POA4 SC H Postdev POSTDEV Type/1 24-hr 1-YR Rainfall=2.91" Prepared by {enter your company name here} Printed 7/13/2022 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 1 Inflow=0.00 cfs 0.000 of Primary=0.00 cfs 0.000 of Pond 1P: Biofilter#1 Peak Elev=575.29' Storage=4,902 cf Inflow=1.77 cfs 0.113 of Outflow=0.00 cfs 0.000 of Reach 1 R: Culvert- Stream Crossing #1 Avg. Flow Depth=0.96' Max Vet=7.61 fps Inflow=22.45 cfs 4.676 of 42.0" Round Pipe w/ 6.0" fill n=0.011 L=43.0' S=0.0058 'P Capacity=79.08 cfs Outflow=22.43 cfs 4.676 of SubcatchmentlS: DA 1 to Biofilter#1 - Runoff Area=2.630 ac 25.86% Impervious Runoff Depth=0.40" Tc=5.0 min UI Adjusted CN=63 Runoff=1.53 cfs 0.087 of Pond 2P: Detention Pond Peak EIev=572.00' Storage=0 cf Inflow=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of Reach 2R: Culvert- Stream Crossing#2 Avg. Flow Depth=0.10' Max Vet=5.09 fps Inflow=1.23 cfs 0.361 of 36.0" Round Pipe w/ 6.0" fill n=0.012 L=131.0' S=0.0382'P Capacity=118.77 cfs Outflow=1.22 cfs 0.361 of Subcatchment2S: DA 1 to Biofilter#1 - Runoff Area=1.410 ac 0.00% Impervious Runoff Depth=0.22" Tc=5.0 min CN=57 Runoff=0.27 cfs 0.026 of Link 3L: PDA 3 Inflow=0.38 cfs 0.309 of Primary=0.38 cfs 0.309 of Pond 3P: Biofilter#2 Peak EIev=576.52' Storage=12,998 cf Inflow=9.95 cfs 0.452 of Outflow=0.37 cfs 0.155 of Subcatchment3S: DA 2 - Offsite Bypass Runoff Area=23.980 ac 0.00% Impervious Runoff Depth=0.17" Tc=20.0 min CN=55 Runoff=1.13 cfs 0.343 of Link 4L: PDA 4 Inflow=0.06 cfs 0.049 of Primary=0.06 cfs 0.049 of Pond 4P: Detention Pond Peak EIev=572.41' Storage=1,318 cf Inflow=0.37 cfs 0.155 of Outflow=0.21 cfs 0.155 of Subcatchment4S: DA 2 - Onsite Bypass Runoff Area=0.900 ac 0.00% Impervious Runoff Depth=0.25" Tc=20.0 min CN=58 Runoff=0.10 cfs 0.018 of Pond 5P: Detention Pond Peak EIev=582.33' Storage=1,571 cf Inflow=0.62 cfs 0.145 of Outflow=0.17 cfs 0.144 of Reach 5R: Culvert- Stream Crossing #1 Avg. Flow Depth=0.96' Max Vet=7.61 fps Inflow=22.45 cfs 4.676 of 42.0" Round Pipe w/ 6.0" fill n=0.011 L=43.0' S=0.0058 'P Capacity=79.08 cfs Outflow=22.43 cfs 4.676 of Subcatchment5S: DA 3 to Biofilter#2 - Runoff Area=4.470 ac 54.14% Impervious Runoff Depth=1.18" Tc=5.0 min CN=80 Runoff=9.78 cfs 0.441 of Postdev POSTDEV Type/1 24-hr 1-YR Rainfall=2.91" Prepared by {enter your company name here} Printed 7/13/2022 HVdroCAD® 9.10 s/n 07054 ©2010 HVdroCAD Software Solutions LLC Paoe 3 Subcatchment6S: DA 3 to Biofilter#2 - Runoff Area=0.360 ac 25.00% Impervious Runoff Depth=0.36" Tc=5.0 min UI Adjusted CN=62 Runoff=0.18 cfs 0.011 of Subcatchment7S: DA 3 to Detention Pond - Runoff Area=1.080 ac 0.00% Impervious Runoff Depth=0.25" Tc=20.0 min CN=58 Runoff=0.12 cfs 0.022 of Subcatchment8S: DA 3 to Detention Pond - Runoff Area=7.580 ac 2.37% Impervious Runoff Depth=0.19" Tc=20.0 min CN=56 Runoff=0.50 cfs 0.123 of Subcatchment9S: DA 3 Bypass- Onsite Runoff Area=0.390 ac 0.00% Impervious Runoff Depth=0.25" Tc=5.0 min CN=58 Runoff=0.10 cfs 0.008 of Subcatchment10S: DA 3 Bypass- Offsite Runoff Area=0.170 ac 0.00% Impervious Runoff Depth=0.17" Tc=5.0 min CN=55 Runoff=0.02 cfs 0.002 of Subcatchment11S: DA 4 to Detention Pond Runoff Area=0.610 ac 54.10% Impervious Runoff Depth=1.18" Tc=5.0 min CN=80 Runoff=1.33 cfs 0.060 of Subcatchmentl2S: Bypass Area -Stream Runoff Area=228.560 ac 0.02% Impervious Runoff Depth=0.25" Tc=25.0 min CN=58 Runoff=22.45 cfs 4.676 of Subcatchmentl3S: Bypass Area - Stream Runoff Area=228.560 ac 0.02% Impervious Runoff Depth=0.25" Tc=25.0 min CN=58 Runoff=22.45 cfs 4.676 of Link 14L: SC #1 Inflow=44.87 cfs 9.352 of Primary=44.87 cfs 9.352 of Pond 16P: Detention Pond Peak Elev=546.89' Storage=1,532 cf Inflow=1.36 cfs 0.068 of Outflow=0.06 cfs 0.049 of Subcatchmentl7S: DA 4 to Detention Pond Runoff Area=0.550 ac 0.00% Impervious Runoff Depth=0.17" Tc=5.0 min CN=55 Runoff=0.05 cfs 0.008 of Total Runoff Area = 501.250 ac Runoff Volume = 10.501 of Average Runoff Depth = 0.25" 99.25% Pervious = 497.470 ac 0.75% Impervious = 3.780 ac Postdev POSTDEV Type/1 24-hr 1-YR Rainfall=2.91" Prepared by {enter your company name here) Printed 7/13/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 4 Summary for Link 1 L: POA 1 Inflow Area = 4.040 ac, 16.83% 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 1P: Biofilter#1 Inflow Area = 4.040 ac, 16.83% Impervious, Inflow Depth = 0.33" for 1-YR event Inflow = 1.77 cfs @ 11.99 hrs, Volume= 0.113 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= 575.29' @ 24.30 hrs Surf.Area= 2,400 sf Storage= 4,902 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) M (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=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Reach 1 R: Culvert - Stream Crossing #1 Inflow Area = 228.560 ac, 0.02% Impervious, Inflow Depth = 0.25" for 1-YR event Inflow = 22.45 cfs @ 12.30 hrs, Volume= 4.676 of Outflow = 22.43 cfs @ 12.31 hrs, Volume= 4.676 af, Atten= 0%, Lag= 0.2 min Postdev POSTDEV Type/1 24-hr 1-YR Rainfall=2.91" Prepared by {enter your company name here) Printed 7/13/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 5 Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Max. Velocity= 7.61 fps, Min. Travel Time= 0.1 min Avg. Velocity = 4.09 fps, Avg. Travel Time= 0.2 min Peak Storage= 127 cf @ 12.30 hrs Average Depth at Peak Storage= 1.46' above invert (0.96' above fill) Bank -Full Depth= 3.50' above invert (3.00' above fill), Capacity at Bank -Full= 79.08 cfs 42.0" Round Pipe w/ 6.0" fill n= 0.011 Length= 43.0' Slope= 0.0058 T (101 Elevation Intervals) Inlet Invert= 545.00', Outlet Invert= 544.75' db] Summary for Subcatchment 1S: DA 1 to Biofilter #1 - Onsite Runoff = 1.53 cfs @ 11.98 hrs, Volume= 0.087 af, Depth= 0.40" 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 1.400 58 Meadow, non -grazed, HSG B 0.680 98 Unconnected pavement, HSG B 0.550 58 Meadow, non -grazed, HSG B 2.630 68 Weighted Average, UI Adjusted CN = 63 1.950 74.14% Pervious Area 0.680 25.86% Impervious Area 0.680 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Pond 2P: Detention Pond Inflow Area = 4.040 ac, 16.83% 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 Postdev POSTDEV Type/1 24-hr 1-YR Rainfall=2.91" Prepared by {enter your company name here) Printed 7/13/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 6 Peak Elev= 572.00' @ 0.00 hrs Surf.Area= 862 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' 7,122 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 572.00 862 0 0 574.00 1,754 2,616 2,616 576.00 2,752 4,506 7,122 Device Routing Invert Outlet Devices #1 Primary 571.00' 24.0" Round Culvert L= 30.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 571.00' / 570.00' S= 0.0333 T Cc= 0.900 n= 0.010 #2 Device 1 573.50' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 572.00' 4.0" Vert. Orifice/Grate C= 0.600 #4 Primary 574.50' 10.0' long x 20.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=572.00' (Free Discharge) Culvert (Passes 0.00 cfs of 4.22 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) =Broad -Crested Rectangular Weir( Controls 0.00 cfs) Summary for Reach 2R: Culvert - Stream Crossing #2 Inflow Area = 24.880 ac, 0.00% Impervious, Inflow Depth = 0.17" for 1-YR event Inflow = 1.23 cfs @ 12.27 hrs, Volume= 0.361 of Outflow = 1.22 cfs @ 12.28 hrs, Volume= 0.361 af, Atten= 0%, Lag= 0.7 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Max. Velocity= 5.09 fps, Min. Travel Time= 0.4 min Avg. Velocity = 3.01 fps, Avg. Travel Time= 0.7 min Peak Storage= 31 cf @ 12.28 hrs Average Depth at Peak Storage= 0.60' above invert (0.10' above fill) Bank -Full Depth= 3.00' above invert (2.50' above fill), Capacity at Bank -Full= 118.77 cfs 36.0" Round Pipe w/ 6.0" fill n= 0.012 Concrete pipe, finished Length= 131.0' Slope= 0.0382 T (101 Elevation Intervals) Inlet Invert= 589.00'. Outlet Invert= 584.00' POSTDEV Prepared by {enter your company name here) a] Runoff = Postdev Type/1 24-hr 1-YR Rainfall=2.91" Printed 7/13/2022 Summary for Subcatchment 2S: DA 1 to Biofilter #1 - Offsite 0.27 cfs @ 12.01 hrs, Volume= 0.026 af, Depth= 0.22" 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 1.170 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 0.240 55 Woods, Good, HSG B 1.410 57 Weighted Average 1.410 100.00% Pervious Area Tc Length Slope Velocity Capacity Description 5.0 Direct Entry, Summary for Link 3L: POA 3 Inflow Area = 14.050 ac, 19.15% Impervious, Inflow Depth > 0.26" for 1-YR event Inflow = 0.38 cfs @ 15.96 hrs, Volume= 0.309 of Primary = 0.38 cfs @ 15.96 hrs, Volume= 0.309 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 = 4.830 ac, 51.97% Impervious, Inflow Depth = 1.12" for 1-YR event Inflow = 9.95 cfs @ 11.97 hrs, Volume= 0.452 of Outflow = 0.37 cfs @ 13.93 hrs, Volume= 0.155 af, Atten= 96%, Lag= 117.9 min Primary = 0.37 cfs @ 13.93 hrs, Volume= 0.155 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 576.52' @ 13.93 hrs Surf.Area= 4,450 sf Storage= 12,998 cf Plug -Flow detention time= 363.3 min calculated for 0.155 of (34% of inflow) Center -of -Mass det. time= 227.2 min ( 1,072.6 - 845.4 ) Volume Invert Avail.Storage Storage Description #1 571.49' 20,329 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 7/13/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 8 Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 571.49 4,100 0.0 0 0 571.50 4,100 40.0 16 16 574.00 4,100 25.0 2,563 2,579 576.00 4,100 100.0 8,200 10,779 578.00 5,450 100.0 9,550 20,329 Device Routing Invert Outlet Devices #1 Primary 576.50' 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=0.21 cfs @ 13.93 hrs HW=576.52' (Free Discharge) L1=Broad-Crested Rectangular Weir(Weir Controls 0.21 cfs @ 0.37 fps) Summary for Subcatchment 3S: DA 2 - Offsite Bypass Area Runoff = 1.13 cfs @ 12.28 hrs, Volume= 0.343 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 23.980 55 Woods, Good, HSG B 0.000 58 Meadow, non -grazed, HSG B 23.980 55 Weighted Average 23.980 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Link 4L: POA 4 Inflow Area = 1.160 ac, 28.45% Impervious, Inflow Depth > 0.50" for 1-YR event Inflow = 0.06 cfs @ 13.93 hrs, Volume= 0.049 of Primary = 0.06 cfs @ 13.93 hrs, Volume= 0.049 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Pond 4P: Detention Pond Inflow Area = 4.830 ac, 51.97% Impervious, Inflow Depth = 0.39" for 1-YR event Inflow = 0.37 cfs @ 13.93 hrs, Volume= 0.155 of Outflow = 0.21 cfs @ 16.68 hrs, Volume= 0.155 af, Atten= 43%, Lag= 165.2 min Primary = 0.21 cfs @ 16.68 hrs, Volume= 0.155 of Postdev POSTDEV Type/1 24-hr 1-YR Rainfall=2.91" Prepared by {enter your company name here) Printed 7/13/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 9 Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 572.41' @ 16.68 hrs Surf.Area= 3,345 sf Storage= 1,318 cf Plug -Flow detention time= 116.3 min calculated for 0.155 of (100% of inflow) Center -of -Mass det. time= 116.0 min ( 1,188.6 - 1,072.6 ) Volume Invert Avail.Storage Storage Description #1 572.00' 17,584 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 572.00 3,080 0 0 574.00 4,370 7,450 7,450 576.00 5,764 10,134 17,584 Device Routing Invert Outlet Devices #1 Primary 571.00' 36.0" Round Culvert L= 43.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 571.00' / 570.00' S= 0.0233 T Cc= 0.900 n= 0.010 #2 Device 1 575.00' 60.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 572.00' 4.