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WPO201600074 Calculations 2017-04-06
Woodbrook Elementary School COUNTY OF ALBEMARLE, VIRGINIA WPO PLAN SUPPLEMENTAL DESIGN CALCULATIONS & NARRATIVE FOR POST DEVELOPED DRAINAGE AREA B NOVEMBER 21, 2016 REVISED: FEBRUARY 15, 2017 APRIL 6, 2017 .00000 • • TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. Prepared by: Clint Shifflett, PE Timmons Group 608 Preston Avenue, Suite 200 Charlottesville, VA 22903 434.962.4337 APPROVED by the Albemarle County Community Development Department Date 05/03/2017 File WP0201600074 Table of Contents Section Title Project Narrative 2 LD 229 — Storm Sewer Design Computations LD 204 — Storm Inlet Design Computations 4 LD 347 — Hydraulic Grade Line Computations Virginia Runoff Reduction Method Worksheet Summary 6 Pre -Developed HyrdoCAD Calculations 7 Post -Developed HydroCAD Calculations Project Narrative: This project includes building additions to Woodbrook Elementary School, additional parking, a new bus and drop off loop, outdoor learning spaces and associated site work. The total limits of clearing and grading are 8.26 acres. Water Quality: The disturbed area of 8.26 acres was used for the water quality analysis. In the proposed condition there will be 3.20 acres of managed turf and 5.06 acres of impervious cover. Per the Virginia Runoff Reduction Spreadsheet, this will require that 4.45 lbs. of phosphorus be removed per year. This removal is being achieved with proposed Bayfilter filtration structures, downstream from each storage facility. Water Quantity: The site consists of two major drainage areas. Drainage area A drains to the south and outfalls to the stone sewer system in Idlewood Drive. An underground pipe storage system is being provided to reduce flow back to pre -developed rates for the 2 and 10 year stones. The 1-year storm is being detained and released in accordance with the energy balance equation. Drainage area B drains to the north to the stone sewer system in Brookmere Drive. From there it ultimately outfalls into an existing, offsite pond. An underground pipe storage system is being provided to reduce flow back to pre -developed rates for the 2 and 10 year stones. The 1-year storm is being detained and released in accordance with the energy balance equation. LD-229 STORM SEWER DESIGN COMPUTATIONS STORM FREQUENCY 10 PROJECT: Wootlbrook Elementary LOCATION: COUNTY: Charlo0esville NOAA STATION: Designer! by: AWA Checketl by. UNITS ENGLISH PIPE NO. FROMPOWT TOP(INT DRAIN, AREA 'A' Acre J RUNOFF COEFF. 'C' 4 CA TOTAL I14LEf TIME Min Wes ) RAIN FALL WHr 6 RUNOFF INVERT ELEVATIONS LENGTH of Pipe Ft 12 SLOPE Ft1Ft 13 SIZE (a. a SIeNRise) N. 14 SHA'E Number of Pipes Cepsity CPS 15 Friction Slope FL/Ft NORMALFLOW FLOW ONE Sc 17 REMARK$ 18 INCISE- MEW 5 ACCUM- ULATED 6 Enteral CPS TrwQ CFS 9 UPPER ENO 10 LOWER FIRE) 11 Deplbof FIow,M Ft Anaof FIow,An SgFt Hm FL V. F"m 16 En Ft REFERENCE 1 STA, REFERENCE 2 STA 101 102 tan 0W 000 257 669 604 000 1597 47556 41624 13D 91 001008 is Cucular 1 1143 002050 150 IP 038 904 2P 14.49 RessureFh- 103 SWMA 102 000 000 000 500 DED 000 2573 4762A 476C0 547 0N388 18 C_War 1 23F4 00533D I50 IP 038 1456 4] 038 Ressure Flow 105 1% SW 405 020 080 0.16 0.16 5an 654 000 103 48186 4812A 6093 001018 15 C..War 1 7% 000020 033 D25 019 4.13 059 14,n 107 108 SWMA-107 069 089 062 062 500 654 0W 402 48063 48029 6866 0,00495 13 C_War 1 492 000MID 0M D90 037 448 117 1534 111 112 138 0an 000 029 543 493 000 189 491M 429.64 U240 001520 I8 C..War 1 1295 0OWN 039 036 023 523 DR] 2340 113 114 112 003 0,80 002 029 537 642 0W 1.89 486.42 485,00 2863 004960 8 C-War 1 292 0,02180 039 021 0,18 8.89 162 3M 115 116 114 028 0,90 025 027 523 647 0W 1.74 496B4 48652 4033 DWN3 8 C_War I 117 001840 067 035 0.17 497 105 8.11 PD su Flow IIJ 118 116 003 047 001 001 5W 654 OW 009 49704 48684 3267 OW612 8 Cucular 1 102 000010 0.13 005 009 1.83 0.19 1783 125 126 SWMA-125 039 0.86 034 0,35 520 648 0W 365 48307 481,00 57% 003571 8 C_War 1 247 009140 067 035 0.17 1045 236 555 Rasure Flow 127 128 126 025 0.90 023 023 500 654 0W 147 486.53 48642 1920 0W523 8 CimwW 1 0.99 00133D 067 035 017 4M 0W 455 Pr= -Flow 133 134 SWMA-133 0W 0W I45 650 6W 0W 920 478% 4/8,T1 4371 0,00503 18 C_War 1 $07 0,00680 150 1]] 038 520 1W 841 Ressurt Flmv 135 136 134 0W 000 145 635 6.13 0W 920 47928 429.M 4833 00r497 18 C..War 1 802 000680 150 1T 039 520 1W 929 Dr.—Fl- 131 138 136 0.10 0,81 008 1,45 624 6,16 0W 920 4]:Pl 419.38 3298 OI)DIM 18 c_War 1 732 Owl 150 IT] 0.38 520 LW 634 PDnureFl- 139 140 DGMH 138 OW 000 096 5% 624 0W 6.14 432U 48123 116M 0013W 15 C_ukar I 756 00W4D 085 089 0.37 6.86 139 16% 141 142 140 OGMH 028 090 025 0.96 592 625 000 6.14 484.11 482W 22.19 0W855 15 Cucular 1 1542 000800 055 052 029 1135 273 230 143 1" 142 009 0.84 008 070 572 631 000 4.56 4850 4M 89 69H 0007" 12 CucWar 1 330 001460 1W ON 025 5.81 152 12N Ressure Flow 145 146 144 0.33 0.90 030 063 541 641 000 408 486.83 48550 11354 001121 12 C..War 1 4.18 001g0 O80 067 0,30 6W 137 18.93 147 1" 146 041 065 0SI 0.33 527 646 0W 2.19 48871 48693 63.86 D02787 12 CiDOff 1 644 OWAO 040 029 021 741 125 862 149 150 IN 024 081 0.19 041 5W 652 0W 265 47429 4742A HD96 0W496 12 C..War 1 2T2 00W0 962 08(I 0 030 395 IM 28.13 151 152 150 02A 088 021 021 5W 654 0W 139 476.12 49489 22.13 004534 12 c-uhw 1 822 0W130 028 0.18 0.16 ]W 122 349 154 155 134 025 0,87 022 022 5W 654 0W 142 432.15 48201 2827 OW495 15 C_War I 492 0W 040 046 D41 025 349 065 8.15 201 202 200 0W 000 021 537 642 0W 705 46920 'w S" 52M 00(AM 15 Cucular 1 4.59 0010W 125 123 031 524 176 9.14 RessureFl- 203 2M 202 OW 000 0.18 5.19 648 0W 705 47407 469.11 134R 003M 15 C_War 1 1343 001W0 064 OW 0,32 IIN 255 12,16 205 206 2" 0W 000 0W 504 653 0W 588 4= 494,17 93.14 003225 15 C..War 1 1266 OW240 0W 058 0,30 10.13 2.19 920 207 208 206 0W 0W 0W 501 654 0W 5.88 4P 39 4)].32 13.13 0,00533 15 C_,W 1 4_T2 OW&A 125 123 0,31 429 161 274 Pr=-Fl- 209 SWMBOUT 208 OW OW 000 500 OW 0W 588 4S0.00 429.89 739 001493 15 C..War 1 855 00%40 076 0]8 0.35 251 164 098 210 211 12M 020 090 0.is 0,18 500 654 000 1.Is 49564 4TL 12 95W 008912 12 C-War 1 1152 000100 0M 0.13 0.13 945 160 10. 12 212 213 SWMB OW 000 0.52 5.19 648 0W 341 4M 95 48385 H050 O0995 12 C_War I 385 0W820 023 062 0.30 554 121 1996 214 215 213 054 0.90 049 049 5W 654 000 3.18 4M 95 48450 52.10 0W288 12 Cucular 1 343 OW210 076 064 0.30 4% 1.14 11.52 216 217 213 010 036 004 0a 500 DED OW 0,18 4M61 4M50 1803 0-00610 12 cucwar 1 302 000300 017 0IN 01D 212 D24 850 EX, 11 EX. 12 148 0.14 045 006 007 569 632 000 045 489.10 488% 34% 000401 12 Circular 1 226 000020 030 020 017 225 038 1554 EX. 13 EX. 14 EX. 12 002 0.33 001 001 500 654 0W 0,05 48978 489.18 6451 OMM 12 C_War 1 3" DOWN 008 003 005 1M 0.12 4143 EX. 157 EX. 159 138 0.14 090 0.13 0.13 500 654 0W 082 4UM 48242 18282 001034 12 C..War 1 362 000(g60 032 DM 0.19 324 054 4892 EX, 16 100 EX, 15 000 000 298 6.19 598 0W 28.15 474.14 46931 93U 005181 18 C_War I 2391 0014W 150 IT7 0,39 1593 544 385 Resort Fbw FORM ID 201 STORMWATER INLET COMPUTATIONS SHEET OF ROUTE &IXY .Rd PROJECT WOMbmok Elementary DESIGNER: AM DATE 4I 017 CHECKED: UHOS:NGTISH INILETSOFT BY ENSOFTEC OATE:41(I(1017 FORM ID 201 STORMWATER INLET COMPUTATIONS SHEET 2 OF ROUTE &IXY .Rd PROJECT WoMbmok Elementary DESIGNER: AM DATE 4I 017 CHECKED: UHOS:NGTISH INILETSOFT BY ENSOFTEC OATE:41N2017 113 47 PROJECT: Wootlbmak Elementary DESIGNEDBY: AWA HYDRAULIC GRADE LINE ANALYSIS ClRerketl: INCIDENCE PROBABILITY 10 Year INLET OR JUNCTION STA. INVERT EL. OUTFLOW PIPE DEPTH OFFLOW OUTFLOW PIPE OUTLET WATER SURFACE ElEV. CIA. PIPE Do (I.L DESIGN DISCH, W (CFSCMS) LENGTH PIPE L. (EMIL FRICTION SLOPE, Sb (FT/FT) (1NM) FRICTION LOSS Ht (PAR JUNCTION LOSS SURFACE FLOW PJjHI 13 HI (FUM) In. Slvpi'? YIN 05 HI (FM) FINAL H (PM InW Watt Sutam Ekvalun Top o1 MIN TOFoI Ekv. PPPRO%. PtlµaNenV Vo Cars Ho (FIAW Yi MIDg