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WPO202200005 Calculations 2022-05-27
SHIMP ENGINEERING, P.C. Design Fo sed Engineering May 26, 2022 Engineering Review Albemarle County Department of Community Development 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 Qualir}, SWM Quality is satisfied by providing required nutrient treatment for the development. 9VAC25-870-65 requires that the total phosphorous (TP) nutrient load created by the site development be treated in accordance with the VRRM Redevelopment Spreadsheet reduction requirements. To achieve nutrient treatment, three (3) bioretention basins will be provided which treat 5.02 Ibs/yr of phosphorous. To meet the total treatment requirement of 6.19 Ibs/yr of phosphorous removal, 1.18 Ibs/yr phosphorous credits will be purchased. This amount totals 6.20 Ibs/yr of phosphorous treatment and satisfies the nutrient treatment requirement. Treatment Required (Total Phos horous Treatment Provided Total Phosphorous)Purchased Nutrient Credits 6.19lb/yr 5.021b/yr 1.18lb/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 PDA meets the energy balance equation. To achieve this, the runoff of each PDA 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 PDA 2 does not have any concentrated runoff from this development and was therefore not analyzed. All disturbed area that creates ico rated runoff is routed to POAs I and 3. A 36" culvert is installed to allow upstream runoff to continue alo it predevelopment flow path. See tables below for summary of POAs 1, 3, and 4. p, LT)I p� 1. No.-45183 S'2-7/Z2 POA 1: Castalia Farm Energy Balance Equation Summary for VOA 1 1 Yr, 24 Hr Storm Comparison: v„a„n. a,m,o,Am,. Teoa roAlo.,na lmM Fur Qa. u,m,o,nIF - 00Ra ,F. - e RVMOMw 001 .pgev; Yu Oan,w - 0.01 W nv— 0 Ipyevl FM nMaY]nN„vxmLUIM M,nsb,anof Ou MMYnn11WMmIl{bml is w�F,M.rin wAC]38n1aa9.a.a I Neaae n. m rwn m oy o.. e=�M h mavee et' n avnl ,vwana e.neumv, nW'ewp»v+ivy a+nu, wu,lio-s Sur Nwmm,ryn sa. .n wAeae e.mer. u.l a.wra,.emNa. eFb®PoAivr Achieved Total Rurmff(Includin Offske aaba 0a.1 - vT^.a rtv,.sm®VOn als ACIaEVEo aEnucRwN Ar roAlu� faro iaz oroc- nN o lz eh MxIFVFO 1-Yli Flow 10.YR Fbw RMv,pon R. Nw: sno. m. l.y. nauMn dummn,mnt wait' oF,n,—um amRnwm� nH meRw� em.,a Inbe EaN,geaYu Ep,avon. R„mNn no Fwh vmWbwM b,nWYBW,a ERY,Im 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: Castalia Farm Energy Balance Equation Summary for VOA 3 1 Yr, 24 Hr Storm Comparison: m, oew aot ,. FOA�ae,imRmmN van oe,aa ome,gaam, - swa a,nues ax11VYm RVr,.ew,e 00]];p,gvl Ya ar„u OAa Is jFgl n tra�eE man averp NanW tlWv mVhkC2tlnfuxm W,nsoeam M a.,.q,e.el RUMm ws eo-M ammbn�.iwwAexsaloeaa Sa eweram mmM b m�s pvM n rtdr:N Et' an mwM aw,M1pM rediS.v nyrN tr/IMvmrw Nlnu �. Sae xwmem Nam su�.yr, am evne_+5-eroaa4xpeaeaueamt p„ammffar,nx,e. POA 4: Castalia Farm Energy Balance Equation Summary for VOA 4 1 Yr, 24 Hr Storm Comparison: pww+51F. •IMnn.wv RVr., y.mm,VRV. O„„ew21a.....: Mprwl/0.Vy�y F�eame aa.boe Am, - oeoa PoAIQ.sRe IWM FbL Oesn, a,wa]e F = 0.O tic RVFeu,wu oa] Ipgevl Ya Ow.r - an tl, 0.V. Q6 Ipyam Fur. . wma ie w.v.,m mm.mwm.e.,m wmew.eweaM R„Mm we oo-m i, mn{a,nt rN w>C]5diba6e 3. 3 huue K.e m nr4l b Nb µar. is r.bre0 0y an ynwM aaNry Ne raaAm rayuiv] Et' Neervea/ EY+r,e qutm. $ea Nvemge �ip�.t Sim wiN BVAC25-0i x Ce.auaetiv l6 Ynmlli,rNueel. Iva F4w®PoA � la' sNa aa.l - rtO rtEunm$ron o21 MMEVEn RFDII ON AT YOA I:m O JO ch cxR.lo w Fkw®FpAl q- ,�aa aw.l - may.a naeuim6Foa ACIaEVEo IemlN.max Ar row 1: oaaF OIFVFD Achieved Total Runoff (including Offsne Pos Cev I-ra oae aae m-m oem- zw own- as IYR Flew 10.MFbw aeMYm a,auclien ai n> Rem: sem n. l.y„wuw� Mwe�mal �,mn I�ro mrvm.men., yw,m.n.. tlx �M,:MimpuwO C/Om p . eab,Epmoan.Ruwlln Pis POA is smpam tiue Enrpy .mnx Eawan Achieved Total Runoff (including Offsite f ra ow o fors aom- Ias aRosr am fYn Flew 10.YRFbw Ra MLm R,aWlm m fa Iba. Sec,tlm l.,+MucMnMAa WIn,MIVJ' aM ORule veal nB�es-. em rMrt6r mpumE qNe Fxrpy eamrce EvutM. RUM b tMs Fv= mmp,Mwm ev Emgy B'i _ Ee�vrm. If you have any questions about this calculation packet please do not hesitate to contact me at: chris(aa,shimp- enQineerin .com or by phone at 434-299-9843. 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 J�,..N....... I�I \�-� \���..,� A V�VA\VAAA � 1��1�—=_.�-//�))II %///) •.....:r.:��?i.::`•c�:•:_. `�: � ll�� A� � � �I � / r l / I III AAAVAVAA \\1A �( i s � v��� � ��/ /�)I l :f�f:��.) .,�.�-:.��:;:�.:'•�'::..:�.;.�., ', I r ,�,�w � � �� —v � -i l�/' l l i �I I II�Ivv � �.::. •` ..... �t�Iif� � �r f ` ` � v v � �. h . ONSITE LAND COVER: DISTURBED AREA = 11.66 AC IMPERVIOUS = 0.27 AC MEADOW = 1.15 AC WOODS = 10.24 AC ,vv\�V /s p v I vvvvvvvvvvAv��AvvvI A vw ,/1 ///)�/ � v� v� !lIv�t�El i>~fi;a �!•• vvvv v / >>vvvvAvv ,�: �, �'t v v v _--_,_,_,-��.� � :};����'~., vvv I I � v—�� � / v //��"�//I��11v��--v\vv � v /�:7:'l,'.f"'''l-(� III �;y ��`\vv� ��l\\\V1\ k •� �,•Y\VvA�v--,_--v � �� II t�a'r�\j���III ( � �. __v . rl r I �1 \ _ i \ v � — 1 • 1 #/� . -- � Avv / 111 V A `' � ' v v _ _ _v _� �P I I >A�l!'t��� I — .:�•��"�'•' vS� / v ��� /II11A� s �vVAV vv � �. :��.�G�fi�:•!/�/�!/(�+—vA�vv�// III �A\VI I•rr-�wvVAA� ���___ -- � IIA ••1���11>:>:.•.•.•.�..•:•; :.•� /vi �� ��--"'� {_.1.5 \�� � � \ � \ \ � � �: j.:x;. •I•" "•'t• \\\\, �\ \� \\� — _ � > /� I1 I I I / i � �\� � � � —_ — - � � �� �� � I II\\\;. ...�%';:�:»-.:.:::�:::;.• s ��`>\�f �s /)// �\ 1� \\\ _, �i `•3:f ��, k:\ \ / l l / \ \� �� \ / \ l / i �i \\ \ \ \ 'f n✓ �'-'• ���� \ \\ a ` — / � l \\ .� � \ _ � III I � / / ��� � \ VA A \ \ \ — ti � yF .. ... �-. A�:��\�' VA A \\\ � � / � / � � � V� _ AA Jl A —• � � � � 1 �\ V \ /. "UP �C�- �-�� � � A :::a:::. I rat E1���.: — = ==~ — �\ ✓? //��d/ ( \ . :: :'JJ: '•1..• ". 1J✓...77..�.�.� :;� _ __ ``\\ 1 \L 7 G! o9i r I f \ / / 1 _ \I I � � � .:.!':..:': L:.: Y.....fy./.:. •.'/'I:�: '•''.. _ lA.�.w-�� \\ �\\\\\ \ � � \ �\Ji � - ��GJ �/ �/ � � � � Jv \ ` p.% >u �1\� VA�I \� �1IIII / vA�A\ VA A J\ \lA\20 l - 0 // �� /)vv vvv v III /,�� vvv �I� �;vvvvvvA`V IIII�.�—�"\VA I I\ 111�1 1 UP �P� it II(� /lh \ IA\ v/--'—/%/�IIIIIIIVAIIA�VAII \ V\V 11AII�IIf )A \l o�� '�.- Ilil �/i iA,�I��� �\,� � f /�---�/�.i1��1�,11.�1,v i �ii�Il� i,ll�. �A�\ ,��� � i I�A����r)�\"�-� ` _-` :vv „ /i�:— �=�Av�����;�•�,�A CASTALIA FARM WINERY POSTDEV VRRM MAP ONSITE LAND COVER: DISTURBED AREA = 11.66 AC IMPERVIOUS = 3.29 AC MEADOW = 7.68 AC WOODS = 0.69 AC (lll�J /i/IIVV�1(�t/\VAA\� ��/��///JT%_ _ �/ �,A\v����ww// / ww Aw�A % ��-- .rill\ �—�� �/II \\\\\ \I�/ -�\ \�\\—��`�i//// // � , •: a �\\ 0 \\\\c / /r \� " � � V 1 \�\\\ l \ ��� _ _' ,- l r 1 171 I I 1 / /) .`" � sb� �'* *...,.,.`. •. \\\ � �\�\\\\ � \ � \�l\ \ � � / -' \\ \\ \ (1 \ \,-� \,,� \�\\\ �--_ �� boy ° \\ ` �� — \ 1\�,\ • � ( � .,-"\ \ \ �1�\\ �� � _ _ —� / I /Ill\� \ \\ I S �\� \� /i/ / / b b ��• \ \\\\\\\���\\\\ � 7 \\ \/ � / I / \ \ \\ 11� �\ � � , � / I 1 11 l VV�\\1 V r � — v \� v //(I / / bb b .`•.�:. AA\ VADA � � \ >) �\\ � -� I r I\11 \\\\ \\\\111( rs�\� \'/r///> 1. .• bbbb°bb � b# b. '• .,.'�::�;•. ���/ \\ \\\\\\\�\\ 1 /--_ \ti\ f/ J^ �`- \�� \ 1 ` \\ � i I .�• • {' bbb � \\\ \ \\\\\\ � �. � t \ I \ l � � .• :•: bbb b •` ::� `�:•: ••.'�•. �-.� � I \\\ \\\\\\\\\�\\\\\ r — � J, \ \ \ \ l /kl �\ � v � V � v / / /1 / / / III 1\\ r -� �- '.' '�.' ••`':�`.`^�•�: ' �.•...: • I I 11AV1VAA\VA\ \V l � � \h� �� r � -� � � \ Vv III 111�11V / \\ v v \ ,d l�lll;� / � vvvv,/ 11111A\\ vvvv vv—, __ -�� II I � •f�. �' v1 � v v j —_ �A`��` \� �\ v :K\,:� AVAA\ \ � // �✓ � �; �_.� vs��� `�� � � (— � �� � v� _ 8400— � 60D. 00 � !Scale: �a..v.�..v�, ,� o2q wymmmraaagaadamaal MevaM xmv Davarapmene rampHanwspwaa:eaae . CMIIBMPSW aMspedDo s 02013 Ma BMPs dw&aM speW=Iws PmjMkame:1 CaMalia Farm Whet D2@: S/36/2M BMYDesi9n Specifimriamtis[ . Site Information Post -Development Project (Treatment Volume and Loads) tans Cave, lacrezl Asoil[pr— Bbils CSoil[ DSolls Can ld' V pm,pm,r tlixtu a fucaSVopms¢¢orrerorex5a11a D.55 0555 M.1d'.6r pearl - ew6ed emaea b m uv fvncl+eaal hrext/gm yv¢arec5mu5thqunnetlln xmNeme T.M 3A3 wM eneviglnie FunaH F+tlunwn Mtthee TK 3A3 11.M OnS dntS gaiupug¢nnl 43 anfaEvem(irchnl 1.W TM Pnmpn,m EMClmyll 0.26 gMclmF/I) m IRllE IE 1.E6 Watl g6/ane/9r1 OA] Pl lun n.rnmnem.l 09D 3.0 t dCaw,Summary Tma ent Volume and Xutrknt Loris Farest/Open Spate W'erpvex O55 Weigmed 0.r rbrertl OD3 MaregM Turf filer perezl ]6R WeO.d 0.r isurfl 020 %ManagM Turf E6% Imcervbuxf ,pereil 3A3 0.v�impervnml 093 %Impervious 29% SRe Arealacrexl ILK SRe 0.r OAI Treatment Volume lanaRl DGm3 T—a em Volume laemf tl 17.Yd TP toatl lw/yrl madllh/r0 2e s0 Immom� o�000 a�000 a0000 00000 00000 00000 00000 00000 00000 00000 00000 a�000 00000 00000 00000 00000 00000 omoo© a0000 00000 a0000 00000 00000 00000 00000 00000 0 m........o.,.....