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 573.00' 6.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.21 cfs @ 16.68 hrs HW=572.41' (Free Discharge) t =Culvert (Passes 0.21 cfs of 10.42 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate (Orifice Controls 0.21 cfs @ 2.38 fps) =Orifice/Grate ( Controls 0.00 cfs) Summary for Subcatchment 4S: DA 2 - Onsite Bypass Area Runoff = 0.10 cfs @ 12.22 hrs, Volume= 0.018 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 0.900 58 Meadow, non-arazed. HSG B 0.900 58 Weighted Average 0.900 100.00% 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 1-YR Rainfall=2.91" Prepared by {enter your company name here) Printed 7/13/2022 HvdroCAD@ 9.10 s/n 07054 @ 2010 HvdroCAD Software Solutions LLC Paae 10 Summary for Pond 5P: Detention Pond Inflow Area = 8.660 ac, 2.08% Impervious, Inflow Depth = 0.20" for 1-YR event Inflow = 0.62 cfs @ 12.24 hrs, Volume= 0.145 of Outflow = 0.17 cfs @ 14.63 hrs, Volume= 0.144 af, Atten= 73%, Lag= 143.2 min Primary = 0.17 cfs @ 14.63 hrs, Volume= 0.144 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 582.33' @ 14.63 hrs Surf.Area= 4,984 sf Storage= 1,571 cf Plug -Flow detention time= 183.2 min calculated for 0.144 of (99% of inflow) Center -of -Mass det. time= 180.3 min ( 1,160.0 - 979.7 ) Volume Invert Avail.Storage Storage Description #1 582.00' 49,058 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 582.00 4,628 0 0 584.00 6,805 11,433 11,433 586.00 9,280 16,085 27,518 588.00 12,260 21,540 49,058 Device Routing Invert Outlet Devices #1 Primary 580.00' 24.0" Round Culvert L= 244.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 580.00' / 574.00' S= 0.0246 T Cc= 0.900 n= 0.010 Concrete pipe, straight & clean #2 Device 1 584.00' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 582.00' 4.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.17 cfs @ 14.63 hrs HW=582.33' (Free Discharge) t1=Culvert (Passes 0.17 cfs of 13.76 cfs potential flow) �2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate (Orifice Controls 0.17 cfs @ 1.95 fps) Summary for Reach 5R: Culvert - Stream Crossing #1 Inflow Area = 228.560 ac, 0.02% Impervious, Inflow Depth = 0.25" for 1-YR event Inflow = 22.45 cfs @ 12.30 hrs, Volume= 4.676 of Outflow = 22.43 cfs @ 12.31 hrs, Volume= 4.676 af, Atten= 0%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Max. Velocity= 7.61 fps, Min. Travel Time= 0.1 min Avg. Velocity = 4.09 fps, Avg. Travel Time= 0.2 min Peak Storage= 127 cf @ 12.30 hrs Average Depth at Peak Storage= 1.46' above invert (0.96' above fill) Bank -Full Depth= 3.50' above invert (3.00' above fill), Capacity at Bank -Full= 79.08 cfs Postdev POSTDEV Type/1 24-hr 1-YR Rainfall=2.91" Prepared by {enter your company name here} Printed 7/13/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 11 42.0" Round Pipe w/ 6.0" fill n= 0.011 Length= 43.0' Slope= 0.0058 T (101 Elevation Intervals) Inlet Invert= 545.00', Outlet Invert= 544.75' 181 Summary for Subcatchment 5S: DA 3 to Biofilter #2 - Onsite Runoff = 9.78 cfs @ 11.96 hrs, Volume= 0.441 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 2.420 98 Unconnected pavement, HSG B 2.050 58 Meadow, non -grazed, HSG B 0.000 55 Woods, Good, HSG B 4.470 80 Weighted Average 2.050 45.86% Pervious Area 2.420 54.14% Impervious Area 2.420 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 6S: DA 3 to Biofilter #2 - Mite Runoff = 0.18 cfs @ 11.99 hrs, Volume= 0.011 af, Depth= 0.36" 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 0.090 98 Unconnected pavement, HSG B 0.160 58 Meadow, non -grazed, HSG B 0.110 55 Woods, Good, HSG B 0.360 67 Weighted Average, UI Adjusted CN = 62 0.270 75.00% Pervious Area 0.090 25.00% Impervious Area 0.090 100.00% Unconnected Postdev POSTDEV Type/1 24-hr 1-YR Rainfall=2.91" Prepared by {enter your company name here} Printed 7/13/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 12 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 7S: DA 3 to Detention Pond - Onsite Runoff = 0.12 cfs @ 12.22 hrs, Volume= 0.022 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 1.080 58 Meadow, non -grazed, HSG B 0.000 98 Paved parking, HSG B 1.080 58 Weighted Average 1.080 100.00% Pervious Area Tc Length Slope Velocity Capacity Description 20.0 Runoff = Direct Entry, Summary for Subcatchment 8S: DA 3 to Detention Pond - Offsite 0.50 cfs @ 12.25 hrs, Volume= 0.123 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 7.270 55 Woods, Good, HSG B 0.130 58 Meadow, non -grazed, HSG B 0.180 98 Paved parking, HSG B 7.580 56 Weighted Average 7.400 97.63% Pervious Area 0.180 2.37% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment 9S: DA 3 Bypass - Onsite Runoff = 0.10 cfs @ 12.00 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 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 7/13/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 13 Area (ac) CN Description 0.390 58 Meadow, non -grazed, HSG B 0.390 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 10S: DA 3 Bypass - Offsite Runoff = 0.02 cfs @ 12.02 hrs, Volume= 0.002 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 0.170 55 Woods. Good. HSG B 0.170 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 11S: DA 4 to Detention Pond - Onsite Runoff = 1.33 cfs @ 11.96 hrs, Volume= 0.060 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 0.330 98 Unconnected pavement, HSG B 0.280 58 Meadow, non -grazed, HSG B 0.610 80 Weighted Average 0.280 45.90% Pervious Area 0.330 54.10% Impervious Area 0.330 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 12S: Bypass Area - Stream Crossing #1 Runoff = 22.45 cfs @ 12.30 hrs, Volume= 4.676 af, Depth= 0.25" 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 7/13/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 14 Area (ac) CN Description 228.520 58 Meadow, non -grazed, HSG B 0.040 98 Unconnected pavement. HSG B 228.560 58 Weighted Average 228.520 99.98% Pervious Area 0.040 0.02% Impervious Area 0.040 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Summary for Subcatchment 13S: Bypass Area - Stream Crossing #1 Runoff = 22.45 cfs @ 12.30 hrs, Volume= 4.676 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 228.520 58 Meadow, non -grazed, HSG B 0.040 98 Unconnected pavement, HSG B 228.560 58 Weighted Average 228.520 99.98% Pervious Area 0.040 0.02% Impervious Area 0.040 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Summary for Link 14L: SC #1 Inflow Area = 457.120 ac, 0.02% Impervious, Inflow Depth = 0.25" for 1-YR event Inflow = 44.87 cfs @ 12.31 hrs, Volume= 9.352 of Primary = 44.87 cfs @ 12.31 hrs, Volume= 9.352 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Pond 16P: Detention Pond Inflow Area = 1.160 ac, 28.45% Impervious, Inflow Depth = 0.70" for 1-YR event Inflow = 1.36 cfs @ 11.97 hrs, Volume= 0.068 of Outflow = 0.06 cfs @ 13.93 hrs, Volume= 0.049 af, Atten= 96%, Lag= 118.0 min Primary = 0.06 cfs @ 13.93 hrs, Volume= 0.049 of Routing by Stor-Ind method, 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 7/13/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 15 Peak Elev= 546.89' @ 13.93 hrs Surf.Area= 1,868 sf Storage= 1,532 cf Plug -Flow detention time= 356.9 min calculated for 0.049 of (72% of inflow) Center -of -Mass det. time= 246.7 min ( 1,106.0 - 859.3 ) Volume Invert Avail.Storage Storage Description #1 545.99' 16,702 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 545.99 1,563 0.0 0 0 546.00 1,563 50.0 8 8 546.50 1,728 100.0 823 831 548.00 2,266 100.0 2,996 3,826 550.00 3,100 100.0 5,366 9,192 552.00 4,410 100.0 7,510 16,702 Device Routing Invert Outlet Devices #1 Primary 546.00' 12.0" Round Culvert L= 50.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 546.00' / 545.00' S= 0.0200 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #2 Device 1 549.00' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 546.50' 2.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.06 cfs @ 13.93 hrs HW=546.89' (Free Discharge) tTCulvert (Passes 0.06 cfs of 1.87 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate (Orifice Controls 0.06 cfs @ 2.67 fps) Summary for Subcatchment 17S: DA 4 to Detention Pond - Offsite Runoff = 0.05 cfs @ 12.02 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 0.000 98 Unconnected pavement, HSG B 0.000 58 Meadow, non -grazed, HSG B 0.550 55 Woods, Good, HSG B 0.550 55 Weighted Average 0.550 100.00% 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 7/13/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 16 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 1 Inflow=1.42 cfs 0.349 of Primary=1.42 cfs 0.349 of Pond 1P: Biofilter#1 Peak Elev=576.62' Storage=8,220 cf Inflow=11.55 cfs 0.530 of Outflow=3.81 cfs 0.349 of Reach 1R: Culvert- Stream Avg. Flow Depth=3.00' Max Vet=10.17 fps Inflow=265.70 cfs 25.911 of 42.0" Round Pipe w/ 6.0" fill n=0.011 L=43.0' S=0.00587 Capacity=79.08 cfs Outflow=79.08 cfs 25.911 of SubcatchmentlS: DA 1 to Biofilter#1 - Runoff Area=2.630 ac 25.86% Impervious Runoff Depth=1.73" Tc=5.0 min UI Adjusted CN=63 Runoff=8.33 cfs 0.379 of Pond 2P: Detention Pond Peak Elev=573.58' Storage=1,916 cf Inflow=3.81 cfs 0.349 of Outflow=1.42 cfs 0.349 of Reach 2R: Culvert- Stream Crossing Avg. Flow Depth=0.69' Max Vet=14.85 fps Inflow=27.10 cfs 2.408 of 36.0" Round Pipe w/ 6.0" fill n=0.012 L=131.0' S=0.03827 Capacity=118.77 cfs Outflow=27.05 cfs 2.408 of Subcatchment2S: DA 1 to Biofilter#1 - Runoff Area=1.410 ac 0.00% Impervious Runoff Depth=1.29" Tc=5.0 min CN=57 Runoff=3.22 cfs 0.152 of Link 3L: PDA 3 Inflow=6.89 cfs 1.894 of Primary=6.89 cfs 1.894 of Pond 3P: Biofilter#2 Peak Elev=576.97' Storage=15,064 cf Inflow=26.90 cfs 1.238 of Outflow=26.25 cfs 0.942 of Subcatchment3S: DA 2 - Offsite Bypass Runoff Area=23.980 ac 0.00% Impervious Runoff Depth=1.15" Tc=20.0 min CN=55 Runoff=25.89 cfs 2.306 of Link 4L: PDA 4 Inflow=0.15 cfs 0.196 of Primary=0.15 cfs 0.196 of Pond 4P: Detention Pond Peak Elev=575.19' Storage=13,136 cf Inflow=26.25 cfs 0.942 of Outflow=6.25 cfs 0.941 of Subcatchment4S: DA 2 - Onsite Bypass Runoff Area=0.900 ac 0.00% Impervious Runoff Depth=1.36" Tc=20.0 min CN=58 Runoff=1.21 cfs 0.102 of Pond 5P: Detention Pond Peak Elev=584.17' Storage=12,588 cf Inflow=10.31 cfs 0.894 of Outflow=3.42 cfs 0.892 of Reach 5R: Culvert- Stream Avg. Flow Depth=3.00' Max Vet=10.17 fps Inflow=265.70 cfs 25.911 of 42.0" Round Pipe w/ 6.0" fill n=0.011 L=43.0' S=0.00587 Capacity=79.08 cfs Outflow=79.08 cfs 25.911 of Subcatchment5S: DA 3 to Biofilter#2 - Runoff Area=4.470 ac 54.14% Impervious Runoff Depth=3.19" Tc=5.0 min CN=80 Runoff=25.82 cfs 1.189 of Postdev POSTDEV Type/1 24-hr 10-YR Rainfall=5.34" Prepared by {enter your company name here} Printed 7/13/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HVdroCAD Software Solutions LLC Paae 17 Subcatchment6S: DA 3 to Biofilter#2 - Runoff Area=0.360 ac 25.00% Impervious Runoff Depth=1.65" Tc=5.0 min UI Adjusted CN=62 Runoff=1.09 cfs 0.050 of Subcatchment7S: DA 3 to Detention Pond - Runoff Area=1.080 ac 0.00% Impervious Runoff Depth=1.36" Tc=20.0 min CN=58 Runoff=1.46 cfs 0.122 of Subcatchment8S: DA 3 to Detention Pond - Runoff Area=7.580 ac 2.37% Impervious Runoff Depth=1.22" Tc=20.0 min CN=56 Runoff=8.85 cfs 0.772 of Subcatchment9S: DA 3 Bypass- Onsite Runoff Area=0.390 ac 0.00% Impervious Runoff Depth=1.36" Tc=5.0 min CN=58 Runoff=0.95 cfs 0.044 of Subcatchment10S: DA 3 Bypass- Offsite Runoff Area=0.170 ac 0.00% Impervious Runoff Depth=1.15" Tc=5.0 min CN=55 Runoff=0.34 cfs 0.016 of Subcatchment11S: DA 4 to Detention Pond Runoff Area=0.610 ac 54.10% Impervious Runoff Depth=3.19" Tc=5.0 min CN=80 Runoff=3.52 cfs 0.162 of Subcatchmentl2S: Bypass Area -Stream Runoff Area=228.560 ac 0.02% Impervious Runoff Depth=1.36" Tc=25.0 min CN=58 Runoff=265.70 cfs 25.911 of Subcatchmentl3S: Bypass Area - Stream Runoff Area=228.560 ac 0.02% Impervious Runoff Depth=1.36" Tc=25.0 min CN=58 Runoff=265.70 cfs 25.911 of Link 14L: SC #1 Inflow=158.16 cfs 51.822 of Primary=158.16 cfs 51.822 of Pond 16P: Detention Pond Peak Elev=548.67' Storage=5,434 cf Inflow=4.61 cfs 0.215 of Outflow=0.15 cfs 0.196 of Subcatchmentl7S: DA 4 to Detention Pond Runoff Area=0.550 ac 0.00% Impervious Runoff Depth=1.15" Tc=5.0 min CN=55 Runoff=1.10 cfs 0.053 of Total Runoff Area = 501.250 ac Runoff Volume = 57.169 of Average Runoff Depth = 1.37" 99.25% Pervious = 497.470 ac 0.75% Impervious = 3.780 ac Postdev POSTDEV Type/1 24-hr 10-YR Rainfall=5.34" Prepared by {enter your company name here) Printed 7/13/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 18 Summary for Link 1 L: POA 1 Inflow Area = 4.040 ac, 16.83% Impervious, Inflow Depth = 1.04" for 10-YR event Inflow = 1.42 cfs @ 12.40 hrs, Volume= 0.349 of Primary = 1.42 cfs @ 12.40 hrs, Volume= 0.349 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 = 4.040 ac, 16.83% Impervious, Inflow Depth = 1.58" for 10-YR event Inflow = 11.55 cfs @ 11.97 hrs, Volume= 0.530 of Outflow = 3.81 cfs @ 12.10 hrs, Volume= 0.349 af, Atten= 67%, Lag= 7.6 min Primary = 3.81 cfs @ 12.10 hrs, Volume= 0.349 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 576.62' @ 12.10 hrs Surf.Area= 2,765 sf Storage= 8,220 cf Plug -Flow detention time= 202.2 min calculated for 0.349 of (66% of inflow) Center -of -Mass det. time= 79.7 min ( 942.8 - 863.1 ) 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) M (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=3.52 cfs @ 12.10 hrs HW=576.62' (Free Discharge) t1=Broad-Crested Rectangular Weir(Weir Controls 3.52 cfs @ 0.93 fps) Summary for Reach 1 R: Culvert - Stream Crossing #1 Inflow Area = 228.560 ac, 0.02% Impervious, Inflow Depth = 1.36" for 10-YR event Inflow = 265.70 cfs @ 12.21 hrs, Volume= 25.911 of Outflow = 79.08 cfs @ 12.03 hrs, Volume= 25.911 af, Atten= 70%, Lag= 0.0 min Postdev POSTDEV Type/1 24-hr 10-YR Rainfall=5.34" Prepared by {enter your company name here) Printed 7/13/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 19 Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Max. Velocity= 10.17 fps, Min. Travel Time= 0.1 min Avg. Velocity = 6.25 fps, Avg. Travel Time= 0.1 min Peak Storage= 377 cf @ 12.00 hrs Average Depth at Peak Storage= 3.50' above invert (3.00' above fill) Bank -Full Depth= 3.50' above invert (3.00' above fill), Capacity at Bank -Full= 79.08 cfs 42.0" Round Pipe w/ 6.0" fill n= 0.011 Length= 43.0' Slope= 0.0058 T (101 Elevation Intervals) Inlet Invert= 545.00', Outlet Invert= 544.75' a] Summary for Subcatchment 1S: DA 1 to Biofilter #1 - Onsite Runoff = 8.33 cfs @ 11.97 hrs, Volume= 0.379 af, Depth= 1.73" 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 1.400 58 Meadow, non -grazed, HSG B 0.680 98 Unconnected pavement, HSG B 0.550 58 Meadow, non -grazed, HSG B 2.630 68 Weighted Average, UI Adjusted CN = 63 1.950 74.14% Pervious Area 0.680 25.86% Impervious Area 0.680 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Pond 2P: Detention Pond Inflow Area = 4.040 ac, 16.83% Impervious, Inflow Depth = 1.04" for 10-YR event Inflow = 3.81 cfs @ 12.10 hrs, Volume= 0.349 of Outflow = 1.42 cfs @ 12.40 hrs, Volume= 0.349 af, Atten= 63%, Lag= 18.5 min Primary = 1.42 cfs @ 12.40 hrs, Volume= 0.349 of Routing by Stor-Ind method, 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 7/13/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 20 Peak Elev= 573.58' @ 12.40 hrs Surf.Area= 1,566 sf Storage= 1,916 cf Plug -Flow detention time= 42.3 min calculated for 0.349 of (100% of inflow) Center -of -Mass det. time= 42.6 min ( 985.3 - 942.8 ) Volume Invert Avail.Storage Storage Description #1 572.00' 7,122 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 572.00 862 0 0 574.00 1,754 2,616 2,616 576.00 2,752 4,506 7,122 Device Routing Invert Outlet Devices #1 Primary 571.00' 24.0" Round Culvert L= 30.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 571.00' / 570.00' S= 0.0333 T Cc= 0.900 n= 0.010 #2 Device 1 573.50' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 572.00' 4.0" Vert. Orifice/Grate C= 0.600 #4 Primary 574.50' 10.0' long x 20.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=1.37 cfs @ 12.40 hrs HW=573.58' (Free Discharge) Culvert (Passes 1.37 cfs of 15.00 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.88 cfs @ 0.91 fps) 3=Orifice/Grate (Orifice Controls 0.50 cfs @ 5.72 fps) =Broad -Crested Rectangular Weir( Controls 0.00 cfs) Summary for Reach 2R: Culvert - Stream Crossing #2 Inflow Area = 24.880 ac, 0.00% Impervious, Inflow Depth = 1.16" for 10-YR event Inflow = 27.10 cfs @ 12.15 hrs, Volume= 2.408 of Outflow = 27.05 cfs @ 12.16 hrs, Volume= 2.408 af, Atten= 0%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Max. Velocity= 14.85 fps, Min. Travel Time= 0.1 min Avg. Velocity = 5.38 fps, Avg. Travel Time= 0.4 min Peak Storage= 239 cf @ 12.16 hrs Average Depth at Peak Storage= 1.19' above invert (0.69' above fill) Bank -Full Depth= 3.00' above invert (2.50' above fill), Capacity at Bank -Full= 118.77 cfs 36.0" Round Pipe w/ 6.0" fill n= 0.012 Concrete pipe, finished Length= 131.0' Slope= 0.0382 T (101 Elevation Intervals) Inlet Invert= 589.00'. Outlet Invert= 584.00' Postdev POSTDEV Type/1 24-hr 10-YR Rainfall=5.34" Prepared by {enter your company name here) Printed 7/13/2022 a] Runoff = Summary for Subcatchment 2S: DA 1 to Biofilter #1 - Offsite 3.22 cfs @ 11.97 hrs, Volume= 0.152 af, Depth= 1.29" 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 1.170 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 0.240 55 Woods, Good, HSG B 1.410 57 Weighted Average 1.410 100.00% Pervious Area Tc Length Slope Velocity Capacity Description 5.0 Direct Entry, Summary for Link 3L: POA 3 Inflow Area = 14.050 ac, 19.15% Impervious, Inflow Depth > 1.62" for 10-YR event Inflow = 6.89 cfs @ 12.13 hrs, Volume= 1.894 of Primary = 6.89 cfs @ 12.13 hrs, Volume= 1.894 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 = 4.830 ac, 51.97% Impervious, Inflow Depth = 3.08" for 10-YR event Inflow = 26.90 cfs @ 11.96 hrs, Volume= 1.238 of Outflow = 26.25 cfs @ 11.98 hrs, Volume= 0.942 af, Atten= 2%, Lag= 0.9 min Primary = 26.25 cfs @ 11.98 hrs, Volume= 0.942 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 576.97' @ 11.98 hrs Surf.Area= 4,753 sf Storage= 15,064 cf Plug -Flow detention time= 137.6 min calculated for 0.942 of (76% of inflow) Center -of -Mass det. time= 46.0 min ( 862.8 - 816.8 ) Volume Invert Avail.Storage Storage Description #1 571.49' 20,329 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 7/13/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 22 Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 571.49 4,100 0.0 0 0 571.50 4,100 40.0 16 16 574.00 4,100 25.0 2,563 2,579 576.00 4,100 100.0 8,200 10,779 578.00 5,450 100.0 9,550 20,329 Device Routing Invert Outlet Devices #1 Primary 576.50' 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=25.89 cfs @ 11.98 hrs HW=576.96' (Free Discharge) L1=Broad-Crested Rectangular Weir(Weir Controls 25.89 cfs @ 1.86 fps) Summary for Subcatchment 3S: DA 2 - Offsite Bypass Area Runoff = 25.89 cfs @ 12.15 hrs, Volume= 2.306 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 23.980 55 Woods, Good, HSG B 0.000 58 Meadow, non -grazed, HSG B 23.980 55 Weighted Average 23.980 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Link 4L: POA 4 Inflow Area = 1.160 ac, 28.45% Impervious, Inflow Depth > 2.02" for 10-YR event Inflow = 0.15 cfs @ 14.08 hrs, Volume= 0.196 of Primary = 0.15 cfs @ 14.08 hrs, Volume= 0.196 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Pond 4P: Detention Pond Inflow Area = 4.830 ac, 51.97% Impervious, Inflow Depth = 2.34" for 10-YR event Inflow = 26.25 cfs @ 11.98 hrs, Volume= 0.942 of Outflow = 6.25 cfs @ 12.13 hrs, Volume= 0.941 af, Atten= 76%, Lag= 9.4 min Primary = 6.25 cfs @ 12.13 hrs, Volume= 0.941 of Postdev POSTDEV Type/1 24-hr 10-YR Rainfall=5.34" Prepared by {enter your company name here) Printed 7/13/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 23 Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 575.19' @ 12.13 hrs Surf.Area= 5,198 sf Storage= 13,136 cf Plug -Flow detention time= 102.5 min calculated for 0.941 of (100% of inflow) Center -of -Mass det. time= 102.1 min ( 964.9 - 862.8 ) Volume Invert Avail.Storage Storage Description #1 572.00' 17,584 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 572.00 3,080 0 0 574.00 4,370 7,450 7,450 576.00 5,764 10,134 17,584 Device Routing Invert Outlet Devices #1 Primary 571.00' 36.0" Round Culvert L= 43.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 571.00' / 570.00' S= 0.0233 T Cc= 0.900 n= 0.010 #2 Device 1 575.00' 60.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 572.00' 4.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 573.00' 6.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=6.00 cfs @ 12.13 hrs HW=575.18' (Free Discharge) t =Culvert (Passes 6.00 cfs of 44.00 cfs potential flow) 2=Orifice/Grate (Weir Controls 3.96 cfs @ 1.39 fps) 3=Orifice/Grate (Orifice Controls 0.73 cfs @ 8.36 fps) =Orifice/Grate (Orifice Controls 1.31 cfs @ 6.69 fps) Summary for Subcatchment 4S: DA 2 - Onsite Bypass Area Runoff = 1.21 cfs @ 12.15 hrs, Volume= 0.102 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 0.900 58 Meadow, non-arazed. HSG B 0.900 58 Weighted Average 0.900 100.00% 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 7/13/2022 HvdroCAD@ 9.10 s/n 07054 @ 2010 HvdroCAD Software Solutions LLC Paae 24 Summary for Pond 5P: Detention Pond Inflow Area = 8.660 ac, 2.08% Impervious, Inflow Depth = 1.24" for 10-YR event Inflow = 10.31 cfs @ 12.15 hrs, Volume= 0.894 of Outflow = 3.42 cfs @ 12.53 hrs, Volume= 0.892 af, Atten= 67%, Lag= 22.4 min Primary = 3.42 cfs @ 12.53 hrs, Volume= 0.892 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 584.17' @ 12.53 hrs Surf.Area= 7,012 sf Storage= 12,588 cf Plug -Flow detention time= 228.7 min calculated for 0.892 of (100% of inflow) Center -of -Mass det. time= 227.5 min ( 1,119.9 - 892.3 ) Volume Invert Avail.Storage Storage Description #1 582.00' 49,058 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 582.00 4,628 0 0 584.00 6,805 11,433 11,433 586.00 9,280 16,085 27,518 588.00 12,260 21,540 49,058 Device Routing Invert Outlet Devices #1 Primary 580.00' 24.0" Round Culvert L= 244.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 580.00' / 574.00' S= 0.0246 T Cc= 0.900 n= 0.010 Concrete pipe, straight & clean #2 Device 1 584.00' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 582.00' 4.