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HomeMy WebLinkAboutWPO202200032 Calculations 2022-10-13Berkmar Self Storage COUNTY OF ALBEMARLE, VIRGINIA VSMP WPO-2022-00032 DESIGN CALCULATIONS & NARRATIVE JULY 159 2022 REV. OCTOBER 13, 2022 • TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. Prepared by: Jessica Denko, PE Timmons Group 608 Preston Ave, Suite 200 Charlottesville, VA 22903 434.327.5381 ILI JESSICA D O Uc, mo, 57291 10/13/22 Table of Contents Section Title Project Narrative 2 Pipe and Inlet Computations Virginia Runoff Reduction Method Worksheet Summary 4 Pre -Developed HydroCAD Calculations Post -Developed HydroCAD Calculations 6 Channel analysis 7 Nutrient Credit Availability Letter Project Narrative: This project includes the construction of a hotel, a mini storage facility, required parking lot, and associated utilities. Currently this site drains to the existing dry detention basin, SWM facility ID 0021.01, which is located downhill to the south of the site, between the bowling alley and Lowes home improvement store. This pond will be used for stormwater quantity measurements and is within Deed of Easement (established right of County to Maintain), DB-PG: 1786-0734. For more information, please see County of Albemarle Deed of Easement with Keglers of Charlottesville, and Detention Pond Easement Plat, DB-PG: 1786-0737; plat by Wiley and Wilson, Lynchburg, April 15, 1994. Albemarle SWM facility database states existing dry detention basin watershed is 61.87 Ac. with 21.37 Ac. impervious. Plan approval date is 11/19/87. Facility is listed in county SWM database (co -owned by) Keglers of Charlottesville and Lowes Investment Corp #341. Pre -developed conditions were established from the survey performed by Roudabush, Gale and Associates in June 2022. Water Quality Compliance: The disturbed area of 5.00 ac was used for water quality analysis. In the proposed conditions there will be 2.54 acres of managed turf and 2.46 acres of impervious. The required phosphorus removal is 4.44 lb/yr which will be purchased from an offsite nutrient credit bank. Water Quantity Compliance: This project area currently drains to the offsite SWM facility ID 0021.01. Utilizing a combination of record drawings, survey data, and GIS, the current drainage area to the pond was determined for existing conditions. The pre -developed drainage area for Lowes was determined utilizing the record drawings for Lowes and Keglers. The predeveloped drainage areas for Berkmar Overlook DA B and DA C were determined utilizing WPO201900050. The pre -developed drainage area for Kegler's was determined utilizing available GIS information. Onsite project area was determined with survey data. The pond was modeled in existing conditions updating to SCS 24-hr methodology. Onsite area for pre and post conditions was used in the energy balance equation to determine a required reduction in flow for the pond. The resulting 1-yr peak flow and volume numbers were used in the energy balance equation to determine a required reduction in flow for the pond outfall in the post -developed condition. The energy balance equation resulted in an allowable flow for the onsite area of 0.23 cfs. The target flow rate from the detention pond for the 1-yr storm, was determined by removing the pre -developed 1-yr peak flow rate for the onsite area and adding the allowable 1-yr peak flow rate for the post -developed condition. The post developed 2- and 10-yr peak flow rates are detained below pre -developed flow rates. These values are in the table below. Energy Balance Equation for onsite //areas: QI YR POST-DEV ALLOW - IF m (Q1 YR PRE-DEV x: RV, YR PRE-DEV)IRV, YR POST-DEV *All Q and RV values are from onsite only to determine Q1A1(ow. Applying QIAI(ow to the pond routing: QI YR POND ALLOW = Q1PRE-POND - Q1PRE-DEV ONSITE + QIYR POST-DEV ALLOW The channel from the Berkmar site outfall and the pond was analyzed to verify capacity which was found to be adequate. The total depth of the channel is a minimum of 2-11 and the 10-year depth is 0.9 ft. PEAK FLOW ANALYSIS DRAINAGE ARFARAME Pre Developed Onsite Drainage Area Pre Developed Offsite Drainage Area: WoodBrook Crossing SDP-19 -"79 Loupe Terrace Phase 1 & 2 SPD200&D0094 UVA Credit Union 5DP-199&"89 Roadrunoff Lowes SDP-1995-00W Keglers SDP-198T-000]1 Harvest Moon WPO-2016-00011 Child Development CenterSDP-20W"10 Berkmar Overlook B W90-2019 1=50 Berkmar Overlook C W90-2019-00050 SPCA WPO-2018-00 10: Area 5 (Ex SWM) Area G (Ex SWM) Area F (SWM A) Area Area Area H (to SWM B) Area 6 (EX BID) Area I (a BID) Area COMBINED ME BEVEWMENT FI rtra M A (AC) T[ (MIN) p PEAKFEOWRATE (CF51 IYR 10YR YYR RUNOFF v U1ME IAt'n 4.M 16.7 62 1.,10 8.82 0.124 1.50 6.0 01 3.55 9.0D 0.165 1.29 6.0 84 3.51 8.30 0.164 4.06 6.0 76 239 21.32 0.M5 am 6.0 as 2.56 5.91 OA2 12]0 1 15.0 92 48.73 M.03 2.16 5.61 6.0 84 15.22 36.03 0]32 4.14 6.0 72 8.03 R.54 0.374 am 6.0 72 1.62 4.70 0.078 2.43 7.2 T9 15.20 40.64 0.239 am 6.0 66 0.7s 3.M 0.041 261 9.0 81 5.0 12.94 0.254 am 6.0 89 0.0 1.42 0.032 0.93 6.0 02 2.31 5.72 0.102 0.31 7.0 61 0.14 om 0.003 0.0 6.0 61 0.@ 0.15 0.002 1142 6.0 94 1.64 3.19 0.082 ON 6.0 60 ou 0.8E o" on 6.0 61 0.02 o" 0.005 15.92 8.0 62 2.96 45.6E 0.532 AW AT WTFAU. 19AO 10014 PosTPLOw ENERGY BALANCE ALLOWED PER ENERGY IMPRWEMEM RALANCF FACTOR .) O.BW 124.92 Post Developed Onsite Drainage Area Post Developed Offsite Drainage Area: WoodBmok Crossing SDP-199E-"79 Loupe Terrace Phase 1 & 2 SPD200&00094 UVA Credit Union SDP-199&000E9 Road runoff Wwes SDP-199S-000E2 Keglers SDP-1W-00021 Harvest Moon WPO-201&OXO1 Child Development CeaterSDP-200 "10 Berkmar Overlook B WPO-2019-00050 Berkmar Overlook C WPO-2019-00050 SPCAWPO-201E-ODOBO: Area 5 (IN SWM) Area G (IN SWM) Area F (5WM A) Area Area Area H (to SWM B) Area 6 (EK BIO) Area I (a BIO) Area 4.M 9.6 88 12A3 am 0.613 1.50 6.0 81 3.55 9.00 0.165 IN 6.0 m 3.51 am 0.164 4.06 6.0 26 7.38 21.32 0.345 am 6.0 85 256 5.91 0.12 12]0 15.0 92 48.73 98.83 2.16 5.61 6.0 m 15.22 36.09 0.712 4.14 6.0 22 am 22.54 0.324 am 6.0 22 1.62 4.70 0.028 2.43 7.2 29 15.20 40.64 0.739 am 6.0 66 on 3.M 0.041 2.61 8.0 81 5.02 12.94 0.254 am 6.0 89 0.62 I.Q 0.032 0.93 6.0 82 2.31 5.R 0.102 0.31 2.0 61 0.14 am 0.039 am 6.0 61 am 0.15 0.012 642 6.0 94 1. W 3.19 0.082 0.29 6.0 60 2 6@ O.NB 0.15 6.0 61 0.02 0.44 O.WS 15.92 8.0 62 2.96 45.62 0.532 LOWATOUIFP 21.93 98.96 OUTFALL CHANNEL PROTECTION AND FLOOD PROTECTION CALCULATIONS CHANNEL PROTECTION (ENERGY BALANCE) -1 YR FOR ONSITE AREAS QI YR POST-DEV ALLOW = IF a (QS YR PRE-DEV a RVl YR PRE-DEV)/RV3 YR POST-DEV = 0.800 . ( 1.40 . 0.124 ) / 0.613 = 0.23 CFS APPLYING Q1 YRPOST-DEVa LOW TO THE POND ROUTING: QSYRPONDALLOW=QIYRPRE-DEVPOND- Ql YRPRE-DEVONSTTE+GYRPOST-DEVALLOW = 29.40 - 1.40 + 0.23 = 28.23 CFS 21.93 CFS <- 28.23 CFS FLOOD PROTECTION-10 YR Q10 YR POST-DEV POND 15 Q10 YR PRE-DEV POND 98.96 CFS <- 100.14 CFS FORM L0201 STORMWATER INLET COMPUTATIONS SHEET 1 OF ROUTE PROJECT BMWaar SMf Sta , DESIGNER: Y.T. DATE 1WIMD22 CHECKED: UNITS!NGLISH mmm�mmmmmmm�mmmomommmmmmmmmmmmm��mm• mmm�mmmomoommmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmm�mmmmmmmmmmmommmm®mm�®mom �mm�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmmmommmm®�®�®®mmmm®m®mmmm��m� ��m�m®mmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmmmommmmm�m�mm�m®mmmmm®mm��m� ®�m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmmmom�m®m�mommm�mmmmmmmmm��m� ®�®�mm�mmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmommmmm�mommmmmmmmmmmmm��m mmm�mmmomoommmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmm®mmmmmm®m�m� �mm�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmmmmm�mmmomommm�mmmmmmmmm��m� �mm�mm�mmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmmm�m�m®momommm�mmmmmmmmm��m� �mm�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmmmom�mmmomommm�mmmmmmmmm��m� ®mm�®mmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmmmmm�mmmomommm�mmmmm�mmm��m� ®�m�mm®mmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmmmommmmm�m�mm�mmmmm®mmmm��m� ��m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmommmmm®m�mmmmmmmmmmmmm��m mmm�mmmomoommmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmm®mmmmmm®��m� ��m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmmmmmmm®momommm�mmmmmmmmm��m� m�m�mm�mmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmmmmmmmmm�m�mm��mmmmmmmmm��m� ®mm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmomommmmmmmmmmmmmmmmmmmmm��m INLETSOFT BY ENSOFTEC GATE: 1W121M FORM LO 2O1 STORMWATER INLET COMPUTATIONS SHEET 2OF2 ROOIE PROJECT BMWnar Self Sfaage DESIGNER: Y.T. DATE 1WIMD22 CHECKED: UNITG!NGLISH MLEi Sa Inpb Onl OW owl 2WO 2 ow l5n WC. Flo 135 DI-1 20.'U 0 l 0 0 By 1. 00110'RIG 02M 080 0.16 AIceWR�. 0.16 < 0" 0 AIneW h 0610 OO]I 2OyJ 2 O6f0 IS'R T>ROfl INLETSOFT BY ENSOFTEC GATE: 10/121 M BERKMAR STORM NETWORK STORM SEWER DESIGN COMPUTATIONS STORM FREQUENCY 10 PROJECT: LOCATION: COUNTY: Designed by: Checked by: UNITS ENGLISX PIPE NO FROM POINT TO POINT DRAM. AREA RUNOFF COEFF. C. (4) CA TOTAL INLET TIME Minutes (7) RAM FALL IN (8) RUNOFF Q us (9) INVERT ELEVATIONS LENGTH of Pipe Ft (12) SLOPE FtJFt (13) SIZE (Dia. Co SpanAh.) In. (14) SHAPE Cap oy CPS (15) FnMon SI ape F[IFt VEL V. PON. (16) FLOW TIME M. (17) REMARKS (19) INCRE-ACCUM- MINT (5) ELATED (6) ADDTL CA UPPER END (10) LOWER END (11) REFERENCE (1) STA. REFERENCE (2) STA_ "A' Acre (3) 119 120 15+0503 its 15+0168 0230 0450 O.IM Ono 0.126 8750 5526 1268 508701 5080,17 327W 0020 8000 CimWar 1850 0009 57M 0095 .1 Rnnf4min 117 its 15+0168 116 14+ 1493 On50 0590 0030 0259 0000 1"S 5505 1426 502M7 507070 36754 0024 8000 CimWar 2021 On11 6291 0097 121 in 116 Onto OS70 0007 0.1% 0099 6Ono 6230 0659 508507 507070 31 not 0W 8000 Omuta 2817 0003 6598 0078 .1 Rnnf4fain 115 116 14+6493 108 14+5391 Onto 06W 0006 0.371 Own 8.943 5483 2035 506967 502670 37638 0.114 8000 Omuta 4421 0024 12433 0050 109 Ito 15+6374 108 14+5371 0Ono nntt 0Ono 4623 4623 7M 5.898 27266 510210 500555 HOOM 0088 24M Omuta M585 0012 21503 0085 i.1. WP0201900050 107 108 14+5371 130 13+2574 0320 08W 0269 5263 Own 1993. 5472 28797 SW455 498596 127971 0015 24M Omuta 29536 0014 107" 0199 129 114 11+5131 130 11+2031 0750 0780 0.585 0.585 Own 0Ono 8901 5207 501 ISO 500870 31008 0010 15000 Omuta 69% 0non 6262 0093 113 130 13+25.74 1M 12+05.76 0170 0880 0150 5997 Own 6500 6.087 36503 4984% 493980 119975 0.038 24.M Omuta 47543 0On 16723 0120 105 Ion 12+0166 1M 11+0576 0730 0420 0.307 0.307 0000 0000 8901 2.no 496.110 495 WO 24347 0062 ISM Omuta 23187 Onto 8863 0016 103 1M 12+0576 128 11+0601 0Ono 0000 0Ono 6.3M 0WO 6620 6053 38.ISO 493877 492920 95951 0010 24M Omuta 24166 0024 12147 0132 127 128 11+06.01 102 10+2318 0260 09tt 0234 6.538 0000 6751 6017 39341 492 no 488 M1 823M 0054 24M Omuta 57.139 0026 19653 0070 125 126 13+1942 112 12+5853 010t 09tt 0090 0090 Own noon 8901 0.801 497637 490150 W.8% 0-123 ISM Omuta 24.531 0000 9192 0110 Ht 112 13+2574 102 10+2357 0520 06W 0.333 0689 0266 8250 5M0 3.885 490.050 488753 258.827 0WS ISM Omuta 4.953 00(0 4478 0963 .1 Rnnf&.. 101 102 10+2348 100 10+0851 01W 08W 0.118 7.560 0216 9213 5425 41011 488241 IN 092 14969 0.1" 24M Omuta 92.US 0028 28698 0009 =1 Rnnf&.. 134 135 12+8413 133 12+53.13 0200 0800 0.160 0.160 0000 6000 6230 0.997 478.156 476672 31M OMB ISM Omuta 15.307 00tt 7045 0073 133 133 12+53313 132 10+]488 0200 0800 0.160 0.320 0000 60'!3 6209 1.987 4]65]2 d60.820 178250 0088 I5000 CimWar 20798 0001 10 ]IS 02]] 131 132 10+]488 EX So 1pM000 00tt OOtt 0000 0.320 0000 6.351 6.129 1.961 460722 460.000 74.878 0010 ISM Omuta 1 6.870 1 ON1 1 4838 0258 BERKMAR STORM NETWORK PROJECT: DESIGNED BY: HYDRAULIC GRADE LINE ANALYSIS Checked: INCIDENCE PROBABILITY 10 Y68F INLET OR JUNCTION INLET STATION OUTLET WATER SURFACE EIEV. DIA PIPE Do (In) DESIGN DISCH. Go (CFS) LENGTH PIPE LO (ED FRICTION SLOPE, St (FT/m FRICTION LOSS Hf (ED JUNCTION LOSS FINAL H (Ft) Ioet Wake su a B.H. RM Eke Coom Vo Ho (Ft) OI N OM M-2a, HI M* HA HI IS HI SE HI 102 10+23.57 487.69 24 41.01 14.97 2.80% 0.42 28.7 3.2 39.34 19.65 ]]3.16 6 2.1 53.99 3 8.29 0 TRUE 4.57 492.26 494 OK -1.74 128 11+06.01 492.26 24 39.34 $2.38 2.58% 2.12 19.65 1.5 38.16 12.15 463.52 2.29 0.8 8.2 0.3 2.6 0 TRUE 3.42 495.68 498.66 OK -2.98 104 12+05.76 495.68 24 38.16 95.95 2.42% 2.33 12.15 0.57 36.5 16.72 610.43 4.34 1.52 84.54 2.87 4.96 0 TRUE 4.81 500.49 500.94 OK -0.46 130 11+20.31 500.49 24 36.5 119.97 2.22% 2.66 16.72 1.09 28.8 10.74 309.39 1.79 0.63 88.93 1.25 2.97 0 TRUE 4.15 504.63 506.3 OK -1.67 108 14+53.71 504.63 24 28.8 12].9] 1.38% 1.]] 