Ii(Exn) 035-MA%. (YRl2g) SKEW An W K PCM H (EMIL Sun HL (PM) 1) (2) 3) (4) (5) (6) (T) (8) (9) (10) 11) (12) (13) (14) (15) (16) (16) (17) (18) (19) SIAM 481.240 100 481.240 1.25 482.240 15 1.047 60.93 0.00023 0.014 4.126 0.066 0.000 0.000 0.000 0.0 0.00 0.000 0.066 1.D47 0.086 YES 0.043 0057 482.297 486.180 O.K. 113 47 PROJECT: Wootlbmak Elementary DESIGNEDBY: AWA HYDRAULIC GRADE LINE ANALYSIS ClRerketl: INCIDENCE PROBABILITY 10 Year INLET OR JUNCTION STA. INVERT EL. OUTFLOW PIPE DEPTH OFFLOW OUTFLOW PIPE OUTLET WATER SURFACE ElEV. CIA. PIPE Do (I.L DESIGN DISCH, W (CFSCMS) LENGTH PIPE L. (EMIL FRICTION SLOPE, Sb (FT/FT) (1NM) FRICTION LOSS Ht (PAR JUNCTION LOSS SURFACE FLOW PJjHI 13 HI (FUM) In. Slvpi'? YIN 05 HI (FM) FINAL H (PM InW Watt Sutam Ekvalun Top o1 MIN TOFoI Ekv. PPPRO%. PtlµaNenV Vo Cars Ho (FIAW Yi MIDg Ii(Exn) 035-MA%. (YRl2g) SKEW An W K PCM H (EMIL Sun HL (PM) 1) (2) 3) (4) (5) (6) (T) (6) (9) (10) 11) (12) (13) (14) (15) (16) (16) (17) (18) (19) SIAM 480.290 108 480290 1.25 481.290 15 4023 68.66 0.00345 0.237 4.475 0.078 0.000 0.000 0.000 0.0 0.00 0.000 0.078 4.023 0.101 YES 0.051 0288 481.578 485.000 O.K. 113 47 PROJECT: Wootlbmak Elementary DESIGNEDBY: AWA HYDRAULIC GRADE LINE ANALYSIS ClRerketl: INCIDENCE PROBABILITY 10 Year INLET OR STA. INVERT EL. OUTFLOW PIPE DEPTH OFFLOW OUTFLOW PIPE OUTLET WATER SURFACE ElEV. CIA. PIPE Do (I.L DESIGN DISCH, W (CFSCMS) LENGTH PIPE L. (EMIL FRICTION SLOPE, Sb (FT/FT) (1NM) FRICTION LOSS Ht (Ft" JUNCTION LOSS In. Slvpi'? YM 05 HI (FgM) FINAL H (DIM) InW Watt SutaceJUNCTION Ekvalun Top o1 MIN TOFoI PPPRO%1) PtlµaNenV Vo Cars Ho (FIAW Yi MIDg Ii(Exn) 035-MA%. (YRl2g) SKEW An W K PCM H (FM) Sun HL (FgM) (2) 3) (4 (5) (6) p) (8 (9) (10) 11) (12) (13) (14) (15 JFLM (16) (17) (18) (19) SWN1A 481.000 126 481.000 0.6T 481.667 8 3.648 57.96 0.08118 4.705 10.451 0.424 4.217 0.2T6 0.09T 0.0 0.00 0.000 0.521 YES 0.338 5.044 486111 489.480 O.K. 128 486.420 0.6T 48T.08T 8 1.472 19.20 0.01322 0.254 4.21T 0.069 0.000 0.000 0.000 0.0 0.00 0.000 0.069 YES 0.045 0.299 487.386 489.550 O.K. 113 47 PROJECT: Wootlbroak Elementary DESIGNEDBY: AWA HYDRAULIC GRADE LINE ANALYSIS CIRerked: INCIDENCE PROBABILITY 2 Year INLET OR STA. INVERT EL. OUTFLOW PIPE DEPTH OFFLOW OUTFLOW PIPE OUTLET WATER SURFACE ElEV. DIA. PIPE Do ansnn) DESIGN DISCH, W (CFSCMS) LENGTH PIPE L. (PAR FRICTION SLOPE, Sb (FT/FT) (WM) FRICTION LOSS Ht (FAR JUNCTION LO55 HI InM Slopi'? YM 05 HI (FgM) FINAL H (FM InM Watt Sutam Ekvawn To, o1 MIN Topollrtel Ekv.JUNCTION PPPRO%1) AN m nV Vo Cmtr. Ho art" Yi MIDg Ii(Exn) 035-MA%. (VQOM SKEW An W K PCM H (FtAI) Sun HL (FgM)) (2) 3) (4 (5) (6) (]) (8 (9) (10) 11) (12) (13) (14) (15) (16) (17) (18) (19) SWMB WFLMM 483.850 213 483.850 1.00 484.650 12 3.412 53.40 0.00817 GABS ].41] 0.214 4.955 0.381 0.133 0.0 0.00 0.000 0.34]] YES 0.1]3 0.610 485.51] 492.310 O.K. 215 484.500 1.00 485.517 12 3.1]9 5].10 0.00709 0.405 4.955 0.095 0.000 0.000 0.000 0.0 0.00 0.000 0.0955 NO 0.095 0.500 486.017 492.310 O.K. 21] 484.500 1.00 485.51] 12 0.182 18.03 0.00002 0.000 2.122 0.01] 0.000 0.000 0.000 0.0 0.00 0.000 0.01]] YES 0.009 0.009 485.526 189.280 O.K. 113 47 PROJECT: Wootlbmak Elementary DESIGNEDBY: AWA HYDRAULIC GRADE LINE ANALYSIS ClRerketl: INCIDENCE PROBABILITY 10 Year INLET OR JUNCTION STA. INVERT EL. OUTFLOW PIPE DEPTH OFFLOW OUTFLOW PIPE OUTLET WATER SURFACE ElEV. CIA. PIPE Do (I.), DESIGN DISCH, W (CFSCMS) LENGTH PIPE L. (EMIL FRICTION SLOPE, Sb (FT/FT) (1NM) FRICTION LOSS Ht (PAR JUNCTION LOSS SURFACE FLOW PJjHI 13 HI (FUM) In. Slvpi'? YIN 05 HI (FM) FINAL H (PM InW Watt Sutam Ekvalun Top o1 MIN TOP of IN. Ekv. PPPRO%. PtlµaNenV Vo Cars Ho (FIAW Yi MIDg Ii(Exn) 0M-MA%. (YRl2g) SKEW An W K PCM H (EMIL Sun HL (PM) 1) (2) 3) (4) (5) (6) (]) (8) (9) (10) 11) (12) (13) (14) (15) (16) (16) (17) (18) (19) EX. 15 489.310 100 469.310 1.50 470.810 18 28.152 93.22 0.07508 6.999 15.931 0.985 9.038 1.268 0.444 0.0 0.00 0.000 1.429 0.000 1.429 YES 0.715 Z714 478.524 478.700 O.K. 150 474.240 1.00 478.524 12 2.645 110.96 0.00491 0.545 3.945 0.060 7.T4 0.938 0.328 0.0 0.00 0.000 0.389 1.265 0.505 YES 0.253 0.797 479.321 483.700 O.K. 152 474.890 1.00 479.321 12 1 1.380 1 27.13 1 0.00134 0.036 7.774 0.235 0.000 0.000 0.000 0.0 0.00 RIGOR 0.235 1.380 0.305 YES 0.152 0.189 479.510 483.550 O.K. 102 474.240 1.50 478.524 18 15.971 130.91 0.02059 2.695 9.038 0.317 14.560 3.292 1.152 0.0 0.00 0.000 1.459 0.000 1.469 YES 0.735 3.430 481.954 487.650 O.K. SWMA 1476.0001 1.50 1481.9541 18 1 25.730 1 5.47 1 0.05344 0.292 14.%0 0.823 0.000 0.000 0.000 0.0 0.00 0.000 0.823 0.000 0.823 YES 0.411 0.704 482.658 483.240 O.K. 113 47 PROJECT: Wootlbmak Elementary DESIGNEDBY: AWA HYDRAULIC GRADE LINE ANALYSIS ClRerketl: INCIDENCE PROBABILITY 10 Year INLET OR JUNCTION AM INVERT EL. OUTFLOW PIPE DEPTH OFFLOW OUTFLOW PIPE OUTLET WATER SURFACE ElEV. CIA. PIPE Do (I.), DESIGN DISCH, W (CFSCMS) LENGTH PIPE L. (EMIL FRICTION SLOPE, Sb (FT/FT) (1NM) FRICTION LOSS Ht (PAR JUNCTION LOSS SURFACE FLOW PJjHI 13 HI (FUM) In. Slvpi'? YIN 05 HI (FM) FINAL H (PM InW Watt Sutam Ekvalun Top o1 MIN TOP of IN. Ekv. PPPRO%. PtlµaNenV Vo Cars Ho (FIAW Yi MIDg Ii(Exn) 0M-MA%. (YRl2g) SKEW An W K PCM H (FM) Sun HL (PM) 1) (2) 3) (4) (5) (6) (T) (8) (9) (10) 11) (12) (13) (14) (15 (16) (16) (17) (18) (19) 200 488.650 202 468.750 1.25 470.000 15 7.046 52.50 0.01060 0.556 5.742 0.128 11.075 1.905 0.667 0.0 0.00 0.000 0.795 0.000 0.795 YES 0.397 0.954 470.954 472.360 O.K. 204 469.110 1.25 470.954 15 T.046 1M.72 0.01060 1.428 11.075 0.476 10.130 1.5W 0.558 0.0 0.00 0.000 1.OM 0.000 1.034 NO 1.034 2.462 474.713 483.550 O.K. 211 477.120 1.00 477.920 12 1.178 95.60 0.00097 0.093 9.M5 0.346 0.000 0.000 0.000 0.0 0.00 0.000 0.M6 1.178 OA50 YES 0.M5 0.318 485.856 4M.800 O.K. 206 474A70 1.25 475.17O 15 5.880 0.14 0.00738 0.687 10.130 0.398 4J91 0.356 0.125 0.0 0.00 0.000 0.523 0.000 0.523 YES 0.262 0.949 477.818 484.000 O.K. 208 4]T.320 1.25 478.570 15 5.880 13.13 0.008M 0.114 4.791 0.089 ].511 0.8M 0.307 0.0 0.00 0.000 0.396 0.000 0.396 YES 0.198 0.312 478.882 488.590 O.K. Sme 479.890 1.25 480.890 15 5.880 7.37 O.00738 0.054 7.511 0.219 0.000 0.000 0.000 0.0 0.00 DDD0 0.219 0.000 0.219 YES 0.110 DAM 481.054 486.000 O.K. Virginia Runoff Reduction Method Worloneet DEC, Virginia Runoff Reduction Method Re -Development Compliance Spreadsheet - Version 3.0 BMP Design Specifications List: 2013 Draft Stds & Specs Site Summary Total Rainfall (in): 43 Total Disturbed Acreage: 8.54 Site Land Cover Summary Pre-ReDevelopment Land Cover (acres) Asoils BSoils CSoils DSoils Totals %of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 0.00 0.00 4.66 0.00 4.66 56 Impervious Cover (acres) 1 0.00 0.00 3.60 0.00 3.60 44 8.26 100 Post-ReDevelopment Land Cover (acres) Asoils BSoils CSoils DSoils Totals %of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf(acres) 1 0.00 1 0.00 3.20 0.00 3.20 39 Impervious Cover (acres) 1 0,00 0.00 5.06 0.00 5.06 61 8.26 100 Site Tv and Land Cover Nutrient Loads Final Post -Development Posit- Post- Adjusted Pre- (Post-ReDevelopment ReDevelopment Development ReDevelopment Impervious) &New lm p ) (New Impervious) Site Rv 0.67 0.61 0.95 0.61 Treatment Volume(its)20,005 14,970 5,035 14,970 TP Load (lb/yr) 12.57 9.41 3.16 9.41 Total TP Load Reduction Required (lb/yr) 4.45 1.88 2.56 Final Port -Development Load (Port-ReDevelopment & New Impervious) Pre- ReDevelopment TN Load (lb/yr) 89.92 72.53 Pre- ReDevelopment Final Post -Development Post-ReDevelopment TP TP Loadpervr) TP Load per acre Load per acre (lb/acre/yr) (lb/acre/yr) Ib acre 1.39 1.52 1.38 Summary Print Virginia Runoff Reduction Method Worioneet Site Compliance Summary Maximum% Reduction Required Below 20 Pre-ReDevelopment load Total Runoff Volume Reduction (ft) 0 Total TP Load Reduction Achieved (Ih/yr) 4.82 Total TN Load Reduction Achieved (Ih/yr) 0.00 Remaining Post Development TP Load (Ih/yr) 