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=3.39 cfs @ 12.53 hrs HW=584.17' (Free Discharge) t1=Culvert (Passes 3.39 cfs of 21.25 cfs potential flow) �2=Orifice/Grate (Weir Controls 2.80 cfs @ 1.34 fps) 3=Orifice/Grate (Orifice Controls 0.59 cfs @ 6.81 fps) Summary for Reach 5R: Culvert - Stream Crossing #1 Inflow Area = 228.560 ac, 0.02% Impervious, Inflow Depth = 1.36" for 10-YR event Inflow = 265.70 cfs @ 12.21 hrs, Volume= 25.911 of Outflow = 79.08 cfs @ 12.03 hrs, Volume= 25.911 af, Atten= 70%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Max. Velocity= 10.17 fps, Min. Travel Time= 0.1 min Avg. Velocity = 6.25 fps, Avg. Travel Time= 0.1 min Peak Storage= 377 cf @ 12.00 hrs Average Depth at Peak Storage= 3.50' above invert (3.00' above fill) Bank -Full Depth= 3.50' above invert (3.00' above fill), Capacity at Bank -Full= 79.08 cfs Postdev POSTDEV Type/1 24-hr 10-YR Rainfall=5.34" Prepared by {enter your company name here} Printed 7/13/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 25 42.0" Round Pipe w/ 6.0" fill n= 0.011 Length= 43.0' Slope= 0.0058 T (101 Elevation Intervals) Inlet Invert= 545.00', Outlet Invert= 544.75' a] Summary for Subcatchment 5S: DA 3 to Biofilter #2 - Onsite Runoff = 25.82 cfs @ 11.96 hrs, Volume= 1.189 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 2.420 98 Unconnected pavement, HSG B 2.050 58 Meadow, non -grazed, HSG B 0.000 55 Woods, Good, HSG B 4.470 80 Weighted Average 2.050 45.86% Pervious Area 2.420 54.14% Impervious Area 2.420 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 6S: DA 3 to Biofilter #2 - Mite Runoff = 1.09 cfs @ 11.97 hrs, Volume= 0.050 af, Depth= 1.65" 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 0.090 98 Unconnected pavement, HSG B 0.160 58 Meadow, non -grazed, HSG B 0.110 55 Woods, Good, HSG B 0.360 67 Weighted Average, UI Adjusted CN = 62 0.270 75.00% Pervious Area 0.090 25.00% Impervious Area 0.090 100.00% Unconnected Postdev POSTDEV Type/1 24-hr 10-YR Rainfall=5.34" Prepared by {enter your company name here} Printed 7/13/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 26 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 7S: DA 3 to Detention Pond - Onsite Runoff = 1.46 cfs @ 12.15 hrs, Volume= 0.122 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 1.080 58 Meadow, non -grazed, HSG B 0.000 98 Paved parking, HSG B 1.080 58 Weighted Average 1.080 100.00% Pervious Area Tc Length Slope Velocity Capacity Description 20.0 Runoff = Direct Entry, Summary for Subcatchment 8S: DA 3 to Detention Pond - Offsite 8.85 cfs @ 12.15 hrs, Volume= 0.772 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 7.270 55 Woods, Good, HSG B 0.130 58 Meadow, non -grazed, HSG B 0.180 98 Paved parking, HSG B 7.580 56 Weighted Average 7.400 97.63% Pervious Area 0.180 2.37% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment 9S: DA 3 Bypass - Onsite Runoff = 0.95 cfs @ 11.97 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 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 7/13/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 27 Area (ac) CN Description 0.390 58 Meadow, non -grazed, HSG B 0.390 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 10S: DA 3 Bypass - Offsite Runoff = 0.34 cfs @ 11.97 hrs, Volume= 0.016 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 0.170 55 Woods. Good. HSG B 0.170 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 11S: DA 4 to Detention Pond - Onsite Runoff = 3.52 cfs @ 11.96 hrs, Volume= 0.162 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 0.330 98 Unconnected pavement, HSG B 0.280 58 Meadow, non -grazed, HSG B 0.610 80 Weighted Average 0.280 45.90% Pervious Area 0.330 54.10% Impervious Area 0.330 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 12S: Bypass Area - Stream Crossing #1 Runoff = 265.70 cfs @ 12.21 hrs, Volume= 25.911 af, Depth= 1.36" 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 7/13/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 28 Area (ac) CN Description 228.520 58 Meadow, non -grazed, HSG B 0.040 98 Unconnected pavement. HSG B 228.560 58 Weighted Average 228.520 99.98% Pervious Area 0.040 0.02% Impervious Area 0.040 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Summary for Subcatchment 13S: Bypass Area - Stream Crossing #1 Runoff = 265.70 cfs @ 12.21 hrs, Volume= 25.911 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 228.520 58 Meadow, non -grazed, HSG B 0.040 98 Unconnected pavement, HSG B 228.560 58 Weighted Average 228.520 99.98% Pervious Area 0.040 0.02% Impervious Area 0.040 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Summary for Link 14L: SC #1 Inflow Area = 457.120 ac, 0.02% Impervious, Inflow Depth = 1.36" for 10-YR event Inflow = 158.16 cfs @ 12.03 hrs, Volume= 51.822 of Primary = 158.16 cfs @ 12.03 hrs, Volume= 51.822 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Pond 16P: Detention Pond Inflow Area = 1.160 ac, 28.45% Impervious, Inflow Depth = 2.23" for 10-YR event Inflow = 4.61 cfs @ 11.96 hrs, Volume= 0.215 of Outflow = 0.15 cfs @ 14.08 hrs, Volume= 0.196 af, Atten= 97%, Lag= 127.0 min Primary = 0.15 cfs @ 14.08 hrs, Volume= 0.196 of Routing by Stor-Ind method, 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 7/13/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 29 Peak Elev= 548.67' @ 14.08 hrs Surf.Area= 2,545 sf Storage= 5,434 cf Plug -Flow detention time= 459.6 min calculated for 0.195 of (91 % of inflow) Center -of -Mass det. time= 412.8 min ( 1,244.5 - 831.7 ) Volume Invert Avail.Storage Storage Description #1 545.99' 16,702 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 545.99 1,563 0.0 0 0 546.00 1,563 50.0 8 8 546.50 1,728 100.0 823 831 548.00 2,266 100.0 2,996 3,826 550.00 3,100 100.0 5,366 9,192 552.00 4,410 100.0 7,510 16,702 Device Routing Invert Outlet Devices #1 Primary 546.00' 12.0" Round Culvert L= 50.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 546.00' / 545.00' S= 0.0200 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #2 Device 1 549.00' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 546.50' 2.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.15 cfs @ 14.08 hrs HW=548.67' (Free Discharge) tTCulvert (Passes 0.15 cfs of 4.40 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate (Orifice Controls 0.15 cfs @ 6.95 fps) Summary for Subcatchment 17S: DA 4 to Detention Pond - Offsite Runoff = 1.10 cfs @ 11.97 hrs, Volume= 0.053 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 98 Unconnected pavement, HSG B 0.000 58 Meadow, non -grazed, HSG B 0.550 55 Woods, Good, HSG B 0.550 55 Weighted Average 0.550 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Postdev POSTDEV Type ll24-hr25-YR Rainfall=2.91" Prepared by {enter your company name here} Printed 7/13/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 30 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 1 Inflow=0.00 cfs 0.000 of Primary=0.00 cfs 0.000 of Pond 1P: Biofilter#1 Peak Elev=575.29' Storage=4,902 cf Inflow=1.77 cfs 0.113 of Outflow=0.00 cfs 0.000 of Reach 1 R: Culvert- Stream Crossing #1 Avg. Flow Depth=0.96' Max Vet=7.61 fps Inflow=22.45 cfs 4.676 of 42.0" Round Pipe w/ 6.0" fill n=0.011 L=43.0' S=0.0058 'P Capacity=79.08 cfs Outflow=22.43 cfs 4.676 of SubcatchmentlS: DA 1 to Biofilter#1 - Runoff Area=2.630 ac 25.86% Impervious Runoff Depth=0.40" Tc=5.0 min UI Adjusted CN=63 Runoff=1.53 cfs 0.087 of Pond 2P: Detention Pond Peak EIev=572.00' Storage=0 cf Inflow=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of Reach 2R: Culvert- Stream Crossing#2 Avg. Flow Depth=0.10' Max Vet=5.09 fps Inflow=1.23 cfs 0.361 of 36.0" Round Pipe w/ 6.0" fill n=0.012 L=131.0' S=0.0382'P Capacity=118.77 cfs Outflow=1.22 cfs 0.361 of Subcatchment2S: DA 1 to Biofilter#1 - Runoff Area=1.410 ac 0.00% Impervious Runoff Depth=0.22" Tc=5.0 min CN=57 Runoff=0.27 cfs 0.026 of Link 3L: PDA 3 Inflow=0.38 cfs 0.309 of Primary=0.38 cfs 0.309 of Pond 3P: Biofilter#2 Peak EIev=576.52' Storage=12,998 cf Inflow=9.95 cfs 0.452 of Outflow=0.37 cfs 0.155 of Subcatchment3S: DA 2 - Offsite Bypass Runoff Area=23.980 ac 0.00% Impervious Runoff Depth=0.17" Tc=20.0 min CN=55 Runoff=1.13 cfs 0.343 of Link 4L: PDA 4 Inflow=0.06 cfs 0.049 of Primary=0.06 cfs 0.049 of Pond 4P: Detention Pond Peak EIev=572.41' Storage=1,318 cf Inflow=0.37 cfs 0.155 of Outflow=0.21 cfs 0.155 of Subcatchment4S: DA 2 - Onsite Bypass Runoff Area=0.900 ac 0.00% Impervious Runoff Depth=0.25" Tc=20.0 min CN=58 Runoff=0.10 cfs 0.018 of Pond 5P: Detention Pond Peak EIev=582.33' Storage=1,571 cf Inflow=0.62 cfs 0.145 of Outflow=0.17 cfs 0.144 of Reach 5R: Culvert- Stream Crossing #1 Avg. Flow Depth=0.96' Max Vet=7.61 fps Inflow=22.45 cfs 4.676 of 42.0" Round Pipe w/ 6.0" fill n=0.011 L=43.0' S=0.0058 'P Capacity=79.08 cfs Outflow=22.43 cfs 4.676 of Subcatchment5S: DA 3 to Biofilter#2 - Runoff Area=4.470 ac 54.14% Impervious Runoff Depth=1.18" Tc=5.0 min CN=80 Runoff=9.78 cfs 0.441 of Postdev POSTDEV Type ll24-hr25-YR Rainfall=2.91" Prepared by {enter your company name here} Printed 7/13/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HVdroCAD Software Solutions LLC Paae 31 Subcatchment6S: DA 3 to Biofilter#2 - Runoff Area=0.360 ac 25.00% Impervious Runoff Depth=0.36" Tc=5.0 min UI Adjusted CN=62 Runoff=0.18 cfs 0.011 of Subcatchment7S: DA 3 to Detention Pond - Runoff Area=1.080 ac 0.00% Impervious Runoff Depth=0.25" Tc=20.0 min CN=58 Runoff=0.12 cfs 0.022 of Subcatchment8S: DA 3 to Detention Pond - Runoff Area=7.580 ac 2.37% Impervious Runoff Depth=0.19" Tc=20.0 min CN=56 Runoff=0.50 cfs 0.123 of Subcatchment9S: DA 3 Bypass- Onsite Runoff Area=0.390 ac 0.00% Impervious Runoff Depth=0.25" Tc=5.0 min CN=58 Runoff=0.10 cfs 0.008 of Subcatchment10S: DA 3 Bypass- Offsite Runoff Area=0.170 ac 0.00% Impervious Runoff Depth=0.17" Tc=5.0 min CN=55 Runoff=0.02 cfs 0.002 of Subcatchment11S: DA 4 to Detention Pond Runoff Area=0.610 ac 54.10% Impervious Runoff Depth=1.18" Tc=5.0 min CN=80 Runoff=1.33 cfs 0.060 of Subcatchmentl2S: Bypass Area -Stream Runoff Area=228.560 ac 0.02% Impervious Runoff Depth=0.25" Tc=25.0 min CN=58 Runoff=22.45 cfs 4.676 of Subcatchmentl3S: Bypass Area - Stream Runoff Area=228.560 ac 0.02% Impervious Runoff Depth=0.25" Tc=25.0 min CN=58 Runoff=22.45 cfs 4.676 of Link 14L: SC #1 Inflow=44.87 cfs 9.352 of Primary=44.87 cfs 9.352 of Pond 16P: Detention Pond Peak Elev=546.89' Storage=1,532 cf Inflow=1.36 cfs 0.068 of Outflow=0.06 cfs 0.049 of Subcatchmentl7S: DA 4 to Detention Pond Runoff Area=0.550 ac 0.00% Impervious Runoff Depth=0.17" Tc=5.0 min CN=55 Runoff=0.05 cfs 0.008 of Total Runoff Area = 501.250 ac Runoff Volume = 10.501 of Average Runoff Depth = 0.25" 99.25% Pervious = 497.470 ac 0.75% Impervious = 3.780 ac Postdev POSTDEV Type ll24-hr25-YR Rainfall=2.91" Prepared by {enter your company name here) Printed 7/13/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 32 Summary for Link 1 L: POA 1 Inflow Area = 4.040 ac, 16.83% Impervious, Inflow Depth = 0.00" for 25-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 1P: Biofilter#1 Inflow Area = 4.040 ac, 16.83% Impervious, Inflow Depth = 0.33" for 25-YR event Inflow = 1.77 cfs @ 11.99 hrs, Volume= 0.113 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= 575.29' @ 24.30 hrs Surf.Area= 2,400 sf Storage= 4,902 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) M (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=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Reach 1 R: Culvert - Stream Crossing #1 Inflow Area = 228.560 ac, 0.02% Impervious, Inflow Depth = 0.25" for 25-YR event Inflow = 22.45 cfs @ 12.30 hrs, Volume= 4.676 of Outflow = 22.43 cfs @ 12.31 hrs, Volume= 4.676 af, Atten= 0%, Lag= 0.2 min