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WPO201600074 Calculations 2021-06-22
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 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 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 storm 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 storms. 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 storm 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 storms. 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: Charlottesville NOAA STATION: Designed by: AWA Checked by. UNITS ENGLISH POPE NO. FROM POINT TOPOINf DRAXS AREA RUNOFF COEFF. .1. C CA TOTAL INLET TIME Min Wes RAIN FALL WHr B RUNOFF INVERT ELEVATIONS LENGTH of Pipe Ft 12 SLOPE Ft1Ft 13 SIZE (Dia Or SPWItiz) In 16 SHAPE N-Ixr ofRpa Cepsity CFS IS Friction Slope Rat NORMALFLOW FLOW TIME Sa 17 REMARK$ IS INCISE-ACCUM- MENf 5 ULATED 6 LWcd CPS TwAQ CPS 9 UPPER END IR LOWER END 11 Dep1Aof FIow,M Ft Arwof FIow,An SgFt Hm Ft Vn F"m 16 En Ft REFERENCE 1 STA. REFERENCE 2 STA W Acre J 101 102 100 ON 000 257 669 604 000 1597 47556 474N 13091 0.01008 18 C-ohw I 1143 002050 IOU 177 038 9N 2T 1449 Rama Flow 103 BWMA 102 OW 000 000 5W 000 Dan 25.73 476N 476W 547 000R 18 C6cWar I 23N 005330 150 IT] 038 1456 4)9 038 Rama Flow 105 106 SW A-105 020 080 016 016 5W 654 oan 105 481M 481N 6093 001018 15 C-Od. 1 7% 0W20 033 025 019 413 059 147 107 108 SW A-10) 069 0.89 062 062 5W 654 Dan 402 4W 63 48029 68W 000495 15 C-Od. 1 492 000340 086 0W 037 448 117 1534 111 112 138 0-00 000 029 543 493 Dan 189 481W Pl9&I 12240 001520 18 C-Od. 1 1295 000030 039 036 023 523 0$I 2340 113 114 112 003 0.80 002 029 537 642 Dan 1.89 486.42 485W 2863 004960 8 C-War 1 292 002180 039 021 0.18 8.89 162 3M 115 116 114 028 090 025 027 523 647 0an 174 486.84 48652 4033 0WT6 8 C6cWar I 1.1) 001840 067 035 0.17 497 105 8.11 Rama Flow IIJ 118 116 003 047 001 001 5W 654 oan 009 487N 48684 3267 000612 8 C6cWar I 102 000010 0.13 005 008 1.83 0.19 1783 125 126 SW A-125 039 086 034 035 520 648 000 365 48307 481SO 57% 003571 8 C6cWar I 247 008140 067 035 0.17 1045 236 555 Ramre Flow 127 128 126 025 0% 023 023 5on 654 000 147 486.53 48642 1920 0W5D 8 C-Od. 1 099 001330 067 035 017 4U 0% 655 Rasore Flow 133 134 SW A-133 0-W 000 145 6W 609 000 920 4)8W 498R 43]) 0-W503 18 C-Od. 1 807 000580 130 1_77 038 520 1W 841 Pca-Fl- 135 136 134 OW 0W I45 635 6.13 000 92p 4R28 U9.04 4833 0W49) 18 C-Od. 1 802 00M80 15R IT] 038 520 1W 929 Rasore Flow 137 138 136 010 0.81 008 145 6N 6.16 000 92p 4R54 4)938 3298 0W485 18 C-Od. 1 732 0R0W0 ISO 177 038 520 1W 634 Rasore Flow 139 IQ UGMH 138 000 0W 096 5% 694 Dan 6.14 48282 48125 116M 0013N 15 C6cWar I 756 000940 085 089 037 6M 159 16% 141 142 140 COMH 028 090 025 096 592 625 Dan 6.14 484N 482W 2).19 0N855 15 CucWar I 1542 0WISH) 055 052 029 1185 273 230 143 1" 142 009 0.84 008 0.70 572 631 000 4.56 4850 48489 69.89 000730 12 C-ud. 1 330 QOHW IOU ON 025 5.81 152 12" Rasore Flow 145 146 I" 033 090 030 063 541 641 Dan 408 486.83 48550 11354 0.0171 12 C-Od. 1 4.18 (LOOM 080 067 030 606 137 Ign 147 148 LIN 041 065 027 033 527 646 Dan 2.18 48871 48693 63.86 002)8) 12 C-Od. 1 644 0W330 OM 029 021 741 125 862 149 150 tan 034 081 019 041 506 652 Dan 265 47479 474N 110% 0-00,196 12 C-Od. 1 2M 000490 0-80 0-67 030 395 1A1 2813 151 152 150 024 0.88 021 021 5on 654 Dan 138 476.12 47689 2).13 004534 12 CucWar 1 822 O I30 028 PIS 0.16 77) 1M 349 154 155 134 025 0.87 022 022 5W 654 Dan 142 48215 48201 2827 0NOVO 15 C6cWar 1 4.92 000040 00 0,41 025 347 065 8.15 201 202 200 000 000 021 537 642 000 705 4020 46SW 52W 000430 15 C6cWar 1 4.59 001060 125 123 031 574 126 9.14 Rasore Flow 203 204 202 000 000 0,18 519 648 000 705 4)40) 469.11 134T2 003W 15 C-Od. 1 1343 0,01060 0M Ob4 032 1108 255 12.16 205 206 204 000 000 am 504 653 000 5.88 4A22 4)4.17 93.14 003275 15 C-Od. I 12W 0007740 OW 058 030 1033 2.19 9N 207 208 206 008 000 000 501 654 000 5.88 4P.39 4T132 13.13 008533 15 C-Od. 1 4n 000860 125 123 031 479 161 274 Rama Flow 209 8tvMHOUT 208 0-W 000 0-00 500 0W 0an 588 480-00 49989 )3) 001493 15 C-Od. 1 $55 0007740 0W 078 035 751 1&1 098 210 211 12M 020 09p 0.18 0.18 5W 654 Dan Its 48561 4T1.12 95W 008912 12 CucWar I 1152 000100 022 0.13 0.13 945 IW 10.12 212 213 SW OW 000 0-52 519 648 Dan 341 48495 48385 11050 000995 12 C6aWar I 385 000820 OD 0-62 030 534 121 1996 214 215 213 OM O90 049 049 5W 654 Dan 3.18 484.95 48450 5).10 000788 12 C6cWar I 343 0007710 076 061 030 4% 114 11.52 216 217 213 010 036 004 004 5W Om Dan 018 484.61 48450 1803 000610 12 C-Od. 1 302 0.00000 Oq 0A9 0to 212 024 850 EX. 11 EX. 12 148 0.14 045 006 007 569 632 000 045 48910 488% 3490 000401 12 C-Od. 1 226 000020 ON 01) 0.17 225 038 15.54 EX. 13 EX. 14 EX. 12 002 035 001 001 500 654 000 005 48978 489.18 6451 0NSEO 12 C-Od. 1 344 000000 008 003 005 156 0.12 4143 EX. 157 EX 158 138 0.14 09p 0.13 0.13 5W 654 0an 082 48436 48247 18282 001034 12 C-Od. 1 362 000060 032 0M 018 374 054 4892 EX. 16 100 EX 15 OW 000 298 6.19 191 0. 2815 474.14 46931 93n 005181 18 CucWar I 2391 007490 150 IT] 038 1593 544 585 Rasure Flow FORM L0201 STORMWATER INLET COMPUTATIONS SHEET 1 OF ROO Bmo .Rd PROJECT Wooclb m EkmeMa DESIGNER: AM OATS UIV2017 CHECKED: UNITS!NGUSH mmm�mmmomomm�mmmm�m®mmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmomommmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmammmm®mm�®®® ��m�®mmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mm®omomm�mmmmmm®mmmmmmmmmmm��m� mmm�mmmmmmmmmmmmmmmmmmmmwmmmmmmm��m mmm�mmmmo®ommmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmommmmmmm��m® ®�m�mm�mmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmomomm�mm�m�m®mmmmmmmmmmm��m� m�m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmomomm�mmmm�m®mmmmmmmmmmm��m� m�m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmomomm�mm�m�m®mmmmmmmmmmm��m� m�®�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmomomm�mm�m�m®mmmmmmmmmmm��m� m�®�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmomomm�mm�m�m®mmmmmmmmmmm��m� m�m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmo®o®m�mm®mom®mmmm®m®mmmm��m� m�m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomomm�mmmm�m®mmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmomommmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmm®mmmmmm®�®mom ��m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomomm�mm�m�m®mmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmomommmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmm®mm®mmmm�mt®® ��m��mmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmo®omm�®mm�®m®mmmmmmmmmmm��m mmm��mmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmomommmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmammmmmmm��m® ��m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmomomm�®mm��m®mmmmmmmmmmm��m� ��m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� INLEfSOFT BY ENSOFTEC DATE:A 017 FORM L0201 STORMWATER INLET COMPUTATIONS SHEET 2 OF ROO1E Bmo .Rd PROJECT Wooclb m EkmeMa DESIGNER: AM OATS UIV2017 CHECKED: UNITS!NGUSH mmm�mmmmomom��mm���m®��®m®mmm®mm��m� ®mm�m��mmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmomom��mm���m®��mmmmmmmmm��m� ®mm�mm�mmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mm®omomm�mm���m®mmmmmmmmmmm��m� mmm�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmomommmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmammmmmm���®® �m®�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�m��mmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmomomm�mm��®m®mmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�m®�mmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmomommmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmm©mmmmmmm�®m® �mm�m®�mmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmomom��mm���m®��®mmmmm®mm��m� ®mm�m��mmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmomom��mm���m®��mmmmmm®mm��m� ®mm�m��mmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomomm�mm��om®mmmmmmmmmmm��m mmm�m��mmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmomommmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmammmmmmm�®®® �mm�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�m�mmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmomomm�mm���m®mmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�m�mmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmomommmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmammmmmmm�®m® ®mm�m�mmmmmmmmmmmmmmmmmmmmmmmmmm��m� ®mm�m�mmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmomom�m®®m��m®��m®mmmmmmm��m� ®�m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmomom��mmm�®mm��®mmmmm®mm��m� ��m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmomom��mm���m®��mmmmmmmmm��m� INLEfSOFT BY ENSOFTEC DATE:A 017 113367 PROJECT: Woodbmok Elementary DESIGNED BY: AWA HYDRAULIC GRADE LINE ANALYSIS Checked: INCIDENCE PROBABILITY 10 Year INLET OR JUNCTION STA. INVERT EL. OUTFLOW PIPE DEPTH OFFLOW OUTFLOW PIPE OUTLET WATER SURFACE ELEV. DIA PIPE Do (I.) DESIGN DISCH. Oo (CFSICMS) LENGTH PIPE Lo (FAR FRICTION SLOPE,Sb (FT/FT) (MM) FRICTION LOSS H1 (FVIA) JUNCTION LOSS SURFACE FLOWHl 05 (FVM) FINAL H (F11M) InW WaW Sulam Elevation Tyo1MH TOPolLief E. PPPRO%. Adjue nli Vo ConK No (F11M) Yi Mi U, Hi(Exp) 035-MA (YRl2g) SKEW A,6 K Send! H (FAR Sun HL (F11M) 1 2 3 6 5 8 8 9 10) 11 12 13 1/ 1 J(FVM)YM 18 1 18 (19SWMA 481.240 106 481.240 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 1.04T 0.043 0.057 482.297 486.180 O.K. 113347 PROJECT: Woodbmok Elementary DESIGNED BY: AWA HYDRAULIC GRADE LINE ANALYSIS Checked: INCIDENCE PROBABILITY 10 Year INLET OR JUNCTION STA. INVERT EL. OUTFLOW PIPE DEPTH OFFLOW OUTFLOW PIPE OUTLET WATER SURFACE ELEV. DIA PIPE Do (I.) DESIGN DISCH. Oo (CFSICMS) LENGTH PIPE Lo (FAR FRICTION SLOPE,Sb (FT/FT) (MM) FRICTION LOSS H1 (F11M) JUNCTION LOSS SURFACE FLOWHl 05 (FVM) FINAL H (F11M) InW WaW Sulam Elevation Tyo1MH TOPolLief E. PPPRO%. Adjue nli Vo ConK No (PVIA) Yi Mi U, Hi(Exp) 035-MA (YRl2g) SKEW Ngk K Send! H (FAR Sun HL (F11M) 1 2 3 6 5 8 8 9 1011 12 13 1/ 15 J(FVM)YM 18 1 18 19480.290 108 480.290 1.25 481.290 15 4.023 68.88 0.00345 0.23T 4.4T5 00T800.000 0.000 0.0 0.00 0.000 0.0T8 4.023 0.051 0.288 481.578 485.000 O.K. 113367 PROJECT: Woodbmok Elementary DESIGNED BY: AWA HYDRAULIC GRADE LINE ANALYSIS Checked: INCIDENCE PROBABILITY 10 Year INLET OR JUNCTION STA. INVERT EL. OUTFLOW PIPE DEPTH OFFLOW OUTFLOW PIPE OUTLET WATER SURFACE ELEV. DIA PIPE Do (I.) DESIGN DISCH. Oo (CFSICMS) LENGTH PIPE Lo (FAR FRICTION SLOPE,Sb (FT/FT) (") FRICTION LOSS H1 (FVIA) JUNCTION LOSS SURFACE FLOW Adj. Hl 1] Hl (PVM) InW Slhpingi YIN 05 Hl (FVM) FINAL H (FVIA) InW WaW Sulam Elevation Tyo1MH ToPolLief E. PPPRO%. Adjue nli Vo ConK No (F11M) Yi Mi U, Hi(Exp) 035-MA (YR12g) SKEW A,6 K Send! H (FAR Sun HL (FVM) 1 2 (3 4 5 8 8 9 10 11 12 13 1/ 1 18 18 1 18 19 sWreA 481.000 126 481.000 0.67 481.667 8 3.648 57.96 0.08118 4.705 10.451 0.424 4.217 0.278 0.097 0.0 0.00 0.000 0.521 2.1]6 O.M YES 0.338 5.044 486.711 489.480 O.K. 128 486.420 0.67 487.087 8 1.472 19.20 0.01322 0.254 4.217 0.069 0.ODO (LORD 0.000 0.0 0.00 0.000 0.089 1.4]2 0.090 VES 0.045 0.299 487.386 489.550 O.K. 113347 PROJECT: Woodbmok Elementary DESIGNED BY: AWA HYDRAULIC GRADE LINE ANALYSIS Checked: INCIDENCE PROBABILITY 2 Year INLET OR JUNCTION STA. INVERT EL. OUTFLOW PIPE DEPTH OFFLOW OUTFLOW PIPE OUTLET WATER SURFACE ELEV. DIA PIPE Do (I.) DESIGN DISCH. Co (CFSICMS) LENGTH PIPE Lo (FAR FRICTION SLOPES (FT/FT) (MAQ FRICTION LOSS H1 (FVIA) JUNCTION LOSS SURFACEi FLOWHI 05 (FiIM) FINAL H (FVIA) InM Wait Sulam Elevation Tyo1MH TOPolLief El-. PPPRO%. Adlue nV Vo ConK No (Ft" Yi Mi U, Hi(Egn) 035-MA (YR12g) SKEW A,6 K Send! H (FAR Sun HL (FVM) 1 2 (3 4 5 8 8 9 10 11 12 13 1/ 1 18 1 18 19SWMB j(FVM)m 483.850 213 483.850 1.00 484.650 12 3.412 53.40 0.00817 0.436 ].41] 0.214 4.955 0.381 0.133 0.0 0.00 0.000 0.34] 0.000 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 0.095 0.000 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] 0.000 0.009 0.009 485.528 /89.260 O.K. 113367 PROJECT: Woodbmok Elementary DESIGNED BY: AWA HYDRAULIC GRADE LINE ANALYSIS Checked: INCIDENCE PROBABILITY 10 Year INLET OR JUNCTION STA. INVERT EL. OUTFLOW PIPE DEPTH OF FLOW OUTFLOW PIPE OUTLET WATER SURFACE ELEV. DIA PIPE Do (I.) DESIGN DISCH. Co (CFSICMS) LENGTH PIPE Lo (FAR FRICTION SLOPE, Sb (FTIFT) (MAQ FRICTION LOSS Hl (FVIA) JUNCTION LOSS SURFACEpingi FLOWHI nM YM 05 (FVM) FINAL H (FVIA) InM Wale Sulam Elevation Tyo(MH Topoldel E. PPPRO%. PtlysNcnl'! Vo Cmtr. No (FVIA) Yi Mi U, Hi (ExFn) 035-MA (YR12g) SKEW A,6 K Send! H (FAR Sun HL (FVM) 1 2 3 4 5 8 8 9 10 11 12 13 1/ 1 18 1 18 19EX. 15 469.310 100 469.310 1.50 470.810 18 28.152 93.22 0.0T508 6.999 15.931 0.985 9.038 1.268 0.444 0.0 0.00 (LORD 1.429 0.000 j(FVM)m ES 0.715 T.714 478.524 4T8.700 O.K. 150 4T4.240 1.00 478.524 12 2.645 110.96 0.00491 0.545 3.945 0.060 7. /4 0.938 0.328 0.0 0.00 (LORD 0.389 1.265 ES 0.253 0.79T 4]9.321 483.700 O.K. 152 4T4.890 1.00 4T9.321 12 1.380 27.13 0.00134 0.036 T.TT4 0.235 0.000 (LORD 0.000 0.0 0.00 (LORD 0.235 1.380 ES 0.152 0.189 479.510 483.550 O.K. 102 4T4.240 1.50 4T8.524 18 15.9T1 130.91 0.02059 2.695 9.038 0.31T 14.560 3.292 1.152 0.0 0.00 0.000 1.469 0.000 ES 0.T35 3.430 481.954 48T.650 O.K. SWMA 4T6.000 1.50 481.954 18 25.T30 5.4T 0.053" 0.292 14.560 0.823 0.000 0.000 0.000 0.0 0.00 0.000 0.823 0.000 ES 0.411 0.704 482.658 483.240 O.K. 113347 PROJECT: Woodbmok Elementary DESIGNED BY: AWA HYDRAULIC GRADE LINE ANALYSIS Checked: INCIDENCE PROBABILITY 10 Year INLET OR JUNCTION STA. INVERT EL. OUTFLOW PIPE DEPTH OF FLOW OUTFLOW PIPE OUTLET WATER SURFACE ELEV. DIA PIPE Do (IrvYnn) DESIGN DISCH. Oo (CFSICMSy LENGTH PIPE Lo (FAR FRICTION SLOPE, Sb (FTIFT) (MW) FRICTION LOSS Hl (FIIM) JUNCTION LOSS SURFACEvpingi FLOWHI Inkl YIN 05 (FNA) FINAL H (FIIM) Inkl Wale Sulam Ekvatian Tyo(MH Topoldel El-. APPROX. PtlysNcnl'! Vo Cmtr. No (FIIM) Yi Mi U, Hi (ExFn) 035'MA%. (Yitl2g) SKEW A,6 K Send! H (FAR Sun HL (FNA) 1 2 3 4 5 8 8 9 10 11 12 13 1/ 1 18 1 18 19200 468.650 202 468.750 1.25 4T0.000 15 T.046 52.50 0.01060 0.556 5.T42 0.128 11.0T5 1.905 0.66T 0.0 0.00 (LORD 0.T95 0.000 ES 0.39T 0.954 470.954 4T2.360 O.K. 204 469.110 1.25 470.954 15 ➢.046 134.72 0.01060 1.428 11.075 0.4➢6 10.130 1.593 0.558 0.0 0.00 (LORD 1.034 0.000 NO J(F 1.034 2.462 474.713 483.560 O.K. 211 4TT.120 1.00 OT.920 12 1.178 95.60 0.0009T 0.093 9.445 0.346 0.000 0.000 0.000 0.0 0.00 (LORD 0.346 1.1T8 ES 0.225 0.318 485.856 489.800 O.K. 206 4T4.170 1.25 4T5.1TO 15 5.880 93.14 0.00T38 0.68T 10.130 0.398 4.791 0.356 0.125 0.0 0.00 (LORD 0.523 0.000 ES 0.262 0.949 41T.818 484.000 O.K. 208 4TT.320 1.25 4T8.5T0 15 5.880 13.13 0.00866 0.114 4.T91 0.089 T.511 0.8T8 0.30T 0.0 0.00 (LORD 0.396 0.000 ES 0.198 0.312 478.882 488.590 O.K. SWMB 4T9.890 1.25 480.890 15 5880 T.3T 0.00T38 0.054 T.511 0.219 0XC 0.000 0.000 0.0 0.00 0.000 0.219 0.000 YES 0.110 0.164 481054 486.000 O.K. Virginia Runoff Reduction Method Worksheet DEQ Virginia Runoff Reduction Method Re -Development Compliance Spreadsheet - Version 3.0 LIMP 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 CSolis 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 Post- post- Adjusted Pre- (Post- Development Impervious) &New lm ervious p ) ReDevelopment (New Impervious) ReDevelopment Site Rv 0.67 0.61 0.95 0.61 Treatment Volume(ft) 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 (Ib/yr) 4.45 1.88 2.56 Final Port -Development Load (Post-ReDevelopment&New Impervious) Pre- ReDevelopment TN Load (lb/yr) 89.92 1 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 1.38 1.52 1.38 Summary Print Virginia Runoff Reduction Method Worksheet Site Compliance Summary Maximum% Reduction Required Below 2M Pr ReDevelopment Load Total Runoff Volume Reduction (R) 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 RecJalion Method Woftheet ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ Drainage Area Summary D.A. A D.A. B DA. C DA. D D.A. E Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0.00 Managed Turf(acros) 1.33 0.04 0.00 0.00 0.00 1.37 Impervious Corer(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 Drainage Area Compliance Summary D.A. A D.A. B D.A. C D.A. D D.A. E Total TP Load Reduced Ib/ r 3.93 0.90 1 0.00 1 0.00 0.00 4.82 TN Load Reduced (lb/yr) 0.00 0.00 1 0.00 1 0.00 0.00 0.00 Summary Print Virginia Runoff Reduction Method Worksheet Drainage Area A Summary Land Cover Summary A Solis BSolis CSoils DSoils Total %of Total Forest/Open (acres( 0.00 0.00 0.00 0.00 DOD 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 6.65 BMP Selections Managed Turf Impervious TP Load from BMP Treatment Untreated TP Load TP Removed TP Remaining Downstream Treatment Practice Credit Area Volume (k s Volume ( Upstream to Practice (Ibs) (Ih/yr) (Ib/yr) to he Employed acres Area (acres) practices Ihz 16.h. Manufactured Treatment Device- 1.33 3.32 12,511.16 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. Ih/ r 3.93 Total TN Load Reduction Achieved in D.A. Ih/ r 000 Summary Print Virginia Runofr Reduction Method Worvineet Drainage Area B Summary Land Cover Summary A Solis B Soils C Soils D Soils 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 Down stream Treatment Practice Credit Area Cover Credit s Volume (it) Upstream to Practice (lb s) (Ib/yr) (lb/yr) to be Employed acres Area acres practices Ibs 14.b. Manufactured Treatment Device- 0.04 0.82 2,859.71 0.00 1.79 0.90 0.90 Filterin 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 TB Load Reduction Achieved in D.A. (lb/yr) 0.00 Summary Print Virginia Runotf Reduction Method Worl sheet Runoff Volume and CN Calculations 1-yearstornn 2-yearstorn, 10-yearstn, Target Rainfall Event (in) 0.00 0.00 0.00 Drainage Areas RV&CN Drainage AreaA Drainage AreaB Drainage Ari Drainage Areal) Drainage AreaE CN 91 97 0 0 0 RR(ft3( 0 0 0 0 0 1-year return period RV we RR(va-in) 0.00 0.00 0.00 0.00 0.00 RV w RR lwsinl 0.00 0.00 0.00 0.00 0.00 M adjusted 100 100 0 0 0 2-year return period RVwo RR(wzin) 0.00 0.00 0.00 0.00 0.00 RV w RR (ws-In) 0.00 0.00 0.00 0.00 0.00 M adjusted! 100 100 0 0 0 10-year return period RV wo FIR(wzin) 0.00 0.00 0.00 0.00 0.00 RV w RR (wi in) 0.00 0.00 0.00 0.00 0.00 M adjusted 100 100 0 0 0 Summary Print 1S 2S 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(D 10.00-19 s/n 06538 © 2016 HydroCAD Software Solutions LLC Woodbrook-ES(033017) Prepared by TIMMONS GROUP Type 1124-hr 1YR Rainfall=3. 01 " Summary for Subcatchment 1S: 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 ---r--r---------- 5 C i I Type II 24-hr - ---`- 14 I I I I 13 1YR Rainfall=3.01"--------;---�r 12 1 I Runoff Area=6.300 ac--`--t---' 11 10 Runoff. Volume=0336of__ __'�,_ 9 Runoff Depth>1.40" -- --- 3 8 ° Flow Len th=195" -- LL 7 g 6 Slope=0.058Q'l` -!--;---:r i:--- 5 c-- 2 min---1i --- -- ---; --;--- 4 I I � �- CN84--1---�---�- = 3 1 r 2 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 ❑ Runoff 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 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 1S: 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 21 -i - --------------- C 19 Type II 24-hr-----r------� --;- - 18 L---L__J---I_ 17 2YR Rainfall=3.1666'-- I___ 16 ''; Runoff Area=6.300ad--1'--;---14 15 Runoff Volume=1-.00�at__ j__='�,_ 13 12 Runoff Depth>1.91" - r ° 10 Flow Len th=195' ---.--;---' 8 Slope=0.0580 '/'-- -- '', - ;---'', 7 6 ------*-----r--*---'- Tc=I"Min---- I---r--;--- --,--- 5 � I I I I N84i 4 -- - 3 -'---__;------L------L-------'-- 2 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) Wood brook-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 I I I I I 5 Type II 24-hr J I I 2YR Rainfall=3.65" 4 Runoff Area=2.240 ac - -7 Runoff Volume=0.287 of " 3 Runoff Depth>1.54'� V I I I I 3 I I I I Flow Length=190'II LL Slope=0.0300'/' 2 Tc=13.0 min CN=79 -' I I I I I I I I I I I I I I I I I I 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 I I I I I I I I I I I I I I I - I I I I 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 _L _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 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 1S: 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 36 ----- Ir- -- - - -i __i-- N 34 Type II 24-hr --- 3230 10YR Rai nfall=5.51"----i-----� i i I 28 Runoff Area=6.300 at i-- 2s I _ 24 Runoff Volume=1.831 of -- ---', 22 Runoff Depth>3.49-- -- -- = 20 - 18 Flow Len th=195"- -- -- -- LL 16 -I,14 Slope=O.OS8Q'i !-- 12 10 Tc=10. mhm-:r---r--r---r----- Ir a 6 I 4 ' I I I __�______�___� __r___ I___ r_I__ r o 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 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 11 I I I I I I I I I I I I I I I I I I I I ■Runoff 10 r___r__r___i __r___I___r___I___r__I___ggs ch __I___r___I___r___I___r__�___ 11,241-hr -Type _I L __________I_ --- 97 10YR Rainfall=5.51" a ' Runoff Area=2.240 ac I 7 _ I _I _I Runoff, Volume=0.,561 of _ 6 RunpffDe 11 0 E 5 ' _I _p_th_>_3_.Ob" ` rl Flow Lhnoth-19O 4 Shope=O.d3O �r ----,---;-----11 --,I---r-- _Lr_1 I I I I I I I I I I I I -CN�79'___, __r___r___I___r__�___r __i __r___I___r___I___r__�_ 1 I I I I I 2 1 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) 3S A5P 6P 4S Post-Dev. - Area A S A Post-Dev. - Area B S B Detained Detained 10S � 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 OD 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 14 Type ll24-hr --- - -- --;- 13 1YR Rainfall=3.01"12 11 Runoff Area=4.650 ac --- 10 Runoff. Volume=0.752 of 9 Runoff Depth>1.94" -- 3 8 1 7 Flow Length=110' "-- -- -- 6 Slope=0.022Q'l'- ;-- 5- Tc=9.5 min - a ---'-----------'-- LLJ2__1___L___I___L___I__. __,___ r---i---r--�---�i i ■Runoff --�---'T - - ---� ----------- ---'--- 4L ------------------ I I L 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 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 Type II 24-hr 1YR Rainfall=3.01" 3 Runoff Area=1.030 ac Runoff Volume=0.190 of Runoff Depth>2.22" LL 2 Tc=6.0 min CN=94j ------- - - - - -- - - - - -- --- - - - - -T 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 Capacity Description 0.22 Sheet Flow, Grass: Short n= 0.150 P2= 3.65" Subcatchment 9S: Post-Dev. - Area B Un-detained Hydrograph 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' j I Slope=0.0250 T I I Tc=12.8 min CN=77 9 10 11 Time (hours) ■ Runoff 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 2 1YR Rainfall=3.01" Runoff Area=1.890 ac Runoff Volume=0.114 of Runoff Depth>0.73" Flow Length=130' Slope=0.0400 T Tc=8.6 min CW72 0 1 2 3 4 6 7 8 6 10 11 Time (houm) 13 14 15 16 17 18 19 20 ❑ Runoff Woodbrook-ES(033017) Prepared by TIMMONS GROUP Type 11 24-hr 1 YR 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 I I I I I I I I I I 16 I---1---II __i---r--r--r--r---r--i 15 lafF" Area=4 650 ac -i--� ,q 13 Rel12 ic I�fv=4$tti9';' } } Stoll'Irage#9 746-!cU---'IL } ,o I I I I I I I I I 3 6 I I I I I I I LL 7 I , I I I 6 I I I 5 I I I I I I I 4 I I I I I I I , 9 2-r -r -I Time (hour) Type 11 24-hr 1 YR Rainfall=3.01 " Printed 6/21/2021 -- -- -- - ---- -— - -i--'I---i---i -- ■ Inflow 0Primary I___L__ I I I I I I I I I I — ——r--,---I---I--,———---r-- I I I I I I I I — --1--J---I---L--L---I---L-- I I I I I I I I I I I I I I I I I I I I I ch I I I I I I I I I I I I I I I I I I I I I I _- _y _I _r _y _I _} _L _J _I _L I I I I I I I I I _1 _I _r 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: SWIM 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 1 YR 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 11 24-hr 1 YR Rainfall=3.01 " Printed 6/21/2021 Pond 6P: SWM B Hydrograph --------------- ■Inflow 0 Primary 4 Infll wl Are6=1.030 ac Re$k F-1ov=4$414,' 3- Stdrage=0�074 of 2 LL ------------ 1 0.92 cfa i i i 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hour) 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) Wood brook-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 I I 1 1 ❑ Inflow - r--r -- - —--T--,---I---r--T---1---T—- 1 1 s 71 crs 1 1 ❑ Primary 1 ch ,fl Inflow Area=6.540 ac -� B]t - -; -- 1;---;---;-- +I -- - II -- -r -- I I I I I I I 9 1 1 1 1 1 1 1 1 1 1 1 ,' 1 1 I I I I I 1 1 1 I I I I I I I o g___r__t___�___r__t__y___r__t__ I I I I I I 3 I I I I 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 4 iT__-—-,---r --T--r---I---r-- I I I I I I I I I I I I I I I g 1 1 I I 1 1 I I I I I p g 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" Subcatchment 3S: Post-Dev. - Area A Detained Hydrograph 20— _- __- _a 19 ' I I I I I �8.` ,jy IE 19 I�/nn _-r--r------*__--'----1--- r--r--- r--y--- _� �_I1,24-ktr---1---r-------------'1- -----------r--;---'r--;--- 17 ' ' 1 1 1 1 1 1 -2'1YR11FRainf`a&3-':65"-- '1---r--�---'1 16 -------r---'1---11---=--- _I __ 1 1 1 - 11 1 1 1-aunoff'Area=4.650-at--; 14 -- ----1, ---� -------1r---;---, -- �--- 1 1 1 ; __� _I _L _l _I _I _I _L _I _L _JIII I I I I13 - unGff-Vglu0ie=a.l 7 a --;-----;---;---;---; -- --- I -I-I -F -I -F -411 Dt ------------------- 10 '1 -i .------------'' -- 1 1 I 10 * lr--r---r------r -------1---r--r---r------LL o��n ffi��O 1 1 1 1 1 11 1 1 1 1r------------_____r__1___r 9- r__1_ r--r---r--�--- 8 SFoe=ti.d22'i`LJ'1 -----L--J---' --71 1 1 1 16 -T-c=9.&mirt----'- -----�,---,�-- ;--- 5Q___1___H___I___ti__a_4 , -CNY1 _ _f _ _F _J.3---'---r--r---r ------ ' 1 1 1 1 1 1 1 1 1 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Wood brook-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 Type 11,24�hIr, 2'YR I �-Rainfall;=3.65"--;--- ------ '�- 4 Runoff Area=1.030 at Runoff Volume=0.241 of 3 Runoff Depth>2.81" Tc=6.0 min LL 2 - - I CN=i 94j - ----- 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 ■ 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 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 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 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 Capacity Description 0.22 Sheet Flow, Grass: Short n= 0.150 P2= 3.65" Subcatchment 9S: Post-Dev. - Area B Un-detained Hydrograph ■ Runoff 2 Type II 24-hr 2YR Rainfall=3.65" Runoff Area=0.970 ac Runoff Volume=0.114 of Runoff Depth>1.41" Flow Length=170' Slope=0.0250 '/' Tc=12.8 min CN=77 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 Time (hours) 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 4-1 ❑Runoff 363 cfs i i Type II 24-hr 2YR Rainfall=3.65" -Y--------------r ,----- 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 Type 11 24-hr 2YR Rainfall=3.65" Printed 6/21/2021 Pond 5P: SWM A Hydrograph _J _I _H _+ _I _L _♦ _J _F _+ _; _I _} _J _I _L _J _I _L ___I___r__t__y___r__Y__ 20 --r---I---'--r--- _r__r__ 1a.5z IS6 __r----------- 19 r--r----- flow 18 17 __'__ ��--(-I- �-J--( '---L--i--J---L--J--J- -Re .1. _--II-T-1r�f:`F�---L--}--J- --i--J-- '---J--J---I---L-- --`--J---I- �--J---I---L-- 16 15 ,, Y'�_'Y— --T---------Tr-- —r — —T 15.5a ch -Stolrage=11;O44-e# --I r--r-- --r----T--T--T------r-- —r------- --r------r-- 14 I I 13 __i__ i___I___1__ i___L__L__J___L__1__ I ._1__J__ - L__ 12 9 10 I -r -I -I--r- - -r - -i--r--r---r--r-- I -'r--r--r--r--r---r--r-- LL 9 ' I S , � , I _J _I _L _1 _I _L _L _J _L _1 I I I _1 _J _I 7 6 s I , r--r —r —I—I--r---r--r--r--r----- —1 4 ,' __!___I___-__J___L__1__ �__!___L__J___I___L__ 3 Time (hour) ■ 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 11 24-hr 2YR Rainfall=3.65" Stage -Discharge for Pond 5P: SWIM 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 .____ ■Inflow Primary 5 Infl' W' Aire6=1.030 ac ReOic-F -Q41,571- Storage=0',083 of III 3 265.N LL 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 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 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 4 5 6 7 8 9 10 11 Time (hour) 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 Link 7L: Post-Dev. - Area B Combined Hydrograph ❑ Inflow ❑ Primary 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 ;g -_Inflow Area=6.540 ac_-_" ' i I -r -r -7 -r -r 14 .' 12 11 1 ME 9 81 i 7 1. __.__ .___r__ r___I___r__ r__�___r__r__ g .� 5 4 Tim (hours) I -r------I___r___I___I___r ❑Primary I I I I I I I I I I I 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----- L--J---L--L - _ 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 __� ___ __r____ ❑Runoff 32� -------r-----r--oo c6 --- 30 1'-- -------3o Type II 24-hr L ---------L--J--- 28 10YR Rai nfall=5.51'� -- -- -- -- --- -- --- - 26 -----------r. ---r--r------r--r---r--�-_ 24 Runoff Area=4.650 ac 22 Runoff Volume=1.632 of -- - ---, -- 20 18 Runoff Depth>4.21"-- --1-- ---------- -- ---' -- ° 16 Flow Length=110", --- -- -- -----,---,------, -- 14 Slope=0.0220'1i 12 10 Tc=9.5 min------------� -- �- - --�---� -----�----------- 8 CN=91 4 - L 0 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 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 8 i i i i i ].62 cta T e 11 24-h r ' Yp 7 10YR Rainfall=5.51" 6 Runoff Area=1.030 ac Runoff Volume=0.390of--7-- 5 Runoff Depth>4.55 E 4 Tc=6.0 min 3 C N=94 i 2 T--_ 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 Capacity Description 0.22 Sheet Flow, Grass: Short n= 0.150 P2= 3.65" Subcatchment 9S: Post-Dev. - Area B Un-detained Hydrograph 4 Type 11 24-h r 10YR Rainfall=5.51" Runoff Area=0.970 ac 3 Runoff Volume=0.228 of Runoff Depth>2.82" 1 2 Flow Length=170' Slope=0.0250 T Tc=12.8 min '1 1 CN=77 9 10 11 Time (hours) ❑ Runoff Wood brook-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 8 T 7,1 Type II 24-hr 7 10YR Rainfall=5.51" I I I 6 Runoff Area=1.890 ac Runoff Volume=0.37$ of w 5—Runoff Depth>2.38" Flow Length=130 2 4 �+ 3 Slope=0.0400'1' - Tc=8.6.min ;--- ------ 2 CN,72 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 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 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) Wood brook-ES(033017) Prepared by TIMMONS GROUP Pond 5P: SWM A Hydrograph -I IIT r T 1 Ir Ir 3230 / 2-Re�3 26 24 /-3t�ae'1-3;OT-c--�7--7 - 22 _ 20 _1 _I 18 1 Q16 I I I I I I I LL / / T___I___r__T__l___r__T__ 14 I I I I I I 1 /� I I I 12 I I I I I I I I / I I 10 1 / __ I___I___I___ __ J ___I___I a I I I I I 6 9 10 11 Time (hoes) Type 11 24-hr 10YR Rainfall=5.51 " Printed 6/21/2021 i E TIM 1 0 Pdmary I I I I I I I I I I I I I 1 -----------r------i--- �r-- I I I I I I I I I I I I I I I I I I I I I L _J _I _L 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 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 10YR Rainfall=5.51" Stage -Discharge for Pond 5P: SWIM 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 ----'-----+��rsl I I a , --I--- ■Iowrimnfl I I I I I I I I I I I I ■Pary rifk)wr Area-1 I I l=4 1117 I' Cy I I I I I I I 5 Stdral e=OL1©6 af I' I I I I I 5 II II II II II II li I II II II II I I I I I I I I I I I I I I r r r r r r r- "' I I I I I I I I I I I 4 I I I 3 I I I L 2 I I I 1 2 3 4 5 6 7 8 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 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 Wood brook-ES(033017) Prepared by TIMMONS GROUP Type 1124-hr 10YR Rainfall=5.51" Printed 6/21/2021 r 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 ❑Inflow 11 I I I I I I __ __ _____ s sa �h _________r __i I- I- I ❑Primary Inflow Area=2.000 s�°h 10 ac I I I I I I I I I I I I I I I i I I I I I I I I I I 8 i_______ g 11 11 11 11 11 11 11 11 11 11 11 3 , I I I I I I 0 5 I __7___I___I __T___I___r__i__r___r__T__ LL , I I I I I I 3- 2 - __L_____ T____ 1 Time (hours) Wood brook-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 Area=fi�.W ■Inflow 39.BO Cs --I L__ I-- I I I I I I I Primary 3980 cfa --L--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 _L _J _I _L I I I I I I 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 Time (hours)