10.74 0.45 27.27 21.5 586.3 7.18 2.51 0.67 0 2.96 0 TRUE 3.25 507.88 510.39 OK -2.52 116 14+64.93 507.88 8 2.03 37.64 2.42% 0.91 12.43 0.6 1.43 6.29 8.97 0.61 0.22 72.24 0.41 1.23 0 TRUE 1.52 509.4 512.63 OK -3.23 118 15+01.68 509.4 8 1.43 36.]5 1.19% 0.44 6.29 0.15 1.2] 5.]2 ].26 0.51 0.18 83.21 0.34 0.6] 0 TRUE 0.]] 510.1] 513.62 OK -3.45 120 15+p5.03 510.1] 8 1.2] 32.] 0.94% 0.31 5.]2 0.13 0 0 0 0 0 0 0 0.13 0.17 TRUE 0.39 510.56 512.95 OK -2.39 112 12+58.53 1 492.26 1 15 1 3.88 1258.831 0.31% 1 0.8 1 4.48 1 0.08 1 0.8 1 9.19 1 7.36 1 1.31 1 0.46 1 53.74 1 0.66 1 1.19 1 1.55 1 TRUE 1 1.57 1493.831 495.59 1 OK -1.75 126 13+19.42 1 493.83 1 15 1 0.8 1 60.9 1 0.01% 1 0.01 1 9.19 1 0.33 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0.33 1 0.43 1 TRUE 1 0.22 1 494.05 1 510.28 1 OK -16.22 106 12+01.66 500.49 18 2.73 24.35 0.06% 0.01 8.84 0.3 0 0 0 0 0 0 0 0.3 0.39 TRUE 0.21 500.7 500.73 OK 114 13+26.39 504.63 15 5.21 31.01 0.55% 0.17 6.26 0.15 0 0 0 0 0 0 0 0.15 0.2 TRUE 0.27 504.9 506.66 OK 110 15+63.74 507.88 1 24 1 2].2] 1110.031 1.24% 1 1.36 1 21.5 1 1.79 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 1.79 1 0 1 TRUE 1 2.26 1510.14 1 517.39 1 OK 122 10+31.00 509.4 1 8 1 0.66 1 31 1 0.25% 1 0.08 1 6.6 1 0.17 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0.17 1 0 1 TRUE 1 0.16 1509.571 512.71 1 OK 132 1 10+74.88 1 461 15 1 1.96 1 74.88 1 0.08% 0.06 1 4.84 1 0.09 1.99 1 10.72 1 21.29 1 1.78 0.62 1 26.42 1 0.53 1.25 1 0 1 TRUE 1 0.68 461.681 469.59 1 OK -7.91 133 1 12+53.13 1 461.82 1 15 1 1.99 1178.251 0.08% 1 0.14 1 10.72 1 0.45 1 1 1 7.05 1 7.02 1 0.]] 1 0.27 1 89.61 1 0.54 1 1.25 1 1.63 1 TRUE 1 0.96 1 462.78 484.38 1 OK -21.6 135 1 12+84.13 1 477.67 1 15 1 1 1 31 1 0.02% 1 0.01 1 7.05 1 0.19 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0.19 1 0.25 1 TRUE 1 0.13 1 4]].8 1 484.38 1 OK -6.SR DFD Wryinb Bumff aaauama MCMaa New kvelopmm[ Cumplbnre Sprevashees [."ZOII BMPSbWaaaM Spaal4albu O 3013 Dreg BMP Stanaasas and Spe[Iflsaalms Pmje[I Dame: Berkmar5eff Sea e . Date: vD/1z/zozz BMPOesl9n sce[ifirmuni tis[ 2013 Draft ssds & specs Site Information Post -Development Project (Treatment Volume and Loads) aaa r—, mares Roils BS il[ CSoils Dbils ..a sme,VDcen Wwl+aaal- ainumm, [xieabrm/ope or relm¢realana Bro�ndl,eml Om f amrbea,6raambr. isa ,ame,wmabema.,m/m,�eBm zu rmw.l+=aal za6 ia6 Sm Commm s Bamenpo[I�1 a3 amaue.m Im )EMC(l DEMC 026 11 eoruT mam ITN,,mhr)� IBG Tar¢nm Dm —rObp[reNd 91a� —R•m•I am .—VDpen 9pe[e rme• b[•esl B.m WeiBMetl Pe(Wee) am %Fdert U6 Managetl Tint Coaesb[rez� 251 Weehmd Pe ltuM 020 %Managetl Tul 51% Im�rvpus razesla[rez� 2M Re limpervmus� 093 x lmperviwz ame S. Area lanes Sm 3.0 TmaMentVmumeanexWmnt Loses rreatmemvolam. lat•aRI 02i]1 Ttm4nem Volumelmbi[TM� ]03]) TP baa Bb/Y•1 609 ]ta b[allb/pl Site Results (Water Quality Compliance) Area Checks FOREST/OPEN SPACE (at) D.A.A 0.00 DA.B 0.00 DA.0 am DA.D 0.00 0.0.E 0.00 AREACHECK OR. IMPERVIOUS COVER)a[) ON 0.00 am 0.00 0.00 OK. IMPERVOUS COVER TREATED)a[) MANAGED TURF AREA ON ON 0.00 0.00 am am 0.00 0.00 0.00 0.00 OR.. OR. MANAGED TURF AREA TREATED Ia[) 0.00 0.00 am 0.00 0.00 OR. ARFACHECK OK- OR. OR. OK- OR. Site Treatment Volume (ft3) 10,322 Runoff Reduction Volume and TP By Drainage Area D.A. A D.A. B DA. C DA. D 0.0.E TOTAL RUNOFF REDUCTDAVAILO 0 0 0 0 0 LE FOR RE OV L (Ib/Yr) TP LOAD AVAILABLE FOR REMOVAL pb/yF) 0.00 O.W 0.00 � 0.00 O.W 0.00 TP LOAD REDUCTIONACHIEVED )Ib/yFl 0.00 Dw 0.00 0.00 O.W 0.00 TPLOAO REMAINING IIb/yr) 0.00 0A0 0.00 0.00 O.W 0.00 PUTROGENLOADREDUCTONACHIEVED (Ib/yr)IIII 0.00 0.00 0.00 0.00 O.W am Total Phosphorus FINAL POST -DEVELOPMENT TP LOAD (11b/yr) 6 99 TP LOAD REDUCTION REQUIRED jib/yr)ll M. TPIDADREDUCTIONACHIEVED pb/yrl 0.00 TP LOAD REMAINING Qb/yr): F 6.49 REMAINING TP LOAD REDUCTION REQUIRED (lb/yr): 4A4 Total Nitrogen (For Information Purposes) POST -DEVELOPMENT LOAD (Ib/I)jj 46,42 NITROGEN LOAD REDUCTON ACHIEVED IIb/yrl 0.00 REMAINING POST -DEVELOPMENT NRRWEN LOAD IIb/yr) 46.42 ss 13S SPCAAREA5 OFFSITE SPCA AREA G ONSITE 3P SPCAj SWM 14S 11S SPCA AREA SPCA AREA I ONSITE OFFSITE 2P 8S 10S 1O EX BIO CILITY AREA H ONSITE SPCAAREAFONSITE OP eSPCA SYSTEM 01 (C P DETENTION) SV EM 02 (CMP 55 ETENTION) Berlvnar Oven k DA C 12S 7$ WP020190 50 4$ SPCAAREA4 SPCA AREA E ONSITE \� ,J OFFSITE (TOTAL) (TOTAL) Berkmar Overlook DA a 11 10L 15S WP0201900050 Berinnar POI WPO 01800030 WP0201900050 Ana is Poinli SPCA AREA J ONSITE 17S \ Child Development Center SDP200400010 18S — Harvest Moon M0201600011 22S 25 Wo/brook Crossing SDP199800079 Kegler: Bowling AIIey SDP198700071 1S 21S L oves SDP19950008] Loupe Terrace PH SDP2908 ce PH / I 20S s$ UVA Credit Union 15$ SDP19N00089 PRE _Berlcmar Sef Storage Road DA WP0202200032 Subcat Reach Aon Llnk PRE _Developed Prepared by Timmons Rainfall Events Listing (selected events) Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 1 year Type II 24-hr Default 24.00 1 3.01 2 2 10 year Type II 24-hr Default 24.00 1 5.50 2 Printed 9/26/2022 PRE _Developed Prepared by Timmons Type // 24-hr 1 year Rainfall=3. 01 " Printed 9/26/2022 Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentlS: Lowes SDP199500087 Runoff Area=17.770 ac 0.00% Impervious Runoff Depth>2.16" Tc=15.0 min CN=92 Runoff=48.73 cfs 3.204 of Subcatchment2S: Keglers Bowling Alley Runoff Area=5.610 ac 0.00% Impervious Runoff Depth>1.52" Tc=6.0 min CN=84 Runoff=15.27 cfs 0.712 of Subcatchment4S: Berkmar Overlook DAB Runoff Area=7.430 ac 0.00% Impervious Runoff Depth>1.19" Tc=7.2 min CN=79 Runoff=15.20 cfs 0.739 of Subcatchment5S: Berkmar Overlook DA C Runoff Area=0.900 ac 0.00% Impervious Runoff Depth>0.55" Tc=6.0 min CN=66 Runoff=0.79 cfs 0.041 of Subcatchment6S: PRE_BerkmarSef Runoff Area=4.340 ac 0.00% Impervious Runoff Depth>0.40" Flow Length=627' Tc=16.7 min CN=62 Runoff=1.41 cfs 0.144 of Subcatchment7S: SPCAAREAE ONSITE Runoff Area=0.310 ac 0.00% Impervious Runoff Depth>0.37" Tc=7.0 min CN=61 Runoff=0.14 cfs 0.009 of Subcatchment8S: SPCA AREA F ONSITE Runoff Area=0.930 ac 55.91% Impervious Runoff Depth>1.38" Tc=6.0 min CN=82 Runoff=2.31 cfs 0.107 of Subcatchment9S: SPCA AREA G ONSITE Runoff Area=0.200 ac 75.00% Impervious Runoff Depth>1.91" Tc=6.0 min CN=89 Runoff=0.67 cfs 0.032 of SubcatchmentlOS: SPCA AREA H ONSITE Runoff Area=0.420 ac 88.10% Impervious Runoff Depth>2.36" Tc=6.0 min CN=94 Runoff=1.64 cfs 0.082 of SubcatchmentllS: SPCAAREAI ONSITE Runoff Area=0.150 ac 0.00% Impervious Runoff Depth>0.37" Tc=6.0 min CN=61 Runoff=0.07 cfs 0.005 of Subcatchmentl2S: SPCAAREA4 Runoff Area=15.920 ac 8.35% Impervious Runoff Depth>0.40" Tc=8.0 min CN=62 Runoff=7.96 cfs 0.532 of Subcatchmentl3S: SPCA AREAS OFFSITE Runoff Area=2.312 ac 53.20% Impervious Runoff Depth>1.32" Tc=8.0 min CN=81 Runoff=5.07 cfs 0.254 of Subcatchmentl4S: SPCA AREA G OFFSITE Runoff Area=0.290 ac 0.00% Impervious Runoff Depth>0.34" Tc=6.0 min CN=60 Runoff=0.12 cfs 0.008 of Subcatchmentl5S: SPCAAREAJ ONSITE Runoff Area=0.050 ac 0.00% Impervious Runoff Depth>0.37" Tc=6.0 min CN=61 Runoff=0.02 cfs 0.002 of Subcatchmentl7S: Child Development Runoff Area=0.870 ac 42.53% Impervious Runoff Depth>1.08" Tc=6.0 min CN=77 Runoff=1.67 cfs 0.078 of Subcatchmentl8S: Harvest Moon Runoff Area=4.170 ac 42.21% Impervious Runoff Depth>1.08" Tc=6.0 min CN=77 Runoff=8.03 cfs 0.374 of PRE _Developed Type // 24-hr 1 year Rainfall=3.01" Prepared by Timmons Group Printed 9/26/2022 HydroCAD® 10.10-4a s/n 08663 © 2020 HydroCAD Software Solutions LLC Page 4 Subcatchment19S: Road DA Runoff Area=0.900 ac 64.44% Impervious Runoff Depth>1.59" Tc=6.0 min CN=85 Runoff=2.56 cfs 0.120 of Subcatchment20S: UVA Credit Union Runoff Area=4.060ac 39.41%Impervious Runoff Depth>1.02" Tc=6.0 min CN=76 Runoff=7.38 cfs 0.345 of Subcatchment21S: Loupe Terrace PH2 Runoff Area=1.290ac 61.24%Impervious Runoff Depth>1.52" Tc=6.0 min CN=84 Runoff=3.51 cfs 0.164 of Subcatchment22S: Woodbrook Crossing Runoff Area=1.500 ac 54.67% Impervious Runoff Depth>1.32" Tc=6.0 min CN=81 Runoff=3.55 cfs 0.165 of Pond 2P: EX BIO FACILITY Peak Elev=512.89' Storage=3,313 cf Inflow=2.97 cfs 0.297 of Outflow=2.73 cfs 0.229 of Pond 3P: SPCA EX SWM Peak EIev=519.20' Storage=0.055 of Inflow=5.71 cfs 0.286 of Outflow=2.87 cfs 0.285 of Pond 7P: Keglers Pond Peak EIev=466.29' Storage=63,395 cf Inflow=93.76 cfs 7.045 of Outflow=29.40 cfs 7.045 of Pond 9P: SYSTEM 02 (CMP DETENTION) Peak EIev=525.28' Storage=0.027 of Inflow=1.64 cfs 0.082 of Outflow=0.33 cfs 0.082 of Pond 10P: SYSTEM 01 (CMP DETENTION) Peak EIev=512.31' Storage=0.034 of Inflow=2.31 cfs 0.107 of Outflow=0.46 cfs 0.107 of Pond 11 P: Berkmar Pond WP0201900050 Peak EIev=523.28' Storage=8,893 cf Inflow=15.99 cfs 0.780 of Outflow=9.41 cfs 0.779 of Link 10L: WP020180003OAnalysisPoint 1 Inflow=8.87 cfs 0.961 of Primary=8.87 cfs 0.961 of Total Runoff Area = 69.422 ac Runoff Volume = 7.115 of Average Runoff Depth = 1.23" 86.29% Pervious = 59.902 ac 13.71% Impervious = 9.520 ac PRE _Developed Prepared by Timmons Type // 24-hr 1 year Rainfall=3. 01 " Printed 9/26/2022 Summary for Subcatchment 1S: Lowes SDP199500087 Runoff = 48.73 cfs @ 12.07 hrs, Volume= 3.204 af, Depth> 2.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 1 year Rainfall=3.01" Area (ac) CN Description 17.770 92 Fully built out site 17.770 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment 1S: Lowes SDP199500087 Hydrograph I I I I I I I I I I I I I 1]4� ,ype u_�jd�� I _1_year_RalnfallT3!011" III__ -Runoff _nofAron-17.770 at-, Ikunoff be th>i16" Tc=16.0 min: I qN=912 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I J I I I I I I I I I I ■ Runoff I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I _r__r__r__r__r __I__�__�__r__r__r__ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) PRE _Developed Prepared by Timmons Type 1124-hr 1 year Rainfall=3. 01 " Printed 9/26/2022 Summary for Subcatchment 2S: Keglers Bowling Alley SDP198700071 Runoff = 15.27 cfs @ 11.97 hrs, Volume= 0.712 af, Depth> 1.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 1 year Rainfall=3.01" Area (ac) CN " 5.610 84 Fully built out site 5.610 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Keglers Bowling Alley SDP198700071 17 1 I L__L__LL__L__LL__L__L__ ■Runoff 16 1 1 1 1 1 1 1 15 1 I I I I 1 1 I I I I I I r�Q II 1 TT 1 1 1 1 -- __r__r__r__i__ �J_y,Ny-�12 1 14 1 1 1 1 1 - ---- - --I -I , +year RafnfailT3.101,I`- 13 1 1 12 �'iR' n ff Areh-5.- 1- o i--'i--�--;--7--r--�--I'r--I'i--I'i-- --7--r--�--� -i --r 1--i` - „� � -1 Rn�tf'rvi�e: 10 I--�--�--L--`--L--L--I-- �--J --L-- L--I- L L- 9 1 ----- -- -- -- - -- -- -- 'unOff6e 3: 3 o g 1 I I I I 1 1 I I I I I I I I 1 1 I I I I 1 1 1 1 -- --r--r-r--r--r--r--r--r--i--I---I --r- --r OIM u. i 1TcTV iV fT 7 11 1 1 1 1 1 - ---- -- ---------- ------ -- --r-------1-- -- - 6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 N=8L _ L----J--J--1--1--L--L----J--J __1--1--L--L--L-J__J--1-- 1--L-- 5 I I I I I I I I I I I I I I I 1 1 1 1 1 4 I I I I I r -r 3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 1 1 1 1 1 1 1 1 1 1 1 1 1 - 1-----J----'--------L-----I--- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) PRE _Developed Prepared by Timmons Type 1124-hr 1 year Rainfall=3. 01 " Printed 9/26/2022 Summary for Subcatchment 4S: Berkmar Overlook DA B WPO201900050 Runoff = 15.20 cfs @ 11.99 hrs, Volume= 0.739 af, Depth> 1.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 1 year Rainfall=3.01" Area (ac) CN ' 7.430 79 Approved plan. Fully built. 7.430 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.2 Direct Entry, Subcatchment 4S: Berkmar Overlook DA B WPO201900050 Hydrograph 17 ____'---'--+--'--*--�--+--'---'--+________+__ I __--'----- __'__+__+__�__ + + I y ■Runoff 16 ,rJ I I I I I I I I I I I I I I I W24-1>4r r--:Types 14 - --'-- -- -- -- -- --'-----'- } 1rRainfa11T3.,OVC- 13 Ye" 12 , --I_ I ---------------------------- I I I I I I I I I -- Runbff_AreA=7 43Il-at,_ I I -r---- I I -' I I I I I I I I I I I I - 0ngffl-VqI rrne=6.3- 10 ' -- -- -- -- -- -- ------ + ;--tun6ff_�Depth>11.9I' V 9 - 3 a I--r-r--r--r--r--r--r--r--r--I --7--r--r--r-- r--r f r _Tcy� 2-MhT_ n � 7 I r 6 , 5 I I I I I I I I I I I I I I I I I I I I I q I I I I I I I I I I I I I I I I I I I I I __-r--r--r-r--I--�--,--r-r--r- 3 I I I I I I I I I I I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) PRE _Developed Prepared by Timmons Type // 24-hr 1 year Rainfall=3.01 " Printed 9/26/2022 Summary for Subcatchment 5S: Berkmar Overlook DA C WPO201900050 Runoff = 0.79 cfs @ 11.99 hrs, Volume= 0.041 af, Depth> 0.