7.75 Remaining TP Load Reduction (Ih/yr) Required 0.00 "TARGET TP REDUCTION EXCEEDED BY 0.38 LB/YEAR ** Summary Print Virginia Runoff Reduction Method Worioneet ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ Drainage Area Summary D.A. A D.A. 8 D.A. C D.A. D D.A. E Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0.00 Managed Turf(aaes) 1.33 0.04 0.00 0.00 0.00 1.37 I mpervious Cotner (acres) 3.32 0.82 0.00 0.00 0.00 4.14 Total Area (acres) 4.65 0.86 0.00 0.00 0.00 5.51 Drainaae Area Compliance Summary D.A. A DA. R DA. C DA. D D.A. E Total TP Load Reduced Ib/ r 3.93 0.90 0.00 0.00 0.00 4.82 TN Load Reduced (lb/yr) 0.00 0.00 0.00 0.00 0.00 0.00 Summary Print Virginia Runoff Reduction Method Worio heel Drainage Area A Summary Land Cover Summary A Soils BSolis CSoils DSoils Total %of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 1 0.00 1 0.00 1.33 0.00 1.33 29 Impervious Cover (acres) 1 0.00 1 0.00 3.32 0.00 3.32 71 4.65 BMP Selections Managed Turf Impervious TP Load from BMP Treatment Untreated TP Load TP Removed TP Remaining Downstream Treatment Practice Credit Cover Credit s Upstream Volume (k) to Practice (Ibs) (Ib/yr) (Ih/yr) to be Employed ts) acres Area acres practices Ibz 14.h. Manufactured Treatment Device- 1.33 3.32 12,531.16 0.00 7.85 3.93 3.93 Filterin Total Impervious Cover Treated(acres) 3.32 Total Turf Area Treated (acres) 1.33 Total TP Load Reduction Achieved in D.A. h/ r 3.93 Total TN Load Reduction Achieved in D.A. 0.00 Ih/ r Summary Print Virginia Runoff Reduction Method Worioneet Drainage Area B Summary Land Cover Summary A Soils BSoils Csoils Dsoils Total %of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 1 0.00 1 0.00 0.04 0.00 0.04 5 Impervious Cover (acres) 1 0.00 1 0.00 0.82 0.00 0.82 95 0.86 BMP Selections Managed Turf Impervious TP Load from BMP Treatment Untreated TP Load TP Removed TP Remaining Downrtream Treatment Practice Credit Area Cover Credit s Volume (k) Upstream to Practice (Ihs) (Ib/yr) (Ih/yr) to he Employed acres Area acres Practices Ihs Manufactured Treatment Device - I14.b. 1 0.04 0.82 2,8S9.71 0.00 1.79 0.90 0.90 F Total Impervious Cover Treated(acres) 0.82 Total Turf Area Treated (acres) 0.04 Total TP Load Reduction Achieved in D.A. (lb/yr) 0.90 Total TN Load Reduction Achieved in D.A. (lb/yr) 0.00 Summary Print Virginia Runoff Redurbon Method Worioneet Runoff Volume and CN Calculations 1-yearstorm 2-yearstomn 10-year storm Target Rainfall Event (in) 0.00 0.00 0.00 Drainage Areas RV&CN Drainage Area Drainage Area Drainage Area Drainage AreaD Drainage AreaE CN 91 97 0 0 0 RR(ft'( 0 0 0 0 0 I -year return period RV wa RR(wsin) 0.00 0.00 0.00 0.00 0.00 RV w RR Iwsin) 0.00 0.00 0.00 0.00 0.00 rN adjusted 100 100 0 0 0 2-year return period RV wa RR(wzin) 0.00 0.00 0.00 0.00 0.00 RV w Re(wnin) 0.00 0.00 0.00 0.00 0.00 M adjufted 100 100 0 0 0 10-year return period RV we 0.00 0.00 a" 0.00 0.00 0.00 RV w RR (wsin) 0.00 0.00 0.00 0.00 0.00 rN adju.tetl 100 100 0 0 0 Summary Print 1S) ( i S Pre-Dev. - Area A Pre-Dev. - Area B Subcat Reach On Link Routing Diagram for Woodbrook-ES(033017) Prepared by TIMMONS GROUP, Printed 6/21/2021 HydroCAD® 10.00-19 s/n 06538 0 2016 HydroCAD Software Solutions LLC Woodbrook-ES(033017) Prepared by TIMMONS GROUP Type 1124-hr 1YR Rainfall=3. 01 " Summary for Subcatchment 1 S: Pre-Dev. - Area A Runoff = 14.44 cfs @ 12.02 hrs, Volume= 0.736 af, Depth> 1.40" Printed 6/21/2021 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1YR Rainfall=3.01" Area (ac) CN Description 1.030 61 >75% Grass cover, Good, HSG B 2.090 74 >75% Grass cover, Good, HSG C 1.900 98 Parking, Sidewalks, Asphalt 1.280 98 Existing Building 6.300 84 Weighted Average 3.120 49.52% Pervious Area 3.180 50.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.2 195 0.0580 0.32 Sheet Flow, Grass: Short n= 0.150 P2= 3.65" Subcatchment 1S: Pre-Dev. -Area A Hydrograph 16... I I I 15 C 14Type 11 24-hr - -- -- ' I I 13 1YR Rainfall=3.01" 11 Runoff Area=6.300 ac ---- ----II` 10- Runoff Volume=0.736 of 9` Runoff Depth>1.40" -; -- ° 8 LL 7Flow Length=195'—_—I' - 6: Slope=0.058Q'l-------;-----;---II, 51 Tc=10.2 min - 'II ---I -- --; -----'I 4 I I I I 3- CN=84' _ —I -r -r -r -, -r 2 I I I I I _IL _1 1 I I I i i ---'- __I ——-II I ---'---- I I I _____ ❑Runoff as cts I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Woodbrook-ES(033017) Prepared by TIMMONS GROUP Type 1124-hr 1 YR Rainfall=3.01 " Printed 6/21/2021 Summary for Subcatchment 2S: Pre-Dev. - Area B Runoff = 3.64 cfs @ 12.06 hrs, Volume= 0.203 af, Depth> 1.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1YR Rainfall=3.01" Area (ac) CN Description 1.820 74 >75% Grass cover, Good, HSG C 0.420 98 Impervious Area 2.240 79 Weighted Average 1.820 81.25% Pervious Area 0.420 18.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.0 190 0.0300 0.24 Sheet Flow, Grass: Short n= 0.150 P2= 3.65" Subcatchment 2S: Pre-Dev. - Area B Hydrograph Type II 24-hr 1YR Rainfall=3.01" 3- Runoff Area=2.240 ac Runoff Volume=0.203 of Runoff Depth>1.09" 2 Flow Length=190' Slope=0.0300 T Tc=13.0 min CN=79 i ■Runoff ------------ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Woodbrook-ES(033017) Prepared by TIMMONS GROUP Type 11 24-hr 2YR Rainfall=3.65" Summary for Subcatchment 1 S: Pre-Dev. - Area A Runoff = 19.49 cfs @ 12.02 hrs, Volume= 1.002 af, Depth> 1.91" Printed 6/21/2021 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2YR Rainfall=3.65" Area (ac) CN Description 1.030 61 >75% Grass cover, Good, HSG B 2.090 74 >75% Grass cover, Good, HSG C 1.900 98 Parking, Sidewalks, Asphalt 1.280 98 Existing Building 6.300 84 Weighted Average 3.120 49.52% Pervious Area 3.180 50.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.2 195 0.0580 0.32 Sheet Flow, Grass: Short n= 0.150 P2= 3.65" Subcatchment 1S: Pre-Dev. -Area A Hydrograph _- 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) ❑ Runaff Woodbrook-ES(033017) Prepared by TIMMONS GROUP Type 11 24-hr 2YR Rainfall=3.65" Printed 6/21/2021 Summary for Subcatchment 2S: Pre-Dev. - Area B Runoff = 5.17 cfs @ 12.05 hrs, Volume= 0.287 af, Depth> 1.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2YR Rainfall=3.65" Area (ac) CN Description 1.820 74 >75% Grass cover, Good, HSG C 0.420 98 Impervious Area 2.240 79 Weighted Average 1.820 81.25% Pervious Area 0.420 18.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.0 190 0.0300 0.24 Sheet Flow, Grass: Short n= 0.150 P2= 3.65" Subcatchment 2S: Pre-Dev. - Area B Hydrograph ❑ Runoff 5- Type 11 24-h r 2YR Rainfall=3.65" 4 Runoff Area=2.240 ac Runoff Volume=0.287 of 3. Runoff Depth>1.54" LL Flow Length=190' 2 Slope=0.0300 T Tc=13.0 min 1 CN=79 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Woodbrook-ES(033017) Prepared by TIMMONS GROUP Type 1124-hr 10YR Rainfall=5.51" Summary for Subcatchment 1 S: Pre-Dev. - Area A Runoff = 34.64 cfs @ 12.01 hrs, Volume= 1.831 af, Depth> 3.49" Printed 6/21/2021 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10YR Rainfall=5.51" Area (ac) CN Description 1.030 61 >75% Grass cover, Good, HSG B 2.090 74 >75% Grass cover, Good, HSG C 1.900 98 Parking, Sidewalks, Asphalt 1.280 98 Existing Building 6.300 84 Weighted Average 3.120 49.52% Pervious Area 3.180 50.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.2 195 0.0580 0.32 Sheet Flow, Grass: Short n= 0.150 P2= 3.65" Subcatchment 1S: Pre-Dev. -Area A Hydrograph 38-----r--r-------------- 36.. ------'r------r--i--� 34- Type ll 24-hr --- - -- -- -- 32 30. 10YR Rainfall=5.51"----;_---_-- 28 Runoff Area=6.300 ac --- 26 -- 24; Runoff. Volume=1.831-af-- ---'�, 2220- Runoff Depth>3.4V 18 Flow Length=19V' -- ......... 16 14- Slope=0.058Q'l' -! -- ,-- 12- 0- Tc=10.2 min------��, -----------��, 8-_CN=84+----------------------�--- 6 4 --------- -------------- - ----- 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Woodbrook-ES(033017) Prepared by TIMMONS GROUP Type 1124-hr 10YR Rainfall=5.51" Printed 6/21/2021 Summary for Subcatchment 2S: Pre-Dev. - Area B Runoff = 9.95 cfs @ 12.05 hrs, Volume= 0.561 af, Depth> 3.