�.�....�,..�,m..o�,.,o..�.o..,Lid Site Results (Water Quality Compliance) Area Checks O.A.A O.A.B O.A.0 D.A.D D.A.E ARMMEM FOREST/WEN SPACE (a[) 0.55 aw 0.00 0.00 0.00 ML IMPERVIOUS COVER IMPEWKDUSCOVERTREATEDIa[I 0.68 0.68 42 0.33 0.00 0.00 OK.MANAGED TURF AREA (aa) 1.40 4142 050.2] DO.N OK.MANAGED TURF AREA TREATED (a[) 1.40 050.2] 0.00 07 OK.ARFAMECK OK K. OK. OK. OK. Site Treatment Volume (ks) 17A64 Runoff Reduction Volume and TP By Drainage Area O.A.A O.A.B O.A.0 D.A.D OA.E TOTAL RUNOFF REDUCTION VOLUME ACHIEVED (N°) 1,345 3,933 530 0 0 5,812 TP LOADAVAINBLE FOR REMOVAL Qb/pl 2.11 6.18 0.84 0.00 O.N 9.13 TPLOADMOUCTIONACNIEVED (Ib/yr) 1.16 3.39 0.46 0.00 O.M 5.02 TP LOAD REMAINING IIb/yr) 0.95 2.]8 0.38 0.00 O.N 4.11 NITROGEN LOAD REDUCTION ACHIEVED IIb/yr) 9.66 28.26 3.83 0.00 O.M 41.75 Total Phosphorus FINAL POST -DEVELOPMENT TP LOAD Qb/yr) 10.9] TP LOAD REDUCTION REQUIRED Pb/yr) 6.19 TP WAD REDUCTIONACHIEVED (Ib/yr) 5.02 TP LOAD REMAINING IIb/yr): 5.96 REMAINING TP LOAD REDUCTION REQUIRED Pb/yrl: 1.18 Total Nitrogen (For Information Purposes) POST-DEVEMPMEM WAD (Ib/yr) 78,50 NMU)GEN LOAD REDUCTION ACHIEVED Pb/yrl 41.]5 REMAINING POST-OEVELOPMEM NITROGEN LOAD (Ib/yr) 3671 Vlryinia Runoff Retl..-Me1Me MfWhml DECiVirglnla Ridnaff Reduarlon Mellad New Developmem Cempllat%e Spreadal eet - Verdon 3.0 RMPce5yn Speeif mrvrrnao: . Me Summer, Pmlxt Trtic [astalia Farm winery Dare:o 7 Total Rainfall = 63Inches SNe land Cover Summary ♦mils BSons CStlls Osas Totals %of Total F rea/Open (aeres) 0.00 0.55 0D. 0.00 755 5 Managed Turllarm) 0.00 J.68 1 0.. 0.00 TM fin I ,ndous Cover lmrml D.w 103 0.m ono 3R3 v 1166 Wo Site Tv and land Cover Nutrient Wade Re R o.a1 T.... VaWme 12,a TP Wad lib/yr) 1097 Tx Mad (IbIr) ]9.m T 1 TP Mad ReduNon Reyulred(Ib/yrl fi.19 Site Compliance Summary Total Runoff Volume Reduetlan(W) 5,812 Total TP Mad Redudion RrMe¢ed (lb/Yr) Sno Total TN Mad Reducdon AcMemd (b/yrl 41.75 Remaining Part Development TP Wad (.b/yr) 596 Remaining TP Mad Reduction (ibin) Required L1R DA.i OAB BA.0 DAD DA.E Total Porn/open (anes) ass o.Do D.oOOno oss Managed Turl(araes) 1.. 11 2.05 1 0.27 oao o.oD 3.72 ImpeMous Cavm laneed I Do 2.a2 E33 I DUO I 103 Total Arn(anea) I Lfi3 OA] 0.50 1 We 1 1. OAR DA8 hAC DAD DA.E Total TP Lwd Redueetl Ib/ r) 1.16 139 O.,n 10.00 D.. Sn2 TN Mad Reduced(lb/yr) V. 28.26 3.83 1 DOD U.M 4131 lrynr storm 1 2year storm .,err storm Target Rainfall Event (in) 1 3n0 1 3.60 SW Drainage Aram RVBCA! Ominage RreaR Ominage FnmB Dnlnage RreaC manage Area Ominage Area CN 6s 63 61 0 o RRIt?) 1.3as %so3 s3a o 0 1-Year return Period or (arm) a6] 13] ]31 ON aoo RV I Mr—inl as3 IOJ ].o] OW DCo xaaluma fb n n o 0 2-Yam rerunp mal Bm 6e"m Lm 1]5 1.]5 0. aaa AR meld aB] I55 3]] ON don xealunM fb ]x 0 0 1aYear rerun pmlod mAmImam 3V LS9 z.99 0. nor, M mnlnl Lez va z.]a om ow ..'a w 6] R ]8 0 0 SumartPdm CASTALIA FARM WINERY PREDEV DRAINAGE AREA MAP \ AVA1\\ ��11A VA I �\/-��\\ \�\\\\�r� � � � �_�\\\\\��� -•_ ��' ��� r jj/ /' ///��///j� ��i/���(III JAI\ ll (� 1\\` ��7����� \ \ \ \\\\ Vv� A\V _v NA A\vvv vVc XA\�\\\ vvwvvAVC' vv\11 1 \ \\\\ \\\ \\ \ \\ \\ \ j \� Nll�� OA if \ lV vvvvv OPN/ �\ - /� A \v��- \� l\ / r /� /A\\A\ V P �I� ' l',y��FJ Pon ` _ — — _ — = �\ Z "\ / �-� •�— //� ' i'b )) S J�//' r �0o 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 = 16.7 200 400 600 1S 2S DA 1 - O site DA 1 - Offsite 1L POA 1 3S 4S DA 2 - Site DA - Offsite 2L POA2 Sub4 Reach Aon Llnk 5S 6S DA 3 - site DA - offsite 3L POA 3 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 4/13/2022 HvdroCADO 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 Link 4L: POA 4 Inflow=0.08 cfs 0.023 of Primary=0.08 cfs 0.023 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=0.800 ac 0.00% Impervious Runoff Depth=0.17" Tc=16.7 min CN=55 Runoff=0.04 cfs 0.011 of Subcatchment8S: DA 4 - Offsite Runoff Area=0.810 ac 0.00% Impervious Runoff Depth=0.17" Tc=16.7 min CN=55 Runoff=0.04 cfs 0.012 of Total Runoff Area = 42.160 ac Runoff Volume = 0.624 of Average Runoff Depth = 0.18" 99.17% Pervious = 41.810 ac 0.83% Impervious = 0.350 ac Predev PREDEV Type/1 24-hr 1-YR Rainfall=2.91" Prepared by {enter your company name here} Printed 4/13/2022 HvdroCADO 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 IS: 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 4/13/2022 HvdroCADO 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 = 1.610 ac, 0.00% Impervious, Inflow Depth = 0.17" for 1-YR event Inflow = 0.08 cfs @ 12.21 hrs, Volume= 0.023 of Primary = 0.08 cfs @ 12.21 hrs, Volume= 0.023 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 4/13/2022 HvdroCADO 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 - Orl 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 4/13/2022 HvdroCADO 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 = 0.04 cfs @ 12.21 hrs, Volume= 0.011 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 0.690 55 HSG B Woods 0.110 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 0.800 55 Weighted Average 0.800 100.00% Pervious Area Tc Length Slope Velocity Capacity Description 16.7 Runoff = Direct Entry, Summary for Subcatchment 8S: DA 4 - Mite 0.04 cfs @ 12.21 hrs, Volume= 0.012 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 0.770 55 HSG B Woods 0.040 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 0.810 55 Weighted Average 0.810 100.00% 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 4/13/2022 HvdroCADO 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=1.95 cfs 0.155 of Primary=1.95 cfs 0.155 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=0.800 ac 0.00% Impervious Runoff Depth=1.15" Tc=16.7 min CN=55 Runoff=0.97 cfs 0.077 of Subcatchment8S: DA 4 - Offsite Runoff Area=0.810 ac 0.00% Impervious Runoff Depth=1.15" Tc=16.7 min CN=55 Runoff=0.98 cfs 0.078 of Total Runoff Area = 42.160 ac Runoff Volume = 4.117 of Average Runoff Depth = 1.17" 99.17% Pervious = 41.810 ac 0.83% Impervious = 0.350 ac Predev PREDEV Type/1 24-hr 10-YR Rainfall=5.34" Prepared by {enter your company name here} Printed 4/13/2022 HvdroCADO 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 IS: 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 4/13/2022 HvdroCADO 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 = 1.610 ac, 0.00% Impervious, Inflow Depth = 1.15" for 10-YR event Inflow = 1.95 cfs @ 12.11 hrs, Volume= 0.155 of Primary = 1.95 cfs @ 12.11 hrs, Volume= 0.155 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 4/13/2022 HvdroCADO 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 - Orl 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 4/13/2022 HvdroCADO 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 = 0.97 cfs @ 12.11 hrs, Volume= 0.077 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 0.690 55 HSG B Woods 0.110 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 0.800 55 Weighted Average 0.800 100.00% Pervious Area Tc Length Slope Velocity Capacity Description 16.7 Runoff = Direct Entry, Summary for Subcatchment 8S: DA 4 - Mite 0.98 cfs @ 12.11 hrs, Volume= 0.078 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 0.770 55 HSG B Woods 0.040 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 0.810 55 Weighted Average 0.810 100.00% 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 4/13/2022 HvdroCADO 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=6.42 cfs 0.446 of Primary=6.42 cfs 0.446 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=0.800 ac 0.00% Impervious Runoff Depth=3.32" Tc=16.7 min CN=55 Runoff=3.19 cfs 0.222 of SubcatchmentfIS: DA 4 - Offsite Runoff Area=0.810 ac 0.00% Impervious