Postdev POSTDEV Type ll24-hr25-YR Rainfall=2.91" Prepared by {enter your company name here) Printed 7/13/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 33 Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Max. Velocity= 7.61 fps, Min. Travel Time= 0.1 min Avg. Velocity = 4.09 fps, Avg. Travel Time= 0.2 min Peak Storage= 127 cf @ 12.30 hrs Average Depth at Peak Storage= 1.46' above invert (0.96' above fill) Bank -Full Depth= 3.50' above invert (3.00' above fill), Capacity at Bank -Full= 79.08 cfs 42.0" Round Pipe w/ 6.0" fill n= 0.011 Length= 43.0' Slope= 0.0058 T (101 Elevation Intervals) Inlet Invert= 545.00', Outlet Invert= 544.75' db] Summary for Subcatchment 1S: DA 1 to Biofilter #1 - Onsite Runoff = 1.53 cfs @ 11.98 hrs, Volume= 0.087 af, Depth= 0.40" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 25-YR Rainfall=2.91" Area (ac) CN Description 1.400 58 Meadow, non -grazed, HSG B 0.680 98 Unconnected pavement, HSG B 0.550 58 Meadow, non -grazed, HSG B 2.630 68 Weighted Average, UI Adjusted CN = 63 1.950 74.14% Pervious Area 0.680 25.86% Impervious Area 0.680 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Pond 2P: Detention Pond Inflow Area = 4.040 ac, 16.83% Impervious, Inflow Depth = 0.00" for 25-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 Postdev POSTDEV Type ll24-hr25-YR Rainfall=2.91" Prepared by {enter your company name here) Printed 7/13/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 34 Peak Elev= 572.00' @ 0.00 hrs Surf.Area= 862 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' 7,122 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 572.00 862 0 0 574.00 1,754 2,616 2,616 576.00 2,752 4,506 7,122 Device Routing Invert Outlet Devices #1 Primary 571.00' 24.0" Round Culvert L= 30.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 571.00' / 570.00' S= 0.0333 T Cc= 0.900 n= 0.010 #2 Device 1 573.50' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 572.00' 4.0" Vert. Orifice/Grate C= 0.600 #4 Primary 574.50' 10.0' long x 20.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=572.00' (Free Discharge) Culvert (Passes 0.00 cfs of 4.22 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) =Broad -Crested Rectangular Weir( Controls 0.00 cfs) Summary for Reach 2R: Culvert - Stream Crossing #2 Inflow Area = 24.880 ac, 0.00% Impervious, Inflow Depth = 0.17" for 25-YR event Inflow = 1.23 cfs @ 12.27 hrs, Volume= 0.361 of Outflow = 1.22 cfs @ 12.28 hrs, Volume= 0.361 af, Atten= 0%, Lag= 0.7 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Max. Velocity= 5.09 fps, Min. Travel Time= 0.4 min Avg. Velocity = 3.01 fps, Avg. Travel Time= 0.7 min Peak Storage= 31 cf @ 12.28 hrs Average Depth at Peak Storage= 0.60' above invert (0.10' above fill) Bank -Full Depth= 3.00' above invert (2.50' above fill), Capacity at Bank -Full= 118.77 cfs 36.0" Round Pipe w/ 6.0" fill n= 0.012 Concrete pipe, finished Length= 131.0' Slope= 0.0382 T (101 Elevation Intervals) Inlet Invert= 589.00'. Outlet Invert= 584.00' Postdev POSTDEV Type ll24-hr25-YR Rainfall=2.91" Prepared by {enter your company name here) Printed 7/13/2022 a] Runoff = Summary for Subcatchment 2S: DA 1 to Biofilter #1 - Offsite 0.27 cfs @ 12.01 hrs, Volume= 0.026 af, Depth= 0.22" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 25-YR Rainfall=2.91" Area (ac) CN Description 1.170 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 0.240 55 Woods, Good, HSG B 1.410 57 Weighted Average 1.410 100.00% Pervious Area Tc Length Slope Velocity Capacity Description 5.0 Direct Entry, Summary for Link 3L: POA 3 Inflow Area = 14.050 ac, 19.15% Impervious, Inflow Depth > 0.26" for 25-YR event Inflow = 0.38 cfs @ 15.96 hrs, Volume= 0.309 of Primary = 0.38 cfs @ 15.96 hrs, Volume= 0.309 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 = 4.830 ac, 51.97% Impervious, Inflow Depth = 1.12" for 25-YR event Inflow = 9.95 cfs @ 11.97 hrs, Volume= 0.452 of Outflow = 0.37 cfs @ 13.93 hrs, Volume= 0.155 af, Atten= 96%, Lag= 117.9 min Primary = 0.37 cfs @ 13.93 hrs, Volume= 0.155 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 576.52' @ 13.93 hrs Surf.Area= 4,450 sf Storage= 12,998 cf Plug -Flow detention time= 363.3 min calculated for 0.155 of (34% of inflow) Center -of -Mass det. time= 227.2 min ( 1,072.6 - 845.4 ) Volume Invert Avail.Storage Storage Description #1 571.49' 20,329 cf Custom Stage Data (Prismatic)Listed below (Recalc) Postdev POSTDEV Type ll24-hr25-YR Rainfall=2.91" Prepared by {enter your company name here} Printed 7/13/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 36 Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 571.49 4,100 0.0 0 0 571.50 4,100 40.0 16 16 574.00 4,100 25.0 2,563 2,579 576.00 4,100 100.0 8,200 10,779 578.00 5,450 100.0 9,550 20,329 Device Routing Invert Outlet Devices #1 Primary 576.50' 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=0.21 cfs @ 13.93 hrs HW=576.52' (Free Discharge) L1=Broad-Crested Rectangular Weir(Weir Controls 0.21 cfs @ 0.37 fps) Summary for Subcatchment 3S: DA 2 - Offsite Bypass Area Runoff = 1.13 cfs @ 12.28 hrs, Volume= 0.343 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 25-YR Rainfall=2.91" Area (ac) CN Description 23.980 55 Woods, Good, HSG B 0.000 58 Meadow, non -grazed, HSG B 23.980 55 Weighted Average 23.980 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Link 4L: POA 4 Inflow Area = 1.160 ac, 28.45% Impervious, Inflow Depth > 0.50" for 25-YR event Inflow = 0.06 cfs @ 13.93 hrs, Volume= 0.049 of Primary = 0.06 cfs @ 13.93 hrs, Volume= 0.049 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Pond 4P: Detention Pond Inflow Area = 4.830 ac, 51.97% Impervious, Inflow Depth = 0.39" for 25-YR event Inflow = 0.37 cfs @ 13.93 hrs, Volume= 0.155 of Outflow = 0.21 cfs @ 16.68 hrs, Volume= 0.155 af, Atten= 43%, Lag= 165.2 min Primary = 0.21 cfs @ 16.68 hrs, Volume= 0.155 of Postdev POSTDEV Type ll24-hr25-YR Rainfall=2.91" Prepared by {enter your company name here) Printed 7/13/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 37 Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 572.41' @ 16.68 hrs Surf.Area= 3,345 sf Storage= 1,318 cf Plug -Flow detention time= 116.3 min calculated for 0.155 of (100% of inflow) Center -of -Mass det. time= 116.0 min ( 1,188.6 - 1,072.6 ) Volume Invert Avail.Storage Storage Description #1 572.00' 17,584 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 572.00 3,080 0 0 574.00 4,370 7,450 7,450 576.00 5,764 10,134 17,584 Device Routing Invert Outlet Devices #1 Primary 571.00' 36.0" Round Culvert L= 43.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 571.00' / 570.00' S= 0.0233 T Cc= 0.900 n= 0.010 #2 Device 1 575.00' 60.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 572.00' 4.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 573.00' 6.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.21 cfs @ 16.68 hrs HW=572.41' (Free Discharge) t =Culvert (Passes 0.21 cfs of 10.42 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate (Orifice Controls 0.21 cfs @ 2.38 fps) =Orifice/Grate ( Controls 0.00 cfs) Summary for Subcatchment 4S: DA 2 - Onsite Bypass Area Runoff = 0.10 cfs @ 12.22 hrs, Volume= 0.018 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 25-YR Rainfall=2.91" Area (ac) CN Description 0.000 55 Woods, Good, HSG B 0.900 58 Meadow, non-arazed. HSG B 0.900 58 Weighted Average 0.900 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Postdev POSTDEV Type ll24-hr25-YR Rainfall=2.91" Prepared by {enter your company name here) Printed 7/13/2022 HvdroCAD@ 9.10 s/n 07054 @ 2010 HvdroCAD Software Solutions LLC Paae 38 Summary for Pond 5P: Detention Pond Inflow Area = 8.660 ac, 2.08% Impervious, Inflow Depth = 0.20" for 25-YR event Inflow = 0.62 cfs @ 12.24 hrs, Volume= 0.145 of Outflow = 0.17 cfs @ 14.63 hrs, Volume= 0.144 af, Atten= 73%, Lag= 143.2 min Primary = 0.17 cfs @ 14.63 hrs, Volume= 0.144 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 582.33' @ 14.63 hrs Surf.Area= 4,984 sf Storage= 1,571 cf Plug -Flow detention time= 183.2 min calculated for 0.144 of (99% of inflow) Center -of -Mass det. time= 180.3 min ( 1,160.0 - 979.7 ) Volume Invert Avail.Storage Storage Description #1 582.00' 49,058 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 582.00 4,628 0 0 584.00 6,805 11,433 11,433 586.00 9,280 16,085 27,518 588.00 12,260 21,540 49,058 Device Routing Invert Outlet Devices #1 Primary 580.00' 24.0" Round Culvert L= 244.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 580.00' / 574.00' S= 0.0246 T Cc= 0.900 n= 0.010 Concrete pipe, straight & clean #2 Device 1 584.00' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 582.00' 4.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.17 cfs @ 14.63 hrs HW=582.33' (Free Discharge) t1=Culvert (Passes 0.17 cfs of 13.76 cfs potential flow) �2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate (Orifice Controls 0.17 cfs @ 1.95 fps) Summary for Reach 5R: Culvert - Stream Crossing #1 Inflow Area = 228.560 ac, 0.02% Impervious, Inflow Depth = 0.25" for 25-YR event Inflow = 22.45 cfs @ 12.30 hrs, Volume= 4.676 of Outflow = 22.43 cfs @ 12.31 hrs, Volume= 4.676 af, Atten= 0%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Max. Velocity= 7.61 fps, Min. Travel Time= 0.1 min Avg. Velocity = 4.09 fps, Avg. Travel Time= 0.2 min Peak Storage= 127 cf @ 12.30 hrs Average Depth at Peak Storage= 1.46' above invert (0.96' above fill) Bank -Full Depth= 3.50' above invert (3.00' above fill), Capacity at Bank -Full= 79.08 cfs Postdev POSTDEV Type ll24-hr25-YR Rainfall=2.91" Prepared by {enter your company name here} Printed 7/13/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 39 42.0" Round Pipe w/ 6.0" fill n= 0.011 Length= 43.0' Slope= 0.0058 T (101 Elevation Intervals) Inlet Invert= 545.00', Outlet Invert= 544.75' 181 Summary for Subcatchment 5S: DA 3 to Biofilter #2 - Onsite Runoff = 9.78 cfs @ 11.96 hrs, Volume= 0.441 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 25-YR Rainfall=2.91" Area (ac) CN Description 2.420 98 Unconnected pavement, HSG B 2.050 58 Meadow, non -grazed, HSG B 0.000 55 Woods, Good, HSG B 4.470 80 Weighted Average 2.050 45.86% Pervious Area 2.420 54.14% Impervious Area 2.420 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 6S: DA 3 to Biofilter #2 - Mite Runoff = 0.18 cfs @ 11.99 hrs, Volume= 0.011 af, Depth= 0.36" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type II 24-hr 25-YR Rainfall=2.91" Area (ac) CN Description 0.090 98 Unconnected pavement, HSG B 0.160 58 Meadow, non -grazed, HSG B 0.110 55 Woods, Good, HSG B 0.360 67 Weighted Average, UI Adjusted CN = 62 0.270 75.00% Pervious Area 0.090 25.00% Impervious Area 0.090 100.00% Unconnected Postdev POSTDEV Type ll24-hr25-YR Rainfall=2.91" Prepared by {enter your company name here} Printed 7/13/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 40 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 7S: DA 3 to Detention Pond - Onsite Runoff = 0.12 cfs @ 12.22 hrs, Volume= 0.022 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 25-YR Rainfall=2.91" Area (ac) CN Description 0.000 55 Woods, Good, HSG B 1.080 58 Meadow, non -grazed, HSG B 0.000 98 Paved parking, HSG B 1.080 58 Weighted Average 1.080 100.00% Pervious Area Tc Length Slope Velocity Capacity Description 20.0 Runoff = Direct Entry, Summary for Subcatchment 8S: DA 3 to Detention Pond - Offsite 0.50 cfs @ 12.25 