Loading...
HomeMy WebLinkAboutWPO202200005 Calculations 2022-11-23SHIMP ENGINEERING, P.C. Design Focused Engineering November 23, 2022 No. 4519�3 Engineering Review V1, I Albemarle County Department of Community Development 0 401 McIntire Road �IONXL Charlottesville, VA 22902 Regarding: WPO 202200005 Castalia Farm Winery VSMP— SWM Calculation Packet Dear Reviewer, Enclosed is the stormwater calculation packet for Castalia Farm Winery. The development property has an area of 707.54 acres and a disturbed area of 11.66 acres. The project is a private development of a site. The proposed Stormwater design meets water quality requirements set forth in 9VAC25-870-65 and water quantity requirements set forth in 9VAC25-870-66-B(3) and 9VAC25-870-66-C. SWM Quality SWM Quality is satisfied by providing required nutrient treatment for the development. 9VAC25-870-65 requires that the total phosphorous (TP) nutrient load created by the site development be treated in accordance with the VRRM Redevelopment Spreadsheet reduction requirements. The required reduction after the dedication of 5 acres of open space is 4.70 lbs/yr of phosphorous. To achieve nutrient treatment, two (2) bioretention basins will be provided which treat 4.70 lbstyr of phosphorous and satisfies the nutrient treatment requirement. Treatment Required (Total Phosphorous) Treatment Provided (Total Phosphorans) Nutrient Credits Purchased 4.70 lb/yr 4.70 [b/yr 0.00 lb/yr SWM Quantity SWM Quantity is satisfied by analyzing concentrated runoff from the development at 4 Points Of Analysis (POAs) within a channel downstream of the development property. 9VAC25-870-66-B(3) requires that concentrated runoff from the development at each POA meets the energy balance equation. To achieve this, the runoff of each POA was analyzed using the runoff reduction method. The runoff to POA 1, 3, and 4 meets the energy balance equation. 9VAC25-870-66-C requires that the post-dev 10-year runoff at the POAs not exceed the pre-dev I 0-yr runoff. This condition has also been satisfied. The runoff to POA 2 does not have any concentrated runoff from this development and was therefore not analyzed. All disturbed area that creates concentrated runoff is routed to POAs I and 3. A 36" culvert is installed to allow upstream runoff to continue along its predevelopment flow path. See tables below for summary of POAs 1, 3, and 4. 912 E High St. Charlottesville, VA 22902 1434.227.5140 1 shimp-engineering com POA 1: Euergi Halance Equation and Run on Sutnunarw for Sire Ouffall I C F.. 11 i.�r, I Y�, 24 Rr St.. C,nninni,.. P� � F^ 0.8 OU she it Ne� DA M49Sfte U,43 x On DA SM (U�MaLqvn 0 Q,.— 00 �ft 0.0 M.— 0.019 d M OMO- I xv...- &M 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 I and 3.) POA 3: On Site offsIft � DA �W - 497 . D�, DA Offi�� - 873. Pon � DA So, (� - 5 55 . DA &II P.�DA S.(U.%bWd) - 039 x Q. � . - 021 �fi I O%Cfi RVL�� - 0.0719 i xv,�.— 0.1429 RVI�,� - &471 9 1 KV, 03M I Q.".. .�I '10 65--1 POA 4: EuergN Balance Equation and Ruti-on Summn for Site Outfall 4 F.,. NN i..,, I Yi, 24 H, Sw. Companson Q [�- Q I ((RVI � �)(RV I ft, �)M � Q I �� ((RV I M% I a 0 8 %lboo WD x I ac, "A � 1w, I .. 1, = I "�d fo,��'M ��FuIYF� No 9 02 00 Si te Off Sit. M�VAU. - rW � M � (-V,,d� - 061 . 055 Pw IM S. (�%Upo - 0 . P. �' M Ow. Ql�� - OM cfi ON �fi RV,�� - 0.013 d RVI�� - Obis d xv�.� - Owd i K% w DADS At L-I&I P.,&, n f If you have any questions about this calculation packet please do not hesitate to contact me at: chris&shimp- engineering. com or by phone at 434-227-5140. Regards, Chris Marshall, EIT Shimp Engineering, PC Contents: Water Quality Calculations: Pre-Dev VRRM Land Cover Map Post-Dev VRRM Land Cover Map VRRM Redevelopment Spreadsheet Water Quantity Calculations: Pre-Dev Drainage Area Map Predev HydroCAD Report Post-Dev Drainage Area Map Postdev HydroCAD Report Energy Balance Equation TOC Calculations Outlet Drainage Protection Spreadsheet VDOT LD-268 Ditch Design Independent Reports: NOAA Precipitation Report Excerpt from NRCS Soils Report Stream Crossing HY-8 Analysis CASTALIA FARM WINERY PREDEV VRRM MAP ONSITE LAND COVER: DISTURBED AREA = 11.66 AC IMPERVIOUS = 0.27 AC MEADOW = 1. 15 AC WOODS = 10.24 AC UF I up`� > IV X \0 Al '611 104 v X, X\ (6 u ))If �j ........ J� Z" T AV, I �W .......... . N x. M u ............... flyU UP z jp�, 4p c� Z. q7- ............... ........... ..... — — — — — — — — \W \-- �p ......... 7� ug3 -k, Z' up� .24 AC Cp�J u �\v) J rr-\ J, 20� 0 up Y%? CASTALIA FARM WINERY POSTDEV VRRM MAP ONSITE LAND COVER: DISTURBED AREA= 11.66 AC IMPERVIOUS = 3.43 AC MEADOW = 8.23 AC WOODS = 0.00 AC X \N o( A\ oll T4 N u u , A V, LL W U,lp p AK p c� up, L-:7 4,� N u 16. up 40 600, 200,� 2w \IN UP DM WMlmQ Runoffaad� C2Q11BMPStwnaNnlsaad$p�kws 0.. maaft Pmje� Name Caa�afia Farm Wne F Dme: 7/Zl/2M cmml.ml� 4� Phemh .... ffP)EMC(mWQ I Z�,l 11 N-91, (1N) EMC (M� �19�TPW,d(W.. 3.0 i ..1. 11 11 csaik DSoils F—�,�,, 0. i om i 0� e. .,IT�l �15 .1. a� en 0�1 0�, al OM Site Results (Water Quality Compliance) Area checks �T/CPEN SPACE (ac) D.A. A am D.A. B 0.00 D.A. C 0.00 LA - r. DO E A.-CHEM OK. IMPERVIOUS COVER (ac) 0.68 2.42 0.00 0.00 0.00 OK.. IMPERVIOUSCOVERTREAnC(ac) IAANAGED TURF ARM (ac) 0.68 1.95 2.42 2.05 Dw am a m 0.00 0.00 0.00 OK. OK. MANAGED TURF AREA TREAnD (.) 1.95 2.05 0.00 0.00 00 OK. AREA CHECK OK- OK. OK. OK - Site Treartm 18,348 Runoff Reduction Volume and TP By Drainage Area D.A. A -1 - - - D.A. B___j D.A. C D.A. D RUNOFF REDUCTIM VOLUME ACHIEVED ("? 1,504 3,933 0 0 0 5,439 W LOAD AVARABLE FOR REMOVAL (11b/ 2.36 6.18 0.00 2.00 0.00 8.54 W MAD REDUCnONACHIEVED (1 1.30 3.39 DOD 020 0.00 4.69 W WAD REMINING jib/yr) 1.06 DUO 3.85 PUMOGEN MAD REDUC'n 10.81 28.26 0.00 39% Total Phosphorus FINAL PM-DEVEMMENT W WAD (lb/yr)) 11.53 W LOAD REDUCTION REQUIRED (Ib/yr)) 4.70 W WAD 0 Ib/yr) UWMA 4.69 To D = = (1(b1W � I G.R4 REMINING TP UO� REDUMON REQUIRED (Iblr): O.Do **No further TP wId mdudion r�uimd (Rixulmd - �i� < 0.005 lb/yr) Total Nitrogen (For Information Purposes) �T-DEVEUDPMEIFT WAD jib/Ir) I 82A7 PUMOGEN WAD REDUCnON ACHIEVED (Ib/yr)1 39.06 REMAININGPO�-DEVEWMEWNIMMENLOAD(lb/ MMinia Runroff narration awlicc! warlormart DEQ Virginia Runoff Reduaion Metimad New cervelo,,raent�mpilameSpreandilreart -Vemlon3.0 She Surnmer, Prc,� ride: �maaflia Farm Winerr Und Rainfall - 43 inches She Land Cover Summer, 1 Amils Bswe Lsolls DSft Tehis 'gef"nal Foreat/0,ren (acres) 1. 0 . o.rm T. jManaged�rurljaarm) 0.. 0.00 1 R23 jimmindow �r (acres) 3�� 0.00 0.00 �AEI Men Wo She TV and Land �r Nutrient Wards 1W Lead (lb/W) 11,,i IN Wad (Iftr) 1-1 TP -ad Rechrown ermined (I She Compliance Surnmar, Total murnaff Volume Freudian (W) S,43. Toorl TP Wad Redudion oxhlown! lb/,r) 4eS Total TN Wad Reduotlon Aclearred Re/yr) 39.0e, Remaining Post Developin-I TP Wad (.b/yr) Remaining W Wad Reduction Ribl,r) 0.00 graggred **No further W load milmfion "grand (Required - Athlened < O.M lb/yr) 1 DA:_A 1 D- B D�D D-A. .1 .rrmjO,mn (aarm) 0. 0. jManmged�rf(wom) 1.. 1 0.. 4� jimpernic-Uwer(acres) 2.. 1 0.00 1 0.00 3AD IT.1 Area (2—) 1 ... I I I I.. Drainage Arms Compliance Summi i D� A D� B D� C DA. D D� E Lead Recric. (lb/,r) 1,10 3,�u I 11 7N Wad ilmduced (lb/yr) Wgi 211�26 .. I 3S. i 1 �,emrdaorw 1 ,emr. 1 va,ew. J�Met Rainfall Event lin) 1 300 1 3eD 1 5.no Dral-lin Ru & �N maina,enamaA mainmenAmall malmilinfio-C Doolarri, Area D Drainage now E Reff?) %ror a u r, 1 year room erloc! RV � IM mrn) don lt�,e Me r—Id no r.. V. CiNeflume! a u o 2,mar room periell - — - t—n) 113 o o�. RVW OUR r—ld CN.1u.. in a u o W Mr murn period - — - t—n) o�. low In r—ld Irn 214 CiNefler-I a u a narrow, Nor CASTALIA FARM WINERY PREDEV DRAINAGE AREA MAP j J 2 \M\ u u xi >W 0 )S, -/V) I\\\ mwx \\O�\\M \I - \F� A 4 Ir u -e� 114 ///#If I OA4 J p '\X\�k\ -tv/ up 'UP UP 4- - up-;> -ZQI- 0 Sca DY f D I L DRAINAGE AREA 1: TOTAL AREA = 1.53 AC 0.05 AC (OF SITE) 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 —�l N r 200 400 600 �� (i� DA 1 - 0 site DA1 (Dffsite POA 1 (i� (�� DA2- Offsite POA 2 4 Aon �4 (i� (�� DA 3 - offsite POA 3 DA 41 nsite I / A 4 - Offsite � 4L I POA 4 Predev PREDEV Type// 24-hr 1-YR Rainfall=2.91 " Prepared by fenter your company name here) Printed 6/16/2022 HvdroCAD@9.10 s/n07O54 @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 af Primary=0.12 cfs 0.027 af Subcatchment 1 S: DA I - Onsite Runoff Area=1.100 ac 0.00% Impervious Runoff Depth=0.19" Tc=19.8 min CN=56 Runoff=0.07cfs 0.018af Link 2L: POA 2 Inflow=1.18 cfs 0.362 af Primary=1.18 cfs 0.362 af Subcatchment2S: DA 1 - Offsite Runoff Area=0.430 ac 0.00% Impervious Runoff Depth=0.25" Tc=19.8 min CN=58 Runoff=0.05cfs 0.009af Link 3L: POA 3 Inflow=0.68 efs 0.213 af Primary=0.68 cfs 0.213 af Subcatchment3S: DA 2 - Onsite Runoff Area=1.280 ac 0.00% Impervious Runoff Depth=0.17" Tc=25.O min CN=55 Runoff=0.06cfs 0.018af Link 4L: POA 4 Inflow=0.11 cfs 0.031 af Primary=0.11 cfs 0.031 af Subcatchment4S: DA 2 - Offsite Runoff Area=24.040 ac 0.00% Impervious Runoff Depth=0.17" Tc=20.O min CN=55 Runoff=1.13cfs 0.344af 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 af Subcatchment6S: DA 3 - Offsite Runoff Area=8.730 ac 4.01% Impervious Runoff Depth=0.19" Tc=28.8 min Ul Adjusted CN=56 Runoff=0.48 cfs 0.142 af Subcatchment7S: DA 4 - Onsite Runoff Area=0.890 ac 0.00% Impervious Runoff Depth=0.17" Tc=16.7 min CN=55 Runoff=0.05cfs 0.013af Subcatchment8S: DA 4 - Offsite Runoff Area=1.260 ac 0.00% Impervious Runoff Depth=0.17" Tc=16.7 min CN=55 Runoff=0.06cfs 0.018af Total Runoff Area= 42.700 ac Runoff Volume= 0.632 af Average Runoff Depth= 0.18" 99.18% Pervious = 42.350 ac 0.82% Impervious = 0.350 ac Predev PREDEV Type// 24-hr 1-YR Rainfall=2.91 " Prepared by jenter your company name here) Printed 6/16/2022 HvdroCAD@9.10 s/n07O54 @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 0.12cfs@ 12.23hrs, Volume= 0.027 af Primary 0.12cfs@ 12.23hrs, Volume= 0.027 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Subcatchment 1 S: DA 1 - Onsite Runoff 0.07 cfs @ 12.25 hrs, Volume= 0.018af, 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 I-YR Rainfall=2.91" Area (ac) CN DescriDtion 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 1.18cfs@ 12.28hrs, Volume= 0.362 af Primary 1.18cfs@ 12.28hrs, 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 11 24-hr I-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// 24-hr 1-YR Rainfall=2.91 " Prepared by jenter your company name here) Printed 6/16/2022 HvdroCAD@9.10 s/n07O54 @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 X: 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 af 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= 0.018af, 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 I-YR Rainfall=2.91" Area (ac) CN DescriDtion 1.280 55 HSG B Woods 0.000 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 1.280 55 Weighted Average 1.280 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (Cfs) 25.0 Direct Entry, Summary for Link 4L: POA 4 Inflow Area 2.150 ac, 0.00% Impervious, Inflow Depth = 0.17" for 1-YR event Inflow 0.11 cfs @ 12.21 hrs, Volume= 0.031 af Primary 0.11 cfs @ 12.21 hrs, Volume= 0.031 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Subcatchment 4S: DA 2 - Offsite Runoff 1.13cfs@ 12.28hrs, Volume= 0.344af, 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 I-YR Rainfall=2.91" Predev PREDEV Type// 24-hr 1-YR Rainfall=2.91 " Prepared by Jenter your company name here) Printed 6/16/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Paae 5 Area (ac) CN DescriDtion 24.040 55 HSG B Woods 0.000 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 24.040 55 Weighted Average 24.040 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment 5S: DA 3 - Onsite Runoff 0.21 cfs @ 12.45 hrs, Volume= 0.071 af, Depth= 0.17" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type 11 24-hr I-YR Rainfall=2.91" Area (ac) CN DescriDtion 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= 0.142af, 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 I-YR Rainfall=2.91" Area (ac) CN Descriotion 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, Ul Adjusted CN = 56 8.380 95.99% Pervious Area 0.350 4.01% Impervious Area 0.350 100.00% Unconnected Predev PREDEV Type// 24-hr 1-YR Rainfall=2.91 " Prepared by jenter your company name here) Printed 6/16/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Paae 6 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 28.8 Direct Entry, Summary for Subcatchment 7S: DA 4 - Onsite Runoff 0.05 cfs @ 12.21 hrs, Volume= 0.013af, 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 I-YR Rainfall=2.91" Area (ac) CN DescriDtion 0.780 55 HSG B Woods 0.110 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 0.890 55 Weighted Average 0.890 100.00% Pervious Area Tc Length Slope Velocity Capacity Description 16.7 Runoff Direct Entry, Summary for Subcatchment 8S: DA 4 - Offsite 0.06 cfs @ 12.21 hrs, Volume= 0.018af, 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 I-YR Rainfall=2.91" Area (ac) CN DescriDtion 1.220 55 HSG B Woods 0.040 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 1.260 55 Weighted Average 1.260 100.00% Pervious Area Tc Length Slope Velocity Capacity Description 16.7 Direct Entry, Predev PREDEV Type// 24-hr 10-YR Rainfall=5.34" Prepared by fenter your company name here) Printed 6/16/2022 HvdroCAD@9.10 s/n07O54 @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 af Primary=1.87cfs 0.161 af Subcatchment 1 S: DA I - Onsite Runoff Area=1.100 ac 0.00% Impervious Runoff Depth=1.22" Tc=19.8min CN=56 Runoff=1.29cfs 0.112af Link 2L: POA 2 Inflow--27.05 cfs 2.435 af Primary=27.05 cfs 2.435 af Subcatchment2S: DA 1 - Offsite Runoff Area=0.430 ac 0.00% Impervious Runoff Depth=1.36" Tc=19.8 min CN=58 Runoff=0.58cfs 0.049af Link 3L: POA 3 Inflow--12.09efs 1.367af Primary=12.09 cfs 1.367 af Subcatchment3S: DA 2 - Onsite Runoff Area= 1.280 ac 0.00%Impervious Runoff Depth= 1. 