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10YR Rainfall=5.51" Area (ac) CN Description 1.820 74 >75% Grass cover, Good, HSG C 0.420 98 Impervious Area 2.240 79 Weighted Average 1.820 81.25% Pervious Area 0.420 18.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.0 190 0.0300 0.24 Sheet Flow, Grass: Short n= 0.150 P2= 3.65" Subcatchment 2S: Pre-Dev. - Area B Hydrograph I I I I 11- I I I I I I I I I I � RUnoff I I I I I I i I i 1 10Type 11.24-hr. 1 I I I I I I I 1 1 I ° _ 10YR Rainfall=5.51" III 8.; Runoff Area=2.240 ac 7 Runoff Volume=0.,561 of H - i -r -I -i Runoff Depth>3.06 1 Flow Length=190" LL I I 5 a 1 I I I I I I I I 1 I Slope=0.0300 '/' r---1---r--7---r--r--r---r--r---1---r-- --- I I I I I I I I I I 1 I I I I I I I I I I 1 I 3 Tc=13.0 min --'---1--J---L--1---L --'---1---'---1--J---L--J--- 1 1 _ � r--- r__r___I--- r __r___r__7___r __I___r--- �___r __r___r__1___ 2 17 1 1 1 1 1 1 1 1 1 I 1 I 1 I I 1 I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 3S 5P 4S /6P\ Post-Dev. - Area A SW A Post-Dev. - Area B S B Detained Detained 10S D 8L 7L � 9S Post-Dev. - Area A Post-Dev - Area A Un-detained Combined Post-Dev. - Area B Post-Dev. - Area B Combined Un-detained Subcat Reach On Link Routing Diagram for Woodbrook-ES(033017) Prepared by TIMMONS GROUP, Printed 6/21/2021 FHydroCAD@ 10.00-19 s/n 06538 0 2016 HydroCAD Software Solutions LLC Woodbrook-ES(033017) Prepared by TIMMONS GROUP Type 1124-hr 1 YR Rainfall=3.01 " Printed 6/21/2021 Summary for Subcatchment 3S: Post-Dev. - Area A Detained Runoff = 14.55 cfs @ 12.01 hrs, Volume= 0.752 af, Depth> 1.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1YR Rainfall=3.01" Area (ac) CN Description * 1.330 74 >75% Grass cover, Good, HSG C * 3.320 98 Impervious Area 4.650 91 Weighted Average 1.330 28.60% Pervious Area 3.320 71.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.5 110 0.0220 0.19 Sheet Flow, Grass: Short n= 0.150 P2= 3.65" Subcatchment 3S: Post-Dev. - Area A Detained Hydrograph 16. 15 i. -. I II � L---__ 14- Type 11 24-hr ---I I I I I 13: 1YR Rainfall=3.01"--------,---� 11-- Runoff Area=4.650 ac - -- -I I 1 ---I- I 10 ' - I I Runoff Volume=0.752 of Runoff=l Depth>1.� 3 8 � I I I I I I I I ° F1ovV tngth=l t0' -- JI--L--i---II LL ], 6 Slope=0.0220'1' 5 Tc=9.5 min 4 3 CN=_91---I---I, -- -- -- --r--, - r- -I 2 1 I I I I I I I I i i i Woodbrook-ES(033017) Prepared by TIMMONS GROUP Type 1124-hr 1 YR Rainfall=3.01 " Printed 6/21/2021 Summary for Subcatchment 4S: Post-Dev. - Area B Detained Runoff = 3.91 cfs @ 11.96 hrs, Volume= 0.190 af, Depth> 2.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1YR Rainfall=3.01" Area (ac) CN Description 0.190 74 >75% Grass cover, Good, HSG C 0.840 98 Impervious Area 1.030 94 Weighted Average 0.190 18.45% Pervious Area 0.840 81.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 4S: Post-Dev. - Area B Detained Hydrograph : I I I I I I I I 4 Type II 24-hlr III I � I 1YR Rainfall=3.01" 3 Runoff Area=1.030 a -- II Runoff Volume=0.190 of Runoff Depth>2.22" 2- Tc=6.0 min LL I I I I CN=94I 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 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Woodbrook-ES(033017) Prepared by TIMMONS GROUP Type 1124-hr 1 YR Rainfall=3.01 " Printed 6/21/2021 Summary for Subcatchment 9S: Post-Dev. - Area B Un-detained Runoff = 1.42 cfs @ 12.06 hrs, Volume= 0.079 af, Depth> 0.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1YR Rainfall=3.01" Area (ac) CN Description 0.130 80 >75% Grass cover, Good, HSG D 0.350 98 Impervious Area 0.490 61 >75% Grass cover, Good, HSG B 0.970 77 Weighted Average 0.620 63.92% Pervious Area 0.350 36.08% Impervious Area Tc Length Slope min) (feet) (ft/ft) 12.8 170 0.0250 Description 0.22 Sheet Flow, Grass: Short n= 0.150 P2= 3.65" Subcatchment 9S: Post-Dev. - Area B Un-detained Hydrograph ■ Runoff Type 11 24-h r 1YR Rainfall=3.01" Runoff Area=0.970 ac Runoff Volume=0.079 of Runoff Depth>0.97" Flow Length=170' Slope=0.0250 T I I Tc=12.8 min CN=77 1 2 3 4 5 6 7 8 9 10 11 Time (hours) Woodbrook-ES(033017) Prepared by TIMMONS GROUP Type 1124-hr 1 YR Rainfall=3.01 " Printed 6/21/2021 Summary for Subcatchment 10S: Post-Dev. - Area A Un-detained Runoff = 2.35 cfs @ 12.01 hrs, Volume= 0.114 af, Depth> 0.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1YR Rainfall=3.01" Area (ac) CN Description 1.340 61 >75% Grass cover, Good, HSG B 0.550 98 Impervious Area 1.890 72 Weighted Average 1.340 70.90% Pervious Area 0.550 29.10% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.6 130 0.0400 0.25 Sheet Flow, Grass: Short n= 0.150 P2= 3.65" Subcatchment 10S: Post-Dev. - Area A Un-detained Hydrograph Type II 24-hr I I I I 1YR Rain all-- 11 _}___ 3.01 I I � I Runoff Area=1.890 ac Runoff Volume=0.114 of Runoff Depth>0.73" Flow Length=130' LL Slope=0.0400 '/' Tc=8.6 min CN=72 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 Time (hours) 14 15 16 17 18 19 20 Woodbrook-ES(033017) Prepared by TIMMONS GROUP Type 1124-hr 1YR Rainfall=3. 01 " Summary for Pond 5P: SWM A Printed 6/21/2021 Inflow Area = 4.650 ac, 71.40% Impervious, Inflow Depth > 1.94" for 1YR event Inflow = 14.55 cfs @ 12.01 hrs, Volume= 0.752 of Outflow = 8.11 cfs @ 12.12 hrs, Volume= 0.752 af, Atten= 44%, Lag= 6.7 min Primary = 8.11 cfs @ 12.12 hrs, Volume= 0.752 of Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 481.59' @ 12.12 hrs Surf.Area= 2,568 sf Storage= 9,746 cf Plug -Flow detention time= 40.5 min calculated for 0.750 of (100% of inflow) Center -of -Mass det. time= 40.1 min ( 808.1 - 768.0 ) Volume Invert Avail.Storage Storage Description #1 476.24' 14,817 cf 84.0" Round Pipe Storage L= 385.0' S= 0.0050 T Device Routing Invert Outlet Devices #1 Primary 476.24' 18.0" Round Culvert L= 40.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 476.24' / 475.50' S= 0.0185 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 476.24' 4.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 479.50' 15.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 481.59' 5.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=8.03 cfs @ 12.12 hrs HW=481.56' (Free Discharge) L1=Culvert (Passes 8.03 cfs of 22.38 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.95 cfs @ 10.93 fps) 3=Orifice/Grate (Orifice Controls 7.08 cfs @ 5.77 fps) =Sharp -Crested Rectangular Weir( Controls 0.00 cfs) Wood brook-ES(033017) Prepared by TIMMONS GROUP Pond 5P: SWM A Hydrograph — ---- —- ------ ------ - --- I I I I I I I I I 16 _____I---r--r---r--r--r------r--r-- 15=lafrpwArea_=_� IS, ac 14 13 -Pe*-F-F0v=44f-59;`--11, -- --'I --,--,---r--r------ --------r--r--, 12 Sto'Irage`9 746-pf- 10 1 1 1 1 1 1 1 1 s 8„ I I I I 3 LL 7 I 6--7 I I r 5 I I I I I I I I I I , 4 I I I I_ I I I I I I I I li Time (hour) Type // 24-hr 1YR Rainfall=3. 01 " Printed 6/21/2021 -r-----r--r-----r--r-- Pnma iss as ry I I I I I I I I I I I I I I I I I I 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 I I I I I I I I I I I I I I I I I I I I Woodbrook-ES(033017) Prepared by TIMMONS GROUP Elevation Primary (feet) (cfs) 476.24 0.00 476.34 0.02 476.44 0.08 476.54 0.15 476.64 0.20 476.74 0.24 476.84 0.28 476.94 0.31 477.04 0.33 477.14 0.36 477.24 0.38 477.34 0.41 477.44 0.43 477.54 0.45 477.64 0.47 477.74 0.49 477.84 0.50 477.94 0.52 478.04 0.54 478.14 0.55 478.24 0.57 478.34 0.58 478.44 0.60 478.54 0.61 478.64 0.63 478.74 0.64 478.84 0.66 478.94 0.67 479.04 0.68 479.14 0.69 479.24 0.71 479.34 0.72 479.44 0.73 479.54 0.75 479.64 0.85 479.74 1.04 479.84 1.31 479.94 1.66 480.04 2.07 480.14 2.53 480.24 3.04 480.34 3.57 480.44 4.11 480.54 4.64 480.64 5.13 480.74 5.52 480.84 5.88 480.94 6.23 481.04 6.56 481.14 6.87 481.24 7.16 481.34 7.45 Type 1124-hr 1YR Rainfall=3. 