hrs, Volume= 0.123 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 25-YR Rainfall=2.91" Area (ac) CN Description 7.270 55 Woods, Good, HSG B 0.130 58 Meadow, non -grazed, HSG B 0.180 98 Paved parking, HSG B 7.580 56 Weighted Average 7.400 97.63% Pervious Area 0.180 2.37% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment 9S: DA 3 Bypass - Onsite Runoff = 0.10 cfs @ 12.00 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 11 24-hr 25-YR Rainfall=2.91" Postdev POSTDEV Type ll24-hr25-YR Rainfall=2.91" Prepared by {enter your company name here} Printed 7/13/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 41 Area (ac) CN Description 0.390 58 Meadow, non -grazed, HSG B 0.390 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 10S: DA 3 Bypass - Offsite Runoff = 0.02 cfs @ 12.02 hrs, Volume= 0.002 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 25-YR Rainfall=2.91" Area (ac) CN Description 0.170 55 Woods. Good. HSG B 0.170 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 11S: DA 4 to Detention Pond - Onsite Runoff = 1.33 cfs @ 11.96 hrs, Volume= 0.060 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 25-YR Rainfall=2.91" Area (ac) CN Description 0.330 98 Unconnected pavement, HSG B 0.280 58 Meadow, non -grazed, HSG B 0.610 80 Weighted Average 0.280 45.90% Pervious Area 0.330 54.10% Impervious Area 0.330 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 12S: Bypass Area - Stream Crossing #1 Runoff = 22.45 cfs @ 12.30 hrs, Volume= 4.676 af, Depth= 0.25" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type 11 24-hr 25-YR Rainfall=2.91" Postdev POSTDEV Type ll24-hr25-YR Rainfall=2.91" Prepared by {enter your company name here} Printed 7/13/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 42 Area (ac) CN Description 228.520 58 Meadow, non -grazed, HSG B 0.040 98 Unconnected pavement. HSG B 228.560 58 Weighted Average 228.520 99.98% Pervious Area 0.040 0.02% Impervious Area 0.040 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Summary for Subcatchment 13S: Bypass Area - Stream Crossing #1 Runoff = 22.45 cfs @ 12.30 hrs, Volume= 4.676 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 25-YR Rainfall=2.91" Area (ac) CN Description 228.520 58 Meadow, non -grazed, HSG B 0.040 98 Unconnected pavement, HSG B 228.560 58 Weighted Average 228.520 99.98% Pervious Area 0.040 0.02% Impervious Area 0.040 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Summary for Link 14L: SC #1 Inflow Area = 457.120 ac, 0.02% Impervious, Inflow Depth = 0.25" for 25-YR event Inflow = 44.87 cfs @ 12.31 hrs, Volume= 9.352 of Primary = 44.87 cfs @ 12.31 hrs, Volume= 9.352 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Pond 16P: Detention Pond Inflow Area = 1.160 ac, 28.45% Impervious, Inflow Depth = 0.70" for 25-YR event Inflow = 1.36 cfs @ 11.97 hrs, Volume= 0.068 of Outflow = 0.06 cfs @ 13.93 hrs, Volume= 0.049 af, Atten= 96%, Lag= 118.0 min Primary = 0.06 cfs @ 13.93 hrs, Volume= 0.049 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Postdev POSTDEV Type ll24-hr25-YR Rainfall=2.91" Prepared by {enter your company name here) Printed 7/13/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 43 Peak Elev= 546.89' @ 13.93 hrs Surf.Area= 1,868 sf Storage= 1,532 cf Plug -Flow detention time= 356.9 min calculated for 0.049 of (72% of inflow) Center -of -Mass det. time= 246.7 min ( 1,106.0 - 859.3 ) Volume Invert Avail.Storage Storage Description #1 545.99' 16,702 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 545.99 1,563 0.0 0 0 546.00 1,563 50.0 8 8 546.50 1,728 100.0 823 831 548.00 2,266 100.0 2,996 3,826 550.00 3,100 100.0 5,366 9,192 552.00 4,410 100.0 7,510 16,702 Device Routing Invert Outlet Devices #1 Primary 546.00' 12.0" Round Culvert L= 50.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 546.00' / 545.00' S= 0.0200 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #2 Device 1 549.00' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 546.50' 2.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.06 cfs @ 13.93 hrs HW=546.89' (Free Discharge) tTCulvert (Passes 0.06 cfs of 1.87 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate (Orifice Controls 0.06 cfs @ 2.67 fps) Summary for Subcatchment 17S: DA 4 to Detention Pond - Offsite Runoff = 0.05 cfs @ 12.02 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 25-YR Rainfall=2.91" Area (ac) CN Description 0.000 98 Unconnected pavement, HSG B 0.000 58 Meadow, non -grazed, HSG B 0.550 55 Woods, Good, HSG B 0.550 55 Weighted Average 0.550 100.00% 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 7/13/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 44 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 1 Inflow=28.19 cfs 1.176 of Primary=28.19 cfs 1.176 of Pond 1P: Biofilter#1 Peak Elev=576.99' Storage=9,262 cf Inflow=30.04 cfs 1.357 of Outflow=29.74 cfs 1.176 of Reach 1R: Culvert- Stream Avg. Flow Depth=3.00' Max Vet=10.19 fps Inflow=802.80 cfs 70.112 of 42.0" Round Pipe w/ 6.0" fill n=0.011 L=43.0' S=0.0058 7 Capacity=79.08 cfs Outflow=84.19 cfs 70.112 of SubcatchmentlS: DA 1 to Biofilter#1 - Runoff Area=2.630 ac 25.86% Impervious Runoff Depth=4.28" Tc=5.0 min UI Adjusted CN=63 Runoff=20.75 cfs 0.939 of Pond 2P: Detention Pond Peak Elev=574.93' Storage=4,473 cf Inflow=29.74 cfs 1.176 of Outflow=28.19 cfs 1.176 of Reach 2R: Culvert- Stream Crossing Avg. Flow Depth=1.54' Max Vet=20.60 fps Inflow=89.76 cfs 6.916 of 36.0" Round Pipe w/ 6.0" fill n=0.012 L=131.0' S=0.0382 7 Capacity=118.77 cfs Outflow=89.66 cfs 6.916 of Subcatchment2S: DA 1 to Biofilter#1 - Runoff Area=1.410 ac 0.00% Impervious Runoff Depth=3.56" Tc=5.0 min CN=57 Runoff=9.29 cfs 0.418 of Link 3L: PDA 3 Inflow=53.08 cfs 4.863 of Primary=53.08 cfs 4.863 of Pond 3P: Biofilter#2 Peak Elev=577.22' Storage=16,283 cf Inflow=52.26 cfs 2.490 of Outflow=51.50 cfs 2.194 of Subcatchment3S: DA 2 - Offsite Bypass Runoff Area=23.980 ac 0.00% Impervious Runoff Depth=3.32" Tc=20.0 min CN=55 Runoff=86.14 cfs 6.640 of Link 4L: PDA 4 Inflow=5.29 cfs 0.455 of Primary=5.29 cfs 0.455 of Pond 4P: Detention Pond Peak Elev=575.95' Storage=17,294 cf Inflow=51.50 cfs 2.194 of Outflow=49.47 cfs 2.193 of Subcatchment4S: DA 2 - Onsite Bypass Runoff Area=0.900 ac 0.00% Impervious Runoff Depth=3.68" Tc=20.0 min CN=58 Runoff=3.63 cfs 0.276 of Pond 5P: Detention Pond Peak Elev=585.13' Storage=19,942 cf Inflow=32.70 cfs 2.505 of Outflow=24.28 cfs 2.503 of Reach 5R: Culvert- Stream Avg. Flow Depth=3.00' Max Vet=10.19 fps Inflow=802.80 cfs 70.112 of 42.0" Round Pipe w/ 6.0" fill n=0.011 L=43.0' S=0.0058 7 Capacity=79.08 cfs Outflow=84.19 cfs 70.112 of Subcatchment5S: DA 3 to Biofilter#2 - Runoff Area=4.470 ac 54.14% Impervious Runoff Depth=6.35" Tc=5.0 min CN=80 Runoff=49.50 cfs 2.365 of Postdev POSTDEV Type/1 24-hr 100-YR Rainfall=8.77" Prepared by {enter your company name here} Printed 7/13/2022 HVdroCAD® 9.10 s/n 07054 ©2010 HVdroCAD Software Solutions LLC Paae 45 Subcatchment6S: DA 3 to Biofilter#2 - Runoff Area=0.360 ac 25.00% Impervious Runoff Depth=4.16" Tc=5.0 min UI Adjusted CN=62 Runoff=2.76 cfs 0.125 of Subcatchment7S: DA 3 to Detention Pond - Runoff Area=1.080 ac 0.00% Impervious Runoff Depth=3.68" Tc=20.0 min CN=58 Runoff=4.35 cfs 0.331 of Subcatchment8S: DA 3 to Detention Pond - Runoff Area=7.580 ac 2.37% Impervious Runoff Depth=3.44" Tc=20.0 min CN=56 Runoff=28.34 cfs 2.174 of Subcatchment9S: DA 3 Bypass- Onsite Runoff Area=0.390 ac 0.00% Impervious Runoff Depth=3.68" Tc=5.0 min CN=58 Runoff=2.66 cfs 0.120 of Subcatchment10S: DA 3 Bypass- Offsite Runoff Area=0.170 ac 0.00% Impervious Runoff Depth=3.32" Tc=5.0 min CN=55 Runoff=1.04 cfs 0.047 of Subcatchment11S: DA 4 to Detention Pond Runoff Area=0.610 ac 54.10% Impervious Runoff Depth=6.35" Tc=5.0 min CN=80 Runoff=6.76 cfs 0.323 of Subcatchmentl2S: Bypass Area -Stream Runoff Area=228.560 ac 0.02% Impervious Runoff Depth=3.68" Tc=25.0 min CN=58 Runoff=802.80 cfs 70.112 of Subcatchmentl3S: Bypass Area - Stream Runoff Area=228.560 ac 0.02% Impervious Runoff Depth=3.68" Tc=25.0 min CN=58 Runoff=802.80 cfs 70.112 of Link 14L: SC #1 Inflow=168.39 cfs 140.224 of Primary=168.39 cfs 140.224 of Pond 16P: Detention Pond Peak Elev=549.64' Storage=8,104 cf Inflow=10.12 cfs 0.475 of Outflow=5.29 cfs 0.455 of Subcatchmentl7S: DA 4 to Detention Pond Runoff Area=0.550 ac 0.00% Impervious Runoff Depth=3.32" Tc=5.0 min CN=55 Runoff=3.38 cfs 0.152 of Total Runoff Area = 501.250 ac Runoff Volume = 154.135 of Average Runoff Depth = 3.69" 99.25% Pervious = 497.470 ac 0.75% Impervious = 3.780 ac Postdev POSTDEV Type/1 24-hr 100-YR Rainfall=8.77" Prepared by {enter your company name here) Printed 7/13/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 46 Summary for Link 1 L: POA 1 Inflow Area = 4.040 ac, 16.83% Impervious, Inflow Depth = 3.49" for 100-YR event Inflow = 28.19 cfs @ 12.00 hrs, Volume= 1.176 of Primary = 28.19 cfs @ 12.00 hrs, Volume= 1.176 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 = 4.040 ac, 16.83% Impervious, Inflow Depth = 4.03" for 100-YR event Inflow = 30.04 cfs @ 11.96 hrs, Volume= 1.357 of Outflow = 29.74 cfs @ 11.97 hrs, Volume= 1.176 af, Atten= 1 %, Lag= 0.5 min Primary = 29.74 cfs @ 11.97 hrs, Volume= 1.176 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 576.99' @ 11.97 hrs Surf.Area= 2,977 sf Storage= 9,262 cf Plug -Flow detention time= 88.3 min calculated for 1.176 of (87% of inflow) Center -of -Mass det. time= 24.4 min ( 859.3 - 834.9 ) 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) M (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=29.54 cfs @ 11.97 hrs HW=576.99' (Free Discharge) t1=Broad-Crested Rectangular Weir (Weir Controls 29.54 cfs @ 1.90 fps) Summary for Reach 1 R: Culvert - Stream Crossing #1 Inflow Area = 228.560 ac, 0.02% Impervious, Inflow Depth = 3.68" for 100-YR event Inflow = 802.80 cfs @ 12.19 hrs, Volume= 70.112 of Outflow = 84.19 cfs @ 11.80 hrs, Volume= 70.112 af, Atten= 90%, Lag= 0.0 min Postdev POSTDEV Type/1 24-hr 100-YR Rainfall=8.77" Prepared by {enter your company name here) Printed 7/13/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 47 Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Max. Velocity= 10.19 fps, Min. Travel Time= 0.1 min Avg. Velocity = 7.67 fps, Avg. Travel Time= 0.1 min Peak Storage= 377 cf @ 11.82 hrs Average Depth at Peak Storage= 3.50' above invert (3.00' above fill) Bank -Full Depth= 3.50' above invert (3.00' above fill), Capacity at Bank -Full= 79.08 cfs 42.0" Round Pipe w/ 6.0" fill n= 0.011 Length= 43.0' Slope= 0.0058 T (101 Elevation Intervals) Inlet Invert= 545.00', Outlet Invert= 544.75' a] Summary for Subcatchment 1S: DA 1 to Biofilter #1 - Onsite Runoff = 20.75 cfs @ 11.96 hrs, Volume= 0.939 af, Depth= 4.28" 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 1.400 58 Meadow, non -grazed, HSG B 0.680 98 Unconnected pavement, HSG B 0.550 58 Meadow, non -grazed, HSG B 2.630 68 Weighted Average, UI Adjusted CN = 63 1.950 74.14% Pervious Area 0.680 25.86% Impervious Area 0.680 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Pond 2P: Detention Pond Inflow Area = 4.040 ac, 16.83% Impervious, Inflow Depth = 3.49" for 100-YR event Inflow = 29.74 cfs @ 11.97 hrs, Volume= 1.176 of Outflow = 28.19 cfs @ 12.00 hrs, Volume= 1.176 af, Atten= 5%, Lag= 1.6 min Primary = 28.19 cfs @ 12.00 hrs, Volume= 1.176 of Routing by Stor-Ind method, 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 7/13/2022 HvdroCAD@ 9.10 s/n 07054 @ 2010 HvdroCAD Software Solutions LLC Paae 48 Peak Elev= 574.93' @ 12.00 hrs Surf.Area= 2,220 sf Storage= 4,473 cf Plug -Flow detention time= 24.2 min calculated for 1.176 of (100% of inflow) Center -of -Mass det. time= 23.9 min ( 883.2 - 859.3 ) Volume Invert Avail.Storage Storage Description #1 572.00' 7,122 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 572.00 862 0 0 574.00 1,754 2,616 2,616 576.00 2,752 4,506 7,122 Device Routing Invert Outlet Devices #1 Primary 571.00' 24.0" Round Culvert L= 30.