Runoff Depth=3.32" Tc=16.7 min CN=55 Runoff=3.23 cfs 0.224 of Total Runoff Area = 42.160 ac Runoff Volume = 11.784 of Average Runoff Depth = 3.35" 99.17% Pervious = 41.810 ac 0.83% Impervious = 0.350 ac Predev PREDEV Type/1 24-hr 100-YR Rainfall=8.77" Prepared by {enter your company name here} Printed 4/13/2022 HvdroCADO 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 IS: 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 4/13/2022 HvdroCADO 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 = 1.610 ac, 0.00% Impervious, Inflow Depth = 3.32" for 100-YR event Inflow = 6.42 cfs @ 12.10 hrs, Volume= 0.446 of Primary = 6.42 cfs @ 12.10 hrs, Volume= 0.446 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 4/13/2022 HvdroCADO 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 - Orl 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 4/13/2022 HvdroCADO 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 = 3.19 cfs @ 12.10 hrs, Volume= 0.222 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 0.690 55 HSG B Woods 0.110 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 0.800 55 Weighted Average 0.800 100.00% Pervious Area Tc Length Slope Velocity Capacity Description 16.7 Runoff = Direct Entry, Summary for Subcatchment 8S: DA 4 - Mite 3.23 cfs @ 12.10 hrs, Volume= 0.224 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 0.770 55 HSG B Woods 0.040 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 0.810 55 Weighted Average 0.810 100.00% Pervious Area Tc Length Slope Velocity Capacity Description 16.7 Direct Entry, CASTALIA FARM WINERY POSTDEV DRAINAGE AREA MAP IIII `�- vv� 'V\� �v �� J i I�111�P�t�s �V�_- \ \ /ll \ �J1 \ _i ��� goo' sT F-Bu \\ Il INlln ) � \�j �SrReq y,�° 1-0 570 \ \VwVX������\\ 0 zoo mu—eor.so AV ��s"rp='J,,\ DRAINAGE AREA 1: TOTAL AREA = 4.04 AC WOODS = 1.28 AC MEADOW = 1.93 AC IMPERVIOUS = 0.76 AC TIME OF CONCENTRATION = 5.0 MINUTES (ASSUMED) DRAINAGE AREA 2: TOTAL AREA = 24.88 AC WOODS = 26.70 AC MEADOW = 0.50 AC IMPERVIOUS = 0.00 AC TIME OF CONCENTRATION = 22.4 MINUTES DRAINAGE AREA 3: TOTAL AREA = 14.05 AC WOODS = 15.63 AC MEADOW = 1.37 AC IMPERVIOUS = 1.14 AC TIME OF CONCENTRATION = 5.0 MINUTES (ASSUMED) DRAINAGE AREA 4: TOTAL AREA = 0.60 AC WOODS = 0.00 AC MEADOW = 0.24 AC IMPERVIOUS = 0.28 AC TIME OF CONCENTRATION = 5.0 MINUTES (ASSUMED) ss 2$ DA 3to ofilter#2- 1S 5S its7S DA 1 t Biofilter #1 - DA 1 to Biofil r #1 - fisha Onsite DA 3 to Blofitt #2 - DA 3 to De ention Pond Onsite - nsite SS 3S DA oo Detention Pond 1P DA2 ORs 3P /'� -one Bypass JJ Am Biofilt�r#1 4S b DA 2 - She Bypass Area 21P Detentign Pond bl 2R 1L Culvert -Stream POA 1 Crossing #2 Sub4 Reach Aon Llflk 11s DA 4to Bi filter#3- On its 12S Bypass -Stream Cm ng # 6P Bioflt�r#2 b 5P 9S Date on Pond DA Bypass - Onsite 4P Mention Pond 10S A 3 Bypass -Ofishe 3L POA 3 Biofil r#3 1R Culvert -Stream Crossing 91 4L POA4 Sub4 Reach Aon Llflk 11s DA 4to Bi filter#3- On its 12S Bypass -Stream Cm ng # 6P Bioflt�r#2 b 5P 9S Date on Pond DA Bypass - Onsite 4P Mention Pond 10S A 3 Bypass -Ofishe 3L POA 3 Biofil r#3 1R Culvert -Stream Crossing 91 4L POA4 Bioflt�r#2 b 5P 9S Date on Pond DA Bypass - Onsite 4P Mention Pond 10S A 3 Bypass -Ofishe 3L POA 3 Biofil r#3 1R Culvert -Stream Crossing 91 4L POA4 Biofil r#3 1R Culvert -Stream Crossing 91 4L POA4 Postdev POSTDEV Type/1 24-hr 1-YR Rainfall=2.91" Prepared by {enter your company name here} Printed 4/13/2022 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=575.16' Storage=4,589 cf Inflow=1.59 cfs 0.105 of Outflow=0.00 cfs 0.000 of Reach 1 R: Culvert - Stream Crossing #1 Avg. Flow Depth=1.67' Max Vet=9.53 fps Inflow=51.62 cfs 9.352 of 42.0" Round Pipe w/ 6.0" fill n=0.011 L=43.0' S=0.0058'P Capacity=79.08 cfs Outflow=51.57 cfs 9.352 of Subcatchment1S: DA 1 to Biofilter#1 - Runoff Area=2.630 ac 25.86% Impervious Runoff Depth=0.36" Tc=5.0 min UI Adjusted CN=62 Runoff=1.33 cfs 0.080 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: POA 4 Inflow=0.00 cfs 0.000 of Primary=0.00 cfs 0.000 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 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 Pond 6P: Biofilter#3 Peak EIev=542.90' Storage=2,576 cf Inflow=1.31 cfs 0.059 of Outflow=0.00 cfs 0.000 of Postdev POSTDEV Type/1 24-hr 1-YR Rainfall=2.91" Prepared by {enter your company name here} Printed 4/13/2022 HvdroCADO 9.10 s/n 07054 © 2010 HvdroCAD Software Solutions LLC Paae 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 Biofilter#3 - Runoff Area=0.600 ac 55.00% Impervious Runoff Depth=1.18" Tc=5.0 min CN=80 Runoff=1.31 cfs 0.059 of Subcatchmentl2S: Bypass Area -Stream Runoff Area=457.130 ac 0.02% Impervious Runoff Depth=0.25" Tc=20.0 min CN=58 Runoff=51.62 cfs 9.352 of Total Runoff Area = 500.700 ac Runoff Volume = 10.485 of Average Runoff Depth = 0.25" 99.25% Pervious = 496.920 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 4/13/2022 HvdroCADO 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 = 0.31" for 1-YR event Inflow = 1.59 cfs @ 11.99 hrs, Volume= 0.105 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 Star -Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 575.16' @ 24.30 hrs Surf.Area= 2,400 sf Storage= 4,589 cf Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 570.99' 12,580 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 570.99 2,400 0.0 0 0 571.00 2,400 40.0 10 10 574.00 2,400 25.0 1,800 1,810 576.00 2,400 100.0 4,800 6,610 578.00 3,570 100.0 5,970 12,580 Device Routing Invert Outlet Devices #1 Primary 576.50' 32.0' long x 1.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=570.99' (Free Discharge) t1=13road-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Reach 1 R: Culvert - Stream Crossing #1 Inflow Area = 457.130 ac, 0.02% Impervious, Inflow Depth = 0.25" for 1-YR event Inflow = 51.62 cfs @ 12.22 hrs, Volume= 9.352 of Outflow = 51.57 cfs @ 12.22 hrs, Volume= 9.352 af, Atten= 0%, Lag= 0.1 min Postdev POSTDEV Type/1 24-hr 1-YR Rainfall=2.91" Prepared by {enter your company name here} Printed 4/13/2022 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= 9.53 fps, Min. Travel Time= 0.1 min Avg. Velocity = 5.20 fps, Avg. Travel Time= 0.1 min Peak Storage= 233 cf @ 12.22 hrs Average Depth at Peak Storage= 2.17' above invert (1.67' 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 = 1.33 cfs @ 11.99 hrs, Volume= 0.080 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 1.400 58 Meadow, non -grazed, HSG B 0.680 98 Unconnected pavement, HSG B 0.550 55 Woods, Good, HSG B 2.630 68 Weighted Average, UI Adjusted CN = 62 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 4/13/2022 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 1 574.00' 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) LCulvert (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 4/13/2022 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 4/13/2022 HvdroCADO 9.10 s/n 07054 @ 2010 HvdroCAD Software Solutions LLC Paae 8 Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (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=13road-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 = 0.600 ac, 55.00% 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 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 4/13/2022 HvdroCAD® 9.10 s/n 07054 © 2010 HvdroCAD Software Solutions LLC Paae 9 Routing by Star -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) tflulvert (Passes 0.21 cfs of 10.42 cfs potential flow) =Orifice/Grate ( Controls 0.00 cfs) =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 4/13/2022 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) t 1=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 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 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 4/13/2022 HvdroCADO 9.10 s/n 07054 © 2010 HvdroCAD Software Solutions LLC Paae 11 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 Pond 6P: Biofilter #3 Inflow Area = 0.600 ac, 55.00% Impervious, Inflow Depth = 1.18" for 1-YR event Inflow = 1.31 cfs @ 11.96 hrs, Volume= 0.059 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 542.90' @ 24.30 hrs Surf.Area= 1,840 sf Storage= 2,576 cf Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 539.99' 8,677 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 539.99 1,840 0.0 0 0 540.00 1,840 40.0 7 7 542.00 1,840 25.0 920 927 544.00 1,840 100.0 3,680 4,607 546.00 2,230 100.0 4,070 8,677 Device Routing Invert Outlet Devices #1 Primary 544.50' 6.0' long x 1.