01 " Stage -Discharge for Pond 5P: SWM A Elevation Primary (feet) (cfs) 481.44 7.72 481.54 7.98 481.64 8.42 481.74 9.42 481.84 10.74 481.94 12.29 482.04 14.02 482.14 15.92 482.24 17.95 482.34 20.12 482.44 22.40 482.54 24.66 482.64 24.89 482.74 25.11 482.84 25.32 482.94 25.54 483.04 25.75 483.14 25.97 483.24 26.18 483.34 26.38 483.44 26.59 483.54 26.80 483.64 27.00 483.74 27.20 483.84 27.41 483.94 27.61 484.04 27.80 484.14 28.00 484.24 28.20 484.34 28.39 484.44 28.58 484.54 28.77 484.64 28.96 484.74 29.15 484.84 29.34 484.94 29.53 485.04 29.71 485.14 29.90 Printed 6/21/2021 Woodbrook-ES(033017) Prepared by TIMMONS GROUP Type 1124-hr 1YR Rainfall=3. 01 " Summary for Pond 6P: SWM B Printed 6/21/2021 Inflow Area = 1.030 ac, 81.55% Impervious, Inflow Depth > 2.22" for 1YR event Inflow = 3.91 cfs @ 11.96 hrs, Volume= 0.190 of Outflow = 0.92 cfs @ 12.13 hrs, Volume= 0.190 af, Atten= 76%, Lag= 10.0 min Primary = 0.92 cfs @ 12.13 hrs, Volume= 0.190 of Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 484.14' @ 12.13 hrs Surf.Area= 0.023 ac Storage= 0.074 of Plug -Flow detention time= 53.1 min calculated for 0.190 of (100% of inflow) Center -of -Mass det. time= 52.9 min ( 804.5 - 751.7 ) Volume Invert Avail.Storage Storage Description #1 480.00' 0.114 of 72.0" Round Pipe Storage L= 175.0' S= 0.0050 '/' Device Routing Invert Outlet Devices #1 Primary 480.00' 15.0" Round Culvert L= 40.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 480.00' / 479.20' S= 0.0200 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 480.00' 3.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 483.95' 20.0" W x 5.0" H Vert. Orifice/Grate C= 0.600 #4 Device 1 485.55' 4.7' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.90 cfs @ 12.13 hrs HW=484.14' (Free Discharge) L1=Culvert (Passes 0.90 cfs of 12.95 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.47 cfs @ 9.64 fps) 3=Orifice/Grate (Orifice Controls 0.43 cfs @ 1.39 fps) =Sharp -Crested Rectangular Weir( Controls 0.00 cfs) Wood brook-ES(033017) Prepared by TIMMONS GROUP Type // 24-hr 1YR Rainfall=3. 01 " Printed 6/21/2021 Pond 6P: SWM B Hydrograph 3 Inflpw► Aire6=1.030 aic I I I I I I I Re0k F-Iov=404�14;' ----------- --- 3 Stdrage=0,6074 of 2 LL I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 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 10 11 Time (hours) Woodbrook-ES(033017) Prepared by TIMMONS GROUP Elevation Primary (feet) (cfs) 480.00 0.00 480.04 0.00 480.08 0.01 480.12 0.03 480.16 0.05 480.20 0.06 480.24 0.08 480.28 0.09 480.32 0.10 480.36 0.11 480.40 0.12 480.44 0.13 480.48 0.14 480.52 0.15 480.56 0.16 480.60 0.16 480.64 0.17 480.68 0.18 480.72 0.18 480.76 0.19 480.80 0.19 480.84 0.20 480.88 0.21 480.92 0.21 480.96 0.22 481.00 0.22 481.04 0.23 481.08 0.23 481.12 0.24 481.16 0.24 481.20 0.25 481.24 0.25 481.28 0.25 481.32 0.26 481.36 0.26 481.40 0.27 481.44 0.27 481.48 0.28 481.52 0.28 481.56 0.28 481.60 0.29 481.64 0.29 481.68 0.29 481.72 0.30 481.76 0.30 481.80 0.31 481.84 0.31 481.88 0.31 481.92 0.32 481.96 0.32 482.00 0.32 482.04 0.33 Type 1124-hr 1YR Rainfall=3. 01 " Stage -Discharge for Pond 6P: SWM B Elevation Primary (feet) (cfs) 482.08 0.33 482.12 0.33 482.16 0.34 482.20 0.34 482.24 0.34 482.28 0.35 482.32 0.35 482.36 0.35 482.40 0.36 482.44 0.36 482.48 0.36 482.52 0.37 482.56 0.37 482.60 0.37 482.64 0.37 482.68 0.38 482.72 0.38 482.76 0.38 482.80 0.39 482.84 0.39 482.88 0.39 482.92 0.40 482.96 0.40 483.00 0.40 483.04 0.40 483.08 0.41 483.12 0.41 483.16 0.41 483.20 0.41 483.24 0.42 483.28 0.42 483.32 0.42 483.36 0.43 483.40 0.43 483.44 0.43 483.48 0.43 483.52 0.44 483.56 0.44 483.60 0.44 483.64 0.44 483.68 0.45 483.72 0.45 483.76 0.45 483.80 0.45 483.84 0.46 483.88 0.46 483.92 0.46 483.96 0.47 484.00 0.53 484.04 0.61 484.08 0.72 484.12 0.85 Elevation Primary (feet) (cfs) 484.16 0.99 484.20 1.15 484.24 1.31 484.28 1.50 484.32 1.69 484.36 1.89 484.40 2.07 484.44 2.22 484.48 2.35 484.52 2.48 484.56 2.59 484.60 2.70 484.64 2.80 484.68 2.90 484.72 3.00 484.76 3.09 484.80 3.18 484.84 3.26 484.88 3.35 484.92 3.43 484.96 3.51 485.00 3.58 485.04 3.66 485.08 3.73 485.12 3.80 485.16 3.87 485.20 3.94 485.24 4.01 485.28 4.07 485.32 4.14 485.36 4.20 485.40 4.26 485.44 4.33 485.48 4.39 485.52 4.45 485.56 4.52 485.60 4.74 485.64 5.04 485.68 5.39 485.72 5.80 485.76 6.26 485.80 6.75 485.84 7.27 485.88 7.82 485.92 8.41 485.96 9.02 486.00 9.66 486.04 10.32 486.08 11.01 486.12 11.71 486.16 12.44 486.20 13.19 Printed 6/21/2021 Elevation Primary (feet) (cfs) 486.24 13.96 486.28 14.74 486.32 15.55 486.36 16.37 486.40 16.45 486.44 16.50 486.48 16.56 486.52 16.61 486.56 16.67 486.60 16.72 486.64 16.78 486.68 16.83 486.72 16.89 486.76 16.94 486.80 16.99 486.84 17.05 Woodbrook-ES(033017) Prepared by TIMMONS GROUP Type 1124-hr 1 YR Rainfall=3.01 " Printed 6/21/2021 Summary for Link 7L: Post-Dev. - Area B Combined Inflow Area = 2.000 ac, 59.50% Impervious, Inflow Depth > 1.61" for 1YR event Inflow = 2.19 cfs @ 12.10 hrs, Volume= 0.269 of Primary = 2.19 cfs @ 12.10 hrs, Volume= 0.269 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Link 7L: Post-Dev. - Area B Combined Hydrograph ■ Inflow ❑ Primary Time (hours) Woodbrook-ES(033017) Prepared by TIMMONS GROUP Type 1124-hr 1 YR Rainfall=3.01 " Printed 6/21/2021 Summary for Link 8L: Post-Dev - Area A Combined Inflow Area = 6.540 ac, 59.17% Impervious, Inflow Depth > 1.59" for 1YR event Inflow = 9.71 cfs @ 12.07 hrs, Volume= 0.866 of Primary = 9.71 cfs @ 12.07 hrs, Volume= 0.866 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Link 8L: Post-Dev - Area A Combined Hydrograph �, -___-----r--r-- - ______-__r__� ■Inflow i ■Primary -Inflow Area=0 a40-ac a" Lam^ g 0 5 ------�_- - - -- 4 2 Time (hours) Woodbrook-ES(033017) Prepared by TIMMONS GROUP Type 11 24-hr 2YR Rainfall=3.65" Printed 6/21/2021 Summary for Subcatchment 3S: Post-Dev. - Area A Detained Runoff = 18.52 cfs @ 12.00 hrs, Volume= 0.973 af, Depth> 2.51" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2YR Rainfall=3.65" Area (ac) CN Description * 1.330 74 >75% Grass cover, Good, HSG C * 3.320 98 Impervious Area 4.650 91 Weighted Average 1.330 28.60% Pervious Area 3.320 71.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.5 110 0.0220 0.19 Sheet Flow, Grass: Short n= 0.150 P2= 3.65" 19 18 17 16 15 H 'IL 3 10 W 9 8 7 1 1 o, 0 Subcatchment 3S: Post-Dev. - Area A Detained Hydrograph _L _- _I _1 I I I I I I I I I I I 18.5P Cs Type 11 24-hr Yp I I I 2YR Rainfall=3.65" --; --;-- Runoff Area=4.650 ac - -- Runoff Volume=0.973 of ---II, Runoff Depth>2.51" I I I Flow Length=110' - Slope=0.0220 '/' Tc=9.5 min - CN=9111. a I _I _r _r ----------- I I I I I I I ■ Runofi I I I I I I -------------- I I I I I I _L _J I I I I I I I I I I I I -------------------------- I T -I T -1 I I I I I I I I I I I I I I I I I I I I -r r -Y I I r I r _1 10 11 12 13 14 15 16 17 18 19 20 Woodbrook-ES(033017) Prepared by TIMMONS GROUP Type 11 24-hr 2YR Rainfall=3.65" Printed 6/21/2021 Summary for Subcatchment 4S: Post-Dev. - Area B Detained Runoff = 4.87 cfs @ 11.96 hrs, Volume= 0.241 af, Depth> 2.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2YR Rainfall=3.65" Area (ac) CN Description 0.190 74 >75% Grass cover, Good, HSG C 0.840 98 Impervious Area 1.030 94 Weighted Average 0.190 18.45% Pervious Area 0.840 81.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 4S: Post-Dev. - Area B Detained Hydrograph -- - -- ❑Runoff 5 ae7ca Type II 24-hr 2YR Rainfall=3.65"---------- 4 Runoff Area=1.030 ac Runoff Volume=0.241 of w 3_ Runoff Depth>2.81" LL Tc=6.0 min 2 CN=94 -, -- - --- ------ 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Woodbrook-ES(033017) Prepared by TIMMONS GROUP Type 11 24-hr 2YR Rainfall=3.65" Printed 6/21/2021 Summary for Subcatchment 9S: Post-Dev. - Area B Un-detained Runoff = 2.06 cfs @ 12.05 hrs, Volume= 0.114 af, Depth> 1.