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 571.00' / 570.00' S= 0.0333 T Cc= 0.900 n= 0.010 #2 Device 1 573.50' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 572.00' 4.0" Vert. Orifice/Grate C= 0.600 #4 Primary 574.50' 10.0' long x 20.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=28.03 cfs @ 12.00 hrs HW=574.93' (Free Discharge) Culvert (Inlet Controls 20.44 cfs @ 6.51 fps) 2=Orifice/Grate (Passes < 70.21 cfs potential flow) 3=Orifice/Grate (Passes < 0.70 cfs potential flow) =Broad -Crested Rectangular Weir (Weir Controls 7.59 cfs @ 1.77 fps) Summary for Reach 2R: Culvert - Stream Crossing #2 Inflow Area = 24.880 ac, 0.00% Impervious, Inflow Depth = 3.34" for 100-YR event Inflow = 89.76 cfs @ 12.14 hrs, Volume= 6.916 of Outflow = 89.66 cfs @ 12.14 hrs, Volume= 6.916 af, Atten= 0%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Max. Velocity= 20.60 fps, Min. Travel Time= 0.1 min Avg. Velocity = 6.99 fps, Avg. Travel Time= 0.3 min Peak Storage= 571 cf @ 12.14 hrs Average Depth at Peak Storage= 2.04' above invert (1.54' above fill) Bank -Full Depth= 3.00' above invert (2.50' above fill), Capacity at Bank -Full= 118.77 cfs 36.0" Round Pipe w/ 6.0" fill n= 0.012 Concrete pipe, finished Length= 131.0' Slope= 0.0382 T (101 Elevation Intervals) Inlet Invert= 589.00'. Outlet Invert= 584.00' Postdev POSTDEV Type/1 24-hr 100-YR Rainfall=8.77" Prepared by {enter your company name here} Printed 7/13/2022 a] Runoff = Summary for Subcatchment 2S: DA 1 to Biofilter #1 - Offsite 9.29 cfs @ 11.96 hrs, Volume= 0.418 af, Depth= 3.56" 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 1.170 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 0.240 55 Woods, Good, HSG B 1.410 57 Weighted Average 1.410 100.00% Pervious Area Tc Length Slope Velocity Capacity Description 5.0 Direct Entry, Summary for Link 3L: POA 3 Inflow Area = 14.050 ac, 19.15% Impervious, Inflow Depth = 4.15" for 100-YR event Inflow = 53.08 cfs @ 11.99 hrs, Volume= 4.863 of Primary = 53.08 cfs @ 11.99 hrs, Volume= 4.863 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 = 4.830 ac, 51.97% Impervious, Inflow Depth = 6.19" for 100-YR event Inflow = 52.26 cfs @ 11.96 hrs, Volume= 2.490 of Outflow = 51.50 cfs @ 11.97 hrs, Volume= 2.194 af, Atten= 1 %, Lag= 0.6 min Primary = 51.50 cfs @ 11.97 hrs, Volume= 2.194 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 577.22' @ 11.97 hrs Surf.Area= 4,923 sf Storage= 16,283 cf Plug -Flow detention time= 87.8 min calculated for 2.194 of (88% of inflow) Center -of -Mass det. time= 29.6 min ( 826.9 - 797.3 ) Volume Invert Avail.Storage Storage Description #1 571.49' 20,329 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 7/13/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 50 Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 571.49 4,100 0.0 0 0 571.50 4,100 40.0 16 16 574.00 4,100 25.0 2,563 2,579 576.00 4,100 100.0 8,200 10,779 578.00 5,450 100.0 9,550 20,329 Device Routing Invert Outlet Devices #1 Primary 576.50' 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=51.39 cfs @ 11.97 hrs HW=577.22' (Free Discharge) L1=Broad-Crested Rectangular Weir (Weir Controls 51.39 cfs @ 2.38 fps) Summary for Subcatchment 3S: DA 2 - Offsite Bypass Area Runoff = 86.14 cfs @ 12.14 hrs, Volume= 6.640 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 23.980 55 Woods, Good, HSG B 0.000 58 Meadow, non -grazed, HSG B 23.980 55 Weighted Average 23.980 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Link 4L: POA 4 Inflow Area = 1.160 ac, 28.45% Impervious, Inflow Depth > 4.71" for 100-YR event Inflow = 5.29 cfs @ 12.04 hrs, Volume= 0.455 of Primary = 5.29 cfs @ 12.04 hrs, Volume= 0.455 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Pond 4P: Detention Pond Inflow Area = 4.830 ac, 51.97% Impervious, Inflow Depth = 5.45" for 100-YR event Inflow = 51.50 cfs @ 11.97 hrs, Volume= 2.194 of Outflow = 49.47 cfs @ 11.99 hrs, Volume= 2.193 af, Atten= 4%, Lag= 1.2 min Primary = 49.47 cfs @ 11.99 hrs, Volume= 2.193 of Postdev POSTDEV Type/1 24-hr 100-YR Rainfall=8.77" Prepared by {enter your company name here) Printed 7/13/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 51 Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 575.95' @ 11.99 hrs Surf.Area= 5,729 sf Storage= 17,294 cf Plug -Flow detention time= 61.3 min calculated for 2.193 of (100% of inflow) Center -of -Mass det. time= 61.1 min ( 888.0 - 826.9 ) Volume Invert Avail.Storage Storage Description #1 572.00' 17,584 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 572.00 3,080 0 0 574.00 4,370 7,450 7,450 576.00 5,764 10,134 17,584 Device Routing Invert Outlet Devices #1 Primary 571.00' 36.0" Round Culvert L= 43.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 571.00' / 570.00' S= 0.0233 T Cc= 0.900 n= 0.010 #2 Device 1 575.00' 60.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 572.00' 4.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 573.00' 6.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=49.08 cfs @ 11.99 hrs HW=575.94' (Free Discharge) t =Culvert (Passes 49.08 cfs of 49.83 cfs potential flow) 2=Orifice/Grate (Weir Controls 46.71 cfs @ 3.17 fps) 3=Orifice/Grate (Orifice Controls 0.82 cfs @ 9.35 fps) =Orifice/Grate (Orifice Controls 1.55 cfs @ 7.90 fps) Summary for Subcatchment 4S: DA 2 - Onsite Bypass Area Runoff = 3.63 cfs @ 12.13 hrs, Volume= 0.276 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 0.900 58 Meadow, non-arazed. HSG B 0.900 58 Weighted Average 0.900 100.00% 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 7/13/2022 HvdroCAD@ 9.10 s/n 07054 @ 2010 HvdroCAD Software Solutions LLC Paae 52 Summary for Pond 5P: Detention Pond Inflow Area = 8.660 ac, 2.08% Impervious, Inflow Depth = 3.47" for 100-YR event Inflow = 32.70 cfs @ 12.13 hrs, Volume= 2.505 of Outflow = 24.28 cfs @ 12.26 hrs, Volume= 2.503 af, Atten= 26%, Lag= 7.4 min Primary = 24.28 cfs @ 12.26 hrs, Volume= 2.503 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 585.13' @ 12.26 hrs Surf.Area= 8,208 sf Storage= 19,942 cf Plug -Flow detention time= 107.8 min calculated for 2.503 of (100% of inflow) Center -of -Mass det. time= 107.2 min ( 966.4 - 859.1 ) Volume Invert Avail.Storage Storage Description #1 582.00' 49,058 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 582.00 4,628 0 0 584.00 6,805 11,433 11,433 586.00 9,280 16,085 27,518 588.00 12,260 21,540 49,058 Device Routing Invert Outlet Devices #1 Primary 580.00' 24.0" Round Culvert L= 244.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 580.00' / 574.00' S= 0.0246 T Cc= 0.900 n= 0.010 Concrete pipe, straight & clean #2 Device 1 584.00' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 582.00' 4.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=24.27 cfs @ 12.26 hrs HW=585.13' (Free Discharge) t1=Culvert (Inlet Controls 24.27 cfs @ 7.72 fps) �2=Orifice/Grate (Passes < 49.30 cfs potential flow) 3=Orifice/Grate (Passes < 0.72 cfs potential flow) Summary for Reach 5R: Culvert - Stream Crossing #1 Inflow Area = 228.560 ac, 0.02% Impervious, Inflow Depth = 3.68" for 100-YR event Inflow = 802.80 cfs @ 12.19 hrs, Volume= 70.112 of Outflow = 84.19 cfs @ 11.80 hrs, Volume= 70.112 af, Atten= 90%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Max. Velocity= 10.19 fps, Min. Travel Time= 0.1 min Avg. Velocity = 7.67 fps, Avg. Travel Time= 0.1 min Peak Storage= 377 cf @ 11.82 hrs Average Depth at Peak Storage= 3.50' above invert (3.00' above fill) Bank -Full Depth= 3.50' above invert (3.00' above fill), Capacity at Bank -Full= 79.08 cfs Postdev POSTDEV Type/1 24-hr 100-YR Rainfall=8.77" Prepared by {enter your company name here} Printed 7/13/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 53 42.0" Round Pipe w/ 6.0" fill n= 0.011 Length= 43.0' Slope= 0.0058 T (101 Elevation Intervals) Inlet Invert= 545.00', Outlet Invert= 544.75' a] Summary for Subcatchment 5S: DA 3 to Biofilter #2 - Onsite Runoff = 49.50 cfs @ 11.96 hrs, Volume= 2.365 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 2.420 98 Unconnected pavement, HSG B 2.050 58 Meadow, non -grazed, HSG B 0.000 55 Woods, Good, HSG B 4.470 80 Weighted Average 2.050 45.86% Pervious Area 2.420 54.14% Impervious Area 2.420 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 6S: DA 3 to Biofilter #2 - Mite Runoff = 2.76 cfs @ 11.96 hrs, Volume= 0.125 af, Depth= 4.16" 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 0.090 98 Unconnected pavement, HSG B 0.160 58 Meadow, non -grazed, HSG B 0.110 55 Woods, Good, HSG B 0.360 67 Weighted Average, UI Adjusted CN = 62 0.270 75.00% Pervious Area 0.090 25.00% Impervious Area 0.090 100.00% Unconnected Postdev POSTDEV Type/1 24-hr 100-YR Rainfall=8.77" Prepared by {enter your company name here} Printed 7/13/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 54 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 7S: DA 3 to Detention Pond - Onsite Runoff = 4.35 cfs @ 12.13 hrs, Volume= 0.331 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 1.080 58 Meadow, non -grazed, HSG B 0.000 98 Paved parking, HSG B 1.080 58 Weighted Average 1.080 100.00% Pervious Area Tc Length Slope Velocity Capacity Description 20.0 Runoff = Direct Entry, Summary for Subcatchment 8S: DA 3 to Detention Pond - Offsite 28.34 cfs @ 12.14 hrs, Volume= 2.174 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 7.270 55 Woods, Good, HSG B 0.130 58 Meadow, non -grazed, HSG B 0.180 98 Paved parking, HSG B 7.580 56 Weighted Average 7.400 97.63% Pervious Area 0.180 2.37% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment 9S: DA 3 Bypass - Onsite Runoff = 2.66 cfs @ 11.96 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 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 7/13/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 55 Area (ac) CN Description 0.390 58 Meadow, non -grazed, HSG B 0.390 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 10S: DA 3 Bypass - Offsite Runoff = 1.04 cfs @ 11.97 hrs, Volume= 0.047 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 0.170 55 Woods. Good. HSG B 0.170 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 11S: DA 4 to Detention Pond - Onsite Runoff = 6.76 cfs @ 11.96 hrs, Volume= 0.323 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 0.330 98 Unconnected pavement, HSG B 0.280 58 Meadow, non -grazed, HSG B 0.610 80 Weighted Average 0.280 45.90% Pervious Area 0.330 54.10% Impervious Area 0.330 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 12S: Bypass Area - Stream Crossing #1 Runoff = 802.80 cfs @ 12.19 hrs, Volume= 70.112 af, Depth= 3.68" 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 7/13/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 56 Area (ac) CN Description 228.520 58 Meadow, non -grazed, HSG B 0.040 98 Unconnected pavement. HSG B 228.560 58 Weighted Average 228.520 99.98% Pervious