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=539.99' (Free Discharge) t1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Postdev POSTDEV Type/1 24-hr 1-YR Rainfall=2.91" Prepared by {enter your company name here} Printed 4/13/2022 HvdroCADO 9.10 s/n 07054 © 2010 HvdroCAD Software Solutions LLC Paae 12 Summary for Subcatchment 6S: DA 3 to Biofilter #2 - Offsite 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 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 (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment 8S: DA 3 to Detention Pond - Offsite Runoff = 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 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 4/13/2022 HvdroCADO 9.10 s/n 07054 @ 2010 HvdroCAD Software Solutions LLC Paae 13 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 II 24-hr 1-YR Rainfall=2.91" Area (ac) CN Description 0.390 58 Meadow, non-arazed. 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 Biofilter #3 - Onsite Runoff = 1.31 cfs @ 11.96 hrs, Volume= 0.059 af, Depth= 1.18" 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 4/13/2022 HvdroCADO 9.10 s/n 07054 @ 2010 HvdroCAD Software Solutions LLC Paae 14 Area (ac) CN Description 0.330 98 Unconnected pavement, HSG B 0.270 58 Meadow, non-arazed. HSG B 0.600 80 Weighted Average 0.270 45.00% Pervious Area 0.330 55.00% Impervious Area 0.330 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (f /ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 12S: Bypass Area - Stream Crossing #1 Runoff = 51.62 cfs @ 12.22 hrs, Volume= 9.352 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 457.050 58 Meadow, non -grazed, HSG B 0.080 98 Unconnected pavement, HSG B 457.130 58 Weighted Average 457.050 99.98% Pervious Area 0.080 0.02% Impervious Area 0.080 100.00% Unconnected 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 4/13/2022 HvdroCADO 9.10 s/n 07054 © 2010 HvdroCAD Software Solutions LLC Pace 15 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=0.65 cfs 0.333 of Primary=0.65 cfs 0.333 of Pond 1P: Biofilter#1 Peak EIev=576.60' Storage=8,143 cf Inflow=11.16 cfs 0.514 of Outflow=2.56 cfs 0.333 of Reach 1 R: Culvert - Stream Avg. Flow Depth=3.00' Max Vet=10.19 fps Inflow=616.76 cfs 51.823 of 42.0" Round Pipe w/ 6.0" fill n=0.011 L=43.0' S=0.0058 T Capacity=79.08 cfs Outflow=84.86 cfs 51.823 of Subcatchment1S: DA 1 to Biofilter#1 - Runoff Area=2.630 ac 25.86% Impervious Runoff Depth=1.65" Tc=5.0 min UI Adjusted CN=62 Runoff=7.94 cfs 0.362 of Pond 2P: Detention Pond Peak EIev=574.01' Storage=2,634 cf Inflow=2.56 cfs 0.333 of Outflow=0.65 cfs 0.333 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=0.0382 T 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 EIev=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: POA 4 Inflow=0.07 cfs 0.032 of Primary=0.07 cfs 0.032 of Pond 4P: Detention Pond Peak EIev=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 EIev=584.17' Storage=12,588 cf Inflow=10.31 cfs 0.894 of Outflow=3.42 cfs 0.892 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 Pond 6P: Biofilter#3 Peak EIev=544.52' Storage=5,586 cf Inflow=3.47 cfs 0.160 of Outflow=0.07 cfs 0.032 of Postdev POSTDEV Type/1 24-hr 10-YR Rainfall=5.34" Prepared by {enter your company name here} Printed 4/13/2022 HvdroCADO 9.10 s/n 07054 © 2010 HvdroCAD Software Solutions LLC Paae 16 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 Biofilter#3 - Runoff Area=0.600 ac 55.00% Impervious Runoff Depth=3.19" Tc=5.0 min CN=80 Runoff=3.47 cfs 0.160 of Subcatchmentl2S: Bypass Area -Stream Runoff Area=457.130 ac 0.02% Impervious Runoff Depth=1.36" Tc=20.0 min CN=58 Runoff=616.76 cfs 51.823 of Total Runoff Area = 500.700 ac Runoff Volume = 57.098 of Average Runoff Depth = 1.37" 99.25% Pervious = 496.920 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 4/13/2022 HvdroCADO 9.10 s/n 07054 © 2010 HvdroCAD Software Solutions LLC Paae 17 Summary for Link 1 L: POA 1 Inflow Area = 4.040 ac, 16.83% Impervious, Inflow Depth = 0.99" for 10-YR event Inflow = 0.65 cfs @ 13.18 hrs, Volume= 0.333 of Primary = 0.65 cfs @ 13.18 hrs, Volume= 0.333 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 = 1.53" for 10-YR event Inflow = 11.16 cfs @ 11.97 hrs, Volume= 0.514 of Outflow = 2.56 cfs @ 12.13 hrs, Volume= 0.333 af, Atten= 77%, Lag= 9.3 min Primary = 2.56 cfs @ 12.13 hrs, Volume= 0.333 of Routing by Star -Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 576.60' @ 12.13 hrs Surf.Area= 2,748 sf Storage= 8,143 cf Plug -Flow detention time= 209.7 min calculated for 0.333 of (65% of inflow) Center -of -Mass det. time= 84.4 min (949.5 - 865.2 ) Volume Invert Avail.Storage Storage Description #1 570.99' 12,580 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 570.99 2,400 0.0 0 0 571.00 2,400 40.0 10 10 574.00 2,400 25.0 1,800 1,810 576.00 2,400 100.0 4,800 6,610 578.00 3,570 100.0 5,970 12,580 Device Routing Invert Outlet Devices #1 Primary 576.50' 32.0' long x 1.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=2.46 cfs @ 12.13 hrs HW=576.59' (Free Discharge) t1=13road-Crested Rectangular Weir(Weir Controls 2.46 cfs @ 0.82 fps) Summary for Reach 1 R: Culvert - Stream Crossing #1 Inflow Area = 457.130 ac, 0.02% Impervious, Inflow Depth = 1.36" for 10-YR event Inflow = 616.76 cfs @ 12.15 hrs, Volume= 51.823 of Outflow = 84.86 cfs @ 11.89 hrs, Volume= 51.823 af, Atten= 86%, Lag= 0.0 min Postdev POSTDEV Type/1 24-hr 10-YR Rainfall=5.34" Prepared by {enter your company name here} Printed 4/13/2022 HvdroCAD@ 9.10 s/n 07054 @ 2010 HvdroCAD Software Solutions LLC Paae 18 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 = 7.60 fps, Avg. Travel Time= 0.1 min Peak Storage= 377 cf @ 11.91 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' Summary for Subcatchment 1S: DA 1 to Biofilter #1 - Onsite Runoff = 7.94 cfs @ 11.97 hrs, Volume= 0.362 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 1.400 58 Meadow, non -grazed, HSG B 0.680 98 Unconnected pavement, HSG B 0.550 55 Woods, Good, HSG B 2.630 68 Weighted Average, UI Adjusted CN = 62 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 = 0.99" for 10-YR event Inflow = 2.56 cfs @ 12.13 hrs, Volume= 0.333 of Outflow = 0.65 cfs @ 13.18 hrs, Volume= 0.333 af, Atten= 75%, Lag= 63.5 min Primary = 0.65 cfs @ 13.18 hrs, Volume= 0.333 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 4/13/2022 HvdroCAD® 9.10 s/n 07054 © 2010 HvdroCAD Software Solutions LLC Paae 19 Peak Elev= 574.01' @ 13.18 hrs Surf.Area= 1,759 sf Storage= 2,634 cf Plug -Flow detention time= 53.2 min calculated for 0.333 of (100% of inflow) Center -of -Mass det. time= 53.4 min ( 1,003.0 - 949.5) 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 1 574.00' 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=0.61 cfs @ 13.18 hrs HW=574.01' (Free Discharge) LCulvert (Passes 0.61 cfs of 16.93 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.04 cfs @ 0.33 fps) 3=Orifice/Grate (Orifice Controls 0.57 cfs @ 6.54 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 4/13/2022 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 4/13/2022 HvdroCADO 9.10 s/n 07054 @ 2010 HvdroCAD Software Solutions LLC Paae 21 Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (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=13road-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 = 0.600 ac, 55.00% Impervious, Inflow Depth = 0.64" for 10-YR event Inflow = 0.07 cfs @ 15.84 hrs, Volume= 0.032 of Primary = 0.07 cfs @ 15.84 hrs, Volume= 0.032 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 4/13/2022 HvdroCAD® 9.10 s/n 07054 © 2010 HvdroCAD Software Solutions LLC Paae 22 Routing by Star -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) tflulvert (Passes 6.00 cfs of 44.00 cfs potential flow) =Orifice/Grate (Weir Controls 3.96 cfs @ 1.39 fps) =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 4/13/2022 HvdroCAD® 