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2YR Rainfall=3.65" Area (ac) CN Description 0.130 80 >75% Grass cover, Good, HSG D 0.350 98 Impervious Area 0.490 61 >75% Grass cover, Good, HSG B 0.970 77 Weighted Average 0.620 63.92% Pervious Area 0.350 36.08% Impervious Area Tc Length Slope min) (feet) (ft/ft) 12.8 170 0.0250 Description 0.22 Sheet Flow, Grass: Short n= 0.150 P2= 3.65" Subcatchment 9S: Post-Dev. - Area B Un-detained Hydrograph M.a 2 Type 1124-h r 2YR Rainfall=3.65" Runoff Area=0.970 ac Runoff Volume=0.114 of Runoff Depth>1.41" Flow Length=170' I I Slope=0.0250 T 1 I Tc=12.8 min CN=77 1 2 3 4 5 6 7 8 9 10 11 Time (hours) ■ Runoff Woodbrook-ES(033017) Prepared by TIMMONS GROUP Type 11 24-hr 2YR Rainfall=3.65" Printed 6/21/2021 Summary for Subcatchment 10S: Post-Dev. - Area A Un-detained Runoff = 3.63 cfs @ 12.01 hrs, Volume= 0.173 af, Depth> 1.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2YR Rainfall=3.65" Area (ac) CN Description 1.340 61 >75% Grass cover, Good, HSG B 0.550 98 Impervious Area 1.890 72 Weighted Average 1.340 70.90% Pervious Area 0.550 29.10% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.6 130 0.0400 0.25 Sheet Flow, Grass: Short n= 0.150 P2= 3.65" Subcatchment 10S: Post-Dev. - Area A Un-detained Hydrograph 4 ❑Runoff 363 ch i i i i Type 11 24-h r 2YR Rainfall=3.65" 3 Runoff Area=1.890 ac Runoff Volume=0.173 of Runoff Depth>1.10" 2 Flow Length=130' Slope=0.0400 '/' Tc=8.6 min CN=72 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Woodbrook-ES(033017) Prepared by TIMMONS GROUP Type 11 24-hr 2YR Rainfall=3.65" Summary for Pond 5P: SWM A Printed 6/21/2021 Inflow Area = 4.650 ac, 71.40% Impervious, Inflow Depth > 2.51" for 2YR event Inflow = 18.52 cfs @ 12.00 hrs, Volume= 0.973 of Outflow = 15.04 cfs @ 12.07 hrs, Volume= 0.972 af, Atten= 19%, Lag= 4.1 min Primary = 15.04 cfs @ 12.07 hrs, Volume= 0.972 of Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 482.1 V @ 12.07 hrs Surf.Area= 2,422 sf Storage= 11,044 cf Plug -Flow detention time= 38.4 min calculated for 0.970 of (100% of inflow) Center -of -Mass det. time= 37.9 min ( 799.8 - 761.9 ) Volume Invert Avail.Storage Storage Description #1 476.24' 14,817 cf 84.0" Round Pipe Storage L= 385.0' S= 0.0050 T Device Routing Invert Outlet Devices #1 Primary 476.24' 18.0" Round Culvert L= 40.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 476.24' / 475.50' S= 0.0185 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 476.24' 4.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 479.50' 15.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 481.59' 5.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=14.25 cfs @ 12.07 hrs HW=482.05' (Free Discharge) L1=Culvert (Passes 14.25 cfs of 23.55 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.00 cfs @ 11.44 fps) 3=Orifice/Grate (Orifice Controls 8.20 cfs @ 6.68 fps) =Sharp -Crested Rectangular Weir(Weir Controls 5.04 cfs @ 2.22 fps) Wood brook-ES(033017) Prepared by TIMMONS GROUP Pond 5P: SWM A Hydrograph I , 20 19 I I I I I I I I I --T---I---i--T--- I ---I- S --- _^ - r, rflow Area=t ��1E1-aV- 18 17 ,' --L--J_-----L - --/ '--- --iA-----L--' -Fe0k-F-•Yv�2ti V --L- 16 , ,, --,---r--r--T------ --------Y--r ,s. I � T ,s -Storage=11;044-ef--'T--T-- 14 I I I I I I I 13 , I I I __J__J___I___1__J___L__L__J___L__L__ 12 •••• , , -Y --I -I -T -I -� -T -, -r -T 3 10 T--T---T--T__ T __- I II___I___I LL g I I 8 I I I I I 1 I I 1 7 ,' 1 8 , , _Y _I _I _T -I -� 1 -T 3 ,' 1 L--i--Jl---i1-- __1__J___L__1__�___I `__ 2 Time (horns) Type 11 24-hr 2YR Rainfall=3.65" Printed 6/21/2021 ■Inflow __i___,___i__ ■ P=ry I I I I I IIIIIII T, - - ---I ----- I --- T--T--- ___r-- I I I I I I _L _J _I _L 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 _L_ I L__ JI___II___ L__ I I I I Woodbrook-ES(033017) Prepared by TIMMONS GROUP Elevation Primary (feet) (cfs) 476.24 0.00 476.34 0.02 476.44 0.08 476.54 0.15 476.64 0.20 476.74 0.24 476.84 0.28 476.94 0.31 477.04 0.33 477.14 0.36 477.24 0.38 477.34 0.41 477.44 0.43 477.54 0.45 477.64 0.47 477.74 0.49 477.84 0.50 477.94 0.52 478.04 0.54 478.14 0.55 478.24 0.57 478.34 0.58 478.44 0.60 478.54 0.61 478.64 0.63 478.74 0.64 478.84 0.66 478.94 0.67 479.04 0.68 479.14 0.69 479.24 0.71 479.34 0.72 479.44 0.73 479.54 0.75 479.64 0.85 479.74 1.04 479.84 1.31 479.94 1.66 480.04 2.07 480.14 2.53 480.24 3.04 480.34 3.57 480.44 4.11 480.54 4.64 480.64 5.13 480.74 5.52 480.84 5.88 480.94 6.23 481.04 6.56 481.14 6.87 481.24 7.16 481.34 7.45 Type 11 24-hr 2YR Rainfall=3.65" Stage -Discharge for Pond 5P: SWM A Elevation Primary (feet) (cfs) 481.44 7.72 481.54 7.98 481.64 8.42 481.74 9.42 481.84 10.74 481.94 12.29 482.04 14.02 482.14 15.92 482.24 17.95 482.34 20.12 482.44 22.40 482.54 24.66 482.64 24.89 482.74 25.11 482.84 25.32 482.94 25.54 483.04 25.75 483.14 25.97 483.24 26.18 483.34 26.38 483.44 26.59 483.54 26.80 483.64 27.00 483.74 27.20 483.84 27.41 483.94 27.61 484.04 27.80 484.14 28.00 484.24 28.20 484.34 28.39 484.44 28.58 484.54 28.77 484.64 28.96 484.74 29.15 484.84 29.34 484.94 29.53 485.04 29.71 485.14 29.90 Printed 6/21/2021 Woodbrook-ES(033017) Prepared by TIMMONS GROUP Type 11 24-hr 2YR Rainfall=3.65" Summary for Pond 6P: SWM B Printed 6/21/2021 Inflow Area = 1.030 ac, 81.55% Impervious, Inflow Depth > 2.81" for 2YR event Inflow = 4.87 cfs @ 11.96 hrs, Volume= 0.241 of Outflow = 2.65 cfs @ 12.07 hrs, Volume= 0.241 af, Atten= 45%, Lag= 6.3 min Primary = 2.65 cfs @ 12.07 hrs, Volume= 0.241 of Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 484.57' @ 12.07 hrs Surf.Area= 0.022 ac Storage= 0.083 of Plug -Flow detention time= 48.0 min calculated for 0.241 of (100% of inflow) Center -of -Mass det. time= 47.9 min ( 793.9 - 746.0 ) Volume Invert Avail.Storage Storage Description #1 480.00' 0.114 of 72.0" Round Pipe Storage L= 175.0' S= 0.0050 '/' Device Routing Invert Outlet Devices #1 Primary 480.00' 15.0" Round Culvert L= 40.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 480.00' / 479.20' S= 0.0200 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 480.00' 3.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 483.95' 20.0" W x 5.0" H Vert. Orifice/Grate C= 0.600 #4 Device 1 485.55' 4.7' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=2.48 cfs @ 12.07 hrs HW=484.52' (Free Discharge) L1=Culvert (Passes 2.48 cfs of 13.61 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.50 cfs @ 10.10 fps) 3=Orifice/Grate (Orifice Controls 1.99 cfs @ 2.86 fps) =Sharp -Crested Rectangular Weir( Controls 0.00 cfs) Wood brook-ES(033017) Prepared by TIMMONS GROUP Type 11 24-hr 2YR Rainfall=3.65" Printed 6/21/2021 Pond 6P: SWM B Hydrograph I 1 I I I I I I I I I I I I I I I 5 Inflpwr area=�I.d3d aic Pe0rk-,F16v=4$4.l-- Stdrage=0.083 a III I I I I I .p 9 z.a5 I I I I I I I I I I I I I LL 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 I I I 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 1 I I I I I I I I I 1 I I I I I I 9 10 11 Time (hours) Woodbrook-ES(033017) Prepared by TIMMONS GROUP Elevation Primary (feet) (cfs) 480.00 0.00 480.04 0.00 480.08 0.01 480.12 0.03 480.16 0.05 480.20 0.06 480.24 0.08 480.28 0.09 480.32 0.10 480.36 0.11 480.40 0.12 480.44 0.13 480.48 0.14 480.52 0.15 480.56 0.16 480.60 0.16 480.64 0.17 480.68 0.18 480.72 0.18 480.76 0.19 480.80 0.19 480.84 0.20 480.88 0.21 480.92 0.21 480.96 0.22 481.00 0.22 481.04 0.23 481.08 0.23 481.12 0.24 481.16 0.24 481.20 0.25 481.24 0.25 481.28 0.25 481.32 0.26 481.36 0.26 481.40 0.27 481.44 0.27 481.48 0.28 481.52 0.28 481.56 0.28 481.60 0.29 481.64 0.29 481.68 0.29 481.72 0.30 481.76 0.30 481.80 0.31 481.84 0.31 481.88 0.31 481.92 0.32 481.96 0.32 482.00 0.32 482.04 0.33 Type 11 24-hr 2YR Rainfall=3.65" Stage -Discharge for Pond 6P: SWM B Elevation Primary (feet) (cfs) 482.08 0.33 482.12 0.33 482.16 0.34 482.20 0.34 482.24 0.34 482.28 0.35 482.32 0.35 482.36 0.35 482.40 0.36 482.44 0.36 482.48 0.36 482.52 0.37 482.56 0.37 482.60 0.37 482.64 0.37 482.68 0.38 482.72 0.38 482.76 0.38 482.80 0.39 482.84 0.39 482.88 0.39 482.92 0.40 