15" Tc=25.Omin CN=55 Runoff=1.19cfs 0.123af Link 4L: POA 4 Inflow=2.60 cfs 0.207 af Primary=2.60 cfs 0.207 af Subcatchment4S: DA 2 - Offsite Runoff Area=24.040 ac 0.00%Impervious Runoff Depth= 1. 15" Tc=20.Omin CN=55 Runoff=25.95cfs2.312af Subcatchment5S: DA 3 - Onsite Runoff Area=4.970 ac 0.00%Impervious Runoff Depth= 1. 15" Tc=28.8min CN=55 Runoff=4.16cfs 0.478af Subcatchment6S: DA 3 - Offsite Runoff Area=8.730 ac 4.01% Impervious Runoff Depth=1.22" Tc=28.8 min Ul Adjusted CN=56 Runoff=7.93 cfs 0.889 af Subcatchment7S: DA 4 - Onsite Runoff Area=0.890 ac 0.00% Impervious Runoff Depth=1.15" Tc=16.7 min CN=55 Runoff=1.08 cfs 0.086 af Subcatchment8S: DA 4 - Offsite Runoff Area= 1.260 ac 0.00%Impervious Runoff Depth= 1. 15" Tc=16.7 min CN=55 Runoff=1.53 cfs 0.121 af Total Runoff Area= 42.700 ac Runoff Volume= 4.169 af Average Runoff Depth= 1.17" 99.18% Pervious = 42.350 ac 0.82% Impervious = 0.350 ac Predev PREDEV Type// 24-hr 10-YR Rainfall=5.34" Prepared by jenter your company name here) Printed 6/16/2022 HvdroCAD@9.10 s/n07O54 @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 1 O-YR event Inflow 1.87 cfs @ 12.15 hrs, Volume= 0.161 af Primary 1.87 cfs @ 12.15 hrs, Volume= 0.161 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Subcatchment 1 S: DA 1 - Onsite Runoff 1.29 cfs @ 12.15 hrs, Volume= 0.112 af, Depth= 1.22" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type 11 24-hr 10-YR Rainfall=5.34" Area (ac) CN DescriDtion 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 af 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 11 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// 24-hr 10-YR Rainfall=5.34" Prepared by jenter your company name here) Printed 6/16/2022 HvdroCAD@9.10 s/n07O54 @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 X: POA 3 Inflow Area 13.700 ac, 2.55% Impervious, Inflow Depth= 1.20" for 1 O-YR event Inflow 12.09 cfs @ 12.27 hrs, Volume= 1.367 af 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 1.19cfs@ 12.22hrs, Volume= 0.123af, 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" Area (ac) CN DescriDtion 1.280 55 HSG B Woods 0.000 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 1.280 55 Weighted Average 1.280 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (Cfs) 25.0 Direct Entry, Summary for Link 4L: POA 4 Inflow Area 2.150 ac, 0.00% Impervious, Inflow Depth = 1.15" for 10-YR event Inflow 2.60 cfs @ 12.11 hrs, Volume= 0.207 af Primary 2.60 cfs @ 12.11 hrs, Volume= 0.207 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Subcatchment 4S: DA 2 - Offsite Runoff 25.95 cfs @ 12.15 hrs, Volume= 2.312af, 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// 24-hr 10-YR Rainfall=5.34" Prepared by Jenter your company name here) Printed 6/16/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Paae 10 Area (ac) CN DescriDtion 24.040 55 HSG B Woods 0.000 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 24.040 55 Weighted Average 24.040 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment 5S: DA 3 - Onsite Runoff 4.16 cfs @ 12.27 hrs, Volume= 0.478af, 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" Area (ac) CN DescriDtion 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 11 24-hr 10-YR Rainfall=5.34" Area (ac) CN Descriotion 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, Ul Adjusted CN = 56 8.380 95.99% Pervious Area 0.350 4.01% Impervious Area 0.350 100.00% Unconnected Predev PREDEV Type// 24-hr 10-YR Rainfall=5.34" Prepared by jenter your company name here) Printed 6/16/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Paae 11 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 28.8 Direct Entry, Summary for Subcatchment 7S: DA 4 - Onsite Runoff 1.08 cfs @ 12.11 hrs, Volume= 0.086af, 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" Area (ac) CN DescriDtion 0.780 55 HSG B Woods 0.110 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 0.890 55 Weighted Average 0.890 100.00% Pervious Area Tc Length Slope Velocity Capacity Description 16.7 Runoff Direct Entry, Summary for Subcatchment 8S: DA 4 - Offsite 1.53 cfs @ 12.11 hrs, Volume= 0.121 af, Depth= 1.15" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type 11 24-hr 10-YR Rainfall=5.34" Area (ac) CN DescriDtion 1.220 55 HSG B Woods 0.040 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 1.260 55 Weighted Average 1.260 100.00% Pervious Area Tc Length Slope Velocity Capacity Description 16.7 Direct Entry, Predev PREDEV Type// 24-hr 100-YR Rainfall=8.77" Prepared by fenter your company name here) Printed 6/16/2022 HvdroCAD@9.10 s/n07O54 @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 af Primary=5.88 cfs 0.447 af Subcatchment 1 S: DA I - Onsite Runoff Area=1.100 ac 0.00% Impervious Runoff Depth=3.44" Tc=19.8 min CN=56 Runoff=4.14cfs 0.316af Link 2L: POA 2 Inflow--90.11 cfs 7.011 af Primary=90.1 1 cfs 7.011 af Subcatchment2S: DA 1 - Offsite Runoff Area=0.430 ac 0.00% Impervious Runoff Depth=3.68" Tc=19.8 min CN=58 Runoff=1.74cfs 0.132af Link 3L: POA 3 Inflow--40.00 efs 3.880 af Primary=40.00 cfs 3.880 af 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 af Link 4L: POA 4 Inflow=8.57 cfs 0.595 af Primary=8.57 cfs 0.595 af 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 af 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 af Subcatchment6S: DA 3 - Offsite Runoff Area=8.730 ac 4.01% Impervious Runoff Depth=3.44" Tc=28.8 min Ul Adjusted CN=56 Runoff--25.87 cfs 2.504 af Subcatchment7S: DA 4 - Onsite Runoff Area=0.890 ac 0.00% Impervious Runoff Depth=3.32" Tc=16.7 min CN=55 Runoff=3.55 cfs 0.246 af Subcatchment8S: DA 4 - Offsite Runoff Area=1.260 ac 0.00% Impervious Runoff Depth=3.32" Tc=16.7 min CN=55 Runoff=5.02 cfs 0.349 af Total Runoff Area = 42.700 ac Runoff Volume = 11.934 af Average Runoff Depth = 3.35" 99.18% Pervious = 42.350 ac 0.82% Impervious = 0.350 ac Predev PREDEV Type// 24-hr 100-YR Rainfall=8.77" Prepared by jenter your company name here) Printed 6/16/2022 HvdroCAD@9.10 s/n07O54 @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 af Primary 5.88 cfs @ 12.13 hrs, Volume= 0.447 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Subcatchment 1 S: DA 1 - Onsite Runoff 4.14 cfs @ 12.13 hrs, Volume= 0.316 af, Depth= 3.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type 11 24-hr 100-YR Rainfall=8.77" Area (ac) CN DescriDtion 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 1 00-YR event Inflow 90.11 cfs @ 12.14 hrs, Volume= 7. 011 af 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 11 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// 24-hr 100-YR Rainfall=8.77" Prepared by jenter your company name here) Printed 6/16/2022 HvdroCAD@9.10 s/n07O54 @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 X: POA 3 Inflow Area 13.700 ac, 2.55% Impervious, Inflow Depth= 3.40" for 1 00-YR event Inflow 40.00 cfs @ 12.24 hrs, Volume= 3.880 af 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 11 24-hr 100-YR Rainfall=8.77" Area (ac) CN DescriDtion 1.280 55 HSG B Woods 0.000 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 1.280 55 Weighted Average 1.280 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (Cfs) 25.0 Direct Entry, Summary for Link 4L: POA 4 Inflow Area 2.150 ac, 0.00% Impervious, Inflow Depth= 3.32" for 1 00-YR event Inflow 8.57cfs@ 12.10hrs, Volume= 0.595 af Primary 8.57cfs@ 12.10hrs, Volume= 0.595 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Subcatchment 4S: DA 2 - Offsite Runoff 86.35 cfs @ 12.14 hrs, Volume= 6.656 af, Depth= 3.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type 11 24-hr 100-YR Rainfall=8.77" Predev PREDEV Type// 24-hr 100-YR Rainfall=8.77" Prepared by Jenter your company name here) Printed 6/16/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Paae 15 Area (ac) CN DescriDtion 24.040 55 HSG B Woods 0.000 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 24.040 55 Weighted Average 24.040 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment 5S: DA 3 - Onsite Runoff 14.14 cfs @ 12.24 hrs, Volume= 1.376 af, Depth= 3.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type 11 24-hr 100-YR Rainfall=8.77" Area (ac) CN DescriDtion 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 11 24-hr 100-YR Rainfall=8.77" Area (ac) CN Descriotion 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, Ul Adjusted CN = 56 8.380 95.99% Pervious Area 0.350 4.01% Impervious Area 0.350 100.00% Unconnected Predev PREDEV Type// 24-hr 100-YR Rainfall=8.77" Prepared by jenter your company name here) Printed 6/16/2022 HvdroCAD@9.10 s/n07O54 @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 3.55cfs@ 12.10hrs, Volume= 0.246 af, Depth= 3.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type 11 24-hr 100-YR Rainfall=8.77" Area (ac) CN DescriDtion 0.780 55 HSG B Woods 0.110 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 0.890 55 Weighted Average 0.890 100.00% Pervious Area Tc Length Slope Velocity Capacity Description 16.7 Runoff Direct Entry, Summary for Subcatchment 8S: DA 4 - Offsite 5.02cfs@ 12.10hrs, Volume= 0.349 af, Depth= 3.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type 11 24-hr 100-YR Rainfall=8.77" Area (ac) CN DescriDtion 1.220 55 HSG B Woods 0.040 58 Meadow, non -grazed, HSG B 0.000 98 Unconnected pavement, HSG B 1.260 55 Weighted Average 1.260 100.00% Pervious Area Tc Length Slope Velocity Capacity Description 16.7 Direct Entry, CASTALIA FARM WINERY POSTDEV DRAINAGE AREA MAP DRAINAGE AREA 1: TOTAL AREA = 4.04 AC WOODS = 1.28 AC MEADOW= 1.93 AC IMPERVIOUS = 0.76 AC TIME OF CONCENTRATION la 5.0 MINUTES (ASSUMED) �7 _:=7 Up'UV DRAINAGE AREA 2: u TOTAL AREA 24.88 AC WOODS = 26.70 AC \X 6 MEADOW= 0.50 AC IMPERVIOUS = 0.00 AC 6\\� \A� TIME OF CONCENTRATION 22.4 MINUTES v w Nu ul DRAINAGE AREA 3: f TOTAL AREA = 14.05 AC 4 �'M f /000 WOODS = 15.63 AC MEADOW= 1.37 AC M� IMPERVIOUS= 1.14 AC TIME OF CONCENTRATION 5.0 MINUTES (ASSUMED) A - — — — — — DRAINAGE AREA 4: TOTAL AREA = 1. 16 AC 111#T WOODS = 0.55 AC MEADOW= 0.28AC IMPERVIOUS = 0.33 AC OA4� TIME OF CONCENTRATION 5.0 MINUTES (ASSUMED) f -24 Ac 'up� 0 200-11-11 400 600 'zz DA 3 to F ofilter #2 - DA 4 to Date n Pond DAl (�� r #1 - 0 its Onsit DA 4 to n Pond t Biolilte D tentio DA 1 to Biofil r #1 - Offsite - Offsite Onsite DA 3 to Biofil #2 - DA 3 to De ntion Pond a Onsit nsile BS 16 DA Zillo Detention Pond A�� Z1 P DA2-Offsi Bypass OffsKe Ltl Are Biofilt r#2 Bioll #1 5P (i� 4� DA7 Bypm Date ion Pond DA Bypass - Onsite V A2P A Detentit Pond Detention Pond A 3 Bypass - Offsite F2R X Culvert - Stream I�j POA 1 Crossing #2 PDA 3 4 Aon �4 Detentil Pond 1�1 PDA 4 Postdev POSTDEV Type// 24-hr I- YR Rainfall=2.91 " Prepared by Jenter your company name here) Printed 10/5/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Pace 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=0.00 cfs 0.000 af Primary=0.00 cfs 0.000 af Pond 1P: Biofilter#1 Peak Elev=575.29' Storage=4,902 cf lnflow=1.77 cfs 0.113 af Oufflow--0.00 cfs 0.000 af SubcatchmentlS: DA I to Biofilter#1 - Runoff Area=2.630 ac 25.86% Impervious Runoff Depth=0.40" Tc=5.0 min Ul Adjusted CN=63 Runoff=1.53 cfs 0.087 af Pond 2P: Detention Pond Peak Elev=572.00' Storage=O cf lnflow=0.00 cfs 0.000 af Oufflow--0.00 cfs 0.000 af Reach 2R: Culvert- Stream Crossing#2 Avg. Flow Depth=0.10' Max Vel=5.09 fps Inflow=1.23 cfs 0.361 af 36.0" Round Pipe w/6.0" fi I I n=0.012 L=131.0' S=0.0382'P Capacity= 118.77 cfs Outflow= 1.22 cfs 0.361 af Subcatchment2S: DA 1 to Biofilter#1 - Runoff Area= 1.410 ac 0.00%lmpervious Runoff Depth=0.22" Tc=5.Omin CN=57 Runoff=0.27cfs 0.026af Link 3L: POA 3 Inflow=0.38 cfs 0.309 af Primary=0.38 cfs 0.309 af Pond 3P: Biofilter#2 Peak Elev=576.52' Storage=12,998 cf lnflow=9.95 cfs 0.452 af Oufflow=0.37cfs 0.155af Subcatchment3S: DA 2 - Offsite Bypass Runoff Area=23.980 ac 0.00%lmpervious Runoff Depth=0.17" Tc=20.Omin CN=55 Runoff=1.13cfs 0.343af Link 4L: POA 4 Inflow=0.06 cfs 0.049 af Primary=0.06 cfs 0.049 af Pond 4P: Detention Pond Peak Elev=572.41' Storage=1,318cf lnflow=0.37cfs 0.155af Oufflow--0.21 cfs 0. 