9.10 s/n 07054 © 2010 HvdroCAD Software Solutions LLC Paae 23 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) t 1=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 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 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 4/13/2022 HvdroCADO 9.10 s/n 07054 © 2010 HvdroCAD Software Solutions LLC Paae 24 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 Pond 6P: Biofilter #3 Inflow Area = 0.600 ac, 55.00% Impervious, Inflow Depth = 3.19" for 10-YR event Inflow = 3.47 cfs @ 11.96 hrs, Volume= 0.160 of Outflow = 0.07 cfs @ 15.84 hrs, Volume= 0.032 af, Atten= 98%, Lag= 232.9 min Primary = 0.07 cfs @ 15.84 hrs, Volume= 0.032 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 544.52' @ 15.84 hrs Surf.Area= 1,941 sf Storage= 5,586 cf Plug -Flow detention time= 479.6 min calculated for 0.032 of (20% of inflow) Center -of -Mass det. time= 337.2 min ( 1,152.2 - 815.0 ) Volume Invert Avail.Storage Storage Description #1 539.99' 8,677 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 539.99 1,840 0.0 0 0 540.00 1,840 40.0 7 7 542.00 1,840 25.0 920 927 544.00 1,840 100.0 3,680 4,607 546.00 2,230 100.0 4,070 8,677 Device Routing Invert Outlet Devices #1 Primary 544.50' 6.0' long x 1.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=0.04 cfs @ 15.84 hrs HW=544.52' (Free Discharge) t1=13road-Crested Rectangular Weir(Weir Controls 0.04 cfs @ 0.36 fps) Postdev POSTDEV Type/1 24-hr 10-YR Rainfall=5.34" Prepared by {enter your company name here} Printed 4/13/2022 HvdroCADO 9.10 s/n 07054 © 2010 HvdroCAD Software Solutions LLC Paae 25 Summary for Subcatchment 6S: DA 3 to Biofilter #2 - Offsite 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 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 (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment 8S: DA 3 to Detention Pond - Offsite Runoff = 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 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 4/13/2022 HvdroCADO 9.10 s/n 07054 @ 2010 HvdroCAD Software Solutions LLC Paae 26 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 II 24-hr 10-YR Rainfall=5.34" Area (ac) CN Description 0.390 58 Meadow, non-arazed. 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 Biofilter #3 - Onsite Runoff = 3.47 cfs @ 11.96 hrs, Volume= 0.160 af, Depth= 3.19" 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 4/13/2022 HvdroCADO 9.10 s/n 07054 @ 2010 HvdroCAD Software Solutions LLC Paae 27 Area (ac) CN Description 0.330 98 Unconnected pavement, HSG B 0.270 58 Meadow, non-arazed. HSG B 0.600 80 Weighted Average 0.270 45.00% Pervious Area 0.330 55.00% Impervious Area 0.330 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (f /ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 12S: Bypass Area - Stream Crossing #1 Runoff = 616.76 cfs @ 12.15 hrs, Volume= 51.823 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 457.050 58 Meadow, non -grazed, HSG B 0.080 98 Unconnected pavement, HSG B 457.130 58 Weighted Average 457.050 99.98% Pervious Area 0.080 0.02% Impervious Area 0.080 100.00% Unconnected 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 4/13/2022 HvdroCAD® 9.10 s/n 07054 © 2010 HvdroCAD Software Solutions LLC Paae 28 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=575.16' Storage=4,589 cf Inflow=1.59 cfs 0.105 of Outflow=0.00 cfs 0.000 of Reach 1 R: Culvert - Stream Crossing #1 Avg. Flow Depth=1.67' Max Vet=9.53 fps Inflow=51.62 cfs 9.352 of 42.0" Round Pipe w/ 6.0" fill n=0.011 L=43.0' S=0.0058'P Capacity=79.08 cfs Outflow=51.57 cfs 9.352 of Subcatchment1S: DA 1 to Biofilter#1 - Runoff Area=2.630 ac 25.86% Impervious Runoff Depth=0.36" Tc=5.0 min UI Adjusted CN=62 Runoff=1.33 cfs 0.080 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: POA 4 Inflow=0.00 cfs 0.000 of Primary=0.00 cfs 0.000 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 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 Pond 6P: Biofilter#3 Peak EIev=542.90' Storage=2,576 cf Inflow=1.31 cfs 0.059 of Outflow=0.00 cfs 0.000 of Postdev POSTDEV Type ll24-hr25-YR Rainfall=2.91" Prepared by {enter your company name here} Printed 4/13/2022 HvdroCADO 9.10 s/n 07054 © 2010 HvdroCAD Software Solutions LLC Paae 29 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 Biofilter#3 - Runoff Area=0.600 ac 55.00% Impervious Runoff Depth=1.18" Tc=5.0 min CN=80 Runoff=1.31 cfs 0.059 of Subcatchmentl2S: Bypass Area -Stream Runoff Area=457.130 ac 0.02% Impervious Runoff Depth=0.25" Tc=20.0 min CN=58 Runoff=51.62 cfs 9.352 of Total Runoff Area = 500.700 ac Runoff Volume = 10.485 of Average Runoff Depth = 0.25" 99.25% Pervious = 496.920 ac 0.75% Impervious = 3.780 ac Postdev POSTDEV Type ll24-hr25-YR Rainfall=2.91" Prepared by {enter your company name here) Printed 4/13/2022 HvdroCADO 9.10 s/n 07054 © 2010 HvdroCAD Software Solutions LLC Paae 30 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 = 0.31" for 25-YR event Inflow = 1.59 cfs @ 11.99 hrs, Volume= 0.105 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 Star -Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 575.16' @ 24.30 hrs Surf.Area= 2,400 sf Storage= 4,589 cf Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 570.99' 12,580 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 570.99 2,400 0.0 0 0 571.00 2,400 40.0 10 10 574.00 2,400 25.0 1,800 1,810 576.00 2,400 100.0 4,800 6,610 578.00 3,570 100.0 5,970 12,580 Device Routing Invert Outlet Devices #1 Primary 576.50' 32.0' long x 1.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=570.99' (Free Discharge) t1=13road-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Reach 1 R: Culvert - Stream Crossing #1 Inflow Area = 457.130 ac, 0.02% Impervious, Inflow Depth = 0.25" for 25-YR event Inflow = 51.62 cfs @ 12.22 hrs, Volume= 9.352 of Outflow = 51.57 cfs @ 12.22 hrs, Volume= 9.352 af, Atten= 0%, Lag= 0.1 min Postdev POSTDEV Type ll24-hr25-YR Rainfall=2.91" Prepared by {enter your company name here} Printed 4/13/2022 HvdroCAD@ 9.10 s/n 07054 @ 2010 HvdroCAD Software Solutions LLC Paae 31 Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Max. Velocity= 9.53 fps, Min. Travel Time= 0.1 min Avg. Velocity = 5.20 fps, Avg. Travel Time= 0.1 min Peak Storage= 233 cf @ 12.22 hrs Average Depth at Peak Storage= 2.17' above invert (1.67' 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 = 1.33 cfs @ 11.99 hrs, Volume= 0.080 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 1.400 58 Meadow, non -grazed, HSG B 0.680 98 Unconnected pavement, HSG B 0.550 55 Woods, Good, HSG B 2.630 68 Weighted Average, UI Adjusted CN = 62 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 4/13/2022 HvdroCAD@ 9.10 s/n 07054 @ 2010 HvdroCAD Software Solutions LLC Paae 32 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 1 574.00' 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) LCulvert (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 4/13/2022 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 4/13/2022 HvdroCADO 9.10 s/n 07054 @ 2010 HvdroCAD Software Solutions LLC Paae 34 Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (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=13road-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 = 0.600 ac, 55.00% 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 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 4/13/2022 HvdroCAD® 9.10 s/n 07054 © 2010 HvdroCAD Software Solutions LLC Paae 35 Routing by Star -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) tflulvert (Passes 0.21 cfs of 10.42 cfs potential flow) =Orifice/Grate ( Controls 0.00 cfs) =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 4/13/2022 HvdroCAD® 9.10 s/n 07054 © 2010 HvdroCAD Software Solutions LLC Paae 36 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) t 1=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 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 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 4/13/2022 HvdroCADO 9.10 s/n 07054 © 2010 HvdroCAD Software Solutions LLC Paae 37 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 Pond 6P: Biofilter #3 Inflow Area = 0.600 ac, 55.00% Impervious, Inflow Depth = 1.18" for 25-YR event Inflow = 1.31 cfs @ 11.96 hrs, Volume= 0.059 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 542.90' @ 24.30 hrs Surf.Area= 1,840 sf Storage= 2,576 cf Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 539.99' 8,677 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 539.99 1,840 0.0 0 0 540.00 1,840 40.0 7 7 542.00 1,840 25.0 920 927 544.00 1,840 100.0 3,680 4,607 546.00 2,230 100.0 4,070 8,677 Device Routing Invert Outlet Devices #1 Primary 544.50' 6.0' long x 1.