Area 0.040 0.02% Impervious Area 0.040 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Summary for Subcatchment 13S: Bypass Area - Stream Crossing #1 Runoff = 802.80 cfs @ 12.19 hrs, Volume= 70.112 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 228.520 58 Meadow, non -grazed, HSG B 0.040 98 Unconnected pavement, HSG B 228.560 58 Weighted Average 228.520 99.98% Pervious Area 0.040 0.02% Impervious Area 0.040 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Summary for Link 14L: SC #1 Inflow Area = 457.120 ac, 0.02% Impervious, Inflow Depth = 3.68" for 100-YR event Inflow = 168.39 cfs @ 11.80 hrs, Volume= 140.224 of Primary = 168.39 cfs @ 11.80 hrs, Volume= 140.224 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Pond 16P: Detention Pond Inflow Area = 1.160 ac, 28.45% Impervious, Inflow Depth = 4.91" for 100-YR event Inflow = 10.12 cfs @ 11.96 hrs, Volume= 0.475 of Outflow = 5.29 cfs @ 12.04 hrs, Volume= 0.455 af, Atten= 48%, Lag= 4.9 min Primary = 5.29 cfs @ 12.04 hrs, Volume= 0.455 of Routing by Stor-Ind method, 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 7/13/2022 HvdroCAD® 9.10 s/n 07054 ©2010 HvdroCAD Software Solutions LLC Paae 57 Peak Elev= 549.64' @ 12.04 hrs Surf.Area= 2,950 sf Storage= 8,104 cf Plug -Flow detention time= 308.6 min calculated for 0.455 of (96% of inflow) Center -of -Mass det. time= 284.4 min ( 1,096.7 - 812.3 ) Volume Invert Avail.Storage Storage Description #1 545.99' 16,702 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 545.99 1,563 0.0 0 0 546.00 1,563 50.0 8 8 546.50 1,728 100.0 823 831 548.00 2,266 100.0 2,996 3,826 550.00 3,100 100.0 5,366 9,192 552.00 4,410 100.0 7,510 16,702 Device Routing Invert Outlet Devices #1 Primary 546.00' 12.0" Round Culvert L= 50.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 546.00' / 545.00' S= 0.0200 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #2 Device 1 549.00' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 546.50' 2.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=5.28 cfs @ 12.04 hrs HW=549.63' (Free Discharge) t�Culvert (Inlet Controls 5.28 cfs @ 6.72 fps) 2=Orifice/Grate (Passes < 10.26 cfs potential flow) 3=Orifice/Grate (Passes < 0.18 cfs potential flow) Summary for Subcatchment 17S: DA 4 to Detention Pond - Offsite Runoff = 3.38 cfs @ 11.97 hrs, Volume= 0.152 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 98 Unconnected pavement, HSG B 0.000 58 Meadow, non -grazed, HSG B 0.550 55 Woods, Good, HSG B 0.550 55 Weighted Average 0.550 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Energy Balance Equation and Run-on Summary for Site Outfall 1 Castalia Farm Winery 1 Yr, 24 Hr Storm Comparison Q 1 post < Q 1 Pre, site ((RV 1 Pre, site)/(RV 1 Pre, site))(IF) + Q 1 Pre, offsde ((RV 1 Pre, offsde)/(RV 1 Pre, offsite)) IF = 0.8 when LOD >_ 1 ac, IF=0.9 when LOD < 1 ac, IF = 1 when site if forested Pre Dev Site Fully Forested? = no IF = 0.8 Development Limits = 11.66 ac On Site Off Site Pre Dev DA Site = 1.1 ac Pre Dev DA Offsite = 0.43 ac Post Dev DA Site (Managed) = 2.63 ac Post Dev DA OffSite = 1.41 ac Post Dev DA Site (Un-Managed) = 0 ac Q t Pre, site = 0.07 cfs Q 1 Pre, Offite = 0.05 cfs RV t Pre, site = 0.018 of RV i Pre, offite = 0.009 of RV t Post, site = 0.087 of RV t Post, Offite = 0.026 of Qlpost(Max Allowed) I <_ 0.03 Postdev Flowrates Storm cfs 1-yr 0.00 Energy Balance Equation Compliance: Achieved Predev Flowrates Storm cfs 10-yr Postdev Flowrates Storm cfs 10-yr Energy Balance Equation and Run-on Summary for Site Outfall 3 Castalia Farm Winery 1 Yr, 24 Hr Storm Comparison Q 1 post < Q 1 Pre, site ((RV 1 Pre, site)/(RV 1 Pre, site))(IF) + Q 1 Pre, offsde ((RV 1 Pre, offsde)/(RV 1 Pre, offsite)) IF = 0.8 when LOD >_ 1 ac, IF=0.9 when LOD < 1 ac, IF = 1 when site if forested Pre Dev Site Fully Forested? = yes IF = 1 Development Limits = 11.66 ac On Site Off Site Pre Dev DA Site = 4.97 ac Pre Dev DA Offsite = 8.73 ac Post Dev DA Site (Managed) = 5.55 ac Post Dev DA OffSite = 8.1 1 ac Post Dev DA Site (Un-Managed) = 0.39 ac Q t Pre, site = 0.21 cfs Q 1 Pre, offite = 0.59 cfs RV t Pre, site = 0.071 of RV i Pre, offite = 0.142 of RV t Post, site = 0.471 of RV t Post, offite = 0.136 of Qlpost(Max Allowed) I <_ 0.65 Postdev Flowrates Storm cfs 1-yr 0.38 Energy Balance Equation Compliance: Achieved Predev Flowrates Storm cfs 10-yr Postdev Flowrates Storm cfs 10-yr Energy Balance Equation and Run-on Summary for Site Outfall 4 Castalia Farm Winery 1 Yr, 24 Hr Storm Comparison Q I post < Q 1 Pre, site ((RV 1 Pre, Site)/(RV 1 Pre, Site))(IF) + Q 1 Pre, offsite ((RV 1 Pre, offsite)/(RV 1 Pre, ofRite)) IF = 0.8 when LOD >_ 1 ac, IF=0.9 when LOD < 1 ac, I F = 1 when site if forested PreDev Site Fully Forested? = No IF = 0.8 Development Limits = 11.66 ac On Site Off Site Pre Dev DA Site = 0.89 ac Pre Dev DA Offsite = 1.26 ac Post Dev DA Site (Managed) = 0.61 ac Post Dev DA Offsite (Managed) = 0.55 ac Post Dev DA Site (Un-Managed) = 0 ac Post Dev DA Offsite (Un-Managed) = 0.00 ac Q 1 Pre, Site = 0.05 cfs Q 1 Pre, omre = 0.06 cfs RV 1 Pre, site = 0.013 of RV 1 Pre, omre = 0.018 of RV 1 Pos, site = 0.060 of RV 1 Post, omte = 0.008 of Qlpost(.Nax Allowed) Postdev Flowrates Storm cfs I-vr 0.06 Energy Balance Equation Compliance: Achieved Predev Flowrates Storm cfs 10-yr 760 Postdev Flowrates Storm cfs 10-cr 0.15 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 1896 ft swale 138 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 1140 ft s. c. flow -field 8.6% slope 1.5 fps velocity 13.1 min. NEH Figure 15-4 00 ft swale Oft height 0.0 min. Kirpich Chart 25.4 min. 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. Outlet Protection Calculations - Reference Nomograph 3.18-3 Pipe Outfall # La ft W ft Do in Do ft Me ft dS0 ft d50 in Depth in AO 14 16 24 2 6 0.5 6 9 At 20 23 36 3 9 1 12 18 A2 14 16 24 2 6 0.5 6 9 A3 6 6.67 8 0.67 2 0.5 6 9 A4 6 7 12 1 3 0.5 6 9 AS 6 6.67 8 0.67 2 0.5 6 9 AS 20 23 36 3 9 0.5 6 9 A7 22 25.5 42 3.5 10.5 1 12 18 AS 6 7 12 1 3 0.5 6 9 Channel Lining Type TYPE II EC-3 TYPE II EC-3 TYPE II EC-3 TYPE II EC-3 TYPE II EC-3 TYPE 1 EC-2 TYPE 1 EC-2 TYPE II EC-3 TYPE 1 EC-2 TYPE 1 EC-2 TYPE 1 EC-2 Castalia Farm Modified LD-268 Roadside and Median Ditch Design Form --------------------- --------------------- --------------------- --------------------- --------------------- --------------------- --------------------- --------------------- --------------------- --------------------- --------------------- *2-yr Velocity calculations performed using steepest slope & 2-yr flow ** 10-yr Depth calculation performed using shallowest slope & 10-yr flow NOAA Atlas 14, Volume 2, Version 3r„,„, �.�' Location name: Keswick, Virginia, USA* y ]®= Latitude: 38.0624o, Longitude:-78.3298o Elevation: 567.07 ft** ' source: ESRI Maps A -- 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) Duretion 1 2 5 10 25 50 1 100 00 200 500 1000 5-min (0.3116-0388) (0.3776-0.461) (0.4 940.58) (0.4940608) (0.5 5-0683) (0.601---0743) (0.643-0..799) (0.6819652) (0.724-0.919) (0.7600974) 1.39 10-min (0.040620) (0.601-0..737) (0.70 0862) (0.791---0972) (0.884-1.09) (0.957---1.18) (1.021527) (1.08--21335) (1. 5-3145) 1 (1.20-1..53) 1.74 15-min (0.630-0..775) (0.755-0926) 9 (0.'9--11.09) 00 (1.1.23) (1. 2-21538) (1.21-11.1..50) (1.29-1..9) (1.36-516.70) (1.4411.1..83) 1 (1.0- .93) 30-min (0.864--1.06) 1 (1.041528) 1 (1.26-1.5) 1 (1.45-1.78) 1 (1.66-2504) (1.832526) (1.98-2.46) (2.2-2.65) (2.302391) (2: 3-3.12) 4.11 60-min (1.8-1..32) (1.3A561) (1.62-11..99) (1.89-2.32) (2.21-2772) (2A7388) (27 3-3.38) (2.97-3.72) (3. 9�818) (365-4.55) 2.55 2-hr �96) (1.28- 62) (1.54 (1.922A4) (2:02.87) (2. 8-341) (393-3..88) (3.38-4.35) (3. 3-4384) (4.215353) (4.616513) 3-hr (1.38-1.79) (1.67-2916) (2.8-22..69) (2.443.16) (2. 9-3.76) (3.27-4.27) (3654.9) (4.045.35) (4.66.12) (4.99-6.78) 6-hr (17 5-2.5) (2. 0-2872) (2. 0 3536) (3.003.97) (36 5-4.76) (4. 65A5) (4.8-6.18) (5.226.98) (5.96-8.10) (6.609.10) 12-hr (29-2.83) :.02) (2.62-3.40 2 5 (3-4.22) (3.845.00) (4.8) 6 36 (5.32178 (6.048.05) (6. 09.17) (7. 9--110.9) (8.85- 2.4) 253 4-hr (2.62328) (3.137-3.97) 51 (4.045.8) 34 (47 600) (5.82--r�7.35) (6. 06751) 77 (7.609.79) (8.68- 1.2) (102- 3.3) (11,43 15.1) 2-day (3: 0-3.83) (37 5-4.64) (47 6-5.90) (5.6-6.93) (6. 5-8.41) (7.781 9065) (8. 3--111.0) (9.83-12.5) 1 (11 414.7) (12.0 6.5) 5.62 4.0 5.7 3-0ey (3.31-406) (4.0�z91) (5. 96.23) (5.97--67.32) (7.22-8.88) (8. 5--210.2) (9.34-11.6) (105- 3.2) (122- 5.5) (1315-17.4) 4-day -42 (3.538) (42 865.17) (5. 26.57) (6.307..70) (7. 9-�35) (8. 8- 0.7) (9.94- 2.2) 1 (112-13.9) (12.9- 6.3) (1413- 8.3) 12.2 13.8 7-day (4.124.93) (4.96-5.93) (6. 9 42) (7: 9-8.63) (8.61-1.4) (97 6-181.8) (11.0-13.4) (122- 5.1) (14.0-107.5) (155- 9.6) 10-day (47 0-5.55) (5.646.66) (6.96-86.21) (8.01 9348) (9: 9-11.3) (107- 2.7) (11.9-14.3) (13.2-15.9) (14.9- 8.3) (16.3- 0.3) 20 day (628- .23) (7. 06.62) (9.05-10.4) (102-11.8) (11.9-13.7) (1374 5.2) (14.4-6.8) (15.7-18.4) (173-20.5) (18.6-2.3) 30 day (77 5-8.82) (9. 910.5) (10.9- 2.4) (121- 3.8) (13.8-15.7) (15.0-17.1) (162- 8.5) (17.3- 9.9) (18?8-21.8) (19.8 3.2) 45-day (9.73-131.0) 1 (11 512.9) 1 (13.415.1) 1 (14.0 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 74-3 16.5 18.1 20.2 21.8 23.3 1 F-R7 26.4 27.7 (11.5-12.9) .5-15.1) (135.017.4) (1 (17.1-19.2) (19.1-21.4) (20.5-23.0) (21.8-24.6) (23.1-26.1) (24 8-29.5.7-28.0) (25.) 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 given duration and average recurrence interval) will be greater than the upper bound (or less than the lower 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 AOas 14 document for more information. Back to Top PF graphical .A. MAPLEGEND Area of Interest (A01) 0 Area of Interest A01) Solis Soil Rating Polygons 0 A Q AID o B Q BID o C 0 CID 0 D 0 Not rated or not available Soil Rating Lines . r A ,y AID rV B ram/ BID N C N CID i D . . Not rated or not available Soil Rating Points A Q AID Q B 0 BID Hydrologic Soil Group —Albemarle County, Virginia (Castalia Farm) 0 C CID D 13 Not rated or not available Water Features Streams and Canals Transportation µ� Rails N Interstate Highways ,y 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. USDA Natural Resources Web Soil Survey 1212212021 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 Gay loam, 2 to 7 B 26.4 2.1 % percent slopes 23C Yadkin Gay loam, 7 to B 37.9 3.0% 15 percent slopes 25B Dyke silt loam, 2 to 7 B 139.2 11.2% percent slopes 25C Dyke silt loam, 7 to 15 B 15.2 1.2% percent slopes 26C3 Dyke clay 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 51 B 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 C/D 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 wQNatural Resources Web Soil Survey 12/22/2021 Conservation Service National Cooperative Soil Survey Page 3 of 5 Hydrologic Soil Group -Albemarle County, Virginia Castalia Farm 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 clay 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 clay loam, 25 to B 3.7 0.3% 45 percent slopes 72133 Rabun clay, 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 clay loam, 25 to B 40.8 3.3% 45 percent slopes, very stony 79B Meadowville silt loam, 2 B 51.8 4.2% 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 2.9% percent slopes, occasionally flooded PaNatural Resources Web Soil Survey 12/22/2021 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