155 af Subcatchment4S: DA 2 - Onsite Bypass Runoff Area=0.900 ac 0.00% Impervious Runoff Depth=0.25" Tc=20.O min CN=58 Runoff=0.10cfs 0.018af Pond 5P: Detention Pond Peak Elev=582.33' Storage=1,571 cf lnflow=0.62 cfs 0.145 af Oufflow--0.17cfs 0.144af 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 af Subcatchment6S: DA 3 to Biofilter#2 - Runoff Area=0.360 ac 25.00% Impervious Runoff Depth=0.36" Tc=5.0 min Ul Adjusted CN=62 Runoff=O.l 8 cfs 0.011 af Subcatchment7S: DA 3 to Detention Pond - Runoff Area=1.080 ac 0.00% Impervious Runoff Depth=0.25" Tc=20.O min CN=58 Runoff=0.12cfs 0.022af Postdev POSTDEV Type// 24-hr I- YR Rainfall=2.91 " Prepared by jenter your company name here) Printed 10/5/2022 HVdroCAD@9.10 s/n07O54 @2010 HVdroCAD Software Solutions LLC Paae 3 Subcatchment8S: DA 3 to Detention Pond - Runoff Area=7.580 ac 2.37%Impervious Runoff Depth=0.19" Tc=20.Omin CN=56 Runoff=0.50cfs 0.123af Subcatchment9S: DA 3 Bypass - Onsite Runoff Area=0.390 ac 0.00%Impervious Runoff Depth=0.25" Tc=5.Omin CN=58 Runoff=0.10cfs 0.008af SubcatchmentlOS: DA3 Bypass- Offsite Runoff Area=0.170 ac 0.00%Impervious Runoff Depth=0.17" Tc=5.Omin CN=55 Runoff=0.02cfs 0.002af SubcatchmentlIS: DA4to Detention Pond Runoff Area=0.610 ac 54.10% Impervious Runoff Depth= 1. 18" Tc=5.Omin CN=80 Runoff=1.33cfs 0.060af Pond 116P: Detention Pond Peak Elev=546.89' Storage=1,532 cf lnflow=1.36 cfs 0.068 af Oufflow--0.06 cfs 0.049 af SubcatchmentlM DA4to Detention Pond Runoff Area=0.550 ac 0.00%Impervious Runoff Depth=0.17" Tc=5.Omin CN=55 Runoff=0.05cfs 0.008af Total Runoff Area= 44.130 ac Runoff Volume= 1.149af Average Runoff Depth= 0.31" 91.62% Pervious = 40.430 ac 8.38% Impervious = 3.700 ac Postdev POSTDEV Type// 24-hr I- YR Rainfall=2.91 " Prepared by jenter your company name here) Printed 10/5/2022 HvdroCAD@9.10 s/n07O54 @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 af 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 1 P: Biofilter #1 Inflow Area 4.040 ac, 16.83% Impervious, Inflow Depth = 0.33" for 1-YR event Inflow 1.77cfs@ 11.99hrs, Volume= 0.113 af 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 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 575.29' @ 24.30 hrs Surf.Area= 2,400 sf Storage= 4,902 cf Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 570.99' 12,580 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 570.99 2,400 0.0 0 0 571.00 2,400 40.0 10 10 574.00 2,400 25.0 1,800 1,810 576.00 2,400 100.0 4,800 6,610 578.00 3,570 100.0 5,970 12,580 Device Routing Invert Outlet Devices #1 Primary 576.50' 32.0' long x 1.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=570.99' (Free Discharge) 't-11=13road-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Subcatchment 1S: DA 1 to Biofilter #1 - Onsite Runoff 1.53cfs@ 11.98hrs, Volume= 0.087 af, Depth= 0.40" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type 11 24-hr I-YR Rainfall=2.91" Postdev POSTDEV Type// 24-hr I- YR Rainfall=2.91 " Prepared by Jenter your company name here) Printed 10/5/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Paae 5 Area (ac) CN Descriotion 1.400 58 Meadow, non -grazed, HSG B 0.680 98 Unconnected pavement, HSG B 0.550 58 Meadow, non -grazed, HSG B 2.630 68 Weighted Average, Ul Adjusted CN = 63 1.950 74.14% Pervious Area 0.680 25.86% Impervious Area 0.680 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Pond 2P: Detention Pond Inflow Area = 4.040 ac, 16.83% Impervious, Inflow Depth = 0.00" for 1-YR event Inflow 0.00 cfs @ 0.00 hrs, Volume= 0.000 af 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 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 572.00' @ 0.00 hrs SurfArea= 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 SurfArea Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 572.00 862 0 0 574.00 1,754 2,616 2,616 576.00 2,752 4,506 7,122 Device Routing Invert Outlet Devices #1 Primary 571.00' 24.0" Round Culvert L= 30.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 571.00' / 570.00' S= 0.0333 T Cc= 0.900 n= 0.010 #2 Device 1 573.50' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 572.00' 4.0" Vert. Orifice/Grate C= 0.600 #4 Primary 574.50' 10.0' long x 20.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 POSTDEV Prepared by jenter your company name here) Postdev Type // 24-hr I - YR Rainfall=2.91 " Printed 10/5/2022 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=572.00' (Free Discharge) ulvert (Passes 0.00 cfs of 4.22 cfs potential flow) =Orifice/Grate ( Controls 0.00 cfs) =Orifice/Grate ( Controls 0.00 cfs) road -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 af 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 wl 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' a] Summary for Subcatchment 2S: DA 1 to Biofilter #1 - Offsite Runoff 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 11 24-hr I-YR Rainfall=2.91" Area (ac) CN DescriDtion 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 Postdev POSTDEV Type// 24-hr I- YR Rainfall=2.91 " Prepared by jenter your company name here) Printed 10/5/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Paae 7 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Link X: 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 af 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 9.95cfs@ 11.97hrs, Volume= 0.452 af 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 af 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 af (34% of inflow) Center -of -Mass det. time= 227.2 min ( 1,072.6 - 845.4 ) Volume Invert #1 571.49' Avail. Descri 20,329 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 571.49 4,100 0.0 0 0 571.50 4,100 40.0 16 16 574.00 4,100 25.0 2,563 2,579 576.00 4,100 100.0 8,200 10,779 578.00 5,450 100.0 9,550 20,329 Device Routing Invert Outlet Devices #1 Primary 576.50' 30.0' long x 1.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=0.21 cfs @ 13.93 hrs HW=576.52' (Free Discharge) 't--11=13road-Crested Rectangular Weir(Weir Controls 0.21 cfs @ 0.37 fps) Postdev POSTDEV Type// 24-hr I- YR Rainfall=2.91 " Prepared by jenter your company name here) Printed 10/5/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Paae 8 Summary for Subcatchment 3S: DA 2 - Offsite Bypass Area Runoff 1.13cfs@ 12.28hrs, Volume= 0.343af, 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 I-YR Rainfall=2.91" Area (ac) CN DescriDtion 23.980 55 Woods, Good, HSG B 0.000 58 Meadow, non -grazed, HSG B 23.980 55 Weighted Average 23.980 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Link 4L: POA 4 Inflow Area 1.160 ac, 28.45% Impervious, Inflow Depth > 0.50" for 1-YR event Inflow 0.06 cfs @ 13.93 hrs, Volume= 0.049 af Primary 0.06 cfs @ 13.93 hrs, Volume= 0.049 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Pond 4P: Detention Pond Inflow Area 4.830 ac, 51.97% Impervious, Inflow Depth = 0.39" for 1-YR event Inflow 0.37 cfs @ 13.93 hrs, Volume= 0.155 af 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 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 572.41' @ 16.68 hrs Surf.Area= 3,345 sf Storage= 1,318 cf Plug -Flow detention time= 116.3 min calculated for 0.155 af (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 Postdev POSTDEV Type// 24-hr I- YR Rainfall=2.91 " Prepared by Jenter your company name here) Printed 10/5/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Paae 9 Device Routing Invert Outlet Devices #1 Primary 571.00' 36.0" Round Culvert L= 43.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 571.00' / 570.00' S= 0.0233 T Cc= 0.900 n= 0.010 #2 Device 1 575.00' 60.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 572.00' 4.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 573.00' 6.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.21 cfs @ 16.68 hrs HW=572.41' (Free Discharge) t—tculvert 'Passes 0,21 cfs of 10,42 cfs potential low) =Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate (Orifice Controls 0.21 cfs @ 2.38 fps) =Orifice/Grate ( Controls 0.00 cfs) Summary for Subcatchment 4S: DA 2 - Onsite Bypass Area Runoff 0.10cfs@ 12.22hrs, 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 11 24-hr I-YR Rainfall=2.91" Area (ac) CN DescriDtion 0.000 55 Woods, Good, HSG B 0.900 58 Meadow, non -grazed, 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, 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 af Outflow 0.17cfs@ 14.63hrs, Volume= 0.144 af, Atten= 73%, Lag= 143.2 min Primary 0.17cfs@ 14.63hrs, Volume= 0.144 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 582.33' @ 14.63 hrs SurfArea= 4,984 sf Storage= 1,571 cf Plug -Flow detention time= 183.2 min calculated for 0.144 af (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) Postdev POSTDEV Type// 24-hr I- YR Rainfall=2.91 " Prepared by Jenter your company name here) Printed 10/5/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Paae 10 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=O. 17 cfs @ 14.63 hrs HW=582.33' (Free Discharge) 'tTcu=lvert (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 9.78cfs@ 11.96hrs, 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 I-YR Rainfall=2.91" Area (ac) CN Description 2.420 98 Unconnected pavement, HSG B 2.050 58 Meadow, non-qrazed, 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 5.0 Direct Entry, Summary for Subcatchment BS: DA 3 to Biofilter #2 - Mite Runoff 0.18cfs@ 11.99hrs, 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 11 24-hr I-YR Rainfall=2.91" Postdev POSTDEV Type// 24-hr I- YR Rainfall=2.91 " Prepared by Jenter your company name here) Printed 10/5/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Paae 11 Area (ac) CN Descriotion 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, Ul 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 0.12cfs@ 12.22hrs, 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 11 24-hr I-YR Rainfall=2.91" Area (ac) CN DescriDtion 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= 0.123af, 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 I-YR Rainfall=2.91" Area (ac) CN Description 7.270 55 Woods, Good, HSG B 0.130 58 Meadow, non -grazed, HSG B 0.180 98 Paved oarkina. HSG B 7.580 56 Weighted Average 7.400 97.63% Pervious Area 0.180 2.37% Impervious Area Postdev POSTDEV Type// 24-hr I- YR Rainfall=2.91 " Prepared by jenter your company name here) Printed 10/5/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Paae 12 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 0.10cfs@ 12.00hrs, Volume= 0.008 af, Depth= 0.25" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type 11 24-hr I-YR Rainfall=2.91" Area (ac) CN Description 0.390 58 Meadow, non -grazed, HSG B 0.390 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 1OS: DA 3 Bypass - Offsite Runoff 0.02 cfs @ 12.02 hrs, Volume= 0.002af, 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 I-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 1 1S: DA 4 to Detention Pond - Onsite Runoff 1.33cfs@ 11.96hrs, Volume= 0.060af, 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 I-YR Rainfall=2.91" Area (ac) CN DescriDtion 0.330 98 Unconnected pavement, HSG B 0.280 58 Meadow, non -grazed, HSG B 0.610 80 Weighted Average 0.280 45.90% Pervious Area 0.330 54.10% Impervious Area 0.330 100.00% Unconnected Postdev POSTDEV Type// 24-hr I- YR Rainfall=2.91 " Prepared by Jenter your company name here) Printed 10/5/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Paae 13 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Pond 16P: Detention Pond Inflow Area 1.160 ac, 28.45% Impervious, Inflow Depth = 0.70" for 1-YR event Inflow 1.36cfs@ 11.97hrs, Volume= 0.068 af Outflow 0.06 cfs @ 13.93 hrs, Volume= 0.049 af, Atten= 96%, Lag= 118.0 min Primary 0.06 cfs @ 13.93 hrs, Volume= 0.049 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 546.89' @ 13.93 hrs Surf.Area= 1,868 sf Storage= 1,532 cf Plug -Flow detention time= 356.9 min calculated for 0.049 af (72% of inflow) Center -of -Mass det. time= 246.7 min ( 1, 106.0 - 859.3 ) Volume Invert Avail.Storage Storage Description #1 545.99' 16,702 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 545.99 1,563 0.0 0 0 546.00 1,563 50.0 8 8 546.50 1,728 100.0 823 831 548.00 2,266 100.0 2,996 3,826 550.00 3,100 100.0 5,366 9,192 552.00 4,410 100.0 7,510 16,702 Device Routing Invert Outlet Devices #1 Primary 546.00' 12.0" Round Culvert L= 50.