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=539.99' (Free Discharge) t1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Postdev POSTDEV Type ll24-hr25-YR Rainfall=2.91" Prepared by {enter your company name here} Printed 4/13/2022 HvdroCADO 9.10 s/n 07054 © 2010 HvdroCAD Software Solutions LLC Paae 38 Summary for Subcatchment 6S: DA 3 to Biofilter #2 - Offsite 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 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 (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment 8S: DA 3 to Detention Pond - Offsite Runoff = 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 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 4/13/2022 HvdroCADO 9.10 s/n 07054 © 2010 HvdroCAD Software Solutions LLC Paae 39 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 II 24-hr 25-YR Rainfall=2.91" Area (ac) CN Description 0.390 58 Meadow, non-arazed. 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 Biofilter #3 - Onsite Runoff = 1.31 cfs @ 11.96 hrs, Volume= 0.059 af, Depth= 1.18" 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 4/13/2022 HvdroCADO 9.10 s/n 07054 @ 2010 HvdroCAD Software Solutions LLC Paae 40 Area (ac) CN Description 0.330 98 Unconnected pavement, HSG B 0.270 58 Meadow, non-arazed. HSG B 0.600 80 Weighted Average 0.270 45.00% Pervious Area 0.330 55.00% Impervious Area 0.330 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (f /ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 12S: Bypass Area - Stream Crossing #1 Runoff = 51.62 cfs @ 12.22 hrs, Volume= 9.352 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 457.050 58 Meadow, non -grazed, HSG B 0.080 98 Unconnected pavement, HSG B 457.130 58 Weighted Average 457.050 99.98% Pervious Area 0.080 0.02% Impervious Area 0.080 100.00% Unconnected 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 4/13/2022 HvdroCADO 9.10 s/n 07054 © 2010 HvdroCAD Software Solutions LLC Pace 41 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=28.09 cfs 1.150 of Primary=28.09 cfs 1.150 of Pond 1P: Biofilter#1 Peak Elev=576.98' Storage=9,244 cf Inflow=29.48 cfs 1.331 of Outflow=29.19 cfs 1.150 of Reach 1 R: Culvert - Stream Avg. Flow Depth=3.00' Max Vet=10.24 fps Inflow=1,842.73 cfs 140.227 of 42.0" Round Pipe w/ 6.0" fill n=0.011 L=43.0' S=0.0058 T Capacity=79.08 cfs Outflow=84.12 cfs 140.232 of Subcatchment1S: DA 1 to Biofilter#1 - Runoff Area=2.630 ac 25.86% Impervious Runoff Depth=4.16" Tc=5.0 min UI Adjusted CN=62 Runoff=20.19 cfs 0.912 of Pond 2P: Detention Pond Peak Elev=574.93' Storage=4,466 cf Inflow=29.19 cfs 1.150 of Outflow=28.09 cfs 1.150 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 T 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 EIev=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: POA 4 Inflow=4.52 cfs 0.190 of Primary=4.52 cfs 0.190 of Pond 4P: Detention Pond Peak EIev=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 EIev=585.13' Storage=19,942 cf Inflow=32.70 cfs 2.505 of Outflow=24.28 cfs 2.503 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 Pond 6P: Biofilter#3 Peak EIev=544.92' Storage=6,391 cf Inflow=6.64 cfs 0.318 of Outflow=4.52 cfs 0.190 of Postdev POSTDEV Type/1 24-hr 100-YR Rainfall=8.77" Prepared by {enter your company name here} Printed 4/13/2022 HvdroCADO 9.10 s/n 07054 © 2010 HvdroCAD Software Solutions LLC Paae 42 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 Biofilter#3 - Runoff Area=0.600 ac 55.00% Impervious Runoff Depth=6.35' Tc=5.0 min CN=80 Runoff=6.64 cfs 0.318 of Subcatchmentl2S: Bypass Area -Stream Runoff Area=457.130 ac 0.02% Impervious Runoff Depth=3.68" Tc=20.0 min CN=58 Runoff=1,842.73 cfs 140.227 of Total Runoff Area = 500.700 ac Runoff Volume = 153.954 of Average Runoff Depth = 3.69" 99.25% Pervious = 496.920 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 4/13/2022 HvdroCADO 9.10 s/n 07054 © 2010 HvdroCAD Software Solutions LLC Paae 43 Summary for Link 1 L: POA 1 Inflow Area = 4.040 ac, 16.83% Impervious, Inflow Depth = 3.42" for 100-YR event Inflow = 28.09 cfs @ 11.99 hrs, Volume= 1.150 of Primary = 28.09 cfs @ 11.99 hrs, Volume= 1.150 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 = 3.95" for 100-YR event Inflow = 29.48 cfs @ 11.96 hrs, Volume= 1.331 of Outflow = 29.19 cfs @ 11.97 hrs, Volume= 1.150 af, Atten= 1 %, Lag= 0.5 min Primary = 29.19 cfs @ 11.97 hrs, Volume= 1.150 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 576.98' @ 11.97 hrs Surf.Area= 2,974 sf Storage= 9,244 cf Plug -Flow detention time= 89.7 min calculated for 1.149 of (86% of inflow) Center -of -Mass det. time= 24.8 min (861.2 - 836.3) Volume Invert Avail.Storage Storage Description #1 570.99' 12,580 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 570.99 2,400 0.0 0 0 571.00 2,400 40.0 10 10 574.00 2,400 25.0 1,800 1,810 576.00 2,400 100.0 4,800 6,610 578.00 3,570 100.0 5,970 12,580 Device Routing Invert Outlet Devices #1 Primary 576.50' 32.0' long x 1.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=28.97 cfs @ 11.97 hrs HW=576.98' (Free Discharge) t1=13road-Crested Rectangular Weir(Weir Controls 28.97 cfs @ 1.89 fps) Summary for Reach 1 R: Culvert - Stream Crossing #1 Inflow Area = 457.130 ac, 0.02% Impervious, Inflow Depth = 3.68" for 100-YR event Inflow = 1,842.73 cfs @ 12.13 hrs, Volume= 140.227 of Outflow = 84.12 cfs @ 11.61 hrs, Volume= 140.232 af, Atten= 95%, Lag= 0.0 min Postdev POSTDEV Type/1 24-hr 100-YR Rainfall=8.77" Prepared by {enter your company name here} Printed 4/13/2022 HvdroCAD@ 9.10 s/n 07054 @ 2010 HvdroCAD Software Solutions LLC Paae 44 Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Max. Velocity= 10.24 fps, Min. Travel Time= 0.1 min Avg. Velocity = 8.75 fps, Avg. Travel Time= 0.1 min Peak Storage= 377 cf @ 11.64 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' Summary for Subcatchment 1S: DA 1 to Biofilter #1 - Onsite Runoff = 20.19 cfs @ 11.96 hrs, Volume= 0.912 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 1.400 58 Meadow, non -grazed, HSG B 0.680 98 Unconnected pavement, HSG B 0.550 55 Woods, Good, HSG B 2.630 68 Weighted Average, UI Adjusted CN = 62 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 = 3.42" for 100-YR event Inflow = 29.19 cfs @ 11.97 hrs, Volume= 1.150 of Outflow = 28.09 cfs @ 11.99 hrs, Volume= 1.150 af, Atten= 4%, Lag= 1.2 min Primary = 28.09 cfs @ 11.99 hrs, Volume= 1.150 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 4/13/2022 HvdroCAD@ 9.10 s/n 07054 @ 2010 HvdroCAD Software Solutions LLC Paae 45 Peak Elev= 574.93' @ 11.99 hrs Surf.Area= 2,219 sf Storage= 4,466 cf Plug -Flow detention time= 31.5 min calculated for 1.149 of (100% of inflow) Center -of -Mass det. time= 31.7 min (892.9 - 861.2 ) 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 1 574.00' 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=27.68 cfs @ 11.99 hrs HW=574.92' (Free Discharge) LCulvert (Inlet Controls 20.40 cfs @ 6.49 fps) 2=Orifice/Grate (Passes < 36.11 cfs potential flow) 3=Orifice/Grate (Passes < 0.70 cfs potential flow) =Broad -Crested Rectangular Weir(Weir Controls 7.28 cfs @ 1.74 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 4/13/2022 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 4/13/2022 HvdroCADO 9.10 s/n 07054 @ 2010 HvdroCAD Software Solutions LLC Paae 47 Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (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=13road-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 = 0.600 ac, 55.00% Impervious, Inflow Depth = 3.80" for 100-YR event Inflow = 4.52 cfs @ 12.03 hrs, Volume= 0.190 of Primary = 4.52 cfs @ 12.03 hrs, Volume= 0.190 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 4/13/2022 HvdroCAD® 