482.96 0.40 483.00 0.40 483.04 0.40 483.08 0.41 483.12 0.41 483.16 0.41 483.20 0.41 483.24 0.42 483.28 0.42 483.32 0.42 483.36 0.43 483.40 0.43 483.44 0.43 483.48 0.43 483.52 0.44 483.56 0.44 483.60 0.44 483.64 0.44 483.68 0.45 483.72 0.45 483.76 0.45 483.80 0.45 483.84 0.46 483.88 0.46 483.92 0.46 483.96 0.47 484.00 0.53 484.04 0.61 484.08 0.72 484.12 0.85 Elevation Primary (feet) (cfs) 484.16 0.99 484.20 1.15 484.24 1.31 484.28 1.50 484.32 1.69 484.36 1.89 484.40 2.07 484.44 2.22 484.48 2.35 484.52 2.48 484.56 2.59 484.60 2.70 484.64 2.80 484.68 2.90 484.72 3.00 484.76 3.09 484.80 3.18 484.84 3.26 484.88 3.35 484.92 3.43 484.96 3.51 485.00 3.58 485.04 3.66 485.08 3.73 485.12 3.80 485.16 3.87 485.20 3.94 485.24 4.01 485.28 4.07 485.32 4.14 485.36 4.20 485.40 4.26 485.44 4.33 485.48 4.39 485.52 4.45 485.56 4.52 485.60 4.74 485.64 5.04 485.68 5.39 485.72 5.80 485.76 6.26 485.80 6.75 485.84 7.27 485.88 7.82 485.92 8.41 485.96 9.02 486.00 9.66 486.04 10.32 486.08 11.01 486.12 11.71 486.16 12.44 486.20 13.19 Printed 6/21/2021 Elevation Primary (feet) (cfs) 486.24 13.96 486.28 14.74 486.32 15.55 486.36 16.37 486.40 16.45 486.44 16.50 486.48 16.56 486.52 16.61 486.56 16.67 486.60 16.72 486.64 16.78 486.68 16.83 486.72 16.89 486.76 16.94 486.80 16.99 486.84 17.05 Woodbrook-ES(033017) Prepared by TIMMONS GROUP Type 11 24-hr 2YR Rainfall=3.65" Printed 6/21/2021 Summary for Link 7L: Post-Dev. - Area B Combined Inflow Area = 2.000 ac, 59.50% Impervious, Inflow Depth > 2.13" for 2YR event Inflow = 4.69 cfs @ 12.06 hrs, Volume= 0.355 of Primary = 4.69 cfs @ 12.06 hrs, Volume= 0.355 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs 1 Link 7L: Post-Dev. - Area B Combined Hydrograph --------------------- r-- _------r-- ------------------r-----�___ ■Inflow °fig cfa ❑ Primary Inflow Area=2.000 i °h - - ----- - - - - -- r - -, -- - 9 10 11 12 13 14 Time (hours) Woodbrook-ES(033017) Prepared by TIMMONS GROUP Type 11 24-hr 2YR Rainfall=3.65" Printed 6/21/2021 Summary for Link 8L: Post-Dev - Area A Combined Inflow Area = 6.540 ac, 59.17% Impervious, Inflow Depth > 2.10" for 2YR event Inflow = 17.93 cfs @ 12.07 hrs, Volume= 1.146 of Primary = 17.93 cfs @ 12.07 hrs, Volume= 1.146 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Link 8L: Post-Dev - Area A Combined Hydrograph 20 ___ __ ______ __ ___�___�__ ■Inflow Primary 1 * Area=k�.$A-ac 17.0 _ nfr - -- --J-- --- 17 16 ______ __ ___,___ 14 13 �r__ _____________�___r_ _____------ r__------ 12 3 10- 0 9 7 r___�___r__r_____________�___r_ 4 --i--------i--------i--J-----i-- i--J-----L--J------�-- i J_J -- Time (hours) Woodbrook-ES(033017) Prepared by TIMMONS GROUP Type 1124-hr 10YR Rainfall=5.51" Printed 6/21/2021 Summary for Subcatchment 3S: Post-Dev. - Area A Detained Runoff = 30.00 cfs @ 12.00 hrs, Volume= 1.632 af, Depth> 4.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10YR Rainfall=5.51" Area (ac) CN Description * 1.330 74 >75% Grass cover, Good, HSG C * 3.320 98 Impervious Area 4.650 91 Weighted Average 1.330 28.60% Pervious Area 3.320 71.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.5 110 0.0220 0.19 Sheet Flow, Grass: Short n= 0.150 P2= 3.65" Subcatchment 3S: Post-Dev. - Area A Detained Hydrograph 32-- __---r------r---- C 30 Type 11 24-hr 28 II I I I 26 10YR Rainfall=5.5V--- -- -- 24- Runoff.Area=4.650 ac --- ;---'L 20 Runoff Volume=1.632 of -- 18- Runoff. Depth>4.21"_- 16 Flow Length=110' -- -- 14 12-: Slope=0.0220 '/ I I I I 10- Tc=9.5 min - 8 CN=91 I 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) ❑ Runoff Woodbrook-ES(033017) Prepared by TIMMONS GROUP Type 1124-hr 10YR Rainfall=5.51" Printed 6/21/2021 Summary for Subcatchment 4S: Post-Dev. - Area B Detained Runoff = 7.62 cfs @ 11.96 hrs, Volume= 0.390 af, Depth> 4.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10YR Rainfall=5.51" Area (ac) CN Description 0.190 74 >75% Grass cover, Good, HSG C 0.840 98 Impervious Area 1.030 94 Weighted Average 0.190 18.45% Pervious Area 0.840 81.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 4S: Post-Dev. - Area B Detained Hydrograph I I 1 i I I I I I I 1 I I I 1 I I __�___I---'---�___`--�___�__'---�___i---I---x-_a___�__1___I___i__a___4__ ■Runoff I I7.62 ch I 1 I I I I I I Type 11 Ypell 24-h IC 1 1 1 7 I 1 I I I I I I 10YR Rainfall=5.51" 1 6 Runoff Area=1.030 at 1 I I I 1 1 I Runoff Volume=0.390 of----- 1 1 5_ 1 1 Runoff Depth>4.55" = = = -------- I I I 1 I I I I I I 4.. Tc=6.0 min LL I 1 I I I I 1 I I I I 1 I CN=94-----------, -- -- - -- ---- - -- -- & li i i I I I 1 I I I I 1 I I I I I I 1 1 I 1 1 1 1 2... I 1 I I I I 1 I I I I 1 I I I I I I I 1 I I I I 1 I I I I I I I I I I I 1 I I I I 1 I I I I i I I I I I I 1' 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 Time (hours) Woodbrook-ES(033017) Prepared by TIMMONS GROUP Type 1124-hr 10YR Rainfall=5.51" Printed 6/21/2021 Summary for Subcatchment 9S: Post-Dev. - Area B Un-detained Runoff = 4.09 cfs @ 12.05 hrs, Volume= 0.228 af, Depth> 2.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10YR Rainfall=5.51" Area (ac) CN Description 0.130 80 >75% Grass cover, Good, HSG D 0.350 98 Impervious Area 0.490 61 >75% Grass cover, Good, HSG B 0.970 77 Weighted Average 0.620 63.92% Pervious Area 0.350 36.08% Impervious Area Tc Length Slope min) (feet) (ft/ft) 12.8 170 0.0250 Description 0.22 Sheet Flow, Grass: Short n= 0.150 P2= 3.65" Subcatchment 9S: Post-Dev. - Area B Un-detained Hydrograph ❑ Runoff Type II 24; hlr r 1OYR Rainfall=5.51" Run'off-ArearD-970-ad - -�--- -- 3- Runoff Volume=O.,220 of Runoff, Depth>182" Flow Len th- 2- g -170 Slope=0.0250 '/' ' CN 778 rnini__� I ........ 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Woodbrook-ES(033017) Prepared by TIMMONS GROUP Type 1124-hr 10YR Rainfall=5.51" Printed 6/21/2021 Summary for Subcatchment 10S: Post-Dev. - Area A Un-detained Runoff = 7.86 cfs @ 12.00 hrs, Volume= 0.375 af, Depth> 2.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10YR Rainfall=5.51" Area (ac) CN Description 1.340 61 >75% Grass cover, Good, HSG B 0.550 98 Impervious Area 1.890 72 Weighted Average 1.340 70.90% Pervious Area 0.550 29.10% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.6 130 0.0400 0.25 Sheet Flow, Grass: Short n= 0.150 P2= 3.65" Subcatchment 10S: Post-Dev. - Area A Un-detained Hydrograph II II ❑Runoff ]85 ch 8 Type 11 24-h r I I I I I I I I I I r___r__r___I_ r__r___r__r__r___r__ 7- 10YR Rainfall=5.51" I I I I I I Runoff Area=1.890 ac Runoff Volume=0.375 of I I I I I I I I I I I I I I 5 Runoff Depth>2.38" 4 Flow Length=130' LL I I I I I I I I I I 3- Slope=0.0400 '/' i I I I I I I I I I I I I I Tc=8.6 min z- CN=72 Time (homs) Woodbrook-ES(033017) Prepared by TIMMONS GROUP Type 1124-hr 10YR Rainfall=5.51" Summary for Pond 5P: SWM A Printed 6/21/2021 Inflow Area = 4.650 ac, 71.40% Impervious, Inflow Depth > 4.21" for 10YR event Inflow = 30.00 cfs @ 12.00 hrs, Volume= 1.632 of Outflow = 25.73 cfs @ 12.05 hrs, Volume= 1.601 af, Atten= 14%, Lag= 2.8 min Primary = 25.73 cfs @ 12.05 hrs, Volume= 1.601 of Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 483.03' @ 12.05 hrs Surf.Area= 1,920 sf Storage= 13,071 cf Plug -Flow detention time= 34.9 min calculated for 1.601 of (98% of inflow) Center -of -Mass det. time= 26.8 min ( 776.4 - 749.6 ) Volume Invert Avail.Storage Storage Description #1 476.24' 14,817 cf 84.0" Round Pipe Storage L= 385.0' S= 0.0050 T Device Routing Invert Outlet Devices #1 Primary 476.24' 18.0" Round Culvert L= 40.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 476.24' / 475.50' S= 0.0185 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 476.24' 4.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 479.50' 15.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 481.59' 5.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=25.72 cfs @ 12.05 hrs HW=483.03' (Free Discharge) L1=Culvert (Barrel Controls 25.72 cfs @ 14.56 fps) 2=Orifice/Grate (Passes < 1.08 cfs potential flow) 3=Orifice/Grate (Passes < 10.07 cfs potential flow) =Sharp -Crested Rectangular Weir(Passes < 26.53 cfs potential flow) Woodbrook-ES(033017) Prepared by TIMMONS GROUP Type 1124-hr 10YR Rainfall=5.51" Printed 6/21/2021 Pond 5P: SWM A Hydrograph 32 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--so.00�r, I I I 1 I 1 I I I r r r r-- I I I I I I 1 InII ftoII W_ ac� AI re.a=4LI wII -;I -z-5 -_-_-- -_-_ -_-_-_I�I --_+LLI --1orage 1�III 30 _.6_LI . �I 2 0- V Q � r -I ., 3-�, - 26'Rec*-F I1I 24 r _--IIII __r�II _,II _ I I 22 -St-_- 20 -I- 18 I I 1 e16 I II , I I I I I I I 1 14 12 I I I I I I I I I I I 10 1 I I I I I I I I I I I I I I I 6 ' , I I I I I I 1 I I I I I I I I I 4 I I I 1 I I I Time (hours) ■ Inflow ■ Primary Woodbrook-ES(033017) Prepared by TIMMONS GROUP Elevation Primary (feet) (cfs) 476.24 0.00 476.34 0.02 476.44 0.08 476.54 0.15 476.64 0.20 476.74 0.24 476.84 0.28 476.94 0.31 477.04 0.33 477.14 0.36 477.24 0.38 477.34 0.41 477.44 0.43 477.54 0.45 477.64 0.47 477.74 0.49 477.84 0.50 477.94 0.52 478.04 0.54 478.14 0.55 478.24 0.57 478.34 0.58 478.44 0.60 478.54 0.61 478.64 0.63 478.74 0.64 478.84 0.66 478.94 0.67 479.04 0.68 479.14 0.69 479.24 0.71 479.34 0.72 479.44 0.73 479.54 0.75 479.64 0.85 479.74 1.04 479.84 1.31 479.94 1.66 480.04 2.07 480.14 2.53 480.24 3.04 480.34 3.57 480.44 4.11 480.54 4.64 480.64 5.13 480.74 5.52 480.84 5.88 480.94 6.23 481.04 6.56 481.14 6.87 481.24 7.16 481.34 7.45 Type 1124-hr 10YR Rainfall=5.51" Stage -Discharge for Pond 5P: SWM A Elevation Primary (feet) (cfs) 481.44 7.72 481.54 7.98 481.64 8.42 481.74 9.42 481.84 10.74 481.94 12.29 482.04 14.02 482.14 15.92 482.24 17.95 482.34 20.12 482.44 22.40 482.54 24.66 482.64 24.89 482.74 25.11 482.84 25.32 482.94 25.54 483.04 25.75 483.14 25.97 483.24 26.18 483.34 26.38 483.44 26.59 483.54 26.80 483.64 27.00 483.74 27.20 483.84 27.41 483.94 27.61 484.04 27.80 484.14 28.00 484.24 28.20 484.34 28.39 484.44 28.58 484.54 28.77 484.64 28.96 484.74 29.15 484.84 29.34 484.94 29.53 485.04 29.71 485.14 29.90 Printed 6/21/2021 Woodbrook-ES(033017) Prepared by TIMMONS GROUP Type 1124-hr 10YR Rainfall=5.51" Summary for Pond 6P: SWM B Printed 6/21/2021 Inflow Area = 1.030 ac, 81.55% Impervious, Inflow Depth > 4.55" for 10YR event Inflow = 7.62 cfs @ 11.96 hrs, Volume= 0.390 of Outflow = 5.88 cfs @ 12.03 hrs, Volume= 0.390 af, Atten= 23%, Lag= 4.0 min Primary = 5.88 cfs @ 12.03 hrs, Volume= 0.390 of Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 485.76' @ 12.03 hrs Surf.Area= 0.015 ac Storage= 0.106 of Plug -Flow detention time= 41.3 min calculated for 0.390 of (100% of inflow) Center -of -Mass det. time= 41.1 min ( 776.0 - 734.8 ) Volume Invert Avail.Storage Storage Description #1 480.00' 0.114 of 72.0" Round Pipe Storage L= 175.0' S= 0.0050 '/' Device Routing Invert Outlet Devices #1 Primary 480.00' 15.0" Round Culvert L= 40.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 480.00' / 479.20' S= 0.0200 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 480.00' 3.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 483.95' 20.0" W x 5.0" H Vert. Orifice/Grate C= 0.600 #4 Device 1 485.55' 4.7' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=5.66 cfs @ 12.03 hrs HW=485.71' (Free Discharge) L1=Culvert (Passes 5.66 cfs of 15.46 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.56 cfs @ 11.38 fps) 3=Orifice/Grate (Orifice Controls 4.16 cfs @ 5.99 fps) =Sharp -Crested Rectangular Weir(Weir Controls 0.94 cfs @ 1.29 fps) Wood brook-ES(033017) Prepared by TIMMONS GROUP Type 11 24-hr 10YR Rainfall=5.51 " Printed 6/21/2021 Pond 6P: SWM B Hydrograph I I I I I I I I ].62 ck I I I I I I I Inf1mAreia=1.�i3� a� -- 1 1 1 1 ------- ----------------- 1111 I 1 I I I 1 1 1 1 1 1 1 I Fe 10-w Rfi,7 ' 1 I I I 1 1 1 1 Stdratie=OL 1©6 of as h 1 1 I 1 1 1 1 I I I 1 1 1 I 1 1 I 1 1 1 1 I I I 1 1 1 I 5 1 1 1 1 1 1 1 1 1 i 1 1 1 1 I I I 1 1 1 I 3 1 1 1 1 1 1 1 1 0 4 1 1 1 1 1 1 1 1 1 LL I I I I I I I I I I I I I I I I I 3— 1 1 1 1 1 1 1 _L _J _I _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 2 I I I 1 1 1 1 I 1 1 1 1 I I 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 I I I I 1 1 1 1 1 1 9 10 11 Time (hours) ■ Inflow ■ Primary Woodbrook-ES(033017) Prepared by TIMMONS GROUP Elevation Primary (feet) (cfs) 480.00 0.00 480.04 0.00 480.08 0.01 480.12 0.03 480.16 0.05 480.20 0.06 480.24 0.08 480.28 0.09 480.32 0.10 480.36 0.11 480.40 0.12 480.44 0.13 480.48 0.14 480.52 0.15 480.56 0.16 480.60 0.16 480.64 0.17 480.68 0.18 480.72 0.18 480.76 0.19 480.80 0.19 480.84 0.20 480.88 0.21 480.92 0.21 480.96 0.22 481.00 0.22 481.04 0.23 481.08 0.23 481.12 0.24 481.16 0.24 481.20 0.25 481.24 0.25 481.28 0.25 481.32 0.26 481.36 0.26 481.40 0.27 481.44 0.27 481.48 0.28 481.52 0.28 481.56 0.28 481.60 0.29 481.64 0.29 481.68 0.29 481.72 0.30 481.76 0.30 481.80 0.31 481.84 0.31 481.88 0.31 481.92 0.32 481.96 0.32 482.00 0.32 482.04 0.33 Type 1124-hr 10YR Rainfall=5.51" Stage -Discharge for Pond 6P: SWM B Elevation Primary (feet) (cfs) 482.08 0.33 482.12 0.33 482.16 0.34 482.20 0.34 482.24 0.34 482.28 0.35 482.32 0.35 482.36 0.35 482.40 0.36 482.44 0.36 482.48 0.36 482.52 0.37 482.56 0.37 482.60 0.37 482.64 0.37 482.68 0.38 482.72 0.38 482.76 0.38 482.80 0.39 482.84 0.39 482.88 0.39 482.92 0.40 482.96 0.40 483.00 0.40 483.04 0.40 483.08 0.41 483.12 0.41 483.16 0.41 483.20 0.41 483.24 0.42 483.28 0.42 483.32 0.42 483.36 0.43 483.40 0.43 483.44 0.43 483.48 0.43 483.52 0.44 483.56 0.44 483.60 0.44 483.64 0.44 483.68 0.45 483.72 0.45 483.76 0.45 483.80 0.45 483.84 0.46 483.88 0.46 483.92 0.46 483.96 0.47 484.00 0.53 484.04 0.61 484.08 0.72 484.12 0.85 Elevation Primary (feet) (cfs) 484.16 0.99 484.20 1.15 484.24 1.31 484.28 1.50 484.32 1.69 484.36 1.89 484.40 2.07 484.44 2.22 484.48 2.35 484.52 2.48 484.56 2.59 484.60 2.70 484.64 2.80 484.68 2.90 484.72 3.00 484.76 3.09 484.80 3.18 484.84 3.26 484.88 3.35 484.92 3.43 484.96 3.51 485.00 3.58 485.04 3.66 485.08 3.73 485.12 3.80 485.16 3.87 485.20 3.94 485.24 4.01 485.28 4.07 485.32 4.14 485.36 4.20 485.40 4.26 485.44 4.33 485.48 4.39 485.52 4.45 485.56 4.52 485.60 4.74 485.64 5.04 485.68 5.39 485.72 5.80 485.76 6.26 485.80 6.75 485.84 7.27 485.88 7.82 485.92 8.41 485.96 9.02 486.00 9.66 486.04 10.32 486.08 11.01 486.12 11.71 486.16 12.44 486.20 13.19 Printed 6/21/2021 Elevation Primary (feet) (cfs) 486.24 13.96 486.28 14.74 486.32 15.55 486.36 16.37 486.40 16.45 486.44 16.50 486.48 16.56 486.52 16.61 486.56 16.67 486.60 16.72 486.64 16.78 486.68 16.83 486.72 16.89 486.76 16.94 486.80 16.99 486.84 17.05 Woodbrook-ES(033017) Prepared by TIMMONS GROUP Type 1124-hr 10YR Rainfall=5.51" Printed 6/21/2021 Summary for Link 7L: Post-Dev. - Area B Combined Inflow Area = 2.000 ac, 59.50% Impervious, Inflow Depth > 3.71" for 10YR event Inflow = 9.94 cfs @ 12.04 hrs, Volume= 0.618 of Primary = 9.94 cfs @ 12.04 hrs, Volume= 0.618 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Link 7L: Post-Dev. - Area B Combined Hydrograph ,9 Inflow Area=2.000 ac , -_�I_--L i I I I I I I I I I I I I I I I I I I I I _ g I I 0 5- 4 i i I I I I I 2 I r__--- _ 1 I I I -- -- -- - ❑ Inflow - -- - - ❑ Primary L_ J ___L J I_ L I I I ------ r__r--- I---r_. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Woodbrook-ES(033017) Prepared by TIMMONS GROUP Type 1124-hr 10YR Rainfall=5.51" Printed 6/21/2021 Summary for Link 8L: Post-Dev - Area A Combined Inflow Area = 6.540 ac, 59.17% Impervious, Inflow Depth > 3.63" for 10YR event Inflow = 33.68 cfs @ 12.02 hrs, Volume= 1.977 of Primary = 33.68 cfs @ 12.02 hrs, Volume= 1.977 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Link 8L: Post-Dev - Area A Combined Hydrograph ■Inflow ________________ __T__ I I I I I I a3.ee as i l l i__ ■ Primary 36 -1Wtiww Ares=O -II� assa as 34 - ac 32---L-- --'--J----- L-- 30 ' 28 26 24 22 M _1 Y 20 , ___I___L__L__J___L__L 3 18 I LL 16 14 12 10- 8 4 , Time (hours)