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 546.00' / 545.00' S= 0.0200 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #2 Device 1 549.00' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 546.50' 2.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.06 cfs @ 13.93 hrs HW=546.89' (Free Discharge) 't�Tcu=lvert (Passes 0.06 cfs of 1.87 cfs potential flow) 2 Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate (Orifice Controls 0.06 cfs @ 2.67 fps) Summary for Subcatchment 17S: DA 4 to Detention Pond - Offsite Runoff 0.05 cfs @ 12.02 hrs, Volume= 0.008af, 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 I-YR Rainfall=2.91" Postdev POSTDEV Type// 24-hr I- YR Rainfall=2.91 " Prepared by jenter your company name here) Printed 10/5/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Paae 14 Area (ac) CIN Descriotion 0.000 98 Unconnected pavement, HSG B 0.000 58 Meadow, non -grazed, HSG B 0.550 55 Woods, Good, HSG B 0.550 55 Weighted Average 0.550 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (Cfs) 5.0 Direct Entry, Postdev POSTDEV Type // 24-hr 10- YR Rainfall=5.34 " Prepared by fenter your company name here) Printed 10/5/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Paae 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: POA 1 Inflow=1.42 cfs 0.349 af Primary=1.42 cfs 0.349 af Pond 1P: Biofilter#1 Peak Elev=576.62' Storage=8,220 cf Infiow=1 1.55 cfs 0.530 af Oufflow--3.81 cfs 0.349 af SubcatchmentlS: DA I to Biofilter#1 - Runoff Area=2.630 ac 25.86% Impervious Runoff Depth=1.73" Tc=5.0 min Ul Adjusted CN=63 Runoff=8.33 cfs 0.379 af Pond 2P: Detention Pond Peak Elev=573.58' Storage=1,916 cf lnflow=3.81 cfs 0.349 af Outflow--11.42 cfs 0.349 af Reach 2R: Culvert - Stream Crossing Avg. Flow Depth=0.69' Max Vel=14.85 fps Inflow=27.1 0 cfs 2.408 af 36.0" Round Pipe w/ 6.0" fill n=0.012 L=131.0' S=0.0382 T Capacity=1 18.77 cfs Outflow=27.05 cfs 2.408 af Subcatchment2S: DA 1 to Biofilter#1 - Runoff Area= 1.410 ac 0.00%lmpervious Runoff Depth= 1.29" Tc=5.Omin CN=57 Runoff=3.22cfs 0.152af Link 3L: POA 3 Inflow=6.89 cfs 1.894 af Primary=6.89 cfs 1.894 af Pond 3P: Biofilter#2 Peak Elev=576.97' Storage=15,064 cf lnflow=26.90 cfs 1.238 af Oufflow=26.25 cfs 0.942 af Subcatchment3S: DA 2 - Offsite Bypass Runoff Area=23.980 ac 0.00%lmpervious Runoff Depth= 1. 15" Tc=20.Omin CN=55 Runoff=25.89cfs2.306af Link 4L: POA 4 Inflow=0.15cfs 0.196af Primary=0.15cfs 0.196af Pond 4P: Detention Pond Peak Elev=575.19' Storage=13,136cf lnflow=26.25cfs 0.942af Oufflow--6.25 cfs 0.941 af 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 af Pond 5P: Detention Pond Peak Elev=584.17' Storage=12,588 cf lnflow=10.31 cfs 0.894 af Oufflow--3.42 cfs 0.892 af Subcatchment5S: DA 3 to Biofilter#2 - Runoff Area=4.470 ac 54.14% Impervious Runoff Depth=3.19" Tc=5.O min CN=80 Runoff=25.82cfs 1.189af Subcatchment6S: DA 3 to Biofilter#2 - Runoff Area=0.360 ac 25.00% Impervious Runoff Depth=1.65" Tc=5.0 min Ul Adjusted CN=62 Runoff=1.09 cfs 0.050 af 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 af Postdev POSTDEV Type // 24-hr 10- YR Rainfall=5.34 " Prepared by jenter your company name here) Printed 10/5/2022 HVdroCAD@9.10 s/n07O54 @2010 HVdroCAD Software Solutions LLC Paae 16 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 af 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 af Subcatchmentl OS: DA 3 Bypass - Offsite Runoff Area=0.170 ac 0.00%Impervious Runoff Depth= 1. 15" Tc=5.Omin CN=55 Runoff=0.34cfs 0.016af SubcatchmentlIS: DA4to Detention Pond Runoff Area=0.610 ac 54.10% Impervious Runoff Depth=3.19" Tc=5.Omin CN=80 Runoff=3.52cfs 0.162af Pond 116P: Detention Pond Peak Elev=548.67' Storage=5,434 cf Inflow=4.61 cfs 0.215 af Oufflow--0.15cfs 0.196af SubcatchmentlM DA4to Detention Pond Runoff Area=0.550 ac 0.00%Impervious Runoff Depth= 1. 15" Tc=5.Omin CN=55 Runoff=1.10cfs 0.053af Total Runoff Area = 44.130 ac Runoff Volume = 5.347 af Average Runoff Depth = 1.45" 91.62% Pervious = 40.430 ac 8.38% Impervious = 3.700 ac Postdev POSTDEV Type // 24-hr 10- YR Rainfall=5.34 " Prepared by jenter your company name here) Printed 10/5/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Paae 17 Summary for Link 1 L: POA 1 Inflow Area 4.040 ac, 16.83% Impervious, Inflow Depth= 1.04" for 1 O-YR event Inflow 1.42 cfs @ 12.40 hrs, Volume= 0.349 af Primary 1.42 cfs @ 12.40 hrs, Volume= 0.349 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Pond 1 P: Biofilter #1 Inflow Area 4.040 ac, 16.83% Impervious, Inflow Depth= 1.58" for 1 O-YR event Inflow 11.55 cfs @ 11.97 hrs, Volume= 0.530 af Outflow 3.81 cfs @ 12.10 hrs, Volume= 0.349 af, Atten= 67%, Lag= 7.6 min Primary 3.81 cfs @ 12.10 hrs, Volume= 0.349 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 576.62' @ 12.10 hrs Surf.Area= 2,765 sf Storage= 8,220 cf Plug -Flow detention time= 202.2 min calculated for 0.349 af (66% of inflow) Center -of -Mass det. time= 79.7 min ( 942.8 - 863.1 ) Volume Invert Avail.Storage Storage Description #1 570.99' 12,580 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 570.99 2,400 0.0 0 0 571.00 2,400 40.0 10 10 574.00 2,400 25.0 1,800 1,810 576.00 2,400 100.0 4,800 6,610 578.00 3,570 100.0 5,970 12,580 Device Routing Invert Outlet Devices #1 Primary 576.50' 32.0' long x 1.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=3.52 cfs @ 12.10 hrs HW=576.62' (Free Discharge) 't-11=13road-Crested Rectangular Weir(Weir Controls 3.52 cfs @ 0.93 fps) Summary for Subcatchment 1S: DA 1 to Biofilter #1 - Onsite Runoff 8.33cfs@ 11.97hrs, Volume= 0.379 af, Depth= 1.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type 11 24-hr 10-YR Rainfall=5.34" Postdev POSTDEV Type // 24-hr 10- YR Rainfall=5.34 " Prepared by Jenter your company name here) Printed 10/5/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Paae 18 Area (ac) CN Descriotion 1.400 58 Meadow, non -grazed, HSG B 0.680 98 Unconnected pavement, HSG B 0.550 58 Meadow, non -grazed, HSG B 2.630 68 Weighted Average, Ul Adjusted CN = 63 1.950 74.14% Pervious Area 0.680 25.86% Impervious Area 0.680 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Pond 2P: Detention Pond Inflow Area 4.040 ac, 16.83% Impervious, Inflow Depth= 1.04" for 1 0-YR event Inflow 3.81 cfs @ 12.10 hrs, Volume= 0.349 af Outflow 1.42 cfs @ 12.40 hrs, Volume= 0.349 af, Atten= 63%, Lag= 18.5 min Primary 1.42 cfs @ 12.40 hrs, Volume= 0.349 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 573.58' @ 12.40 hrs SurfArea= 1,566 sf Storage= 1,916 cf Plug -Flow detention time= 42.3 min calculated for 0.349 af (100% of inflow) Center -of -Mass det. time= 42.6 min ( 985.3 - 942.8 ) Volume Invert Avail.Storage Storage Description #1 572.00' 7,122 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation SurfArea Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 572.00 862 0 0 574.00 1,754 2,616 2,616 576.00 2,752 4,506 7,122 Device Routing Invert Outlet Devices #1 Primary 571.00' 24.0" Round Culvert L= 30.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 571.00' / 570.00' S= 0.0333 T Cc= 0.900 n= 0.010 #2 Device 1 573.50' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 572.00' 4.0" Vert. Orifice/Grate C= 0.600 #4 Primary 574.50' 10.0' long x 20.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Postdev POSTDEV Type // 24-hr 10- YR Rainfall=5.34 " Prepared by jenter your company name here) Printed 10/5/2022 Primary OutFlow Max=1.37 cfs @ 12.40 hrs HW=573.58' (Free Discharge) ulvert (Passes 1.37 cfs of 15.00 cfs potential flow) =Orifice/Grate (Weir Controls 0.88 cfs @ 0.91 fps) =Orifice/Grate (Orifice Controls 0.50 cfs @ 5.72 fps) road -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 af 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 wl 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' a] Summary for Subcatchment 2S: DA 1 to Biofilter #1 - Offsite Runoff 3.22cfs@ 11.97hrs, 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 11 24-hr 10-YR Rainfall=5.34" Area (ac) CN DescriDtion 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 Postdev POSTDEV Type // 24-hr 10- YR Rainfall=5.34 " Prepared by jenter your company name here) Printed 10/5/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Paae 20 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Link X: POA 3 Inflow Area 14.050 ac, 19.15% Impervious, Inflow Depth> 1.62" for 1 O-YR event Inflow 6.89 cfs @ 12.13 hrs, Volume= 1.894 af 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 1 O-YR event Inflow 26.90 cfs @ 11.96 hrs, Volume= 1.238 af 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 af 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 af (76% of inflow) Center -of -Mass det. time= 46.0 min ( 862.8 - 816.8 ) Volume Invert #1 571.49' Avail. Descri 20,329 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 571.49 4,100 0.0 0 0 571.50 4,100 40.0 16 16 574.00 4,100 25.0 2,563 2,579 576.00 4,100 100.0 8,200 10,779 578.00 5,450 100.0 9,550 20,329 Device Routing Invert Outlet Devices #1 Primary 576.50' 30.0' long x 1.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=25.89 cfs @ 11.98 hrs HW=576.96' (Free Discharge) 't--11=13road-Crested Rectangular Weir(Weir Controls 25.89 cfs @ 1.86 fps) Postdev POSTDEV Type // 24-hr 10- YR Rainfall=5.34 " Prepared by jenter your company name here) Printed 10/5/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Paae 21 Summary for Subcatchment 3S: DA 2 - Offsite Bypass Area Runoff 25.89 cfs @ 12.15 hrs, Volume= 2.306af, 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" Area (ac) CN DescriDtion 23.980 55 Woods, Good, HSG B 0.000 58 Meadow, non -grazed, HSG B 23.980 55 Weighted Average 23.980 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Link 4L: POA 4 Inflow Area 1.160 ac, 28.45% Impervious, Inflow Depth > 2.02" for 10-YR event Inflow 0.15cfs@ 14.08hrs, Volume= 0.196 af Primary 0.15cfs@ 14.08hrs, Volume= 0.196 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Pond 4P: Detention Pond Inflow Area 4.830 ac, 51.97% Impervious, Inflow Depth= 2.34" for 1 O-YR event Inflow 26.25 cfs @ 11.98 hrs, Volume= 0.942 af 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 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 575.19' @ 12.13 hrs Surf.Area= 5,198 sf Storage= 13,136 cf Plug -Flow detention time= 102.5 min calculated for 0.941 af (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 Postdev POSTDEV Type // 24-hr 10- YR Rainfall=5.34 " Prepared by Jenter your company name here) Printed 10/5/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Paae 22 Device Routing Invert Outlet Devices #1 Primary 571.00' 36.0" Round Culvert L= 43.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 571.00' / 570.00' S= 0.0233 T Cc= 0.900 n= 0.010 #2 Device 1 575.00' 60.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 572.00' 4.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 573.00' 6.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=6.00 cfs @ 12.13 hrs HW=575.18' (Free Discharge) t-tculvert 'Passes 6,00 cfs of 44,00 cfs potential low) =Orifice/Grate (Weir Controls 3.96 cfs @ 1.39 fps) 3=Orifice/Grate (Orifice Controls 0.73 cfs @ 8.36 fps) =Orifice/Grate (Orifice Controls 1.31 cfs @ 6.69 fps) Summary for Subcatchment 4S: DA 2 - Onsite Bypass Area Runoff 1.21 cfs @ 12.15 hrs, Volume= 0.102 af, Depth= 1.36" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type 11 24-hr 10-YR Rainfall=5.34" Area (ac) CN DescriDtion 0.000 55 Woods, Good, HSG B 0.900 58 Meadow, non -grazed, 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, Summary for Pond 5P: Detention Pond Inflow Area 8.660 ac, 2.08% Impervious, Inflow Depth= 1.24" for 1 0-YR event Inflow 10.31 cfs @ 12.15 hrs, Volume= 0.894 af 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 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 584.17' @ 12.53 hrs SurfArea= 7,012 sf Storage= 12,588 cf Plug -Flow detention time= 228.7 min calculated for 0.892 af (1100% of inflow) Center -of -Mass det. time= 227.5 min ( 11,1119.9 - 892.3 ) Volume Invert Avail.Storage Storage Description #1 582.00' 49,058 cf Custom Stage Data (Prismatic)Listed below (Recalc) Postdev POSTDEV Type // 24-hr 10- YR Rainfall=5.34 " Prepared by Jenter your company name here) Printed 10/5/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Paae 23 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) 'tTcu=lvert (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" Area (ac) CN Description 2.420 98 Unconnected pavement, HSG B 2.050 58 Meadow, non-qrazed, 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 5.0 Direct Entry, Summary for Subcatchment BS: DA 3 to Biofilter #2 - Mite Runoff 1.09cfs@ 11.97hrs, 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 11 24-hr 10-YR Rainfall=5.34" Postdev POSTDEV Type // 24-hr 10- YR Rainfall=5.34 " Prepared by Jenter your company name here) Printed 10/5/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Paae 24 Area (ac) CN Descriotion 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, Ul 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 11 24-hr 10-YR Rainfall=5.34" Area (ac) CN DescriDtion 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" Area (ac) CN Description 7.270 55 Woods, Good, HSG B 0.130 58 Meadow, non -grazed, HSG B 0.180 98 Paved oarkina. HSG B 7.580 56 Weighted Average 7.400 97.63% Pervious Area 0.180 2.37% Impervious Area Postdev POSTDEV Type // 24-hr 10- YR Rainfall=5.34 " Prepared by jenter your company name here) Printed 10/5/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Paae 25 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 0.95cfs@ 11.97hrs, Volume= 0.044 af, Depth= 1.36" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type 11 24-hr 10-YR Rainfall=5.34" Area (ac) CN Description 0.390 58 Meadow, non -grazed, HSG B 0.390 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 1OS: DA 3 Bypass - Offsite Runoff 0.34cfs@ 11.97hrs, Volume= 0.016af, 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" 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 1 1S: DA 4 to Detention Pond - Onsite Runoff 3.52cfs@ 11.96hrs, Volume= 0.162 af, Depth= 3.19" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type 11 24-hr 10-YR Rainfall=5.34" Area (ac) CN DescriDtion 0.330 98 Unconnected pavement, HSG B 0.280 58 Meadow, non -grazed, HSG B 0.610 80 Weighted Average 0.280 45.90% Pervious Area 0.330 54.10% Impervious Area 0.330 100.00% Unconnected Postdev POSTDEV Type // 24-hr 10- YR Rainfall=5.34 " Prepared by Jenter your company name here) Printed 10/5/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Paae 26 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Pond 16P: Detention Pond Inflow Area 1.160 ac, 28.45% Impervious, Inflow Depth = 2.23" for 10-YR event Inflow 4.61 cfs @ 11.96 hrs, Volume= 0.215 af Outflow 0.15cfs@ 14.08hrs, Volume= 0.196 af, Atten= 97%, Lag= 127.0 min Primary 0.15cfs@ 14.08hrs, Volume= 0.196 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 548.67' @ 14.08 hrs Surf.Area= 2,545 sf Storage= 5,434 cf Plug -Flow detention time= 459.6 min calculated for 0.195 af (91% of inflow) Center -of -Mass det. time= 412.8 min ( 1,244.5 - 831.7 ) Volume Invert Avail.Storage Storage Description #1 545.99' 16,702 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 545.99 1,563 0.0 0 0 546.00 1,563 50.0 8 8 546.50 1,728 100.0 823 831 548.00 2,266 100.0 2,996 3,826 550.00 3,100 100.0 5,366 9,192 552.00 4,410 100.0 7,510 16,702 Device Routing Invert Outlet Devices #1 Primary 546.00' 12.0" Round Culvert L= 50.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 546.00' / 545.00' S= 0.0200 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #2 Device 1 549.00' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 546.50' 2.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=O. 15 cfs @ 14.08 hrs HW=548.67' (Free Discharge) 't�Tcu=lvert (Passes 0.15 cfs of 4.40 cfs potential flow) 2 Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate (Orifice Controls 0. 15 cfs @ 6.95 fps) Summary for Subcatchment 17S: DA 4 to Detention Pond - Offsite Runoff 1.10cfs@ 11.97hrs, Volume= 0.053af, 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" Postdev POSTDEV Type // 24-hr 10- YR Rainfall=5.34 " Prepared by jenter your company name here) Printed 10/5/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Paae 27 Area (ac) CIN Descriotion 0.000 98 Unconnected pavement, HSG B 0.000 58 Meadow, non -grazed, HSG B 0.550 55 Woods, Good, HSG B 0.550 55 Weighted Average 0.550 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (Cfs) 5.0 Direct Entry, Postdev POSTDEV Type // 24-hr 25- YR Rainfall=6.56 " Prepared by fenter your company name here) Printed 10/5/2022 HvdroCAD@9.10 s/n07O54 @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: POA 1 Inflow--16.13 cfs 0.622 af Primary=16.13 cfs 0.622 af Pond 1P: Biofilter#1 Peak Elev=576.84' Storage=8,826 cf lnflow=17.74 cfs 0.803 af Oufflow--17.09 cfs 0.622 af SubcatchmentlS: DA I to Biofilter#1 - Runoff Area=2.630 ac 25.86% Impervious Runoff Depth=2.58" Tc=5.0 min Ul Adjusted CN=63 Runoff--12.52 cfs 0.565 af Pond 2P: Detention Pond Peak Elev=574.02' Storage=2,660 cf lnflow=17.09 cfs 0.622 af Oufflow--16.13 cfs 0.622 af Reach 2R: Culvert - Stream Crossing Avg. Flow Depth=0.98' Max Vel=17.51 fps Inflow=47.28 cfs 3.855 af 36.0" Round Pipe w/ 6.0" fill n=0.012 L=131.0' S=0.0382'/' Capacity=1 18.77 cfs Outflow=47.22 cfs 3.855 af Subcatchment2S: DA 1 to Biofilter#1 - Runoff Area= 1.410 ac 0.00%lmpervious Runoff Depth=2.03" Tc=5.Omin CN=57 Runoff=5.22cfs 0.238af Link 3L: POA 3 Inflow--30.04 cfs 2.883 af Primary=30.04 cfs 2.883 af Pond 3P: Biofilter#2 Peak Elev=577.07' Storage=15,535 cf lnflow=35.86 cfs 1.673 af Oufflow=35.14 cfs 1.376 af Subcatchment3S: DA 2 - Offsite Bypass Runoff Area=23.980 ac 0.00% Impervious Runoff Depth=11.85" Tc=20.0 min CN=55 Runoff=45.28 cfs 3.696 af Link 4L: POA 4 Inflow=0.80 cfs 0.283 af Primary=0.80 cfs 0.283 af Pond 4P: Detention Pond Peak Elev=575.64' Storage=15,528 cf lnflow=35.14 cfs 1.376 af Oufflow--28.25 cfs 1.376 af Subcatchment4S: DA 2 - Onsite Bypass Runoff Area=0.900 ac 0.00% Impervious Runoff Depth=2.12" Tc=20.O min CN=58 Runoff=2.00cfs 0.159af Pond 5P: Detention Pond Peak Elev=584.45' Storage=14,588 cf lnflow=17.56 cfs 1.414 af Outflow--12.87cfs 1.412af Subcatchment5S: DA 3 to Biofilter#2 - Runoff Area=4.470 ac 54.14% Impervious Runoff Depth=4.29" Tc=5.0 min CN=80 Runoff=34.21 cfs 1.598 af Subcatchment6S: DA 3 to Biofilter#2 - Runoff Area=0.360 ac 25.00% Impervious Runoff Depth=2.48" Tc=5.0 min Ul Adjusted CN=62 Runoff=1.65 cfs 0.074 af Subcatchment7S: DA 3 to Detention Pond - Runoff Area=1.080 ac 0.00% Impervious Runoff Depth=2.12" Tc=20.O min CN=58 Runoff=2.40cfs 0.190af Postdev POSTDEV Type // 24-hr 25- YR Rainfall=6.56 " Prepared by jenter your company name here) Printed 10/5/2022 HVdroCAD@9.10 s/n07O54 @2010 HVdroCAD Software Solutions LLC Paae 29 Subcatchment8S: DA 3 to Detention Pond - Runoff Area=7.580 ac 2.37% Impervious Runoff Depth=1.94" Tc=20.O min CN=56 Runoff=15.16cfs 1.224af Subcatchment9S: DA 3 Bypass - Onsite Runoff Area=0.390 ac 0.00% Impervious Runoff Depth=2.12" Tc=5.0 min CN=58 Runoff=1.51 cfs 0.069 af Subcatchmentl OS: DA 3 Bypass - Offsite Runoff Area=0.170 ac 0.00%Impervious Runoff Depth= 1.85" Tc=5.Omin CN=55 Runoff=0.57cfs 0.026af SubcatchmentlIS: DA4to Detention Pond Runoff Area=0.610 ac 54.10% Impervious Runoff Depth=4.29" Tc=5.Omin CN=80 Runoff=4.67cfs 0.218af Pond 116P: Detention Pond Peak Elev=549.10' Storage=6,562 cf Inflow=6.50 cfs 0.303 af Oufflow--0.80 cfs 0.283 af SubcatchmentlM DA4to Detention Pond Runoff Area=0.550 ac 0.00%Impervious Runoff Depth= 1. 85" Tc=5.Omin CN=55 Runoff=1.84cfs 0.085af Total Runoff Area= 44.130 ac Runoff Volume= 8.142 af Average Runoff Depth= 2.21" 91.62% Pervious = 40.430 ac 8.38% Impervious = 3.700 ac Postdev POSTDEV Type // 24-hr 25- YR Rainfall=6.56 " Prepared by jenter your company name here) Printed 10/5/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Paae 30 Summary for Link 1 L: POA 1 Inflow Area 4.040 ac, 16.83% Impervious, Inflow Depth = 1.85" for 25-YR event Inflow 16.13 cfs @ 12.03 hrs, Volume= 0.622 af Primary 16.13 cfs @ 12.03 hrs, Volume= 0.622 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Pond 1 P: Biofilter #1 Inflow Area 4.040 ac, 16.83% Impervious, Inflow Depth = 2.38" for 25-YR event Inflow 17.74 cfs @ 11.97 hrs, Volume= 0.803 af Outflow 17.09 cfs @ 12.00 hrs, Volume= 0.622 af, Atten= 4%, Lag= 1.7 min Primary 17.09 cfs @ 12.00 hrs, Volume= 0.622 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 576.84' @ 11.99 hrs Surf.Area= 2,890 sf Storage= 8,826 cf Plug -Flow detention time= 137.9 min calculated for 0.622 af (77% of inflow) Center -of -Mass det. time= 43.9 min ( 894.1 - 850.2 ) 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) M (cubic -feet) (cubic -feet) 570.99 2,400 0.0 0 0 571.00 2,400 40.0 10 10 574.00 2,400 25.0 1,800 1,810 576.00 2,400 100.0 4,800 6,610 578.00 3,570 100.0 5,970 12,580 Device Routing Invert Outlet Devices #1 Primary 576.50' 32.0' long x 1.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=16.62 cfs @ 12.00 hrs HW=576.83' (Free Discharge) 't-11=13road-Crested Rectangular Weir(Weir Controls 16.62 cfs @ 1.56 fps) Summary for Subcatchment 1S: DA 1 to Biofilter #1 - Onsite Runoff 12.52 cfs @ 11.97 hrs, Volume= 0.565 af, Depth= 2.58" 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=6.56" Postdev POSTDEV Type // 24-hr 25- YR Rainfall=6.56 " Prepared by Jenter your company name here) Printed 10/5/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Paae 31 Area (ac) CN Descriotion 1.400 58 Meadow, non -grazed, HSG B 0.680 98 Unconnected pavement, HSG B 0.550 58 Meadow, non -grazed, HSG B 2.630 68 Weighted Average, Ul Adjusted CN = 63 1.950 74.14% Pervious Area 0.680 25.86% Impervious Area 0.680 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Pond 2P: Detention Pond Inflow Area 4.040 ac, 16.83% Impervious, Inflow Depth = 1.85" for 25-YR event Inflow 17.09 cfs @ 12.00 hrs, Volume= 0.622 af Outflow 16.13 cfs @ 12.03 hrs, Volume= 0.622 af, Atten= 6%, Lag= 2.4 min Primary 16.13 cfs @ 12.03 hrs, Volume= 0.622 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 574.02' @ 12.04 hrs SurfArea= 1,766 sf Storage= 2,660 cf Plug -Flow detention time= 32.8 min calculated for 0.622 af (100% of inflow) Center -of -Mass det. time= 32.5 min ( 926.6 - 894.1 ) Volume Invert Avail.Storage Storage Description #1 572.00' 7,122 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation SurfArea Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 572.00 862 0 0 574.00 1,754 2,616 2,616 576.00 2,752 4,506 7,122 Device Routing Invert Outlet Devices #1 Primary 571.00' 24.0" Round Culvert L= 30.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 571.00' / 570.00' S= 0.0333 T Cc= 0.900 n= 0.010 #2 Device 1 573.50' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 572.00' 4.0" Vert. Orifice/Grate C= 0.600 #4 Primary 574.50' 10.0' long x 20.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Postdev POSTDEV Type // 24-hr 25- YR Rainfall=6.56 " Prepared by jenter your company name here) Printed 10/5/2022 Primary OutFlow Max=15.07 cfs @ 12.03 hrs HW=574.00' (Free Discharge) ulvert (Passes 15.07 cfs of 16.89 cfs potential flow) =Orifice/Grate (Weir Controls 14.50 cfs @ 2.31 fps) =Orifice/Grate (Orifice Controls 0.57 cfs @ 6.52 fps) road -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 = 1.86" for 25-YR event Inflow 47.28 cfs @ 12.14 hrs, Volume= 3.855 af Outflow 47.22 cfs @ 12.15 hrs, Volume= 3.855 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= 17.51 fps, Min. Travel Time= 0.1 min Avg. Velocity = 6.06 fps, Avg. Travel Time= 0.4 min Peak Storage= 354 cf @ 12.15 hrs Average Depth at Peak Storage= 1.48' above invert (0.98' above fill) Bank -Full Depth= 3.00' above invert (2.50' above fill), Capacity at Bank -Full= 118.77 cfs 36.0" Round Pipe wl 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' a] Summary for Subcatchment 2S: DA 1 to Biofilter #1 - Offsite Runoff 5.22cfs@ 11.97hrs, Volume= 0.238 af, Depth= 2.03" 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=6.56" Area (ac) CN DescriDtion 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 Postdev POSTDEV Type // 24-hr 25- YR Rainfall=6.56 " Prepared by jenter your company name here) Printed 10/5/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Paae 33 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Link X: POA 3 Inflow Area 14.050 ac, 19.15% Impervious, Inflow Depth > 2.46" for 25-YR event Inflow 30.04 cfs @ 12.03 hrs, Volume= 2.883 af Primary 30.04 cfs @ 12.03 hrs, Volume= 2.883 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 = 4.16" for 25-YR event Inflow 35.86 cfs @ 11.96 hrs, Volume= 1.673 af Outflow 35.14 cfs @ 11.97 hrs, Volume= 1.376 af, Atten= 2%, Lag= 0.8 min Primary 35.14 cfs @ 11.97 hrs, Volume= 1.376 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 577.07' @ 11.97 hrs Surf.Area= 4,820 sf Storage= 15,535 cf Plug -Flow detention time= 112.3 min calculated for 1.376 af (82% of inflow) Center -of -Mass det. time= 35.9 min ( 844.3 - 808.4 ) Volume Invert #1 571.49' Avail. Descri 20,329 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 571.49 4,100 0.0 0 0 571.50 4,100 40.0 16 16 574.00 4,100 25.0 2,563 2,579 576.00 4,100 100.0 8,200 10,779 578.00 5,450 100.0 9,550 20,329 Device Routing Invert Outlet Devices #1 Primary 576.50' 30.0' long x 1.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=34.91 cfs @ 11.97 hrs HW=577.06' (Free Discharge) 't--11=13road-Crested Rectangular Weir(Weir Controls 34.91 cfs @ 2.06 fps) Postdev POSTDEV Type // 24-hr 25- YR Rainfall=6.56 " Prepared by jenter your company name here) Printed 10/5/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Paae 34 Summary for Subcatchment 3S: DA 2 - Offsite Bypass Area Runoff 45.28 cfs @ 12.15 hrs, Volume= 3.696 af, Depth= 1.85" 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=6.56" Area (ac) CN DescriDtion 23.980 55 Woods, Good, HSG B 0.000 58 Meadow, non -grazed, HSG B 23.980 55 Weighted Average 23.980 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Link 4L: POA 4 Inflow Area 1.160 ac, 28.45% Impervious, Inflow Depth > 2.93" for 25-YR event Inflow 0.80 cfs @ 12.27 hrs, Volume= 0.283 af Primary 0.80 cfs @ 12.27 hrs, Volume= 0.283 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 = 3.42" for 25-YR event Inflow 35.14 cfs @ 11.97 hrs, Volume= 1.376 af Outflow 28.25 cfs @ 12.03 hrs, Volume= 1.376 af, Atten= 20%, Lag= 3.4 min Primary 28.25 cfs @ 12.03 hrs, Volume= 1.376 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 575.64' @ 12.03 hrs Surf.Area= 5,510 sf Storage= 15,528 cf Plug -Flow detention time= 80.9 min calculated for 1.375 af (100% of inflow) Center -of -Mass det. time= 81.3 min ( 925.6 - 844.3 ) 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 Postdev POSTDEV Type // 24-hr 25- YR Rainfall=6.56 " Prepared by Jenter your company name here) Printed 10/5/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Paae 35 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=28.09 cfs @ 12.03 hrs HW=575.63' (Free Discharge) t-tculvert 'Passes 28,09 cfs of 47,56 cfs potential low) =Orifice/Grate (Weir Controls 25.84 cfs @ 2.60 fps) 3=Orifice/Grate (Orifice Controls 0.78 cfs @ 8.96 fps) =Orifice/Grate (Orifice Controls 1.46 cfs @ 7.43 fps) Summary for Subcatchment 4S: DA 2 - Onsite Bypass Area Runoff 2.00 cfs @ 12.14 hrs, Volume= 0.159 af, Depth= 2.12" 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=6.56" Area (ac) CN DescriDtion 0.000 55 Woods, Good, HSG B 0.900 58 Meadow, non -grazed, 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, Summary for Pond 5P: Detention Pond Inflow Area 8.660 ac, 2.08% Impervious, Inflow Depth = 1.96" for 25-YR event Inflow 17.56 cfs @ 12.14 hrs, Volume= 1.414 af Outflow 12.87 cfs @ 12.27 hrs, Volume= 1.412 af, Atten= 27%, Lag= 7.9 min Primary 12.87 cfs @ 12.27 hrs, Volume= 1.412 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 584.45' @ 12.27 hrs SurfArea= 7,356 sf Storage= 14,588 cf Plug -Flow detention time= 169.0 min calculated for 1.411 af (100% of inflow) Center -of -Mass det. time= 168.8 min ( 1,045.5 - 876.7 ) Volume Invert Avail.Storage Storage Description #1 582.00' 49,058 cf Custom Stage Data (Prismatic)Listed below (Recalc) Postdev POSTDEV Type // 24-hr 25- YR Rainfall=6.56 " Prepared by Jenter your company name here) Printed 10/5/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Paae 36 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=12.78 cfs @ 12.27 hrs HW=584.44' (Free Discharge) 'tTcu=lvert (Passes 12.78 cfs of 22.16 cfs potential flow) 2 Orifice/Grate (Weir Controls 12.15 cfs @ 2.18 fps) 3=Orifice/Grate (Orifice Controls 0.63 cfs @ 7.27 fps) Summary for Subcatchment 5S: DA 3 to Biofilter #2 - Onsite Runoff 34.21 cfs @ 11.96 hrs, Volume= 1.598 af, Depth= 4.29" 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=6.56" Area (ac) CN Description 2.420 98 Unconnected pavement, HSG B 2.050 58 Meadow, non-qrazed, 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 5.0 Direct Entry, Summary for Subcatchment BS: DA 3 to Biofilter #2 - Mite Runoff 1.65cfs@ 11.97hrs, Volume= 0.074 af, Depth= 2.48" 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=6.56" Postdev POSTDEV Type // 24-hr 25- YR Rainfall=6.56 " Prepared by Jenter your company name here) Printed 10/5/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Paae 37 Area (ac) CN Descriotion 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, Ul 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 2.40 cfs @ 12.14 hrs, Volume= 0.190 af, Depth= 2.12" 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=6.56" Area (ac) CN DescriDtion 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 15.16 cfs @ 12.14 hrs, Volume= 1.224 af, Depth= 1.94" 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=6.56" Area (ac) CN Description 7.270 55 Woods, Good, HSG B 0.130 58 Meadow, non -grazed, HSG B 0.180 98 Paved oarkina. HSG B 7.580 56 Weighted Average 7.400 97.63% Pervious Area 0.180 2.37% Impervious Area Postdev POSTDEV Type // 24-hr 25- YR Rainfall=6.56 " Prepared by jenter your company name here) Printed 10/5/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Paae 38 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 1.51 cfs @ 11.97 hrs, Volume= 0.069 af, Depth= 2.12" 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=6.56" Area (ac) CN Description 0.390 58 Meadow, non -grazed, HSG B 0.390 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 1OS: DA 3 Bypass - Offsite Runoff 0.57cfs@ 11.97hrs, Volume= 0.026 af, Depth= 1.85" 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=6.56" 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 1 1S: DA 4 to Detention Pond - Onsite Runoff 4.67cfs@ 11.96hrs, Volume= 0.218 af, Depth= 4.29" 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=6.56" Area (ac) CN DescriDtion 0.330 98 Unconnected pavement, HSG B 0.280 58 Meadow, non -grazed, HSG B 0.610 80 Weighted Average 0.280 45.90% Pervious Area 0.330 54.10% Impervious Area 0.330 100.00% Unconnected Postdev POSTDEV Type // 24-hr 25- YR Rainfall=6.56 " Prepared by Jenter your company name here) Printed 10/5/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Paae 39 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Pond 16P: Detention Pond Inflow Area 1.160 ac, 28.45% Impervious, Inflow Depth = 3.13" for 25-YR event Inflow 6.50cfs@ 11.96hrs, Volume= 0.303 af Outflow 0.80 cfs @ 12.27 hrs, Volume= 0.283 af, Atten= 88%, Lag= 18.7 min Primary 0.80 cfs @ 12.27 hrs, Volume= 0.283 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 549.10' @ 12.27 hrs Surf.Area= 2,723 sf Storage= 6,562 cf Plug -Flow detention time= 425.2 min calculated for 0.283 af (93% of inflow) Center -of -Mass det. time= 389.4 min ( 1,212.7 - 823.3 ) Volume Invert Avail.Storage Storage Description #1 545.99' 16,702 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 545.99 1,563 0.0 0 0 546.00 1,563 50.0 8 8 546.50 1,728 100.0 823 831 548.00 2,266 100.0 2,996 3,826 550.00 3,100 100.0 5,366 9,192 552.00 4,410 100.0 7,510 16,702 Device Routing Invert Outlet Devices #1 Primary 546.00' 12.0" Round Culvert L= 50.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 546.00' / 545.00' S= 0.0200 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #2 Device 1 549.00' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 546.50' 2.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.78 cfs @ 12.27 hrs HW=549.10' (Free Discharge) 't�Tcu=lvert (Passes 0.78 cfs of 4.81 cfs potential flow) 2 Orifice/Grate (Weir Controls 0.62 cfs @ 1.02 fps) 3=Orifice/Grate (Orifice Controls 0. 17 cfs @ 7.63 fps) Summary for Subcatchment 17S: DA 4 to Detention Pond - Offsite Runoff 1.84cfs@ 11.97hrs, Volume= 0.085 af, Depth= 1.85" 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=6.56" Postdev POSTDEV Type // 24-hr 25- YR Rainfall=6.56 " Prepared by jenter your company name here) Printed 10/5/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Paae 40 Area (ac) CIN Descriotion 0.000 98 Unconnected pavement, HSG B 0.000 58 Meadow, non -grazed, HSG B 0.550 55 Woods, Good, HSG B 0.550 55 Weighted Average 0.550 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (Cfs) 5.0 Direct Entry, Postdev POSTDEV Type// 24-hr 100- YR Rainfall=8.77" Prepared by fenter your company name here) Printed 10/5/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Paae 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: POA 1 Inflow--28.19cfs 1.176af Primary=28.19cfs 1.176af Pond 1P: Biofilter#1 Peak Elev=576.99' Storage=9,262cf lnflow=30.04cfs 1.357af Oufflow=29.74cfs 1.176af SubcatchmentlS: DA I to Biofilter#1 - Runoff Area=2.630 ac 25.86% Impervious Runoff Depth=4.28" Tc=5.0 min Ul Adjusted CN=63 Runoff--20.75 cfs 0.939 af Pond 2P: Detention Pond Peak Elev=574.93' Storage=4,473 cf lnflow=29.74 cfs 1.176 af Oufflow--28.19cfs 1.176af Reach 2R: Culvert- Stream Crossing Avg. Flow Depth= 1.54' MaxVel=20.60fps Inflow=89.76cfs 6.916af 36.0" RoundPipe w/6.0"fill n=0.012 L=131.0' S=0.0382'/' Capacity= 118.77 cfs Outflow=89.66cfs 6.916af Subcatchment2S: DA 1 to Biofilter#1 - Runoff Area= 1.410 ac 0.00%lmpervious Runoff Depth=3.56" Tc=5.Omin CN=57 Runoff=9.29cfs 0.418af Link 3L: POA 3 Inflow--53.08 cfs 4.863 af Primary=53.08 cfs 4.863 af Pond 3P: Biofilter#2 Peak Elev=577.22' Storage=16,283 cf lnflow=52.26 cfs 2.490 af Oufflow=51.50 cfs 2.194 af 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 af Link 4L: POA 4 Inflow=5.29 cfs 0.455 af Primary=5.29 cfs 0.455 af Pond 4P: Detention Pond Peak Elev=575.95' Storage=17,294 cf lnflow=51.50 cfs 2.194 af Oufflow--49.47 cfs 2.193 af 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 af Pond 5P: Detention Pond Peak Elev=585.13' Storage=19,942 cf lnflow=32.70 cfs 2.505 af Outflow--24.28 cfs 2.503 af 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 af Subcatchment6S: DA 3 to Biofilter#2 - Runoff Area=0.360 ac 25.00% Impervious Runoff Depth=4.16" Tc=5.0 min Ul Adjusted CN=62 Runoff=2.76 cfs 0.125 af 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 af Postdev POSTDEV Type// 24-hr 100- YR Rainfall=8.77" Prepared by jenter your company name here) Printed 10/5/2022 HVdroCAD@9.10 s/n07O54 @2010 HVdroCAD Software Solutions LLC Paae 42 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 af 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 af Subcatchmentl OS: DA 3 Bypass - Offsite Runoff Area=0.170 ac 0.00%Impervious Runoff Depth=3.32" Tc=5.Omin CN=55 Runoff=1.04cfs 0.047af SubcatchmentlIS: DA4to Detention Pond Runoff Area=0.610 ac 54.10% Impervious Runoff Depth=6.35" Tc=5.Omin CN=80 Runoff=6.76cfs 0.323af Pond 116P: Detention Pond Peak Elev=549.64' Storage=8,104 cf Inflow=110.112 cfs 0.475 af Oufflow--5.29 cfs 0.455 af SubcatchmentlM DA4to Detention Pond Runoff Area=0.550 ac 0.00%Impervious Runoff Depth=3.32" Tc=5.Omin CN=55 Runoff=3.38cfs 0.152af Total Runoff Area= 44.130 ac Runoff Volume= 13.911 af Average Runoff Depth= 3.78" 91.62% Pervious = 40.430 ac 8.38% Impervious = 3.700 ac Postdev POSTDEV Type// 24-hr 100- YR Rainfall=8.77" Prepared by jenter your company name here) Printed 10/5/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Paae 43 Summary for Link 1 L: POA 1 Inflow Area 4.040 ac, 16.83% Impervious, Inflow Depth= 3.49" for 1 00-YR event Inflow 28.19 cfs @ 12.00 hrs, Volume= 1.176 af Primary 28.19 cfs @ 12.00 hrs, Volume= 1.176 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Pond 1 P: Biofilter #1 Inflow Area 4.040 ac, 16.83% Impervious, Inflow Depth= 4.03" for 1 00-YR event Inflow 30.04 cfs @ 11.96 hrs, Volume= 1.357 af Outflow 29.74 cfs @ 11.97 hrs, Volume= 1.176 af, Atten= 1%, Lag= 0.5 min Primary 29.74 cfs @ 11.97 hrs, Volume= 1.176 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 576.99' @ 11.97 hrs Surf.Area= 2,977 sf Storage= 9,262 cf Plug -Flow detention time= 88.3 min calculated for 1.176 af (87% of inflow) Center -of -Mass det. time= 24.4 min ( 859.3 - 834.9 ) Volume Invert Avail.Storage Storage Description #1 570.99' 12,580 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 570.99 2,400 0.0 0 0 571.00 2,400 40.0 10 10 574.00 2,400 25.0 1,800 1,810 576.00 2,400 100.0 4,800 6,610 578.00 3,570 100.0 5,970 12,580 Device Routing Invert Outlet Devices #1 Primary 576.50' 32.0' long x 1.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=29.54 cfs @ 11.97 hrs HW=576.99' (Free Discharge) 't-11=13road-Crested Rectangular Weir(Weir Controls 29.54 cfs @ 1.90 fps) Summary for Subcatchment 1S: DA 1 to Biofilter #1 - Onsite Runoff 20.75 cfs @ 11.96 hrs, Volume= 0.939 af, Depth= 4.28" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type 11 24-hr 1100-YR Rainfall=8.77" Postdev POSTDEV Type// 24-hr 100- YR Rainfall=8.77" Prepared by Jenter your company name here) Printed 10/5/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Paae 44 Area (ac) CN Descriotion 1.400 58 Meadow, non -grazed, HSG B 0.680 98 Unconnected pavement, HSG B 0.550 58 Meadow, non -grazed, HSG B 2.630 68 Weighted Average, Ul Adjusted CN = 63 1.950 74.14% Pervious Area 0.680 25.86% Impervious Area 0.680 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Pond 2P: Detention Pond Inflow Area 4.040 ac, 16.83% Impervious, Inflow Depth= 3.49" for 1 00-YR event Inflow 29.74 cfs @ 11.97 hrs, Volume= 1.176 af Outflow 28.19 cfs @ 12.00 hrs, Volume= 1.176 af, Atten= 5%, Lag= 1.6 min Primary 28.19 cfs @ 12.00 hrs, Volume= 1.176 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 574.93' @ 12.00 hrs SurfArea= 2,220 sf Storage= 4,473 cf Plug -Flow detention time= 24.2 min calculated for 1.176 af (100% of inflow) Center -of -Mass det. time= 23.9 min ( 883.2 - 859.3 ) Volume Invert Avail.Storage Storage Description #1 572.00' 7,122 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation SurfArea Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 572.00 862 0 0 574.00 1,754 2,616 2,616 576.00 2,752 4,506 7,122 Device Routing Invert Outlet Devices #1 Primary 571.00' 24.0" Round Culvert L= 30.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 571.00' / 570.00' S= 0.0333 T Cc= 0.900 n= 0.010 #2 Device 1 573.50' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 572.00' 4.0" Vert. Orifice/Grate C= 0.600 #4 Primary 574.50' 10.0' long x 20.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Postdev POSTDEV Type// 24-hr 100- YR Rainfall=8.77" Prepared by jenter your company name here) Printed 10/5/2022 Primary OutFlow Max=28.03 cfs @ 12.00 hrs HW=574.93' (Free Discharge) ulvert (Inlet Controls 20.44 cfs @ 6.51 fps) =Orifice/Grate (Passes < 70.21 cfs potential flow) =Orifice/Grate (Passes < 0.70 cfs potential flow) road -Crested Rectangular Weir (Weir Controls 7.59 cfs @ 1.77 fps) Summary for Reach 2R: Culvert - Stream Crossing #2 Inflow Area 24.880 ac, 0.00% Impervious, Inflow Depth= 3.34" for 1 00-YR event Inflow 89.76 cfs @ 12.14 hrs, Volume= 6.916 af 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 wl 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' a] Summary for Subcatchment 2S: DA 1 to Biofilter #1 - Offsite Runoff 9.29cfs@ 11.96hrs, 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 11 24-hr 100-YR Rainfall=8.77" Area (ac) CN DescriDtion 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 Postdev POSTDEV Type// 24-hr 100- YR Rainfall=8.77" Prepared by jenter your company name here) Printed 10/5/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Paae 46 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Link X: POA 3 Inflow Area 14.050 ac, 19.15% Impervious, Inflow Depth= 4.15" for 1 00-YR event Inflow 53.08 cfs @ 11.99 hrs, Volume= 4.863 af 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 1 00-YR event Inflow 52.26 cfs @ 11.96 hrs, Volume= 2.490 af 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 af 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 af (88% of inflow) Center -of -Mass det. time= 29.6 min ( 826.9 - 797.3 ) Volume Invert #1 571.49' Avail. Descri 20,329 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 571.49 4,100 0.0 0 0 571.50 4,100 40.0 16 16 574.00 4,100 25.0 2,563 2,579 576.00 4,100 100.0 8,200 10,779 578.00 5,450 100.0 9,550 20,329 Device Routing Invert Outlet Devices #1 Primary 576.50' 30.0' long x 1.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=51.39 cfs @ 11.97 hrs HW=577.22' (Free Discharge) 't--11=13road-Crested Rectangular Weir(Weir Controls 51.39 cfs @ 2.38 fps) Postdev POSTDEV Type// 24-hr 100- YR Rainfall=8.77" Prepared by jenter your company name here) Printed 10/5/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Paae 47 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 11 24-hr 100-YR Rainfall=8.77" Area (ac) CN DescriDtion 23.980 55 Woods, Good, HSG B 0.000 58 Meadow, non -grazed, HSG B 23.980 55 Weighted Average 23.980 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Link 4L: POA 4 Inflow Area 1.160 ac, 28.45% Impervious, Inflow Depth > 4.71" for 100-YR event Inflow 5.29 cfs @ 12.04 hrs, Volume= 0.455 af Primary 5.29 cfs @ 12.04 hrs, Volume= 0.455 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Summary for Pond 4P: Detention Pond Inflow Area 4.830 ac, 51.97% Impervious, Inflow Depth= 5.45" for 1 00-YR event Inflow 51.50 cfs @ 11.97 hrs, Volume= 2.194 af 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 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 575.95' @ 11.99 hrs Surf.Area= 5,729 sf Storage= 17,294 cf Plug -Flow detention time= 61.3 min calculated for 2.193 af (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 Postdev POSTDEV Type// 24-hr 100- YR Rainfall=8.77" Prepared by Jenter your company name here) Printed 10/5/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Paae 48 Device Routing Invert Outlet Devices #1 Primary 571.00' 36.0" Round Culvert L= 43.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 571.00' / 570.00' S= 0.0233 T Cc= 0.900 n= 0.010 #2 Device 1 575.00' 60.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 572.00' 4.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 573.00' 6.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=49.08 cfs @ 11.99 hrs HW=575.94' (Free Discharge) t-tculvert 'Passes 49,08 cfs of 49,83 cfs potential flow) =Orifice/Grate (Weir Controls 46.71 cfs @ 3.17 fps) 3=Orifice/Grate (Orifice Controls 0.82 cfs @ 9.35 fps) =Orifice/Grate (Orifice Controls 1.55 cfs @ 7.90 fps) Summary for Subcatchment 4S: DA 2 - Onsite Bypass Area Runoff 3.63 cfs @ 12.13 hrs, Volume= 0.276 af, Depth= 3.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type 11 24-hr 100-YR Rainfall=8.77" Area (ac) CN DescriDtion 0.000 55 Woods, Good, HSG B 0.900 58 Meadow, non -grazed, 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, Summary for Pond 5P: Detention Pond Inflow Area 8.660 ac, 2.08% Impervious, Inflow Depth= 3.47" for 1 00-YR event Inflow 32.70 cfs @ 12.13 hrs, Volume= 2.505 af 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 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 585.13' @ 12.26 hrs SurfArea= 8,208 sf Storage= 19,942 cf Plug -Flow detention time= 107.8 min calculated for 2.503 af (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) Postdev POSTDEV Type// 24-hr 100- YR Rainfall=8.77" Prepared by Jenter your company name here) Printed 10/5/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Paae 49 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) 'tTcu=lvert (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" Area (ac) CN Description 2.420 98 Unconnected pavement, HSG B 2.050 58 Meadow, non-qrazed, 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 5.0 Direct Entry, Summary for Subcatchment BS: DA 3 to Biofilter #2 - Mite Runoff 2.76cfs@ 11.96hrs, 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 11 24-hr 100-YR Rainfall=8.77" Postdev POSTDEV Type// 24-hr 100- YR Rainfall=8.77" Prepared by Jenter your company name here) Printed 10/5/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Paae 50 Area (ac) CN Descriotion 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, Ul 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 11 24-hr 100-YR Rainfall=8.77" Area (ac) CN DescriDtion 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" Area (ac) CN Description 7.270 55 Woods, Good, HSG B 0.130 58 Meadow, non -grazed, HSG B 0.180 98 Paved oarkina. HSG B 7.580 56 Weighted Average 7.400 97.63% Pervious Area 0.180 2.37% Impervious Area Postdev POSTDEV Type// 24-hr 100- YR Rainfall=8.77" Prepared by jenter your company name here) Printed 10/5/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Paae 51 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 2.66cfs@ 11.96hrs, Volume= 0.120 af, Depth= 3.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type 11 24-hr 100-YR Rainfall=8.77" Area (ac) CN Description 0.390 58 Meadow, non -grazed, HSG B 0.390 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 1OS: DA 3 Bypass - Offsite Runoff 1.04cfs@ 11.97hrs, 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 11 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 1 1S: DA 4 to Detention Pond - Onsite Runoff 6.76cfs@ 11.96hrs, Volume= 0.323 af, Depth= 6.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type 11 24-hr 100-YR Rainfall=8.77" Area (ac) CN DescriDtion 0.330 98 Unconnected pavement, HSG B 0.280 58 Meadow, non -grazed, HSG B 0.610 80 Weighted Average 0.280 45.90% Pervious Area 0.330 54.10% Impervious Area 0.330 100.00% Unconnected Postdev POSTDEV Type// 24-hr 100- YR Rainfall=8.77" Prepared by Jenter your company name here) Printed 10/5/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Paae 52 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Pond 16P: Detention Pond Inflow Area 1.160 ac, 28.45% Impervious, Inflow Depth = 4.91" for 100-YR event Inflow 10.12cfs@ 11.96hrs, Volume= 0.475 af Outflow 5.29 cfs @ 12.04 hrs, Volume= 0.455 af, Atten= 48%, Lag= 4.9 min Primary 5.29 cfs @ 12.04 hrs, Volume= 0.455 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Peak Elev= 549.64' @ 12.04 hrs Surf.Area= 2,950 sf Storage= 8,104 cf Plug -Flow detention time= 308.6 min calculated for 0.455 af (96% of inflow) Center -of -Mass det. time= 284.4 min ( 1,096.7 - 812.3 ) Volume Invert Avail.Storage Storage Description #1 545.99' 16,702 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 545.99 1,563 0.0 0 0 546.00 1,563 50.0 8 8 546.50 1,728 100.0 823 831 548.00 2,266 100.0 2,996 3,826 550.00 3,100 100.0 5,366 9,192 552.00 4,410 100.0 7,510 16,702 Device Routing Invert Outlet Devices #1 Primary 546.00' 12.0" Round Culvert L= 50.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 546.00' / 545.00' S= 0.0200 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #2 Device 1 549.00' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 546.50' 2.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=5.28 cfs @ 12.04 hrs HW=549.63' (Free Discharge) 't�Tcu=lvert (Inlet Controls 5.28 cfs @ 6.72 fps) 2 Orifice/Grate (Passes < 10.26 cfs potential flow) 3=Orifice/Grate (Passes < 0. 18 cfs potential flow) Summary for Subcatchment 17S: DA 4 to Detention Pond - Offsite Runoff 3.38cfs@ 11.97hrs, Volume= 0.152 af, Depth= 3.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.03 hrs Type 11 24-hr 100-YR Rainfall=8.77" Postdev POSTDEV Type// 24-hr 100- YR Rainfall=8.77" Prepared by jenter your company name here) Printed 10/5/2022 HvdroCAD@9.10 s/n07O54 @2010 HvdroCAD Software Solutions LLC Paae 53 Area (ac) CIN Descriotion 0.000 98 Unconnected pavement, HSG B 0.000 58 Meadow, non -grazed, HSG B 0.550 55 Woods, Good, HSG B 0.550 55 Weighted Average 0.550 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (Cfs) 5.0 Direct Entry, Energy Balance Equation and Run-on Summary for SHe OutfaH 1 Castafia Farm Winery 1 Yr, 24 Hr Storm Comparison Q I post � Q i pm, site ((RV i Pre, site)/(RV t Pre, site))(117) + Q i Pre, offsae ((RV I Pre, offstte)/(RV I Pre, oftsite)) IF = 0.8 when LOD �! 1 ac, IF=0.9 when LOD!c 1 ac, IF = 1 when site if forested PreDev Site Fully Forested? no IF 0.8 Development Limits 11.66 ac On Site Off Site Pre Dev DA Site = 1.1 ac Pre Dev DA Offsite = 0.43 ac Post Dev DA Site (Managed) = 2.63 ac Post Dev DA OffSite = 1.41 ac Post Dev DA Site (Un-Managed) = 0 ac Q I PM, Sim = 0.07 cfs Q I Pre, Offite = 0.05 cfs RV t Pm, site = 0.018 af RV i Pre, offite = 0.009 af RV t Pmt, site = 0.087 af RV I Post, Offite = 0.026 af Qip.A (m. Az..d) I < 10, 03 Postdev Flowrates Storm cfs Energy Balance Equation Complia Achie� ed s Predev Flowrata Storm fs 'fs 10-%r S] L87 Postdev Flowrates Storm efs 10-%r 1 �42 Balance Equation and Run-on Summary for SHe OutfaH 3 Castafia Farm Winery 1 Yr, ?A Hr Storm Comparison I PM, Site ((RV i Pre, site)/(RV t Pre, site))(117) + Q i Pre, onsite ((RV I Pre, offste)/(RV I Pre, onsite)) IF =0.8 when LOD �! 1 ac, I F=0.9 when LOD !c 1 ac, IF= 1 when site if forested �ev �Sile FUlly Forested? yes IF I Development Limits 11.66 ac On Site Off Site Pre Dev DA Site = 4.97 ac Pre Dev DA Offsite = 8.73 ac Post Dev DA Site (Managed) = 5.55 ac Post Dev DA OffSite = 8.11 ac Post Dev DA Site (Un-ManaRed) = 0.39 ac Q I PM, Sim = 0.21 cfs Q I Pre, Offite = 0.59 cfs RV t Pm, site = 0.071 af RV i Pre, offite = 0. 142 af RV t Pmt, site = 0.471 af RV I Post, Offite = 0. 136 af I Qlpw (M. AA..d) I < 10, 65 Postdev Flowrates Storm cfs 1-%r 0 38 Energy Balance Equation Complia Achie�ed Predev Flowrates Storm cfs 10-%r 1209 Postdev Flowirates Storm efs 10-%r 6�89 Energy Balance Equation and Run-on Summary for Site Outfafl 4 Castalia Farm Winery 1 Yr, 24 Hr Storm Comparison Q I pog s Q 1 P�c, siw ((RV i P., siw)/(RV 1 P., siw))(IF) + Q i P,,,ffiw ((RV i Fte, offitc)/(RV i Fte, offitc)) IF — 0.8 when LOD �! 1 ac, I F=0.9 when LOD!� I ac, I F = 1 when site if forested PreDev Site Fully Forested? No IF 0.8 Development Limits 11 66 ac ,fte Off Site Pre Dev DA Site — 0.89 ac Pre Dev DA Offsae — 1.26 ac Post Dev DA Site (Managed) — 0.61 ac Post Dev DA Offsite (Managed) — 0.55 ac Post Dev DA Site (Un-Managed) — 0 ac Post Dev DA Offsite (Un-Managed) — 0.00 ac Q 1 Pre, Si� — 0.05 cfs Q 1 P., Omw — 0.06 cfs RV i Pc, site — 0.013 af RV i P., omw — 0.018 af RV i Pos� site — 0.060 af RV j Post, omw — 0.008 af Q1p.A (M. AR..�d) 5 Postdev Flowrates Storm cfs 006 Energy Balance Equation Compliance Achic, ed Predev Flowrates Storm s- 1 C� 10-, r 760 Postdev Flowrates Storm C2 10-,r 715 Castalia Farm Time of Concentration Calculations - Predev POA I 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. 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. IOutlet Protection Calculations - Reference Nomograph 3.18-3 Pipe Outfall # La (ft) w (ft) Do (in) Do (ft) Mo (ft) d5O (ft) d5O (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 AS 6 6.67 8 0.67 2 0.5 6 9 20 23 M 3 .5 A7 16 18.5 �O 6 7.5 1 12 18 A8 6 7 12 1 3 0.5 6 9 Channel Lining Type TYPE 11 EC-3 TYPE 11 EC-3 TYPE 11 EC-3 TYPE 11 EC-3 TYPE 11 EC-3 TYPE 1 EC-2 TYPE 1 EC-2 TYPE 11 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 * 2-yr Velocity calculations performed using steepest slope & 2-yr flow * 10-yr Depth calculation performed using shallowest slope & 10-yr flow NOAA Atlas 14, Volume 2, Version 3 Location name: Keswick, Virginia, USA* Latitude: 38.0624o, Longitude: -78.3298o Elevation: 567.07 ft** source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES G.M. Bonnin, D. Martin, B. Lin, T Parzybok, M.Yekta, and D. Piley NOAA, National Weather service, Silwr spring, Maryland PF tabula I PF_graph�ical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in in Average recurrence Irftrval (years) Fu� 1 100 0.350 16 -OA---]F 86 -0.4---]F -0.rA-9--IF -0.6-19--]F -0.6-74--]F 0.7-25-IF -0.7-74--]F -0.8-311F -0.8-79-1 1(0.316-0.388)1(0.37".461) (IDA39-0.5-a) 1(0.494-0.608)1(0.555-0.683)1(0.601-0.743)1(0.643-0.799)1(0.681-0.852)1(0.724-0.919) 1(0.760-0.974) 0.559 0.665 0.779 0.879 0.987 1.07 1.15 1.23 1.32 1.39 1(0.504-0.620)1(0.601-0.737)1(0.703-0.862)1(0.791-0.972)1(0.884-1.09) 1(0.957-1.18) 1 (1.02-1.27) 1 (1.08-1.35) 1 (1.15-IA5) 1 (1.20-1.53) 0.699 0.835 0.985 1.11 1.25 1.36 1.46 1.55 1.66 1.74 1(0.630-0.775)1(0.755-0.926)1(0.889-1.09) 1 (1.M1.23) 1 (1.12-1.38) 1 (1.21-1.50) 1 (1.29-1.60) 1 (1.36-1.70) 1 (1.44-1.83) 1 (1.50-1.93) 1(0.864-1.06) 1 (1.04-1.28) 1 (1.26-1.55) 1 (14F�1.78) 1 (1.66-2.04) (1.83-2.26) (1.98-2.46) (2.12-2.65) (2.30-2.91) (2.43-3.12) 1.20 11A5 1.80 2.10 2A7 2.78 3.07 3.38 3.78 4.11 (1.08-1.32) (1.31-1.61) (1.62-1.99) (1.89-2.32) (2.21-2.72) (2A7-3.06) (2.73-3.38) (2.97-3.72) (3.29-4.18) (3.554.55) 1." 1.74 2.16 2.55 3.04 3.46 3.88 4.33 4.93 6.45 F 2-hr ]F (1.28-1.62) (1.54-1.96) (1.92-2.44) (2.2s-2.87) (2.68-3.41) (3.03-3.88) (3.38-4.35) (3.73-4.84) (4.21-5.53) (4.61-6.13) 1.57 1.89 2.36 2.78 3.31 3.77 4.24 4.72 5.39 6.97 F 3-hr ]F (1.38-1.79) (1.67-2.16) (2.08-2.69) (2.44-3.16) (2.89-3.76) (3.27-4.27) (3.654.80) (4.04-5.35) (4.56-6.12) (4.99-6.78) F6-hr ]F 1.98 (1.75-2.26) 2.38 (2.10-2.72) 2.95 (2.60-3.36) 3.49 (3.06-3.97) 19 (3.65-4.76) 4.81 (4.16-5.45) 5.45 (4.68-6.18) 6.15 (5.22-6.98) 7.14 (5.96-8.10) 8.01 (6.60-9.10) 2.47 2.97 3.69 4.38 &33 6.18 7.09 8.10 9.57 10.9 (2.19-2.83) (2.62-3.40) (3.25-4.22) (3.84-5.00) (4.63-6.06) (5.32-7.02) (6.04-8.05) (6.80-9.17) (7.89-10.9) (8.85-12.4) P�Ihr]F 2.91 (2.62-3.28) 3.53 (3.17-3.97) 4.51 (4.04-5.08) 5.34 (4.76-6.00) 6.66 (5.82-7.35) 7.61 (6.70-8.51) 8.77 (7.6r�9.79) 10.1 (&M11.2) 12.0 (10.2-13.3) 13.6 (11.4-15.1) F2-day]F-3.4-3--IF-Z-1-6-�F-5.2-9--]F-6.2-2--]F-7.6-6--]F-8.7-0--IF-9.9-2--IF-ll.-2--]F-13.-2--]F-14.-8--I (3.10-3.83) (3.75-4.64) (4.76-5.90) (5.58-6.93) (6.75-8.41) (7.71-9.65) (8.73-11.0) (9.83-12.5) (11.4-14.7) (12A�16.5) 3.65 4,42 5.62 6.61 8.03 9.23 10.5 11.9 14.0 15.7 F3-day]F 1 (3.314.06) (4.01-4.91) (5.09-6.23) 1 (5.97-7.32) 1 (7.22-8.88) (8.25-10.2) (9.34-11.6) (10.5-13.2) (12.2-15.5) (13.5-17.4) --jF-&-69-1F-5-.95-1F-7-.00 --jF-8-.50-1F-9-.77-1F-1-1.1 4-day F-]F-3-.87 (3.534.28) (4.28-5.17) (5A2-6.57) (6.36-7.70) (7.69-9.35) (8.78-10.7) (9.94-12.2) (11.2-13.9) (12.9-16.3) (14.3-18.3) -]F 4.50 &42 7.88 9A8 10.8 12.2 13.8 16.0 17.8 7-day F 1 (4.124.93) (4.96-5.93) (7.19-8.63) (8.61-10.4) (9.76-11.8) (11.0-13.4) (12.2-15.1) (14.0-17.5) (15.5-19.6) (4.70-5.55) (5.64-6.66) (6.;i721) (8.01-9.48) (9.49-11.3) (10.7-12.7) (11.9-14.3) (13.2-15.9) (14.9-18.3) (16.3-20.3) 6.73 8.03 9.70 11.0 12.8 14.2 15.6 17.1 19.1 20.6 (6.28-7.23) (7.50-8.62) (9.05-10.4) (10.2-11.8) (11.9-13.7) (13.1-15.2) (14.4-16.8) (15.7-18.4) (17.3-20.5) (18.6-22.3) (7.75-8.82) (9.19-10.5) (10.9-12.4) (12.1-13.8) (13.8-15.7) (15.0-17.1) (16.2-18.5) (17.3-19.9) (18.8-21.8) (19.8-23.2) ["7ay 1 (9.73-11.0) 1 (11.5-12.9) 1 (13.4-15.1) 1 (14.9-16.7) 1 (16.7-18.8) 1 (18.1-20.4) 1 (19.3-21.9) 1 (20.5-23.4) (22.0-25.3) (23.2-26.7) -IF--,&-3-]F--l6s -IF--18-1-T--2o-2-1F--21 -8-1 F 2-3 3 1 F-R7 264 27.7 L(11.�5-129) L(13. �151) L(15.6:1�7.4) (17�.1-192) (19.1-21.4) (20.5-23.0) (21�4-246) (23.1-261) (247-28 (25 ZL95d 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PIDS). Numbers in parenthesis am PF estimates at lo�r and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) wil be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Backto p PF graphical 47 �3-2B BI e B B 2M ��2,3,Cffi6lk 62,13 I 5"C 6-2� Ili MAPLEGEND Am of Interest (A01) [::] Area of Interest ADI) Solis Soil Rating Polygons F-1 A F-1 AID F-1 B BID C CID D Not rated or not available Soil Rating Lines � 0 A AID B BID C CID D Not rated or not available Soil Rating Points [3 A [3 AID [3 B M BID Hydrologic Soil Group—Albernarle County, Virginia (Castalia Farm) CID D 13 Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background M Aerial Photography MAP INFORMATION The soil surveys that comprise your A01 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 dale(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: May20,2019—Aug 1,2019 The orthopholo or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. USDA Natural Resources Web Soil Survey 1212212021 Conservation Service Natonal 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 clay loam, 2 to 7 B 26.4 2.1% percent slopes 23C Yadkin clay loam, 7 to B 37.9 3.0% 15 percent slopes 25B Dyke silt loam, 2 to 7 B 139.2 11.2% percent slopes 25C Dyke silt loam, 7 to 15 B 15.2 1.2% percent slopes 26C3 Dyke clay loam, 7 to 15 B 32.5 2.6% percent slopes, severely eroded 32B Orenda silt loam, 2 to 7 C 35.4 2.8% percent slopes 32C Orenda silt loam, 7 to 15 C 14.9 1.2% percent slopes 46B Grassland silt loam, 2 to D 19.7 1.6% 7 percent slopes 51B Bugley channery sill 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 sill D 5.5 0.4% loam, 15 to 25 percent slopes 57B Mount Lucas silt loam, 2 C/D 39.6 3.2% to 7 percent slopes 58B Myersville silt loam, 2 to B 9.3 0.7% 7 percent slopes 58C Myersville silt loam, 7 to B 8.3 0.7% 15 percent slopes I I I wQNatural Resources Web Soil Survey 112122r2021 Conservation Service National Cooperative Soil Survey Page 3 of 5 Hydrologic Soil Group -Albemarle County, Virginia Castalia Farm Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 58D Myersville silt loam, 15 B 4.6 0.4% to 25 percent slopes 59D Myersville very stony silt B 69.5 5.6% loam, 15 to 25 percent slopes 59E Myersville very stony silt B 170.1 13.7% loam, 25 to 45 percent slopes 62B Buffstat silt loam, 2 to 7 B 11.2 0.9% percent slopes 63B Orange silt loam, 2 to 7 C/D 13.0 1.0% percent slopes 71B Rabun clay loam, 2 to 7 B 11.7 0.9% percent slopes 71C Rabun clay loam, 7 to B 61.4 4.9% 15 percent slopes 71D Rabun clay loam, 15 to B 71.5 5.8% 25 percent slopes 71E Rabun clay loam, 25 to B 3.7 0.3% 45 percent slopes 72133 Rabun clay, 2 to 7 B 1.6 0.1% percent slopes, severely eroded 72C3 Rabun clay, 7 to 15 B 39.0 3.1% percent slopes, severely eroded 72D3 Rabun clay, 15 to 25 B 6.0 0.5% percent slopes, severely eroded 73C Rabun clay loam, 7 to B 16.6 1.3% 15 percent slopes, very stony 73D Rabun clay loam, 15 to B 32.4 2.6% 25 percent slopes, very stony 73E Rabun clay loam, 25 to B 40.8 3.3% 45 percent slopes, very stony 79B Meado%wille silt loam, 2 B 51.8 4.2% to 7 percent slopes 89B Unison silt loam, 2 to 7 B 32.7 2.6% percent slopes 89C Unison silt loam, 7 to 15 B 1.3 0.1% percent slopes 90C Unison very stony silt B 78.2 6.3% loam, 7 to 15 percent slopes 95 Hatboro silt loam, 0 to 2 B/D 36.4 2. % percent slopes, occasionally flo PaNatural Resources Web Soil Survey 12122r2021 Conservation Service National Cooperative Soil Survey Page 4 of 5 Hydrologic Soil Group —Albemarle County, Virginia Castalia Farm Map unit symbol I Map unit nam]: Rating Acres in A01 Percent of A01 — 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 (AID, BID, 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 (AID, BID, 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 Specffied Tie -break Rule: Higher Natural Resources Web Soil Survey 112122r2021 Conservation Service Nalional Cooperative Soil Survey Page 5 of 5 Castalia Farm Winery Stream Crossing Analysis Existing Stream Conditions In order to determine the requirements for flood control at the proposed stream crossing for the entrance on Stony Point Pass, the existing flood conditions at the stream were analyzed. The flow rates for the stream were determined using the culvert regression method which is best applied to large drainage areas like this. The drainage area to the stream at this point is 456.6 ac. The corresponding flow rates are shown in the table below: A I L L 456.6 A, 0.713 sq mi -- 1010 ft 9215 ft 1.75 mi Southern Piedmont Regression Equations Storm I Multiple -Parameter Drainage -Area -Only % 21.6A"'E"ILIA� 108.2 cfs 122(Af 05 98.5 cfs Q10 38.8A' us E G 379 L 0430 315.6 cfs 335(A)O'sg6 273.9 cfs 0,, 54.8W 'E 1312L111 478.1 cls 504(A)"' 414.2 ds QW 74.3A' Mo E"'L"" 626.4 cfs 661(A)o 170 545.3 cfs 788.1 ds 849(A)' 703.0 cfs The flow rate was also modelled using TR-55 since a second method is required to determine flow rates for drainage areas over 20 acres. The 10-yr flow rate using this method was calculated to be 332.04 cfs. Hydrograph 350 332. ­___ -1 ... j ........... Irype: 11 "r 1"R 300 1 -Rairdall-5.34- Ru�off A6��.60D ac [' i4cfs ---------- 250 Runo" Depth=1.15* 4 ..... --------- -------- 200 r,in j L Table 2 150 ----------- 100 Print -------- --------------------------- so Export 0 0 5 10 15 2 1 0 2 . 5 3 . D 3 1 5 4 . 0 4'5 Edit Time (hours) Help Using the 10-yr flow rate calculated by TR-55 to be more conservative, the stream crossing was analyzed in Hydraulic Toolbox using survey data to generate a section of the stream at the proposed entrance location: Tailwater/Chantiel Cross Section 548.0 547-5 547-0 E: 0 i2 546-5 W b4(j.0 545.5 Station (ft) When the 10-yr storm calculation was performed, the depth in the channel is 3.196'which overtops the bank and floods Stony Point Pass. 549 548 C 0 547 III MR 545 Stream Crossing Design Cross Section Station (ft) Since Stony Point Pass currently floods during the 10-yr storm, the stream crossing was designed to allow for overflow to remain onsite and flow over the new access road. A Contech aluminum box culvert will be installed in the stream and overflow is diverted onto the access road at a max depth of 12". HY-8 was used to calculate the overflow depth and model the section view below: 0 W Crossing: Crossing I Frout V� (Nato scak) Station (ft) By a I lowing excess runoff to flow over the access road, the current flooding onto Stony Point Pass will be reduced.