9.10 s/n 07054 © 2010 HvdroCAD Software Solutions LLC Paae 48 Routing by Star -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) tflulvert (Passes 49.08 cfs of 49.83 cfs potential flow) =Orifice/Grate (Weir Controls 46.71 cfs @ 3.17 fps) =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 4/13/2022 HvdroCAD® 9.10 s/n 07054 © 2010 HvdroCAD Software Solutions LLC Paae 49 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) t 1=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 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 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 4/13/2022 HvdroCADO 9.10 s/n 07054 © 2010 HvdroCAD Software Solutions LLC Paae 50 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 Pond 6P: Biofilter #3 Inflow Area = 0.600 ac, 55.00% Impervious, Inflow Depth = 6.35" for 100-YR event Inflow = 6.64 cfs @ 11.96 hrs, Volume= 0.318 of Outflow = 4.52 cfs @ 12.03 hrs, Volume= 0.190 af, Atten= 32%, Lag= 4.1 min Primary = 4.52 cfs @ 12.03 hrs, Volume= 0.190 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 544.92' @ 12.03 hrs Surf.Area= 2,020 sf Storage= 6,391 cf Plug -Flow detention time= 193.8 min calculated for 0.190 of (60% of inflow) Center -of -Mass det. time= 88.2 min (883.6 - 795.4) Volume Invert Avail.Storage Storage Description #1 539.99' 8,677 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 539.99 1,840 0.0 0 0 540.00 1,840 40.0 7 7 542.00 1,840 25.0 920 927 544.00 1,840 100.0 3,680 4,607 546.00 2,230 100.0 4,070 8,677 Device Routing Invert Outlet Devices #1 Primary 544.50' 6.0' long x 1.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=4.45 cfs @ 12.03 hrs HW=544.92' (Free Discharge) t1=13road-Crested Rectangular Weir(Weir Controls 4.45 cfs @ 1.76 fps) Postdev POSTDEV Type/1 24-hr 100-YR Rainfall=8.77" Prepared by {enter your company name here} Printed 4/13/2022 HvdroCADO 9.10 s/n 07054 © 2010 HvdroCAD Software Solutions LLC Paae 51 Summary for Subcatchment 6S: DA 3 to Biofilter #2 - Offsite 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 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 (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment 8S: DA 3 to Detention Pond - Offsite Runoff = 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 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 4/13/2022 HvdroCADO 9.10 s/n 07054 @ 2010 HvdroCAD Software Solutions LLC Paae 52 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 II 24-hr 100-YR Rainfall=8.77" Area (ac) CN Description 0.390 58 Meadow, non-arazed. 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 Biofilter #3 - Onsite Runoff = 6.64 cfs @ 11.96 hrs, Volume= 0.318 af, Depth= 6.35" 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 4/13/2022 HvdroCADO 9.10 s/n 07054 @ 2010 HvdroCAD Software Solutions LLC Paae 53 Area (ac) CN Description 0.330 98 Unconnected pavement, HSG B 0.270 58 Meadow, non-arazed. HSG B 0.600 80 Weighted Average 0.270 45.00% Pervious Area 0.330 55.00% Impervious Area 0.330 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (f /ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 12S: Bypass Area - Stream Crossing #1 Runoff = 1,842.73 cfs @ 12.13 hrs, Volume= 140.227 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 457.050 58 Meadow, non -grazed, HSG B 0.080 98 Unconnected pavement, HSG B 457.130 58 Weighted Average 457.050 99.98% Pervious Area 0.080 0.02% Impervious Area 0.080 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Castalia Farm Energy Balance Equation Summary for POA 1 1 Yr, 24 Hr Storm Comparison: Qeevebpee5 LF.'(Qp,noerelaped*RVIP.rel.,ed)/RVDeelopm Qde.aapees (QF.—: *RV..d)/Rv.e bw Pre Onsite Drainage Area = 1.10 ac PDA 1 Onsite Runoff: Post Onsite Drainage Area = 2.63 ac Qp,ede�ebpee OA7 (pagexx) I.F. = 0.8 RVvrPDe.�ebped = 0.018 (page xq Max Qa.M1d = 0.01 de RVp=,ebw 0.080 (page n) PDA 1 is located in the stream buffer downstream of the development. Runoff to this point is compliant with 9VAC26-870-66-B.3.a bemuse the total runoff to this point is reduced by an amount exceeding the reduction required by the energy balance equation. See Note to the right. Site complies with 9VAC25-870-66-C(2)b bemuse the 10-yr peak runoff is reduced. To meet Energy Balance Requirements, Reduce Flow @ POA 1 by: (Qp�Max Qd) = required reduction @ POA 0.07 - 0.01 = 0.06 cfs required ACHIEVED REDUCTION AT PDA 1: 0.12 cis ACHIEVED Achieved Total Runoff (Including Offsite) PREDEV 1-YR Qpre- 0.12 10-YR Qpre- 1.87 W POSTDEV Qpost- 0 Qpost= 0.65 10-YR Flow Reduction 1.8R, Note: Since the 1-yr reduction of the total runoff (including offsite area) is greater than the reduction required by the Energy Balance Equation, Runoff at this PDA is compliant with the Energy Balance Equation. Castalia Farm Energy Balance Equation Summary for POA 3 1 Yr, 24 Hr Storm Comparison: Qaevebpm5 LF.'(QPreoe.empea`RVFrepe.eiopea)/RVoe,eiopm Qne.aapees (QF.—*RV..d)/Rv.e bw Pre Onsite Drainage Area = 4.97 ac PDA 1 Onsite Runoff: Post Onsite Drainage Area = 5.94 ac Q,Pdevebpee 0.21 (page xx) I.F. = 0.8 RVI—.o bpen = 0.071 (page xq Max O.Mld = 0.03 cfs RV.ebpea = 0A71(paga n) PDA 3 is located in an existing channel that is directed tote stream buffer domstream of this development. Runoff to this point is compliant with 9VAC25-870-66-B.3.a because the total runoff to this point is reduced by an amount exceeding the reduction required by the energy balance equation. See Note to the right. Site complies with 9VAC25-870-66-C(2)b because the 10-yr peak runoff is reduced. To meet Energy Balance Requirements, Reduce Flow @ POA 1 by: (Qp�Max Qa) = required reduction @ POA 0.21 - 0.03 = 0.18 cfs required ACHIEVED REDUCTION AT PDA 1: 0.30 cis ACHIEVED Achieved Total Runoff (Including Offsite) PREDEV 1-YR Qpre- 0.08 10-YR Dipre- 12.09 1-YR Flow Reduction 0.30 POSTDEV Qpost- 0.38 Qpost= 6.89 10-YR Flow Reduction no Note: Since the 1-yr reduction of the total runoff (including offsite area) is greater than the reduction required by the Energy Balance Equation, Runoff at this POA is compliant Wth the Energy Balance Equation. Castalia Farm Energy Balance Equation Summary for POA 4 1 Yr, 24 Hr Storm Comparison: Qdevebpm5 LF.'(Qp,noerelaped*RVIP.reloped)/RVD�eioped Qde.aapeds (QF.—: *RV. .: )/Rv.e bw Pre Onsite Drainage Area = 0.80 ac PDA 1 Onsite Runoff: Post Onsite Drainage Area = 0.60 ac Qp,ede,ebped A0L001!1:::: I.F. = 0.9 RVI— .�ebpm = Max Q�..�emcen = 0.01 61s RVpnebped =(page x.) PDA 4 is located in the stream buffer downstream of the development. Runoff to this point is compliant with 9VAC26-870-66-B.3.a bemuse the total runoff to this point is reduced by an amount exceeding the reduction required by the energy balance equation. See Note to the right. Site complies with 9VAC25-870-66-C(2)b bemuse the 10-yr peak runoff is reduced. To meet Energy Balance Requirements, Reduce Flow @ POA 1 by: (Qp�Max Qde,) = required reduction @ POA 0.04 - 0.01 = 0.03 cfs required ACHIEVED REDUCTION AT PDA 1: 0.08 cis ACHIEVED Achieved Total Runoff (Including Offsite) PREDEV 1-YR Qpre- 0.08 10-YR Qpre- 1.95 1-VR Flow Reduction 0.08 POSTDEV Qpost- 0 Qpost= 0.07 Note: Since the 1-yr reduction of the total runoff (including offsite area) is greater than the reduction required by the Energy Balance Equation, Runoff at this PDA is compliant with the Energy Balance Equation. 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 0 ft height 0.0 min. Kirpich Chart 25.4 min. P" 4 100 ft overland flow 8.0% slope 0.35 C-value 11.1 min Seelye Chart 500 ft s. c. flow -field 9.2% slope 1.5 fps velocity 5.6 min. NEH Figure 15-4 swale height min. Kirpich Chart 16.7 min. Outlet Protection Calculations - Reference Nomograph 3.18-3 Pipe Outfall # La ft W ft Do in Do ft 3Do ft d50 ft d50 in Depth in AO 14 16 24 2 6 0.5 6 9 Al 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 A5 6 6.67 8 0.67 2 0.5 6 9 A6 20 23 36 3 9 0.5 6 9 A7 22 25.5 42 3.6 10.5 1 12 18 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 MAPLEGEND Area of Interest (AOI) Area of Interest (AD[) Soils Soil Rating Polygons 0 A Q AID Q B Q B/D o C 0 CID 0 D O Not rated or not available Soil Rating Lines ~ A ~ AID N B �y B/D N C N C/D N D 0 Not rated or not available Soil Rating Points A e AID ❑ B ❑ B/D Hydrologic Soil Group —Albemarle County, Virginia (Castalia Famt) ❑ C p CID D 0 Not rated or not available Water Features Streams and Canals Transportation Rails N Interstate Highways ,.