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 1 year Rainfall=3.01" Area (ac) CN Description 0.900 66 Approved plan. Fully built. 0.900 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5S: Berkmar Overlook DA C WPO201900050 Hydrograph 0.85 0.8 I 0.75 ' 0 7 0.65 0.55 I I n 0.5 " i I 0.45 0.35 ----------------------- 0.3 i I 0.25 i i I I I 0.2 0.15 Type II 24-hr ---- A -year Rainfall=3.01" Runoff'Allea=0.900 ap Runoff Volume=0.041 elf -I - -Runoff Depth>0.55"- Tc=6.0 min I I I I i i I I I I I I I I I I I I I I II II II II II � I I I i__L__i I I 7 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ❑ Runoff PRE _Developed Prepared by Timmons Type // 24-hr 1 year Rainfall=3. 01 " Printed 9/26/2022 Summary for Subcatchment 6S: PRE_Berkmar Sef Storage WPO202200032 Runoff = 1.41 cfs @ 12.13 hrs, Volume= 0.144 af, Depth> 0.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 1 year Rainfall=3.01" Area (ac) CN Description * 4.340 62 Pre Dev 4.340 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.0 100 0.0900 0.15 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.64" 2.0 167 0.0814 1.43 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.7 360 0.0527 1.64 131.20 Channel Flow, 16.7 627 Total Subcatchment 6S: PRE_Berkmar Sef Storage WPO202200032 Hydrograph Type II 24-hr 1 year Rainfall=3.01" Runoff Area=4.340 ac Runoff Volume=0.144 of Runoff Depth>0.40" Flow Length=627' Tc=16.7 min CN=62 11 12 13 14 Time (hours) 'i 'i 'i 'i 'i 'i 'i ■Runoff PRE _Developed Prepared by Timmons Type // 24-hr 1 year Rainfall=3. 01 " Printed 9/26/2022 Summary for Subcatchment 7S: SPCA AREA E ONSITE (TOTAL) Runoff = 0.14 cfs @ 12.01 hrs, Volume= 0.009 af, Depth> 0.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 1 year Rainfall=3.01" Area (ac) CN Description 0.310 61 >75% Grass cover, Good, HSG B 0.000 58 Woods/grass comb., Good, HSG B 0.310 61 Weighted Average 0.310 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 7S: SPCA AREA E ONSITE (TOTAL) Hydrograph I I I I I I I I I I 0.15 0.14 _T eL2-4-hr-------- I 1- year Ratnfa) Ir3fl1 _-_ -----LrLL'IIII -----I'IJIIL --_-JJ-IIII ------1;IIII ILIIi�I'I __- 0.12__-_-_-, Arda`O6310 0.11Ruhof ac L__�_______ _�_ ----- JIIII Rm r_-r -l_r_r 0.09 � _RtnoffD th>�7' 0.06 �� - -- -------- --- ------- - tiz!p-� tl�Tc7- n 0�_-- � 00..0076 I I - - 0.05 -_--f11�iII II I II 1 -1 -T -r --7 -r -r l _- __- 0 04 _---_--ihJ�I _---_--A.rJrJII _-_--1`I _JIII _--_--I Lr� 0.03 r--r--r-- 0.02 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 Time (hours) ■ Runoff PRE _Developed Prepared by Timmons Type // 24-hr 1 year Rainfall=3.01 " Printed 9/26/2022 Summary for Subcatchment 8S: SPCA AREA F ONSITE Runoff = 2.31 cfs @ 11.98 hrs, Volume= 0.107 af, Depth> 1.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 1 year Rainfall=3.01" Area (ac) CN Description 0.520 98 Paved parking, HSG B 0.410 61 >75% Grass cover, Good, HSG B 0.930 82 Weighted Average 0.410 44.09% Pervious Area 0.520 55.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 8S: SPCA AREA F ONSITE Hydrograph ❑ Runoff Type II 24-hr 21 1 year Rainfall=3.01" Runoff Area=0.930 ac Runoff Volume=0.107 of Runoff Depth>1.38" LL Tc=6.0 min CN=82 I I I I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) PRE _Developed Prepared by Timmons Type // 24-hr 1 year Rainfall=3. 01 " Printed 9/26/2022 Summary for Subcatchment 9S: SPCA AREA G ONSITE Runoff = 0.67 cfs @ 11.97 hrs, Volume= 0.032 af, Depth> 1.91" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 1 year Rainfall=3.01" Area (ac) CN Description 0.150 98 Paved parking, HSG B 0.050 61 >75% Grass cover, Good, HSG B 0.200 89 Weighted Average 0.050 25.00% Pervious Area 0.150 75.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 9S: SPCA AREA G ONSITE 1 0.65 r T r -T-1p4i-11 T 24-h, r - 0.6 --'----1,yjecwRWnfall;301 " 0.55 r4i--_--_'r,��ri~ --:r- nOff A 0�V.20 ai 0.5 I 1 I I nY{ if- 0.45 .0- u 0.4 �tunoffDepth>1.1,'_ p 0.35 To=V.V 1� ih LL 0.3 ---------i--------�--'- --* ----a__i--�--�- I I I I I CN=B� 0.2 0.15 0.1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (horns) ❑ Runoff PRE _Developed Prepared by Timmons Type // 24-hr 1 year Rainfall=3.01 " Printed 9/26/2022 Summary for Subcatchment 10S: SPCA AREA H ONSITE Runoff = 1.64 cfs @ 11.97 hrs, Volume= 0.082 af, Depth> 2.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 1 year Rainfall=3.01" Area (ac) CN Description 0.370 98 Paved parking, HSG B 0.050 61 >75% Grass cover, Good, HSG B 0.420 94 Weighted Average 0.050 11.90% Pervious Area 0.370 88.10% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 10S: SPCA AREA H ONSITE Hydrograph ❑ Runoff Type II 24-hr 1 year Rainfall=3.01" Runoff Area=0.420 ac Runoff Volume=0.082 of Runoff Depth>2.36" Tc=6.0 min CN=94 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) PRE _Developed Prepared by Timmons Type // 24-hr 1 year Rainfall=3.01 " Printed 9/26/2022 Summary for Subcatchment 11S: SPCA AREA I ONSITE Runoff = 0.07 cfs @ 12.00 hrs, Volume= 0.005 af, Depth> 0.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 1 year Rainfall=3.01" Area (ac) CN Description 0.150 61 >75% Grass cover, Good, HSG B 0.000 58 Woods/grass comb., Good, HSG B 0.150 61 Weighted Average 0.150 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 11S: SPCA AREA I ONSITE Hydrograph --I---I--1--r--r--I--r--r--r I I I u.m Type 11 24-hr t 1 year Rainfall=3.01 Runoff Area=0.150 ac Runoff Volume=0.005 al. Runoff Depth>0.37" Tc=6.0 min I I I I I I I I I I I I I __I___I___I__ I__ I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0 1 2 3 4 5 6 7 8 9 10 i--r--7 + ■Runoff --- T-- r--I------ T - -T - -r _� I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 7__I___I__7__r__1__I__r__7__r I I I 1 1 1 L I I I I I I I I I I I I I I I I I I I I I I Time (hours) i 17 18 19 PRE _Developed Type // 24-hr 1 year Rainfall=3.01" Prepared by Timmons Group Printed 9/26/2022 Summary for Subcatchment 12S: SPCA AREA 4 OFFSITE (TOTAL) Runoff = 7.96 cfs @ 12.02 hrs, Volume= 0.532 af, Depth> 0.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 1 year Rainfall=3.01" Area (ac) CN Description 1.330 98 Paved parking, HSG B 2.650 61 >75% Grass cover, Good, HSG B 11.940 58 Woods/grass comb., Good, HSG B 15.920 62 Weighted Average 14.590 91.65% Pervious Area 1.330 8.35% Impervious Area Tc Length M. Capacity Description Direct Entry, Subcatchment 12S: SPCA AREA 4 OFFSITE (TOTAL) Hydrograph Type II 24-hr 1 year Rainfa11=3.01" Runoff Area=15.920 ac- Runoff Volume=0.51321 of Runoff Depth>0.40'"------------ III Tc=8.0 mitt) CN=62- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 9 1 2 3 4 5 6 7 8 9 19 11 12 13 14 15 16 17 18 19 29 21 22 23 24 Time (hours) ■ Runoff PRE _Developed Prepared by Timmons Type // 24-hr 1 year Rainfall=3.01 " Printed 9/26/2022 Summary for Subcatchment 13S: SPCA AREA 5 OFFSITE Runoff = 5.07 cfs @ 12.00 hrs, Volume= 0.254 af, Depth> 1.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 1 year Rainfall=3.01" Area (ac) CN Description 1.230 98 Paved parking, HSG B 0.980 61 >75% Grass cover, Good, HSG B 0.102 58 Woods/grass comb., Good, HSG B 2.312 81 Weighted Average 1.082 46.80% Pervious Area 1.230 53.20% Impervious Area Tc Length M. Capacity Description Direct Entry, Subcatchment 13S: SPCA AREA 5 OFFSITE Hydrograph I Type II 24-hr 1 year Rainfall=3.01" Runoff Area=2.312 ac Runoff Volume=0.254 of Runoff Depth>1.32" Tc=8.0 min CN=8!1 ❑ Runoff PRE _Developed Prepared by Timmons Type // 24-hr 1 year Rainfall=3. 01 " Printed 9/26/2022 Summary for Subcatchment 14S: SPCA AREA 6 OFFSITE Runoff = 0.12 cfs @ 12.00 hrs, Volume= 0.008 af, Depth> 0.34" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 1 year Rainfall=3.01" Area (ac) CN Description 0.160 61 >75% Grass cover, Good, HSG B 0.130 58 Woods/grass comb., Good, HSG B 0.290 60 Weighted Average 0.290 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 14S: SPCA AREA 6 OFFSITE Hydrograph 0.131" S RunoH - - Jul Ctd 0.12 _type,ll_24-hr _ -1 yearRainfallr3:01" RLuhoff Area==06280-ac --'r 0.09 ' 008 I unofif Volume=0.008 at w 0.07 Runoff Depth>F.34`V---- LL o.os Tc=6.0 mih 0.05 P 60-'--`--'�------'--'-- o.oa I I I 0.03 0.02 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 Time (hour) PRE _Developed Prepared by Timmons Type // 24-hr 1 year Rainfall=3.01 " Printed 9/26/2022 Summary for Subcatchment 15S: SPCA AREA J ONSITE Runoff = 0.02 cfs @ 12.00 hrs, Volume= 0.002 af, Depth> 0.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 1 year Rainfall=3.01" Area (ac) CN Description 0.050 61 >75% Grass cover, Good, HSG B 0.050 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 15S: SPCA AREA J ONSITE Hydrograph Type II 24-hr 1 year Rainfall=3.01 rr Runoff Area=0.050 ac -- Runoff Volume=0.002 a Runoff Depth>0.37" ------------ ----- Tc=6.0 min -L-J--J--1--L--�- CN=61 --IL- I I I I I I I I I I I I--.---I--T--r- ■Runoff I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I III I I I I I I I I I I I I IIIII I _r--r--I---I--r--r-r-I--r--r -r-- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I F -I - I -i -T -h- I -T -♦ -T -1 -T 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) PRE _Developed Prepared by Timmons Type // 24-hr 1 year Rainfall=3.01 " Printed 9/26/2022 Summary for Subcatchment 17S: Child Development Center SDP200400010 Runoff = 1.67 cfs @ 11.98 hrs, Volume= 0.078 af, Depth> 1.08" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 1 year Rainfall=3.01" Area (ac) CN Description 0.370 98 Paved parking, HSG B 0.500 61 >75% Grass cover, Good, HSG B 0.000 58 Woods/grass comb., Good, HSG B 0.870 77 Weighted Average 0.500 57.47% Pervious Area 0.370 42.53% Impervious Area Tc Length Capacity Description 6.0 Direct Entry, Subcatchment 17S: Child Development Center SDP200400010 Hydrograph ❑ Runoff Type II 24-hr 1 year Rainfall=3.01" Runoff Area=0.870 ac Runoff Volume=0.078 of Runoff Depth>1.08" Tc=6.0 min CN=77 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) PRE _Developed Prepared by Timmons Type // 24-hr 1 year Rainfall=3.01 " Printed 9/26/2022 Summary for Subcatchment 18S: Harvest Moon WPO201600011 Runoff = 8.03 cfs @ 11.98 hrs, Volume= 0.374 af, Depth> 1.08" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 1 year Rainfall=3.01" Area (ac) CN Description 1.760 98 Paved parking, HSG B 2.410 61 >75% Grass cover, Good, HSG B 0.000 58 Woods/grass comb., Good, HSG B 4.170 77 Weighted Average 2.410 57.79% Pervious Area 1.760 42.21% Impervious Area Tc Length 0 Capacity Description Direct Entry, Subcatchment 18S: Harvest Moon WPO201600011 Hydrograph I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I --I_ -- -- - - ------- -- -- -- -- I II- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I _1 _1 _L I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I -- -- - - ------- -- -- -- -- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I _1 _L _I _J _J _1 I I I I I I I I I I I I I I I I I I I I II I I I I I I I Type II 24-hr 1 year Rainfall=3.01" Runoff Area=4.170 ac Runoff Volume=0.374 of Runoff Depth>1.08" Tc=6.0 min I I I I CN=t7- I I I I I I I I I I I �I I I I I I I I I II _1 _L I II II JI I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) ❑ Runoff PRE _Developed Prepared by Timmons Type // 24-hr 1 year Rainfall=3.01 " Printed 9/26/2022 Summary for Subcatchment 19S: Road DA Runoff = 2.56 cfs @ 11.97 hrs, Volume= 0.120 af, Depth> 1.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 1 year Rainfall=3.01" Area (ac) CN Description 0.580 98 Paved parking, HSG B 0.320 61 >75% Grass cover, Good, HSG B 0.000 58 Woods/grass comb., Good, HSG B 0.900 85 Weighted Average 0.320 35.56% Pervious Area 0.580 64.44% Impervious Area Tc Length Capacity Description 6.0 Direct Entry, Subcatchment 19S: Road DA Hydrograph ❑ Runoff Type II 24-hr 1 year Rainfall=3.01" 24 1 Runoff Area=0.900 ac Runoff Volume=0.120 of j Runoff Depth>1.59" 1 Tc=6.0 min 11 1 V CN=85 0 9 1 2 3 4 5 6 7 8 9 19 11 12 13 14 15 16 17 18 19 29 21 22 23 24 Time (hours) PRE _Developed Prepared by Timmons Type // 24-hr 1 year Rainfall=3.01 " Printed 9/26/2022 Summary for Subcatchment 20S: UVA Credit Union SDP199600089 Runoff = 7.38 cfs @ 11.98 hrs, Volume= 0.345 af, Depth> 1.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 1 year Rainfall=3.01" Area (ac) CN Description 1.600 98 Paved parking, HSG B 2.460 61 >75% Grass cover, Good, HSG B 0.000 58 Woods/grass comb., Good, HSG B 4.060 76 Weighted Average 2.460 60.59% Pervious Area 1.600 39.41% Impervious Area Tc Length Capacity Description Direct Entry, Subcatchment 20S: UVA Credit Union SDP199600089 Hydrograph 8 I C I I7--7--1--T� I I I I I I I I I I I I I I I I I I I I I I I 6 ---------------------- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 5 I I I I I I I I I I I I I I I I I I I 4 I I I I I I I I I I I 3 I I I I I I I I I I I I I I I I I I I 2 I I I I I I I I I I I I I I I I I I -I -y -y _+ -r -r -I -I -y _♦ 1 I I I I I I I I I I I I I I II I I I I I I I I I I I I I I I I I Type II 24-hr tyear Rainfall=3.01" I Runoff Area=4.060 ac --Runoff Volume=0.345 of -- ----Runoff Depth>1.02" Tc=6.0 min I I I I I I CN=76I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ❑ Runoff PRE _Developed Prepared by Timmons Type // 24-hr 1 year Rainfall=3.01 " Printed 9/26/2022 Summary for Subcatchment 21S: Loupe Terrace PH2 SDP200800094 Runoff = 3.51 cfs @ 11.97 hrs, Volume= 0.164 af, Depth> 1.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 1 year Rainfall=3.01" Area (ac) CN Description 0.790 98 Paved parking, HSG B 0.500 61 >75% Grass cover, Good, HSG B 0.000 58 Woods/grass comb., Good, HSG B 1.290 84 Weighted Average 0.500 38.76% Pervious Area 0.790 61.24% Impervious Area Tc Length Capacity Description 6.0 Direct Entry, Subcatchment 21S: Loupe Terrace PH2 SDP200800094 Hydrograph Type II 24-hr 3 1 year Rainfall=3.01" Runoff Area=1.290 ac Runoff Volume=0.164 of 2 Runoff Depth>1.52" 0 Tc=6.0 min CN=84 1 9 1 2 3 4 5 6 7 8 9 19 11 12 13 14 15 16 17 18 19 29 21 22 23 24 Time (hours) ❑ Runoff PRE _Developed Prepared by Timmons Type // 24-hr 1 year Rainfall=3.01 " Printed 9/26/2022 Summary for Subcatchment 22S: Woodbrook Crossing SDP199800079 Runoff = 3.55 cfs @ 11.98 hrs, Volume= 0.165 af, Depth> 1.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 1 year Rainfall=3.01" Area (ac) CN Description 0.820 98 Paved parking, HSG B 0.680 61 >75% Grass cover, Good, HSG B 0.000 58 Woods/grass comb., Good, HSG B 1.500 81 Weighted Average 0.680 45.33% Pervious Area 0.820 54.67% Impervious Area Tc Length Capacity Description 6.0 Direct Entry, Subcatchment 22S: Woodbrook Crossing SDP199800079 Hydrograph Type II 24-hr 3 1 year Rainfall=3.01" Runoff Area=1.500 ac Runoff Volume=0.165 of 0 2 Runoff Depth>1.32" Tc=6.0 min CN=81 1 9 1 2 3 4 5 6 7 8 9 19 11 12 13 14 15 16 17 18 19 29 21 22 23 24 Time (hours) ❑ Runoff PRE _Developed Prepared by Timmons Type // 24-hr 1 year Rainfall=3.01 " Printed 9/26/2022 Summary for Pond 213: EX BIO FACILITY Inflow Area = 2.952 ac, 46.75% Impervious, Inflow Depth > 1.21" for 1 year event Inflow = 2.97 cfs @ 12.08 hrs, Volume= 0.297 of Outflow = 2.73 cfs @ 12.19 hrs, Volume= 0.229 af, Atten= 8%, Lag= 6.6 min Primary = 2.73 cfs @ 12.19 hrs, Volume= 0.229 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 512.89' @ 12.19 hrs Surf.Area= 1,800 sf Storage= 3,313 cf Plug -Flow detention time=135.6 min calculated for 0.229 of (77% of inflow) Center -of -Mass det. time= 44.2 min ( 891.7 - 847.6 ) Volume Invert Avail.Storage Storage Description #1 509.40' 8,940 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 509.40 1,800 0.0 0 0 510.00 1,800 25.0 270 270 512.00 1,800 40.0 1,440 1,710 513.00 1,800 100.0 1,800 3,510 514.00 2,655 100.0 2,228 5,738 515.00 3,750 100.0 3,203 8,940 Device Routing Invert Outlet Devices #1 Primary 509.01' 15.0" Round EX 15 CPP L= 115.3' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 509.01' / 506.75' S= 0.0196 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #2 Device 1 512.70' 30.0" x 30.0" Horiz. Riser C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.71 cfs @ 12.19 hrs HW=512.89' (Free Discharge) t1=EX 15 CPP (Passes 2.71 cfs of 8.42 cfs potential flow) t2=Riser (Weir Controls 2.71 cfs @ 1.43 fps) PRE _Developed Prepared by Timmons Type 1124-hr 1 year Rainfall=3. 01 " Printed 9/26/2022 Pond 2P: EX BIO FACILITY Hydrograph 3 1',n#Iow',Area=2.',952 Peals Flew=--ri > 9' _ Storage_=3y31.3',_ 0#_ 2 I E I 1 2 3 4 5 6 7 8 9 10 11 12 13 Time (hours) ■ Inflow ■ Primary PRE _Developed Prepared by Timmons Type // 24-hr 1 year Rainfall=3. 01 " Summary for Pond 3P: SPCA EX SWM [921 Warning: Device #3 is above defined storage Printed 9/26/2022 Inflow Area = 2.512 ac, 54.94% Impervious, Inflow Depth > 1.36" for 1 year event Inflow = 5.71 cfs @ 11.99 hrs, Volume= 0.286 of Outflow = 2.87 cfs @ 12.09 hrs, Volume= 0.285 af, Atten= 50%, Lag= 6.0 min Primary = 2.87 cfs @ 12.09 hrs, Volume= 0.285 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 519.20' @ 12.09 hrs Surf.Area= 0.031 ac Storage= 0.055 of Plug -Flow detention time= 9.7 min calculated for 0.285 of (100% of inflow) Center -of -Mass det. time= 7.7 min ( 844.1 - 836.5 ) Volume Invert Avail.Storage Storage Description #1 517.00' 0.097 of 48.0" Round RCP —Round 48" L= 335.0' Device Routing Invert Outlet Devices #1 Primary 517.00' 15.0" Round RCP Round 15" L= 15.6' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 517.00' / 513.60' S= 0.2179 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf #2 Device 1 517.00' 9.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 522.00' 15.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.87 cfs @ 12.09 hrs HW=519.20' (Free Discharge) t1=RCP_Round 15" (Passes 2.87 cfs of 10.11 cfs potential flow) �2=Orifice/Grate (Orifice Controls 2.87 cfs @ 6.51 fps) 3=Orif ice/G rate ( Controls 0.00 cfs) PRE _Developed Prepared by Timmons Pond 3P: SPCA EX SWM Hydrograph Type 1124-hr 1 year Rainfall=3. 01 " Printed 9/26/2022 ■Inflow sr Prima ry 6 I',nfIow',Are02.1512',ac --r-,--r--r--I--�--T--r--I --I ---I-r--r--rr--r--r-�--'-- POak F-Ibv=¢119.90' 5 i i i i l I I I I i i i i l I ,T .II III I I I I I I I I -StbFge0;.055 -a€ - 4 I�III�III�I I��II��III 3 I I I I I I I I I I I I LL 2 i I I I i I i i i I I I I i i I I i i I I I i I I I I I I 4 5 6 7 8 9 10 11 12 13 Time (hours) PRE _Developed Prepared by Timmons Type // 24-hr 1 year Rainfall=3.01 " Printed 9/26/2022 Summary for Pond 7P: Keglers Pond [441 Hint: Outlet device #2 is below defined storage [851 Warning: Oscillations may require smaller dt or Finer Routing (severity=6) Inflow Area = 69.422 ac, 13.71 % Impervious, Inflow Depth > 1.22" for 1 year event Inflow = 93.76 cfs @ 12.01 hrs, Volume= 7.045 of Outflow = 29.40 cfs @ 12.31 hrs, Volume= 7.045 af, Atten= 69%, Lag= 18.2 min Primary = 29.40 cfs @ 12.31 hrs, Volume= 7.045 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 466.29' @ 12.31 hrs Surf.Area= 22,470 sf Storage= 63,395 cf Plug -Flow detention time=12.2 min calculated for 7.045 of (100% of inflow) Center -of -Mass det. time= 12.2 min ( 847.8 - 835.7 ) Volume Invert Avail.Storage Storage Description #1 455.00' 295,609 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 455.00 20 0 0 456.00 167 94 94 458.00 416 583 677 460.00 2,064 2,480 3,157 462.00 5,271 7,335 10,492 464.00 10,213 15,484 25,976 465.00 15,631 12,922 38,898 467.00 26,268 41,899 80,797 469.00 32,716 58,984 139,781 471.00 38,923 71,639 211,420 473.00 45,266 84,189 295,609 Device Routing Invert Outlet Devices #1 Primary 452.30' 36.0" Round Culvert L= 480.0' RCP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 452.30' / 442.70' S= 0.0200 '/' Cc= 0.900 n= 0.013, Flow Area= 7.07 sf #2 Device 1 453.60' 18.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 470.11' 12.6' long Sharp -Crested Rectangular Weir End Contraction(s) #4 Primary 472.00' 60.0' long x 10.0' 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) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=29.40 cfs @ 12.31 hrs HW=466.29' (Free Discharge) 1=Culvert (Passes 29.40 cfs of 115.28 cfs potential flow) �2=Orifice/Grate (Orifice Controls 29.40 cfs @ 16.63 fps) 3=S harp-C rested Rectangular Weir( Controls 0.00 cfs) = B road-C rested Rectangular Weir( Controls 0.00 cfs) PRE _Developed Prepared by Timmons Type 1124-hr 1 year Rainfall=3. 01 " Printed 9/26/2022 Pond 7P: Keglers Pond Hydrograph I I I I I I I I I I I I I I I I I I I I I I I E TIM 105 /' --L--J--L--1--1--'- -J--L----11--J1-----L1----i--L- ■Primary ,00 " } QjN � :M$102� I 95 _I _r__r__r__1__r__r__r__1__r__r__�_ so -FP 85 /' MICE1[e7V=�466�MI 1 -J--L -J--1--1--1--J--J----J--J--J--'-- 80 / I# p I I 3 �_ �+�' I06I 1 70 --1--r--r--r--1--,--r--r--1--r--r -r--r--r--1--r--r--r--1--,--r--r- 65 /' 6OL V , I I I I I I I I I I I c 50 1 1 1--r--r--r--r-r--r--r-r--r-- -r--r-- r -r-r--r--r--1--r--r--r- C 45 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 40 35 / ,' 1 1 1 1 1 1 1 1 1 1 1 __1--J--.--L--1--J--L__1--J--+ 1 1 1 1 1 1 1 1 1 1 1 J__+--L__1--J--+--L__1--J--+--L_ 30 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 25 1 1 1 1 1 1 1 1 --r-r--r--r--r-r--r--i--1--r- 1 1 1 1 1 1 1 1 --r--r--r-r--r--r--r-r--r--r- 20 ,' 11_J111__J__!__1__L_J__1_ 1 1 1 - 1__I__J__!__15 1__I__ 1 1 1 4 5 6 7 8 9 10 11 12 13 Time (hours) PRE _Developed Prepared by Timmons Type // 24-hr 1 year Rainfall=3.01 " Printed 9/26/2022 Summary for Pond 9P: SYSTEM 02 (CMP DETENTION) Inflow Area = 0.420 ac, 88.10% Impervious, Inflow Depth > 2.36" for 1 year event Inflow = 1.64 cfs @ 11.97 hrs, Volume= 0.082 of Outflow = 0.33 cfs @ 12.13 hrs, Volume= 0.082 af, Atten= 80%, Lag= 9.8 min Primary = 0.33 cfs @ 12.13 hrs, Volume= 0.082 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 525.28' @ 12.13 hrs Surf.Area= 0.018 ac Storage= 0.027 of Plug -Flow detention time= 26.5 min calculated for 0.082 of (100% of inflow) Center -of -Mass det. time= 26.1 min ( 811.2 - 785.1 ) Volume Invert Avail.Storage Storage Description #1 523.24' 0.074 of 60.0" Round RCP Round 60" L= 165.0' S= 0.0010 '/' Device Routing Invert Outlet Devices #1 Primary 523.24' 15.0" Round RCP —Round 15" L= 9.7' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 523.24' / 523.04' S= 0.0206 '/' Cc= 0.900 n= 0.013 Concrete sewer w/manholes & inlets, Flow Area= 1.23 sf #2 Device 1 523.24' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 527.40' 3.7' long Sharp -Crested Rectangular Weir 0 End Contraction(s) Primary OutFlow Max=0.33 cfs @ 12.13 hrs HW=525.28' (Free Discharge) t1=RCP_Round 15" (Passes 0.33 cfs of 8.51 cfs potential flow) �2=Orifice/Grate (Orifice Controls 0.33 cfs @ 6.66 fps) 3=S harp-C rested Rectangular Weir( Controls 0.00 cfs) PRE _Developed Prepared by Timmons Type // 24-hr 1 year Rainfall=3.01 " Printed 9/26/2022 Pond 9P: SYSTEM 02 (CMP DETENTION) 4 5 6 7 Hydrograph ■Inflow +.ecrs S Primary 1'nf1ow'Area=0.420'ac Peak F-Iev=$2',5.g8' Storage=O'.027 of -r - 11 12 13 Time (hours) PRE _Developed Prepared by Timmons Type // 24-hr 1 year Rainfall=3.01 " Printed 9/26/2022 Summary for Pond 10P: SYSTEM 01 (CMP DETENTION) Inflow Area = 0.930 ac, 55.91 % Impervious, Inflow Depth > 1.38" for 1 year event Inflow = 2.31 cfs @ 11.98 hrs, Volume= 0.107 of Outflow = 0.46 cfs @ 12.15 hrs, Volume= 0.107 af, Atten= 80%, Lag= 10.2 min Primary = 0.46 cfs @ 12.15 hrs, Volume= 0.107 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 512.31' @ 12.15 hrs Surf.Area= 0.022 ac Storage= 0.034 of Plug -Flow detention time= 25.1 min calculated for 0.107 of (100% of inflow) Center -of -Mass det. time= 24.4 min ( 859.4 - 835.0 ) Volume Invert Avail.Storage Storage Description #1 510.12' 0.133 of 84.0" Round CMP_Round 84" L= 150.0' S= 0.0010 '/' Device Routing Invert Outlet Devices #1 Primary 510.12' 15.0" Round RCP Round 15" L= 24.7' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 510.12' / 509.17' S= 0.0385 '/' Cc= 0.900 n= 0.013 Concrete sewer w/manholes & inlets, Flow Area= 1.23 sf #2 Device 1 510.12' 3.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 516.56' 3.8' long Sharp -Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) Primary OutFlow Max=0.46 cfs @ 12.15 hrs HW=512.31' (Free Discharge) t1=RCP_Round 15" (Passes 0.46 cfs of 10.09 cfs potential flow) �2=Orifice/Grate (Orifice Controls 0.46 cfs @ 6.89 fps) 3=S harp-C rested Vee/Trap Weir( Controls 0.00 cfs) PRE _Developed Prepared by Timmons Type 1124-hr 1 year Rainfall=3. 01 " Printed 9/26/2022 Pond 10P: SYSTEM 01 (CMP DETENTION) Hydrograph I I I I I I I I I I � I I I I ■Inflow z.a+ae li li li li ■ Primary 1',nf1ow',Are6=i0:1930 'lac 2 ;PoAk F-IeV=¢19.31' Storage=0; 034 of 3 1 LL I 1 I I 04Cn 1 2 3 4 5 6 7 8 9 10 11 12 13 Time (hours) PRE _Developed Prepared by Timmons Type // 24-hr 1 year Rainfall=3.01 " Printed 9/26/2022 Summary for Pond 11 P: Berkmar Pond WP0201900050 Inflow Area = 8.330 ac, 0.00% Impervious, Inflow Depth > 1.12" for 1 year event Inflow = 15.99 cfs @ 11.99 hrs, Volume= 0.780 of Outflow = 9.41 cfs @ 12.07 hrs, Volume= 0.779 af, Atten= 41 %, Lag= 4.9 min Primary = 9.41 cfs @ 12.07 hrs, Volume= 0.779 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 523.28' @ 12.07 hrs Surf.Area= 4,063 sf Storage= 8,893 cf Plug -Flow detention time= 24.8 min calculated for 0.779 of (100% of inflow) Center -of -Mass det. time= 24.3 min ( 872.5 - 848.3 ) Volume Invert Avail.Storage Storage Description #1 518.00' 24,528 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 518.00 37 0 0 520.00 964 1,001 1,001 522.00 2,647 3,611 4,612 524.00 4,867 7,514 12,126 526.00 7,535 12,402 24,528 Device Routing Invert Outlet Devices #1 Primary 518.00' 18.0" Round RCP -Round 18" L= 119.0' RCP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 518.00' / 514.00' S= 0.0336 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf #2 Device 1 518.00' 6.0" Vert. Low -Flow Orifice C= 0.500 Limited to weir flow at low heads #3 Device 1 522.00' 9.0" Vert. Mid -Flow Orifice C= 0.500 Limited to weir flow at low heads #4 Device 1 523.00' 12.6' long Riser 2 End Contraction(s) #5 Primary 524.50' 12.0' long x 25.0' breadth Emergency Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=9.37 cfs @ 12.07 hrs HW=523.28' (Free Discharge) 1=RCP_Round 18" (Passes 9.37 cfs of 18.10 cfs potential flow) 2=Low-Flow Orifice (Orifice Controls 1.77 cfs @ 8.99 fps) 3=Mid-Flow Orifice (Orifice Controls 1.68 cfs @ 3.81 fps) =Riser (Weir Controls 5.92 cfs @ 1.72 fps) S=Emergency Spillway ( Controls 0.00 cfs) PRE _Developed Prepared by Timmons Type 1124-hr 1 year Rainfall=3. 01 " Printed 9/26/2022 Pond 11 P: Berkmar Pond WPO201900050 Hydrograph __I__r__r__r__- __�__r__r__r__�__r__r__r__� , I I ,_7_rr7__r1 --r ---- -rrI--M--rrI _ ----rlr----I,----��----,r---rr----rr--I-- Primary 17 1 1 1 1 __,__-7r__,___,__ -ItI rIAre�aa's3vaC- 16' ,� --I--y---r-----,--r-- r--,-- -F 14 I I 1 I 13 , 1 StW 8� w4f _ JOr - F(� T 12 .� 16 g A1 y , , • __ ____I__J__1__ __I_____ __L__I__ J__ L__ L_J__J__1__ L__L_J__ L1LL 9 3 1 1 1 p 8 1 1 I 1 I__I __I___I__ 7 6 ,� � _-r- r--r--r --r--r-r--r--r--I----r__�-r--r--r--r--I--r--r--r--r- I I I I I I I I . --r-r--r-- r--r--r-r--r--r-�----r--r-r--r--r- r - r-r--r--r--r- 5 1 1 I I I ,. , r__r__r__I___,__r__r__,__,_ __r__� _r__r__r__1__1__7__r__r__,__ 4 I 1 I I ,. __,__r__r__r__I___,__r__r__,__�__r__,__r__r__r__,__-__r__r__r__,__ 3 1 1 1 1 2 _ 4 5 6 7 8 9 10 11 12 13 Time (hours) PRE _Developed Prepared by Timmons Type // 24-hr 1 year Rainfall=3.01 " Printed 9/26/2022 Summary for Link 10L: WPO201800030 Analysis Point 1 Inflow Area = 20.582 ac, 17.49% Impervious, Inflow Depth > 0.56" for 1 year event Inflow = 8.87 cfs @ 12.02 hrs, Volume= 0.961 of Primary = 8.87 cfs @ 12.02 hrs, Volume= 0.961 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 10L: WPO201800030 Analysis Point 1 Hydrograph ' I I I ' ' ' I I I I I ' ' ' ' ' ❑ InFlow ---J--i--L----J--i--L----J---- ❑Primary Inflow Area=20.582 II II I 9 I I I I I I I I I I I I I I I I 8- 7- 7- 6- 4 3 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 11 12 13 Time (hours) PRE _Developed Prepared by Timmons Type/1 24-hr 10 year Rainfall=5.50" Printed 9/26/2022 Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentlS: Lowes SDP199500087 Runoff Area=17.770 ac 0.00% Impervious Runoff Depth>4.57" Tc=15.0 min CN=92 Runoff=98.83 cfs 6.760 of Subcatchment2S: Keglers Bowling Alley Runoff Area=5.610 ac 0.00% Impervious Runoff Depth>3.73" Tc=6.0 min CN=84 Runoff=36.09 cfs 1.742 of Subcatchment4S: Berkmar Overlook DAB Runoff Area=7.430 ac 0.00% Impervious Runoff Depth>3.23" Tc=7.2 min CN=79 Runoff=40.64 cfs 2.001 of Subcatchment5S: Berkmar Overlook DA C Runoff Area=0.900 ac 0.00% Impervious Runoff Depth>2.07" Tc=6.0 min CN=66 Runoff=3.34 cfs 0.155 of Subcatchment6S: PRE_BerkmarSef Runoff Area=4.340 ac 0.00% Impervious Runoff Depth>1.75" Flow Length=627' Tc=16.7 min CN=62 Runoff=8.93 cfs 0.631 of Subcatchment7S: SPCAAREAE ONSITE Runoff Area=0.310 ac 0.00% Impervious Runoff Depth>1.67" Tc=7.0 min CN=61 Runoff=0.88 cfs 0.043 of Subcatchment8S: SPCA AREA F ONSITE Runoff Area=0.930 ac 55.91% Impervious Runoff Depth>3.53" Tc=6.0 min CN=82 Runoff=5.72 cfs 0.273 of Subcatchment9S: SPCA AREA G ONSITE Runoff Area=0.200 ac 75.00% Impervious Runoff Depth>4.25" Tc=6.0 min CN=89 Runoff=1.42 cfs 0.071 of SubcatchmentlOS: SPCA AREA H ONSITE Runoff Area=0.420 ac 88.10% Impervious Runoff Depth>4.80" Tc=6.0 min CN=94 Runoff=3.19 cfs 0.168 of SubcatchmentllS: SPCAAREAI ONSITE Runoff Area=0.150 ac 0.00% Impervious Runoff Depth>1.68" Tc=6.0 min CN=61 Runoff=0.44 cfs 0.021 of Subcatchmentl2S: SPCAAREA4 Runoff Area=15.920 ac 8.35% Impervious Runoff Depth>1.75" Tc=8.0 min CN=62 Runoff=45.62 cfs 2.323 of Subcatchmentl3S: SPCA AREAS OFFSITE Runoff Area=2.312 ac 53.20% Impervious Runoff Depth>3.42" Tc=8.0 min CN=81 Runoff=12.94 cfs 0.660 of Subcatchmentl4S: SPCA AREA G OFFSITE Runoff Area=0.290 ac 0.00% Impervious Runoff Depth>1.60" Tc=6.0 min CN=60 Runoff=0.82 cfs 0.039 of Subcatchmentl5S: SPCAAREAJ ONSITE Runoff Area=0.050 ac 0.00% Impervious Runoff Depth>1.68" Tc=6.0 min CN=61 Runoff=0.15 cfs 0.007 of Subcatchmentl7S: Child Development Runoff Area=0.870 ac 42.53% Impervious Runoff Depth>3.04" Tc=6.0 min CN=77 Runoff=4.70 cfs 0.221 of Subcatchmentl8S: Harvest Moon Runoff Area=4.170 ac 42.21 % Impervious Runoff Depth>3.04" Tc=6.0 min CN=77 Runoff=22.54 cfs 1.057 of PRE _Developed Type // 24-hr 10 year Rainfall=5.50" Prepared by Timmons Group Printed 9/26/2022 HydroCAD® 10.10-4a s/n 08663 © 2020 HydroCAD Software Solutions LLC Page 39 Subcatchment19S: Road DA Runoff Area=0.900 ac 64.44% Impervious Runoff Depth>3.83" Tc=6.0 min CN=85 Runoff=5.91 cfs 0.287 of Subcatchment20S: UVA Credit Union Runoff Area=4.060ac 39.41%Impervious Runoff Depth>2.95" Tc=6.0 min CN=76 Runoff=21.32 cfs 0.998 of Subcatchment21S: Loupe Terrace PH2 Runoff Area=1.290ac 61.24%Impervious Runoff Depth>3.73" Tc=6.0 min CN=84 Runoff=8.30 cfs 0.401 of Subcatchment22S: Woodbrook Crossing Runoff Area=1.500 ac 54.67% Impervious Runoff Depth>3.43" Tc=6.0 min CN=81 Runoff=9.00 cfs 0.428 of Pond 2P: EX BIO FACILITY Peak Elev=513.93' Storage=5,551 cf Inflow=22.97 cfs 0.788 of Outflow=9.67 cfs 0.719 of Pond 3P: SPCA EX SWM Peak Elev=528.22' Storage=0.097 of Inflow=14.30 cfs 0.731 of Outflow=21.74 cfs 0.729 of Pond 7P: Keglers Pond Peak Elev=471.48' Storage=230,581 cf Inflow=279.01 cfs 18.212 of Outflow=100.14 cfs 18.212 of Pond 9P: SYSTEM 02 (CMP DETENTION) Peak Elev=527.15' Storage=0.061 of Inflow=3.19 cfs 0.168 of Outflow=0.46 cfs 0.168 of Pond 10P: SYSTEM 01 (CMP DETENTION) Peak Elev=515.39' Storage=0.105 of Inflow=5.72 cfs 0.273 of Outflow=0.73 cfs 0.273 of Pond 11 P: Berkmar Pond WP0201900050 Peak Elev=525.04' Storage=17,925 cf Inflow=43.97 cfs 2.156 of Outflow=34.30 cfs 2.154 of Link 10L: WP020180003OAnalysisPoint 1 Inflow=57.00 cfs 3.534 of Primary=57.00 cfs 3.534 of Total Runoff Area = 69.422 ac Runoff Volume = 18.285 of Average Runoff Depth = 3.16" 86.29% Pervious = 59.902 ac 13.71% Impervious = 9.520 ac PRE _Developed Prepared by Timmons Type/1 24-hr 10 year Rainfall=5.50" Printed 9/26/2022 Summary for Subcatchment 1S: Lowes SDP199500087 Runoff = 98.83 cfs @ 12.06 hrs, Volume= 6.760 af, Depth> 4.57" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=5.50" Area (ac) CN Description 17.770 92 Fully built out site 17.770 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment 1S: Lowes SDP199500087 Hydrograph 105 -_--r--Ir--I-------_ 1498 io950 Type-11 24-hr --`-- -----,_-, 85 10 year Rainfall=5.50" 80 Runoff Area=17.770 ac 70 Runoff Volume=6.760 of 65 60 Runoff Depth>4.57' 11 55 - - - ° 50 Tc=15.0 mirrT LL r 4o CN=92 L 30 ---r-r--r--r--I--r-Y--r 25 15 10 - --T-}--}--- I I I I I I I I .I___I___I__�__r__ ■Runoff I I I I I I I I I I I ___ I_ __ __ _-___ __ __ __ _-_ ____ I I I I I I I III J__J__L__L__L__I__ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I _ I I I I I I I I II I I _r I I I I I I I I I I I I I I I I I I I I - I I I I I I I I I I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) PRE _Developed Prepared by Timmons Type 11 24-hr 10 year Rainfall=5.50" Printed 9/26/2022 Summary for Subcatchment 2S: Keglers Bowling Alley SDP198700071 Runoff = 36.09 cfs @ 11.97 hrs, Volume= 1.742 af, Depth> 3.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=5.50" Area (ac) CN " 5.610 84 Fully built out site 5.610 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Keglers Bowling Alley SDP198700071 40 __ _--- ____4--#--I--1-------I-_'__'__#__# -F -I -y -� -# #__�__ ■Runeii 38 - - #-- --- 36 --r----�I----+__ --i -- - -Ii ----yl __�____*__Ir__Ii __���_� 34 Ir --r__I--r--r--r--r--r--r-----I--r--T--r--�--r __r__r_�_-Y_-r--*--�-_ 32 --; --I-- - - -I -I -I -,----r1-A�y$ar-Rainfall=1�0"'-- I r- �_ r- r_ r__r_ r--I_ 28 _I_ - 26 I r r r r--r--i--r--r-rI rrff V9 Y= 22 --�---I--L--�--�--L--L--�--I---I- -_-_- 20 I I I I _LI _IL _ , LL3 18 L_L __L _I _I 16 _I _J _J _1 _L _L _L _I _I I _1 _L - 14 -IN=� __I___I__J__J__a__i__�_ L__I___I__.I 12 10 -------y----i--#--4--F----1-- __#__I 6 6 4 I I I I I I I I I I I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) PRE _Developed Prepared by Timmons Type/1 24-hr 10 year Rainfall=5.50" Printed 9/26/2022 Summary for Subcatchment 4S: Berkmar Overlook DA B WP0201900050 Runoff = 40.64 cfs @ 11.99 hrs, Volume= 2.001 af, Depth> 3.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=5.50" Area (ac) CN Description * 7.430 79 Approved plan. Fully built. 7.430 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.2 Direct Entry, Subcatchment 4S: Berkmar Overlook DA B WP0201900050 Hydrograph I------------ --------------L--L-------J-P I I I I I I I I I I I I i I I I I r r i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I L _J I I I I I I I I I r I I I --r--r-r--r--r--r--r--r--i --I--r I I I I I I I I I I I I I I I I I I I I I I I I I I I Type II 24-hr - 10 year Rainfa11-;5.50"'-- Runoff-Akecl=-7 430-a6- I I I I I I -••Y••i Y���?2n -- --;-- tun4 _:Dep1-23,'-- I I I I I I I I I I I + I -,--r--r--r--r--r------ r- - I I I I I I I I I I I 1 1 I I I I 1 I I 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ❑ Runoff PRE _Developed Prepared by Timmons Type/1 24-hr 10 year Rainfall=5.50" Printed 9/26/2022 Summary for Subcatchment 5S: Berkmar Overlook DA C WPO201900050 Runoff = 3.34 cfs @ 11.98 hrs, Volume= 0.155 af, Depth> 2.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=5.50" Area (ac) CN Description 0.900 66 Approved plan. Fully built. 0.900 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5S: Berkmar Overlook DA C WPO201900050 Hydrograph Type II 24-hr 3 j 10 year Rainfall=5.50" ] Runoff Area=0.900 ac Runoff Volume=0.155 of 21 Runoff Depth>2.07" Tc=6.0 min 1 I I V CN=66 9 1 2 3 4 5 6 7 8 9 19 11 12 13 14 15 16 17 18 19 29 21 22 23 24 Time (hours) ❑ Runoff PRE _Developed Prepared by Timmons Type/1 24-hr 10 year Rainfall=5.50" Printed 9/26/2022 Summary for Subcatchment 6S: PRE_Berkmar Sef Storage WPO202200032 Runoff = 8.93 cfs @ 12.10 hrs, Volume= 0.631 af, Depth> 1.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=5.50" Area (ac) CN Description * 4.340 62 Pre Dev 4.340 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.0 100 0.0900 0.15 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.64" 2.0 167 0.0814 1.43 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.7 360 0.0527 1.64 131.20 Channel Flow, 16.7 627 Total Subcatchment 6S: PRE_Berkmar Sef Storage WPO202200032 Hydrograph Type II 241hr, 10 year Rainfall=5.50" Runoff Area=4.340 ac Runoff Volume=0.6,31, of Runoff Depth>1.75''--_ Flow Length=627'- -- Tc=16.7 CN=62 11 12 13 14 Time (hours) PRE _Developed Prepared by Timmons Type/1 24-hr 10 year Rainfall=5.50" Printed 9/26/2022 Summary for Subcatchment 7S: SPCA AREA E ONSITE (TOTAL) Runoff = 0.88 cfs @ 11.99 hrs, Volume= 0.043 af, Depth> 1.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=5.50" Area (ac) CN Description 0.310 61 >75% Grass cover, Good, HSG B 0.000 58 Woods/grass comb., Good, HSG B 0.310 61 Weighted Average 0.310 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, 91 Subcatchment 7S: SPCA AREA E ONSITE (TOTAL) Hydrograph I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ._F_y _y _} _f _F _I _y _♦ _} _L I I I I I I I I I I I I I I I I I I I I I I ._F_y _y _} _f _F _I _y _♦ _} _L I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I --r-T--r--T--r--r--I r--T--r-_, I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I _- I---i--`-- i --'--Type II 24-hr - 10 year Rainfa11�5.50" --R0nb`,A#e6=0:310 fad- Runoff'IIVQIgme=0.043 elf -,,-_Runoff IIIDepthy1.67" --l--' I I -----------'--- -Tc=7.0 Min I I I I I cy r9111 I I I I I I I I I I -I -1 -T -T -r I I I I I I I I I I I I I I I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) ❑ Runoff PRE _Developed Prepared by Timmons Type 1124-hr 10 year Rainfall=5.50" Printed 9/26/2022 Summary for Subcatchment 8S: SPCA AREA F ONSITE Runoff = 5.72 cfs @ 11.97 hrs, Volume= 0.273 af, Depth> 3.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=5.50" Area (ac) CN Description 0.520 98 Paved parking, HSG B 0.410 61 >75% Grass cover, Good, HSG B 0.930 82 Weighted Average 0.410 44.09% Pervious Area 0.520 55.91 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 8S: SPCA AREA F ONSITE L__ L__I__ I I I I I I I I I I I I I I I I I I I I I _II _ LI ■Runoff 6 5Jz Crb T ' pe I I'124-h r id - a Ir Rail ftifh5.60" _ 5 I I I I I I I I Rwnbff Are&0.930 a✓c 4 ROnpff'�, Vg1Ome='10.27$ elf I I I I I I I kuno-fff Npih>3.53�'_ I I I I I I --- 3 + I LL Tc-6.0 fnih I 1= 2 I I I I I I i i I I I I I I I I I I I I I I I I I i i I I I I I I I I I I I I I I I i i I I I I I I I I I I I I I I I i i I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) PRE _Developed Prepared by Timmons Type/1 24-hr 10 year Rainfall=5.50" Printed 9/26/2022 Summary for Subcatchment 9S: SPCA AREA G ONSITE Runoff = 1.42 cfs @ 11.97 hrs, Volume= 0.071 af, Depth> 4.25" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=5.50" Area (ac) CN Description 0.150 98 Paved parking, HSG B 0.050 61 >75% Grass cover, Good, HSG B 0.200 89 Weighted Average 0.050 25.00% Pervious Area 0.150 75.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 9S: SPCA AREA G ONSITE Hydrograph ❑ Runoff Type II 24-hr 10 year Rainfall=5.50" Runoff Area=0.200 ac Runoff Volume=0.071 of Runoff Depth>4.25" 1 Tc=6.0 min 04 i. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) PRE _Developed Prepared by Timmons Type 1124-hr 10 year Rainfall=5.50" Printed 9/26/2022 Summary for Subcatchment 10S: SPCA AREA H ONSITE Runoff = 3.19 cfs @ 11.97 hrs, Volume= 0.168 af, Depth> 4.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=5.50" Area (ac) CN Description 0.370 98 Paved parking, HSG B 0.050 61 >75% Grass cover, Good, HSG B 0.420 94 Weighted Average 0.050 11.90% Pervious Area 0.370 88.10% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 10S: SPCA AREA H ONSITE I I I I I I I I I I I I I I I I I I I I I I I i I I I I I I rrI I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i i I I I I I I I I I I I I I I I I I I I I I �I 'I ■ RunoH I I I I I I I I I I I I I I I I I I I I I I Ty; pe 1l'124-1hr I I I is 10: year Rainfa11:;5.50,1 Rwnbff Ater&0.420 at I I I I I I I I I btu n off ;Depth>4. i80i' I I I I I I I I I I Tc=6.0 Inih I I I CAN=94 - ,----r-------I -I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) PRE _Developed Prepared by Timmons Type/1 24-hr 10 year Rainfall=5.50" Printed 9/26/2022 Summary for Subcatchment 11S: SPCA AREA I ONSITE Runoff = 0.44 cfs @ 11.98 hrs, Volume= 0.021 af, Depth> 1.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=5.50" Area (ac) CN Description 0.150 61 >75% Grass cover, Good, HSG B 0.000 58 Woods/grass comb., Good, HSG B 0.150 61 Weighted Average 0.150 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 0.1 0.1 0.1 0.1 0. Subcatchment 11S: SPCA AREA I ONSITE Hydrograph I I I I I I _I _J _J _1_C ----------------- I I I I I I I I I I I I I I I I I I I I I I I -I---I--J--J--L--L--I--J--J--�- _I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I �I _y _y _f _F _I _y _♦ _♦ -Y __ I__ -----r-=--Type II 24-hr ===-10 year Rainfall=5.50" Runoff Area=Q.150 ac Ru noff 4o1ume=_0:02 j -af --Runoff-Qepth>1.&8" I III I I I I I I I I -I -I -, -T -T -I I I I I I I I I I I y -♦ -F -I -I -y -+ -h -I I I I I I I I I I I I I I I �♦ _4 _F _I _I _♦ _k _4 _I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) ❑ Runoff PRE _Developed Prepared by Timmons Type/1 24-hr 10 year Rainfall=5.50" Printed 9/26/2022 Summary for Subcatchment 12S: SPCA AREA 4 OFFSITE (TOTAL) Runoff = 45.62 cfs @ 12.00 hrs, Volume= 2.323 af, Depth> 1.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=5.50" Area (ac) CN Description 1.330 98 Paved parking, HSG B 2.650 61 >75% Grass cover, Good, HSG B 11.940 58 Woods/grass comb., Good, HSG B 15.920 62 Weighted Average 14.590 91.65% Pervious Area 1.330 8.35% Impervious Area Tc Length Capacity Description 8.0 Direct Entry, Subcatchment 12S: SPCA AREA 4 OFFSITE (TOTAL) Hydrograph 48--1_--'_ 44 46 Type II 24-hr - -''-- yp --� --_� --1--, 42 40 ,. year ear (Rainfall=5.50r 1--; T__ 36 , -Runoff Ar6a-4&Malc 34 _�_,y 1p_____ J_q1�__ L_pL�__L__I___I__�J 32 30 28 Runoff beptfi>61.�T---26 --,1 _0 24 s--r--r--r-r--r Tc-8-0-fiitl T -- u 22 20 __'___ r--r--r-r-_r 18 16 14 12 I I I I I I i I I I I --4--L--4--L-------J--L--L--A--4 I I I I I I I I I I I ,--T--r--r--I I-7--T--r--�-- --1--1--L--L--L_J__J__1--1--L--L__ I -1 -T -r -- -r -I -, -, -T -r -� I I I I I I I I I I I __,--r--r--r--r--I--,--T--T--r--r -- l__1__L__ L__I___I__ JL I -T -T -r -r -I l----T -T -r -r --1--1--L--L--1---1--J--1--1--L--L-- I I I I I I I I I I I *--r--r--r--r--I--,--T--r--r--r I 1 1 1 1 I I 1 1 1 1 I 1 '--r--r--r--r--I--�--r--r--r--r 1 1 1 I I 1 1 1 1 I 1 1 1 1 I I 1 1 1 1 ________------- __________ I I I I I I I I I I I I I I I I I I I I I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ❑ Runoff PRE _Developed Prepared by Timmons Type/1 24-hr 10 year Rainfall=5.50" Printed 9/26/2022 Summary for Subcatchment 13S: SPCA AREA 5 OFFSITE Runoff = 12.94 cfs @ 11.99 hrs, Volume= 0.660 af, Depth> 3.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=5.50" Area (ac) CN Description 1.230 98 Paved parking, HSG B 0.980 61 >75% Grass cover, Good, HSG B 0.102 58 Woods/grass comb., Good, HSG B 2.312 81 Weighted Average 1.082 46.80% Pervious Area 1.230 53.20% Impervious Area Tc Length M. Capacity Description Direct Entry, Subcatchment 13S: SPCA AREA 5 OFFSITE Hydrograph ❑ Runoff r-Y--Y--Y--Y--Y--Y--Y--Y-Y-- I I I I I I I I I Type II 24-hr 10 year Rainfall=5.50rr Runoff Area=2.312 ac Runoff Volume=0.660 of --! --Runoff Depth>3.42" I Tc=8.0 min I I I I I -1--L-------I--J ^w_rII 8_A I I __I___I I Y_1III I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) PRE _Developed Prepared by Timmons Type/1 24-hr 10 year Rainfall=5.50" Printed 9/26/2022 Summary for Subcatchment 14S: SPCA AREA 6 OFFSITE Runoff = 0.82 cfs @ 11.98 hrs, Volume= 0.039 af, Depth> 1.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=5.50" Area (ac) CN Description 0.160 61 >75% Grass cover, Good, HSG B 0.130 58 Woods/grass comb., Good, HSG B 0.290 60 Weighted Average 0.290 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, m 0.1 0. Subcatchment 14S: SPCA AREA 6 OFFSITE Hydrograph I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I --I_ I I I--I---I--J--I--I- I I I I I I I I I I I I I I I I I I I I Type II 2-4-h-r 10 year Rainfall=5.50"- Runoff Area=0.290ad- -hunoff Volume=0.03$-O Runoff Depth>I-A& I I I I TcT6.1Dl i[fi I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ---------T----------I--T--i__i_ I I I I I I I I I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ❑ Runoff PRE _Developed Prepared by Timmons Type/1 24-hr 10 year Rainfall=5.50" Printed 9/26/2022 Summary for Subcatchment 15S: SPCA AREA J ONSITE Runoff = 0.15 cfs @ 11.98 hrs, Volume= 0.007 af, Depth> 1.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=5.50" Area (ac) CN Description 0.050 61 >75% Grass cover, Good, HSG B 0.050 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 15S: SPCA AREA J ONSITE Hydrograph J _J _1 _L 0.16 0.15 014 0.12 0.11 ---J--J--1--L--L--I--J--�--�- 0.1 I I I I I I I I 0.09 _I O 08 O LL 0.07 I I I I I I I I 006 r-----r--r- 0.05 0.04 i _ I i 0.03 I I I I I I 0.02 I I I Type II 24-hr 1 y_ Rainfall_�5.50 0_ ear___ -R-U �fra�ecI=a 050 ,aic- Runoff Volt�mje=0.00 Of ---------------- ---- Runof# !Deptkv:l_68,' I I I I I I I I I I I 1 SIT 1�111 11 I I I I I I I I I I I I I I I I __I I I I I I I I I I I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ❑ Runoff PRE _Developed Prepared by Timmons Type/1 24-hr 10 year Rainfall=5.50" Printed 9/26/2022 Summary for Subcatchment 17S: Child Development Center SDP200400010 Runoff = 4.70 cfs @ 11.97 hrs, Volume= 0.221 af, Depth> 3.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=5.50" Area (ac) CN Description 0.370 98 Paved parking, HSG B 0.500 61 >75% Grass cover, Good, HSG B 0.000 58 Woods/grass comb., Good, HSG B 0.870 77 Weighted Average 0.500 57.47% Pervious Area 0.370 42.53% Impervious Area Tc Length Capacity Description 6.0 Direct Entry, Subcatchment 17S: Child Development Center SDP200400010 Hydrograph ❑ Runoff Type II 24-hr 411 10 year Rainfall=5.50" Runoff Area=0.870 ac Runoff Volume=0.221 of 31 Runoff Depth>3.04" Tc=6.0 min 21 1 MA CN=77 1 0 9 1 2 3 4 5 6 7 8 9 19 11 12 13 14 15 16 17 18 19 29 21 22 23 24 Time (hours) PRE _Developed Prepared by Timmons Type/1 24-hr 10 year Rainfall=5.50" Printed 9/26/2022 Summary for Subcatchment 18S: Harvest Moon WPO201600011 Runoff = 22.54 cfs @ 11.97 hrs, Volume= 1.057 af, Depth> 3.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=5.50" Area (ac) CN Description 1.760 98 Paved parking, HSG B 2.410 61 >75% Grass cover, Good, HSG B 0.000 58 Woods/grass comb., Good, HSG B 4.170 77 Weighted Average 2.410 57.79% Pervious Area 1.760 42.21% Impervious Area Tc Length Capacity Description Direct Entry, Subcatchment 18S: Harvest Moon WPO201600011 Hydrograph r--r--------r--r--I-- __ I I I I I I I I I I -r--r-r--r--r--r--r--r--r--r --r-I--r--r--T--r--r--r--I-I_ _ r --L----J--J--J _ _ 1 _-L--L-----I--J _ __y__y__T__r__r__I___I__y I I I I I I I I I I I - L--I--+--J--+--a--L--L--I---I--+ I I I r--r—r--r I I I I L__ L__ L__I___I__J 1 - -r--r-r--r--r-- r - -r - -r I I r 1__ 1__ L__L__I___I__J I I I I I I I I I I I I 1 1 I I I I 1 I I I r__r__r__r_ ---r--r--r--r �-r--r--r--r-- -J--L--L--L--I- ,Type I I I I I , _ - 40Lyearl� RainfelFT5.501'_ _ -- ;---RwnWAVet=4: F70 at - -- ttr�rrpffl��plr�rrre_=+11.�15�a�fi - --; --, AZu1nafUNp*>, &0*v - I I I I I I I I I I I r I _ r__ -- ----L--L-----I- --J- N: -- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) ■ Runoff PRE _Developed Type 11 24-hr 10 year Rainfall=5.50" Prepared by Timmons Group Printed 9/26/2022 Summary for Subcatchment 19S: Road DA Runoff = 5.91 cfs @ 11.97 hrs, Volume= 0.287 af, Depth> 3.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=5.50" Area (ac) CN 0.580 98 Paved parking, HSG B 0.320 61 >75% Grass cover, Good, HSG B 0.000 58 Woods/grass comb., Good, HSG B 0.900 85 Weighted Average 0.320 35.56% Pervious Area 0.580 64.44% Impervious Area Tc Length Description Direct Entry, Subcatchment 19S: Road DA Hydrograph I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I r I I I 4 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I :Type II'124-Mr I 1I 0year -ainfalH:;5.50, ' RwnbffAI1ire0=0.900 arIc tiffVC�O1-f#ngI9me=�_t_unoff;Npih_>_3_.i8. 3�_' Tc=6.0 min I I I I I I I I I I I I I I I I I I I I o I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ■ Runoff PRE _Developed Prepared by Timmons Type 11 24-hr 10 year Rainfall=5.50" Printed 9/26/2022 Summary for Subcatchment 20S: UVA Credit Union SDP199600089 Runoff = 21.32 cfs @ 11.97 hrs, Volume= 0.998 af, Depth> 2.95" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=5.50" Area (ac) CN Description 1.600 98 Paved parking, HSG B 2.460 61 >75% Grass cover, Good, HSG B 0.000 58 Woods/grass comb., Good, HSG B 4.060 76 Weighted Average 2.460 60.59% Pervious Area 1.600 39.41% Impervious Area Tc Length 19 18 17 Capacity Description Direct Entry, Subcatchment 20S: UVA Credit Union SDP199600089 Hydrograph --T --r--r--r--r-_ r Type 11 24-hr 10 year Rainfall=5.50rr Runoff, Area=4.060 ac --►►PffIr�Plrfine=6=��-i- __________________________________ l__T__r__r__I __I_ ,--//mi�l _T,/_�l_T_/_r__ -T -66.10 intf'1 __y__r__r__r__I_. 7 __ I________,-C}N=76 T--r--I --I --I I I I I I I I I I I I I I I I I I I I I 1 1 r__r__r 1 I 1__7__7__1__1' I I I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ❑ Runoff PRE _Developed Prepared by Timmons Type/1 24-hr 10 year Rainfall=5.50" Printed 9/26/2022 Summary for Subcatchment 21S: Loupe Terrace PH2 SDP200800094 Runoff = 8.30 cfs @ 11.97 hrs, Volume= 0.401 af, Depth> 3.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=5.50" Area (ac) CN Description 0.790 98 Paved parking, HSG B 0.500 61 >75% Grass cover, Good, HSG B 0.000 58 Woods/grass comb., Good, HSG B 1.290 84 Weighted Average 0.500 38.76% Pervious Area 0.790 61.24% Impervious Area Tc Length 7 Capacity Description Direct Entry, Subcatchment 21S: Loupe Terrace PH2 SDP200800094 Hydrograph I Fa- I II I I I I I I I I I I 1 I I I I --- I - ------------------- I I I I I I I I 7 I I I - I I I I -- 1 1 1 1 1 1 I I 1 I I 1 1 1 1 1 1 1 1 1 I I I I I I I I 1 1 I 1 1 1 1 1 1 I I I I I I I I I I I I I 1 I I I I I I 1 I 1 1 I I 1 I I I I I I I I I I I I I I I I I 1 1 I I 1 I 1 I 1 I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Type II 24-hr 10 year Rainfall=5.50" Runoff Area=1.290 ac Runoff Volume=0.401 of Runoff Depth>3.73" Tc=6.0 min CN=84 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ❑ Runoff PRE _Developed Prepared by Timmons Type/1 24-hr 10 year Rainfall=5.50" Printed 9/26/2022 Summary for Subcatchment 22S: Woodbrook Crossing SDP199800079 Runoff = 9.00 cfs @ 11.97 hrs, Volume= 0.428 af, Depth> 3.43" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=5.50" Area (ac) CN Description 0.820 98 Paved parking, HSG B 0.680 61 >75% Grass cover, Good, HSG B 0.000 58 Woods/grass comb., Good, HSG B 1.500 81 Weighted Average 0.680 45.33% Pervious Area 0.820 54.67% Impervious Area Tc Length Capacity Description Direct Entry, Subcatchment 22S: Woodbrook Crossing SDP199800079 Hydrograph ❑ Runoff I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I r--r-r--r--r--r--r--r--I-I__r J__ 1__ 1__ L__L__I___I__J I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Type II 24-hr 1101: year Rainfa11:;5.50,"r TRwnbffAt- e6=I.-SOD ad - I I I I I I I I I I I - ftrrpffl,-Vplerrre=0:42$-#- Aunoffb I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I I I I I I I i i I I rill 6 1 2 3 4 7 8 9 10 11 12 13 14 15 16 17 18 19 20 PRE _Developed Prepared by Timmons Type/1 24-hr 10 year Rainfall=5.50" Printed 9/26/2022 Summary for Pond 2P: EX BIO FACILITY [791 Warning: Submerged Pond 3P Primary device # 1 OUTLET by 0.33' Inflow Area = 2.952 ac, 46.75% Impervious, Inflow Depth > 3.20" for 10 year event Inflow = 22.97 cfs @ 11.98 hrs, Volume= 0.788 of Outflow = 9.67 cfs @ 12.07 hrs, Volume= 0.719 af, Atten= 58%, Lag= 5.4 min Primary = 9.67 cfs @ 12.07 hrs, Volume= 0.719 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 513.93' @ 12.07 hrs Surf.Area= 2,594 sf Storage= 5,551 cf Plug -Flow detention time= 66.0 min calculated for 0.719 of (91 % of inflow) Center -of -Mass det. time= 21.0 min ( 842.5 - 821.5 ) Volume Invert Avail.Storage Storage Description #1 509.40' 8,940 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 509.40 1,800 0.0 0 0 510.00 1,800 25.0 270 270 512.00 1,800 40.0 1,440 1,710 513.00 1,800 100.0 1,800 3,510 514.00 2,655 100.0 2,228 5,738 515.00 3,750 100.0 3,203 8,940 Device Routing Invert Outlet Devices #1 Primary 509.01' 15.0" Round EX 15 CPP L= 115.3' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 509.01' / 506.75' S= 0.0196 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #2 Device 1 512.70' 30.0" x 30.0" Horiz. Riser C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=9.67 cfs @ 12.07 hrs HW=513.93' (Free Discharge) t1=EX 15 CPP (Inlet Controls 9.67 cfs @ 7.88 fps) t2=Riser (Passes 9.67 cfs of 33.35 cfs potential flow) PRE _Developed Prepared by Timmons 22 20 18 16 14 c 12 u 10 8 Type H 24-hr 10 year Rainfall=5.50" Pond 2P: EX BIO FACILITY Hydrograph I I I I I 2291 I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I I I I I I I I I I I I II II I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 9.61 as I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Printed 9/26/2022 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ■ Inflow ■ Primary PRE _Developed Prepared by Timmons Type/1 24-hr 10 year Rainfall=5.50" Printed 9/26/2022 Summary for Pond 3P: SPCA EX SWM [921 Warning: Device #3 is above defined storage [931 Warning: Storage range exceeded by 7.22' [881 Warning: Qout>Qin may require smaller dt or Finer Routing [851 Warning: Oscillations may require smaller dt or Finer Routing (severity=7) Inflow Area = 2.512 ac, 54.94% Impervious, Inflow Depth > 3.49" for 10 year event Inflow = 14.30 cfs @ 11.99 hrs, Volume= 0.731 of Outflow = 21.74 cfs @ 12.00 hrs, Volume= 0.729 af, Atten= 0%, Lag= 0.6 min Primary = 21.74 cfs @ 12.00 hrs, Volume= 0.729 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 528.22' @ 12.00 hrs Storage= 0.097 of Plug -Flow detention time= 9.4 min calculated for 0.729 of (100% of inflow) Center -of -Mass det. time= 7.9 min ( 818.1 - 810.2 ) Volume Invert Avail.Storage Storage Description #1 517.00' 0.097 of 48.0" Round RCP —Round 48" L= 335.0' Device Routing Invert Outlet Devices #1 Primary 517.00' 15.0" Round RCP Round 15" L= 15.6' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 517.00' / 513.60' S= 0.2179 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf #2 Device 1 517.00' 9.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 522.00' 15.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=21.74 cfs @ 12.00 hrs HW=528.22' (Free Discharge) t1=RCP_Round 15" (Passes 21.74 cfs of 26.22 cfs potential flow) �2=Orifice/Grate (Orifice Controls 7.00 cfs @ 15.85 fps) 3=Orif ice/G rate (Orifice Controls 14.73 cfs @ 12.01 fps) PRE _Developed Prepared by Timmons Type H 24-hr 10 year Rainfall=5.50" Printed 9/26/2022 Pond 3P: SPCA EX SWM Hydrograph ---- -- -- --'--I-- --`-------`--J--`--'--J--J--`- '-- -- -- -- -I-- I --,-_I__r_-r-�__-__r__r__,__-__r__r__I__-__7__r__r__,-- I I Inflow 24 ' I I ____ �__}__L__i__ i__}I__L__I_____ I I I I I I I J__J__1__L_I__J__1__L__I__I__ 11 - ■Primary 23 r ___ r __r-_,__y__r__r__I__r__r__,__ 1__ L__L_J__ 22 -1,nfrr!In/i{{F�=f.��212vacrs-i__�__I__J__1__L_J__J__ 21 20 P-Iw e-Y [O-I *-I -}Y.Z-,2I -y: +----r----I ---yJ ---+ ---Y---II ----JI ---+ ---YL ---rI---I -- I -- 18 17 LId�IQ -T-k/i S a1- 16 I I I I , 14 'u 13 3 12 .'.' ,, 1 _ I__1__T__r__I___,__r__r__,__�- I I __r__,__-__r__r__,__-__T__r__r__,__ 16 9 ,' � ' _ I__J__1__L__I__I__ J__L__ I__ J- I __L__ I__ J__ 1__ L_ I__ J__ 1__ L__ L_I__ I I I 8 ,, __I__�__T__r__I___,__�__r__,__�_- __r__,__�__T__r__,__�__T--r--r--I-- 7 ' _I__J__1__L_J__J__ J__L__I__J_- 1 1 I 1 I 6 4 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) PRE _Developed Prepared by Timmons Type/1 24-hr 10 year Rainfall=5.50" Printed 9/26/2022 Summary for Pond 7P: Keglers Pond [441 Hint: Outlet device #2 is below defined storage Inflow Area = 69.422 ac, 13.71 % Impervious, Inflow Depth > 3.15" for 10 year event Inflow = 279.01 cfs @ 12.01 hrs, Volume= 18.212 of Outflow = 100.14 cfs @ 12.24 hrs, Volume= 18.212 af, Atten= 64%, Lag= 13.8 min Primary = 100.14 cfs @ 12.24 hrs, Volume= 18.212 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 471.48' @ 12.24 hrs Surf.Area= 40,454 sf Storage= 230,581 cf Plug -Flow detention time= 36.2 min calculated for 18.212 of (100% of inflow) Center -of -Mass det. time= 36.2 min ( 850.8 - 814.6 ) Volume Invert Avail.Storage Storage Description #1 455.00' 295,609 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 455.00 20 0 0 456.00 167 94 94 458.00 416 583 677 460.00 2,064 2,480 3,157 462.00 5,271 7,335 10,492 464.00 10,213 15,484 25,976 465.00 15,631 12,922 38,898 467.00 26,268 41,899 80,797 469.00 32,716 58,984 139,781 471.00 38,923 71,639 211,420 473.00 45,266 84,189 295,609 Device Routing Invert Outlet Devices #1 Primary 452.30' 36.0" Round Culvert L= 480.0' RCP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 452.30' / 442.70' S= 0.0200 '/' Cc= 0.900 n= 0.013, Flow Area= 7.07 sf #2 Device 1 453.60' 18.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 470.11' 12.6' long Sharp -Crested Rectangular Weir End Contraction(s) #4 Primary 472.00' 60.0' long x 10.0' 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) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=100.02 cfs @ 12.24 hrs HW=471.48' (Free Discharge) 1=Culvert (Passes 100.02 cfs of 129.01 cfs potential flow) �2=Orifice/Grate (Orifice Controls 35.22 cfs @ 19.93 fps) 3=S harp-C rested Rectangular Weir(Weir Controls 64.80 cfs @ 3.83 fps) = B road-C rested Rectangular Weir( Controls 0.00 cfs) PRE _Developed Prepared by Timmons Type H 24-hr 10 year Rainfall=5.50" Printed 9/26/2022 Pond 7P: Keglers Pond Hydrograph -'------'--'--L----J--'--L--I--'--'--L--I--'--J-_`- I I I I I I I I I I I I I I I I I I 1 � Inflow 300 / 1 I 1 I _r__r__i __I__r z7sm ce 1__r__� __I__r__r__� __I__r__r__� _ ry ' � I 1 I I I 1 I I I 1 -I o g�4 ��c ��_� 280- T�-1.___ I 260 1 Peak E1feW=�47�'f.$�- �1- - ----I--- - --1-- 1 1 1 1 1 240 I / '',, }�►fl� /� A s 1 1 1 1 _ `'Y•g1Qi=12 ir,-Fr11 -----`--1--J--i--L--1--'--i--L- 220 1 1 1 1 1 1 1 1 200 1 1 r r 1 i r 1 -- -- ____-- 1 1 1 1 1 1 1 1 1 1 1 1 1 1111111 1 1 1 ,80 ----y----r----1--t----+------+----1--1--+----1--+--+--r- II III 11 1 III III 1 1 1 1 1 L ,� - I I I I I 1 1 1 I I I I I I 3 0 140 ,'_I11111111 1111111111 -i - r-,--r--r--r-,--r--r--r -- --r--r--r-,--r--r--r-,--r--r- LL 120 / 1 1 iooia cis 1 I 1 I I I 1 I I I 100 80 -y -T -r -I _y _T -I -y -T -� 1 1 1 1 1 I I I I I 1 1 1 I I I I I I I gp I I I I I I I I I I I I I I I 4 5 6 7 8 9 10 11 12 13 Time (hours) PRE _Developed Prepared by Timmons Type/1 24-hr 10 year Rainfall=5.50" Printed 9/26/2022 Summary for Pond 9P: SYSTEM 02 (CMP DETENTION) Inflow Area = 0.420 ac, 88.10% Impervious, Inflow Depth > 4.80" for 10 year event Inflow = 3.19 cfs @ 11.97 hrs, Volume= 0.168 of Outflow = 0.46 cfs @ 12.19 hrs, Volume= 0.168 af, Atten= 86%, Lag= 13.0 min Primary = 0.46 cfs @ 12.19 hrs, Volume= 0.168 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 527.15' @ 12.19 hrs Surf.Area= 0.016 ac Storage= 0.061 of Plug -Flow detention time= 46.3 min calculated for 0.168 of (100% of inflow) Center -of -Mass det. time= 45.7 min ( 812.3 - 766.5 ) Volume Invert Avail.Storage Storage Description #1 523.24' 0.074 of 60.0" Round RCP Round 60" L= 165.0' S= 0.0010 '/' Device Routing Invert Outlet Devices #1 Primary 523.24' 15.0" Round RCP —Round 15" L= 9.7' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 523.24' / 523.04' S= 0.0206 '/' Cc= 0.900 n= 0.013 Concrete sewer w/manholes & inlets, Flow Area= 1.23 sf #2 Device 1 523.24' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 527.40' 3.7' long Sharp -Crested Rectangular Weir 0 End Contraction(s) Primary OutFlow Max=0.46 cfs @ 12.19 hrs HW=527.15' (Free Discharge) t1=RCP_Round 15" (Passes 0.46 cfs of 14.47 cfs potential flow) �2=Orifice/Grate (Orifice Controls 0.46 cfs @ 9.37 fps) 3=S harp-C rested Rectangular Weir( Controls 0.00 cfs) PRE _Developed Prepared by Timmons Type H 24-hr 10 year Rainfall=5.50" Pond 9P: SYSTEM 02 (CMP DETENTION) Hydrograph C E 3- 42 2 4 5 6 7 8 9 10 11 12 13 Time (hours) Printed 9/26/2022 i i i � ■Inflow ■ Primary 1',nfloW rArea= 420 aC-- POak F-IeV=¢2�7.'15' Storage=0; 061 of PRE _Developed Prepared by Timmons Type/1 24-hr 10 year Rainfall=5.50" Printed 9/26/2022 Summary for Pond 10P: SYSTEM 01 (CMP DETENTION) Inflow Area = 0.930 ac, 55.91 % Impervious, Inflow Depth > 3.53" for 10 year event Inflow = 5.72 cfs @ 11.97 hrs, Volume= 0.273 of Outflow = 0.73 cfs @ 12.25 hrs, Volume= 0.273 af, Atten= 87%, Lag= 16.9 min Primary = 0.73 cfs @ 12.25 hrs, Volume= 0.273 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 515.39' @ 12.25 hrs Surf.Area= 0.021 ac Storage= 0.105 of Plug -Flow detention time= 55.7 min calculated for 0.273 of (100% of inflow) Center -of -Mass det. time= 54.9 min ( 863.3 - 808.5 ) Volume Invert Avail.Storage Storage Description #1 510.12' 0.133 of 84.0" Round CMP_Round 84" L= 150.0' S= 0.0010 '/' Device Routing Invert Outlet Devices #1 Primary 510.12' 15.0" Round RCP Round 15" L= 24.7' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 510.12' / 509.17' S= 0.0385 '/' Cc= 0.900 n= 0.013 Concrete sewer w/manholes & inlets, Flow Area= 1.23 sf #2 Device 1 510.12' 3.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 516.56' 3.8' long Sharp -Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) Primary OutFlow Max=0.73 cfs @ 12.25 hrs HW=515.39' (Free Discharge) t1=RCP_Round 15" (Passes 0.73 cfs of 16.96 cfs potential flow) �2=Orifice/Grate (Orifice Controls 0.73 cfs @ 10.90 fps) 3=S harp-C rested Vee/Trap Weir( Controls 0.00 cfs) PRE _Developed Prepared by Timmons 3 LL Type // 24-hr 10 year Rainfall=5.50" Pond 10P: SYSTEM 01 (CMP DETENTION) Hydrograph C 4 5 6 7 8 9 10 11 12 13 Time (hours) Printed 9/26/2022 Inflow Area=0.930 ac Peak Elev=515.39' -Storage=0;105 a# - I��IIII I��II�III ------- -- --- ---- -- -- - -- ---- I��II��III I i i I I i i I I I i I i i I I i i I I I i I i i I I i i I I I i i i I I i i I I I i i I I i i I I I i ■ Inflow ■ Primary PRE _Developed Prepared by Timmons Type/1 24-hr 10 year Rainfall=5.50" Printed 9/26/2022 Summary for Pond 11 P: Berkmar Pond WP0201900050 Inflow Area = 8.330 ac, 0.00% Impervious, Inflow Depth > 3.11" for 10 year event Inflow = 43.97 cfs @ 11.99 hrs, Volume= 2.156 of Outflow = 34.30 cfs @ 12.04 hrs, Volume= 2.154 af, Atten= 22%, Lag= 3.3 min Primary = 34.30 cfs @ 12.04 hrs, Volume= 2.154 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 525.04' @ 12.04 hrs Surf.Area= 6,258 sf Storage= 17,925 cf Plug -Flow detention time= 21.0 min calculated for 2.154 of (100% of inflow) Center -of -Mass det. time= 20.4 min ( 839.9 - 819.5 ) Volume Invert Avail.Storage Storage Description #1 518.00' 24,528 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 518.00 37 0 0 520.00 964 1,001 1,001 522.00 2,647 3,611 4,612 524.00 4,867 7,514 12,126 526.00 7,535 12,402 24,528 Device Routing Invert Outlet Devices #1 Primary 518.00' 18.0" Round RCP -Round 18" L= 119.0' RCP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 518.00' / 514.00' S= 0.0336 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf #2 Device 1 518.00' 6.0" Vert. Low -Flow Orifice C= 0.500 Limited to weir flow at low heads #3 Device 1 522.00' 9.0" Vert. Mid -Flow Orifice C= 0.500 Limited to weir flow at low heads #4 Device 1 523.00' 12.6' long Riser 2 End Contraction(s) #5 Primary 524.50' 12.0' long x 25.0' breadth Emergency Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=34.28 cfs @ 12.04 hrs HW=525.04' (Free Discharge) 1=RCP_Round 18" (Inlet Controls 21.34 cfs @ 12.08 fps) 2=Low-Flow Orifice (Passes < 2.05 cfs potential flow) 3=Mid-Flow Orifice (Passes < 2.89 cfs potential flow) =Riser (Passes < 116.34 cfs potential flow) =Emergency Spillway (Weir Controls 12.93 cfs @ 1.99 fps) PRE _Developed Prepared by Timmons Type H 24-hr 10 year Rainfall=5.50" Printed 9/26/2022 Pond 11 P: Berkmar Hydrograph Pond WPO201900050 rrr l r--r EInim 48 / ,' 1 I __1__rrr__1__--- _7__r__1__1- as.e�ae r--r-r--rrI--�--r--rrI-- ■Pnmary 46 - -- -- -- ----- ------J--, =nfiaw$AOe4�8: O_L-�= 44 . , __1__ __ __ � __1__1__r__r_1__1 r__- 17 4.2 ' _J__ J__ 1__ L__1__ _Q__�Jy//�IL'__L_J__ 40 , 1 1 I 1 --1--,--Y--r--1--,--Y--r--1--,--, I --r--I _.k'EIIV Y 38 /"'' -J--J--1--L--1--J--1--L--I- -_ --L--I-L _ 36 __1__7__Y__ Y__,__ -Y -Y 3C 30 cfs __r__IYiVra�e-� 34 / _J__J__1__L__I__J1L I I LI And I ir 32 /', __1__r__r__r__,___,__r__r__,_ __r__,__r__r__r__,__1__r__r__r__,__ 30 ' / _J__J__1__L__I__J__1__L__I__J. I _ L__I__J__1__L_J__J__1__L__L_J__ I I 28 26 ' _J__1__1__L__I__J__ 1__ L__I__J. I I I 1 I I I 1 I I _ L__I__ J__ 1__ L_J__J__ 1__ L__L_J__ I I -1 1 I 1 1 I I 1 1 24 O 22 / _J__J__ 1__ L__1__J__ 1__L__I__J_ __L__I__J__1_ 1 _J__J__1__L__L_J__ LL 20 1 / / I-- __I - 16 , , r__1___,__y__f__,__y_ __,__y__Y__14 12 / / _ 1 I_ _ _ I_ I I 6 4 5 6 7 8 9 10 11 12 13 Time (hours) PRE _Developed Prepared by Timmons Type/1 24-hr 10 year Rainfall=5.50" Printed 9/26/2022 Summary for Link 10L: WPO201800030 Analysis Point 1 Inflow Area = 20.582 ac, 17.49% Impervious, Inflow Depth > 2.06" for 10 year event Inflow = 57.00 cfs @ 12.01 hrs, Volume= 3.534 of Primary = 57.00 cfs @ 12.01 hrs, Volume= 3.534 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 10L: WPO201800030 Analysis Point 1 Hydrograph +__ ❑Inflow r Do ers ❑ Primary I I I I c(s I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Time (hours) POST _Developed Prepared by Timmons Rainfall Events Listing (selected events) Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 1 year Type II 24-hr Default 24.00 1 3.01 2 2 10 year Type II 24-hr Default 24.00 1 5.50 2 Printed 9/22/2022 POST _Developed Prepared by Timmons Pipe Listing (selected nodes) Printed 9/22/2022 Line# Node In -Invert Out -Invert Length Slope n Diam/Width Height Inside -Fill Number (feet) (feet) (feet) Wit) (inches) (inches) (inches) 1 10P 452.30 442.70 480.0 0.0200 0.013 36.0 0.0 0.0 POST _Developed Prepared by Timmons Type // 24-hr 1 year Rainfall=3.01 " Printed 9/22/2022 Summary for Pond 10P: Keglers Pond Inflow Area = 69.422 ac, 13.71 % Impervious, Inflow Depth > 1.20" for 1 year event Inflow = 105.14 cfs @ 12.01 hrs, Volume= 6.961 of Outflow = 21.93 cfs @ 12.45 hrs, Volume= 6.959 af, Atten= 79%, Lag= 26.1 min Primary = 21.93 cfs @ 12.45 hrs, Volume= 6.959 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 467.99' @ 12.45 hrs Surf.Area= 22,469 sf Storage= 91,030 cf Plug -Flow detention time= 30.6 min calculated for 6.959 of (100% of inflow) Center -of -Mass det. time= 30.5 min ( 821.0 - 790.6 ) Volume Invert Avail.Storage Storage Description #1 452.50' 679,440 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 452.50 0 0 0 456.00 167 292 292 458.00 416 583 875 460.00 2,064 2,480 3,355 462.00 5,271 7,335 10,690 464.00 10,213 15,484 26,174 466.00 16,142 26,355 52,529 468.00 22,487 38,629 91,158 470.00 28,785 51,272 142,430 472.00 35,810 64,595 207,025 474.00 42,431 78,241 285,266 476.00 60,902 103,333 388,599 478.00 72,821 133,723 522,322 479.00 78,951 75,886 598,208 480.00 83,513 81,232 679,440 Device Routing Invert Outlet Devices #1 Primary 452.30' 36.0" Round Culvert L= 480.0' RCP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 452.30' / 442.70' S= 0.0200 '/' Cc= 0.900 n= 0.013, Flow Area= 7.07 sf #2 Device 1 453.60' 15.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 472.11' 12.6' long Sharp -Crested Rectangular Weir End Contraction(s) #4 Primary 479.00' 100.0' long x 1.00' rise Sharp -Crested Rectangular Weir 2 End Contraction(s) 1.0' Crest Height Primary OutFlow Max=21.93 cfs @ 12.45 hrs HW=467.99' (Free Discharge) 1=Culvert (Passes 21.93 cfs of 119.97 cfs potential flow) �2=Orifice/Grate (Orifice Controls 21.93 cfs @ 17.87 fps) 3=Sharp-Crested Rectangular Weir( Controls 0.00 cfs) =Sharp -Crested Rectangular Weir( Controls 0.00 cfs) POST _Developed Prepared by Timmons Pond 10P: Keglers Pond Hydrograph Type 1124-hr 1 year Rainfall=3. 01 " Printed 9/22/2022 -----------�-------1------ - r---7----F - - -T - ____ I____.___ Inflow .'' s ---r---- _ ---_r115 ■ Pnmary 110 ---- i_Css_- W2OI - 100 ------- - --- -ECe;;" Peal- TAW ' - - go- ---r--- rrr--AA_qq0r__r gG 75 65 _ _ I 80 ' _1 _i _J 0 , 55 ---r----r---r-------r---r- -----r---r---r----r--r--- ---rr u. 50 --- �--- 1____L___1___J____I____1___ 40I I I I I I ,' 25 _L___J____I_ 20 ', ____ ___ 7- I- r- -_ T ____r___-____r___r___ 15 12 13 14 Time (hours) POST _Developed Prepared by Timmons Type/1 24-hr 10 year Rainfall=5.50" Printed 9/22/2022 Summary for Pond 10P: Keglers Pond [821 Warning: Early inflow requires earlier time span Inflow Area = 69.422 ac, 13.71 % Impervious, Inflow Depth > 3.07" for 10 year event Inflow = 295.81 cfs @ 12.00 hrs, Volume= 17.736 of Outflow = 98.96 cfs @ 12.25 hrs, Volume= 17.733 af, Atten= 67%, Lag= 14.7 min Primary = 98.96 cfs @ 12.25 hrs, Volume= 17.733 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 473.59' @ 12.25 hrs Surf.Area= 41,089 sf Storage= 268,340 cf Plug -Flow detention time= 67.1 min calculated for 17.733 of (100% of inflow) Center -of -Mass det. time= 66.9 min ( 841.9 - 775.0 ) Volume Invert Avail.Storage Storage Description #1 452.50' 679,440 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 452.50 0 0 0 456.00 167 292 292 458.00 416 583 875 460.00 2,064 2,480 3,355 462.00 5,271 7,335 10,690 464.00 10,213 15,484 26,174 466.00 16,142 26,355 52,529 468.00 22,487 38,629 91,158 470.00 28,785 51,272 142,430 472.00 35,810 64,595 207,025 474.00 42,431 78,241 285,266 476.00 60,902 103,333 388,599 478.00 72,821 133,723 522,322 479.00 78,951 75,886 598,208 480.00 83,513 81,232 679,440 Device Routing Invert Outlet Devices #1 Primary 452.30' 36.0" Round Culvert L= 480.0' RCP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 452.30' / 442.70' S= 0.0200 '/' Cc= 0.900 n= 0.013, Flow Area= 7.07 sf #2 Device 1 453.60' 15.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 472.11' 12.6' long Sharp -Crested Rectangular Weir End Contraction(s) #4 Primary 479.00' 100.0' long x 1.00' rise Sharp -Crested Rectangular Weir 2 End Contraction(s) 1.0' Crest Height Primary OutFlow Max=98.67 cfs @ 12.25 hrs HW=473.59' (Free Discharge) 1=Culvert (Passes 98.67 cfs of 134.19 cfs potential flow) �2=Orifice/Grate (Orifice Controls 26.00 cfs @ 21.19 fps) 3=Sharp-Crested Rectangular Weir(Weir Controls 72.67 cfs @ 3.98 fps) =Sharp -Crested Rectangular Weir( Controls 0.00 cfs) POST _Developed Prepared by Timmons Type H 24-hr 10 year Rainfall=5.50" Pond 10P: Keglers Pond Hydrograph ! I I I I I 320 - !29 300 , ___ �____!_ 1 I I I 280 260 zao 1 220 -----------r--- ----i --- - I I I I I I zoo -------r---r---,----r---T- ---- ----- - - - - I' ; 180 3 �� ' I I I I O I I I I , , 1 u. 140 ___----r---r-------i ___ i- , I I I I I I 120 � 98! 100 1 1 _J _I _1 60 r -r -, r -T� Printed 9/22/2022 1 1 ■ Inflow ■ Primary - - - nfjow''Ar0a--"A,22-#c r---T------__T___1____r___ r - -_ -- ---:-Peak-Elev=473.59-'- $to-agg "9,-4D cf I I I I I I I I 1 I I I I I I I I I I I 1 I I I I 1 -r 1 12 13 14 Time (hours) Channel Report Hydraflm Express Extension for Autodesk® AutoCAD® Civil 3138 by Autodesk, Inc. Grass Ditch Triangular Side Slopes (z:1) = 2.00, 4.00 Total Depth (ft) = 1.00 Invert Elev (ft) = 500.94 Slope (%) = 7.80 N-Value = 0.030 Calculations Compute by: Known Q Known Q (cfs) = 1.06 Elev (ft) 502.00 — 501.50 501.00 500.50 500.00 D 1 2 3 Section 4 Reach (ft) Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) 5 6 7 Thursday, Sep 22 2022 = 0.31 = 1.060 = 0.29 = 3.68 = 1.97 = 0.38 = 1.86 = 0.52 Depth (ft) 1.06 m i -0.94 8 Worksheet for Downstream Channel 2 yr Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.050 Channel Slope 0.060 ft/ft Left Side Slope 2.000 H:V Right Side Slope 2.000 H:V Discharge 23.79 cis Results Normal Depth 17.6 in Flow Area 4.3 ft2 Wetted Perimeter 6.6 ft Hydraulic Radius 7.9 in Top Width 5.88 ft Critical Depth 18.5 in Critical Slope 0.046 ft/ft Velocity 5.50 ft/s Velocity Head 0.47 ft Specific Energy 1.94 ft Froude Number 1.132 Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 17.6 in Critical Depth 18.5 in Channel Slope 0.060 ft/ft Critical Slope 0.046 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Untitledi.1m8 Center [10.03.00.031 7/19/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA +1-203-755-1666 Worksheet for Downstream Channel 10 yr Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.050 Channel Slope 0.060 ft/ft Left Side Slope 2.000 H:V Right Side Slope 2.000 H:V Discharge 41.01 cis Results Normal Depth 21.6 in Flow Area 6.5 ft2 Wetted Perimeter 8.1 ft Hydraulic Radius 9.7 in Top Width 7.21 ft Critical Depth 23.0 in Critical Slope 0.043 ft/ft Velocity 6.31 ft/s Velocity Head 0.62 ft Specific Energy 2.42 ft Froude Number 1.171 Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 21.6 in Critical Depth 23.0 in Channel Slope 0.060 ft/ft Critical Slope 0.043 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Untitledi.1m8 Center [10.03.00.031 7/19/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA +1-203-755-1666 ECOSYSTEM SERVICES, LLC 1102 Carlton Avenue Charlottesville, VA 22902 540.578.4296 www.ecosystemservices.us ion@ecosystemservices.us September 22, 2022 Riki van Niekirk Project Engineer TIMMONS GROUP 608 Preston Avenue, Suite 300 Charlottesville, VA 22903 RE: Nutrient Offset Credit — Credit Availability Letter Project: Berkmar Self Storage and Hotel Project TMP: 04500-00-00112EO and 04500-00-0011200 Project Address: Berkmar Drive, Charlottesville, VA 22903 Project HUC: 02080204 Bank HUC:02080204 Bank Address: 1705 Lambs Road, Charlottesville, VA 22901 Dear Riki, We appreciate the opportunity to provide a credit availability letter for 5.01 pounds of phosphorus for the above referenced project. This letter is to certify that as the date of this letter, Ivy Creek Nutrient Bank has 161.34 pounds of phosphorus (TP), 248.28 pounds of nitrogen (TN), and 50,875.5 pounds of TSS available for transfer to those entities requiring offsets in accordance with the Chesapeake Bay Watershed Nutrient Credit Exchange Program (VA Code § 62.1-44.19:14 et seq.). Those offsets are also transferable in accordance with the Virginia stormwater offset program (VA Code § 62.1-44.15:35) and the Virginia Soil and Water Conservation Board's Guidance Document on Stormwater Nonpoint Nutrient Offsets approved on July 23, 2009, to those regulated entities qualifying for nutrient credits. We can certainly accommodate your needs and could offer to fulfil the order of 5.01 pounds of phosphorus. Please feel free to contact us with any questions. I hope we have the opportunity to work together on this project. Sincerely, Ecosystem Services, LLC By: Jonathan R. Roller, AOSE PSS CNMP Manager —Authorized Representative