� US Routes Major Roads Local Roads Background . Aerial Photography MAP INFORMATION The soil surveys that comprise your AOI were mapped at 1:15,800. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Albemarle County, Virginia Survey Area Data: Version 15, Sep 13, 2021 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: May 20, 2019—Aug 1, 2019 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. tlSDA Natural Resources Web Soil Survey 12/22/2021 011111111111 Conservation Service National Cooperative Soil Survey Page 2 of 5 Hydrologic Soil Group -Albemarle County, Virginia Castalia Farm Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 13C Catoctin silt loam, 7 to B 11.9 1.0% 15 percent slopes, very stony 16 Codorus silt loam, 0 to 2 B/D 4.1 0.3% percent slopes, occasionally flooded 19B Minnieville loam, 2 to 7 B 31.3 2.5% percent slopes 19C Minnieville loam, 7 to 15 B 18.7 1.5% percent slopes 20C3 Minnieville clay loam, 7 B 7.2 0.6% to 15 percent slopes, severely eroded 23B Yadkin day loam, 2 to 7 B 26.4 2.1% percent slopes 23C Yadkin day loam, 7 to B 37.9 3.0% 15 percent slopes 25B Dyke silt loam, 2 to 7 B 139.2 112% percent slopes 25C Dyke silt loam, 7 to 15 B 15.2 1.2% percent slopes 26C3 Dyke day loam, 7 to 15 B 32.5 2.6% percent slopes, severely eroded 32B Orenda silt loam, 2 to 7 C 35.4 2.8% percent slopes 32C Orenda silt loam, 7 to 15 C 14.9 1.2% percent slopes 46B Grassland silt loam, 2 to D 19.7 1.6% 7 percent slopes 51B Bugley channery silt D 10.5 0.8% loam, 2 to 7 percent slopes 51C Bugley channery silt D 18.5 1.5% loam, 7 to 15 percent slopes 51D Bugley channery silt D 5.5 0.4% loam, 15 to 25 percent slopes 57B Mount Lucas silt loam, 2 CID 39.6 3.2% to 7 percent slopes 58B Myersville silt loam, 2 to B 9.3 0.7% 7 percent slopes 58C Myersville silt loam, 7 to B 8.3 0.7% 15 percent slopes Natural Resources Web Soil Survey 12/222021 Conservation Service National Cooperative Soil Survey Page 3 of 5 Hydrologic Soil Group -Albemarle County, Virginia Castalia Fame Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 58D Myersville silt loam, 15 B 4.6 0.4% to 25 percent slopes 59D Myersville very stony silt B 69.5 5.6% loam, 15 to 25 percent slopes 59E Myersville very stony silt B 170.1 13.7% loam, 25 to 45 percent slopes 62B Buffstat silt loam, 2 to 7 B 11.2 0.9% percent slopes 63B Orange silt loam, 2 to 7 C/D 13.0 1.0% percent slopes 71B Rabun Gay loam, 2 to 7 B 11.7 0.9% percent slopes 71C Rabun clay loam, 7 to B 61.4 4.9% 15 percent slopes 71D Rabun clay loam, 15 to B 71.5 5.8% 25 percent slopes 71E Rabun Gay loam, 25 to B 3.7 0.3% 45 percent slopes 72B3 Rabun Gay, 2 to 7 B 1.6 0.1 % percent slopes, severely eroded 72C3 Rabun clay, 7 to 15 B 39.0 3.1 % percent slopes, severely eroded 72D3 Rabun clay, 15 to 25 B 6.0 0.5% percent slopes, severely eroded 73C Rabun clay loam, 7 to B 16.6 1.3% 15 percent slopes, very stony 73D Rabun clay loam, 15 to B 32.4 2.6% 25 percent slopes, very stony 73E Rabun Gay loam, 25 to B 40.8 3.3% 45 percent slopes, very stony 79B Meadomille silt loam, 2 B 51.8 42% to 7 percent slopes 89B Unison silt loam, 2 to 7 B 32.7 2.6% percent slopes 89C Unison silt loam, 7 to 15 B 1.3 0.1% percent slopes 90C Unison very stony silt B 78.2 6.3% loam, 7 to 15 percent slopes 95 Hatboro silt loam, 0 to 2 B/D 36.4 21% percent slopes, occasionally flooded gQNatural Resources Web Soil Survey 1212212021 Conservation Service National Cooperative Soil Survey Page 4 of 5 Hydrologic Soil Group —Albemarle County, Virginia Castalia Farm Map unit symbol Map unit name Rating Acres in AOI Percent of AOI W Water 2.6 0.2% Totals for Area of Interest 1,242.0 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff.- None Specified Tie -break Rule: Higher Natural Resources Web Soil Survey 12/22/2021 Conservation Service National Cooperative Soil Survey Page 5 of 5 NOAA Atlas 14, Volume 2, Version 3 Location name: Keswick, Virginia. USA• Latitude: 36, Longitude:-78.3298° € Elevation: 567.07 ft" source: ESRI Maps .N "source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES G.M. Bonin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley NOAA, National Weather Service, Silver Spring, Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Average recurrence interval (years) Duration 1 �� 2 5 5 10 F 25 50 100 200F 500 1000 � 5-min (0.31100 388) (0.3776-0461) (0A 940.88) (0.494-0 608) (0.5 5-0683) (0.601--0 743) (0.643 0..799) (0.681-0852) (07 24-0.919) (07 600 974) 3 10.min 020) (0.4-06 (0.601-0..737) 7 0 0 (0862) (0.791-0972) 8 (0.4-1.09) (0.957--1.18) (1.021.27) (1.08- .35) (1.15-i45) (1.20i 53) 1. 1. 1.74 15-min (0.630-0..775) (0.755-0926) (0. 89-1.09) (1.00-1.23) (1. 2-21538) (1.21-3160) (1.29-11..60) (1.36--11..70) (1.44-11..83) 1 (1.0- .93) 0.958 1.15 1.40 1.61 1.85 2.05 2:23 2A1 2.63 2.82 30.min (0.864-1.06) 1 (1.04-1.28) 1 (1.26-1.55) 1 (1.45-1.78) 1 (1.8-2.04) (1.83-2.26) (1.98-2.46) (2.12-2.65) (2.30-2.91) (2.43-3.12) 1.20 A561) 3.07 4.11 60.min (1.08-1.32) (1.3 (1.62--11.99) (1.89-2.32) (2.21 2.72) (2A7 3806) (27 3-3.38) (2.9733.72) (3. 9-4818) (365-4.55) 2.16 2-hr (1.28- 62) (1.541496) (1.922A4) (22 02.87) (2. 8341) (363-3..88) (3.38-4.35) (3. 3-4384) (4215553) (4.61 613) 3-hr (1.38-1.79) (1.67 2916) (2.08-22..69) (2.443.16) (28 9-3.76) (3.27-4.27) (36 5-4.80) (4.045.35) (4. 6-6.12) (4.99-6.78) 6-hr (17 5-2.26) (2. 0 2872) (2.603.36) (3.003.97) (36 54.76) (4: 05A5) (4. 618) (5.22-6.98) (5.96-8.10) (6.60-9.10 12-hr : (29-2.83) (2.62 3.40) (3.22) 2 54 (3.845.00) (a.06) s 38 (5.327 .02) (6.04-8.05) (68 0-9.17) (7. 9---10.9) (8.85- 2.4) 24-hr (2.62328) (3.137-3.97) (4.04-5.08) 5.34 (47 68.00) 6. (5.82-r�7.35) (670-8.51) (7.609.79) (8.68- 1.2) (102-13.3) (11.4-15.1) 6.22 7.66 2-dey (3: 0-3.83) (3. 5-4.64) (4. 6---5.90 (5.6-6.93) (6. 5-8.41) (7.761 9065) (8. 3-0121.0) (9.83-12.5) (11 414.7) (12.6-6.5) 5.62 8.03 3 day (3.314506) (4.014291) (569-6.23) (5.97-6Z32) p.22-8.88) (8.25-20.2) (9.3411.6) (10.5 3.2) (122- 5.5) (13.rw.4) 4-day (3634 28) (42 8-5.17) 1 (5. 24 57) I (6.307..70) (76 9-9.35) (87 8- 0.7) (9.94-2.2) (112- 3.9) (12.9- 6.3) (14.3- 8.3) 7.8 7 day (4.124.93) (4.905.93) 1 (7: 9-8.63) (8.61-1.4) 1 (97 6-11.8) (11.0-13.4) (1223 5.1) (14.0-107.5) (1575 9.6) 10-day (47 0-5.55) (5.648.66) (6.96 821) (8.01 9348) (949- 1.3) (107- 2.7) (11.9-14.3) (13245.9) (14.9- 8.3) (16.3- 0.3) 20 day (62 8-7.23) (7. 08.62) (9.0510.4) (102-11.8) (11.9- 3.7) (13'�15.2) (14.4 6.8) (15.7-18.4) (173-20.5) (18.6-2.3) 30-day (77 5-8.82) (9: 9- 0.5) (10.9- 2.4) (12.12- 3.8) (13.8-15.7) (15.0-17.1) (16.2- 8.5) (17.3- 9.9) (18?8-21.8) (18.8- 3.2) 45-day (97 3131.0) 1 (11.5-12.9) 1 (13.4 5.1) 1 (14.9- 6.7) 1 (167- 8.8) 1 (1819 0.4) 1 (19.3-21.9) 1 (20?5- 3.4) (2A 5.3) (232526.7) 60-day 12.1 14.3 16.5 18.1 20.2 21.8 23.3 24.7 26.4 27.7 (11.5-12.9) (13.5-15.1) (15.017.4) (17.1-19.2) (19.1-21.4) (20.5-23.0) (21.8-24.6) (23.1-26.1) (24.7-28.0) (25.8-29.5) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a iven duration and average recurrence interval) vAll be greater than the upper bound (or less than the lovrer bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical PDS-based depth -duration -frequency (DDF) curves Latitude: 38.0624 Longitude:-78.32980 30 2 c r 2 5 0 E E Lry L re re r0 r0 r0 t0 '7 r0 N O N N �1 V5 A tNf 9 A n7 ,A rl N A ^ 0' Duration PM �,-,--WIRRRSIMM- NOAA Atlas 14, Volume 2, Version 3 Average recurrence interval (years) Created (GMT): Wed Dec 22 20:34:18 2021 Back to Top Maps & aerials Small scale terrain Average recurrence interval (years) — 1 2 — 5 10 25 50 100 200 500 1000 Duration 5+ in — 2-day — 10�m — 3-day 15-min — 4-day — 30-min — 7-day — 60�rn — 10-day — 2-hr — 20-day — 3-hr — 30-day — 6-hr — 45-day — 12-hr — 60-day — 24-hr Large scale terrain a Harrisonburg . JILIRGINIA d Large scale map v s� Mnal � w.uhington Hbrrisonburg / Stulll$Jn I R ch mood 8 Lynchburg ckcburg Rwnoke 100kn i 11 Norfolk Large scale aerial Back to Top US Dparlmenl of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer