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WPO202100004 Calculations 2021-01-25
Southwood Redevelopment — Blocks 9-11 ALBEMARLE COUNTY, VIRGINIA WPO PLAN DESIGN CALCULATIONS & NARRATIVE JANUARY 22, 2021 s TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS_ Prepared by: Bryan Cichocki, PE Timmons Group 608 Preston Avenue, Suite 200 Charlottesville, VA 22903 434.327.5380 BRYAN D. CICHOCE Lie. No. 53741 Table of Contents Section Title 1. Project Narrative 2. LD-204 Inlet Calculations 3. LD-229 Pipe Calculations 4. LD-347 Hydraulic Grade Line Analysis 5. Outlet Protection Sizing 6. Virginia Runoff Reduction Method Worksheet Summary 7. Hydraflow Calculations Project Narrative: This project includes the construction of one road, four alleys, a residential community, and associated utilities and landscaping. The limits of disturbance is 7.97 acres. Water Ouality: The current site is undeveloped. 7.97 acres were analyzed for water quality. The total TP load reduction required is 8.25 lbs/year. There will be 2.74 lbs/year to be treated via Stormtech isolator row and 1.56 lbs/year to be treated via Contech Jellyfish Filtration structure. The remaining 3.95 lbs/yr of required nutrient credits area shall be purchased from a DEQ-Approved Nutrient Credit Bank in Accordance with VA code 62.1-44.15:35 Water Quantity: In the existing conditions, most of the site drains towards two culverts that are located under Old Lynchburg Road and a small portion sheet flows across Old Lynchburg Road. In the proposed condition, these drainage patterns will be generally maintained with minor alterations necessary for grading and stormwater quality treatment. The energy balance method has been applied to each outfall to ensure all site discharges are equal to or lower than the existing flows to each release point. Energy balance requirements will be met through the use of one arch pipe StormTech system with the isolator row and one 72" underground storage pipe. Together, these pipes reduce the 1-year, 24-hour storm to meet the requirements of the energy balance equation. Additionally, the 10-year, 24-hour storm is being detained to lses than the pre - developed 10-year, 24-hour storm to meet flood protection requirements. Note that all storm drain, stormwater quality, and stormwater quantity calculations include a total of 0.82 Ac additional impervious area (not shown on plans) for future development. FORM LD 200 STORMWATER INLET COMPUTATIONS SHEET OF ROUTE PROJECT Soutl m Bloas &l I DESIGNER: CG DATE Imil l CHECKED: UNITS'.NGLISH milli INLETSOFT BY ENSOFTEC DATE: 121=21 FORM LD 200 STORMWATER INLET COMPUTATIONS SHEET 2 OF ROUTE PROJECT Soutl m Bloas &l I DESIGNER: CG DATE Imil l CHECKED: UNITS'HGLISH milli INLETSOFT BY ENSOFTEC DATE: 121=21 LD-229 PROJECT: SOutWmod Blooks9-11 STORM SEWER DESIGN COMPUTATIONS LOCATION: Charlottesville COUNTY: CharbBesvilb STORM FREQUENCY 10 Designed by: CG Checked by: UNITS ENGLISH PIPE NO. FROM PIS� OWT DRAIN AREA 'A' Ame 3 RUNOFF COEFF. T. C CA M T LIME Miwiw RADJ FALL WHr 8 RUNOFF INVERT ELEVATIONS LENGTH aPipe FL 13 SLOPE FUEL 13 SME (mi> SpvJRitt) Irt 10 SFLIPE blm ofNm Cp " CFS 15 FM Slope FIIFt NORMAL FLOW FLOW TINE INCRE- ACCOMO MENT -LAIFD REMARKS Minrtw MimRes ❑ 1 IS INCRF- MFNT 5 ACCUM- ULATED 6 Lehml CFS TWdQ CFS 9 UPPER END 10 LOWER END 11 DgTa Flo ,dn FL A of Fl.,M SgFt Hm FL Vo FI/S.c 16 En F[ REFERENCE 1 STA 101 102 ON OW OW 513 6% OW 635 C2]W Q6.]< 5228 OOOC9] IS C'mulnr 1 493 OW380 089 OA 037 4.52 121 0,19 533 103 IDS O.W OW OW 503 653 OW 635 433,50 <30.]0 5601 000999 15 0'm 1 15,65 OW380 O45 039 015 1085 237 009 511 105 SW A-1 O.W OW OW 500 OW 635 436.46 43543 U24 005974 15 OmW 1 17,11 OW380 O43 03] 014 1157 250 003 503 107 108 O.W OW OW 50] 652 OW ?M 43320 4M,83 3952 0059V 15 CLMW 1 17,14 0W130 032 025 019 997 18] OW 513 109 SW A-2 O.W OW OW 500 OW ?50 436.46 4M,56 3?95 0050P 15 CLMW 1 15,6 OW130 0M 037 010 9.35 170 OW SO 111 112 0,63 on 0.50 0.50 500 654 OW IN "1,73 "1,08 1618 OOW17 15 CLMW 1 14,03 00W30 O41 035 013 9.36 1A 003 503 113 IIA SWMA 02] O]C 020 020 500 654 OW 131 "1'" tr 185 6W 0O60W 15 CLMW 1 17,14 O6XA0 023 016 014 825 129 001 501 115 116 SWMA 026 086 022 022 500 65C OW 1/] 000,25 C ,os 6W 005WO 15 CLMW 1 15,65 0(IOOSo 026 018 016 8W 125 001 501 IU 118 SWMA 024 OW 0.19 O41 531 6" OW 269 437,19 436.W 2837 001026 15 CLMW 1 ]W 0W150 053 050 018 5.38 098 009 SA 119 120 Ila 0,11 O76 008 022 514 6% OW 1,45 43].]4 43]29 4500 0010W 15 CLMW 1 ]W O0WC0 039 032 022 4.50 0]0 O.0 531 121 122 120 0,16 OS] 0.14 0.13 500 65C OW 091 438.❑ <3783 33A3 0W98] 15 CLMW 1 695 O0W20 031 023 018 3.92 054 0,14 514 123 124 SWMA O.W OW OW 505 653 OW 8m C ,57 439,14 90.58 005995 15 CLMW 1 17,14 001480 062 060 031 1387 360 0,11 516 125 EX I IN O.W OW OW 500 OW 8m "&W i 6.C9 3891 005988 15 OmW 1 17,13 001480 062 060 031 1386 360 005 505 201 SW B 200 O.W OW OW 500 OW 2663 W'50 W,25 2809 0WSW 30 OmW 1 41,W OW3]0 LC5 ?96 068 90l ?T2 005 505 203 2M SWMB ON O50 002 0.73 531 6" OW 68C "T" "7,50 3600 0WSW 15 CLMW 1 495 0W5W LW 105 038 aW 133 0,13 5" 205 206 206 O.W OW O.T2 O.Td 500 65C OW 671 "820 1A]]8 8500 0004w 15 CLMW 1 4W O(10C]0 098 103 038 4.56 130 0,31 531 207 208 $WMB 028 OW 022 065 588 637 OW 6.16 C5320 4"'8 ]556 00399] 15 C'mWnr 1 13.99 OW3]0 OC] OA2 025 9.96 200 0.13 601 209 210 208 0,01 OW 001 O43 5]q 631 OW ?]5 455,83 453,82 67,00 0030W 15 CLM— 1 12,12 OW160 O41 036 013 7.99 1A0 0.14 588 211 212 210 029 O75 022 O42 558 636 OW 2W C56.<5 455,93 520] OW999 15 CLMW 1 ]W 0W150 O5C 051 018 5.33 098 0,16 5]C 213 214 212 023 O73 0.17 020 531 6K OW 131 C655C <58.53 12721 005503 15 CLMW 1 1642 O6XA0 ON 016 015 $01 123 029 558 215 216 216 0,05 068 003 003 500 65C OW On C6826 W61 A93 00MV 15 CLMW 1 13.W 00WW 0,11 0(16 007 403 03] 0.31 531 217 218 SWMB O.OS O75 0% 161 590 626 OW 1024 453,93 <53W 1853 0OM19 15 CLMW 1 1568 002230 O]C 0]5 034 1362 363 002 5W 219 220 218 0,32 081 026 1.55 583 639 OW 986 45]25 <5C.03 61.36 005W3 15 CLMW 1 15,65 0020]0 OR On 034 1348 35C 008 SW 221 222 220 0,15 06 0.10 0.10 500 65C OW 063 4W,46 45]35 6?12 005W6 12 CLMW 1 86 000030 0,18 010 011 641 082 0,16 516 223 224 220 026 O75 020 1.19 563 635 OW ?63 C65.0] 45]35 153.30 005W3 15 CLMW 1 15,65 001mo 062 060 031 1267 3,11 020 583 225 226 226 0,32 069 022 1W 5A9 639 OW 639 C66.<3 W,12 6566 001995 15 CLMW 1 988 0008]0 O73 0]5 034 8.57 18] 0,13 562 227 228 226 I'M O73 0.75 0.75 500 65C OW 68] C6]19 C66.53 6108 0014V 15 C'mWnr 1 856 OW510 068 068 033 720 1A8 0,10 510 229 230 226 ON O75 003 003 500 65C OW 020 C]L2 1C 13 118.887 0039% 15 CLZ 1 13.99 000000 0,10 005 001 aW 036 OC9 5A9 LD-3N PROJECT: Southgmod Blocks 9-11 DESIGNED BY: CG HYDRAULIC GRADE LINE ANALYSIS Ch cked: INCIDENCE PROBABILITY 2 Ywr IN= OR JUNCTION $TA INVERT EL. OUTFLOW PIPE DEPTH OF FLOW OUTFLOA PIPE OU ET WATER SURFACE ELFV DIA PIPE Do 1W DESIGN MWK 01, CFMMB LENGTH PIPE to F1A1 FRICTION $LOPE, Wo (FTIM ") FRICTION LOSS M (PVM) JUNCTION LOSS SURFACE FLAN Ad, HI 13 Hl FVM InM 9ti 4 apnM YM OS Hl (PUM) FINAL H (PAI) I.I. Wale, $ula¢ Elevation Tcyot MH T W of InWl�. Elev. PPPROX Vo Cmp. Ho (FMA) Yi Y'=g Hi(E I UWNI X. Wall) SKEW Mgle K BmM H (FVM $un AL FMA 1 2 3 4 5 8 8 9 10 11 12 13 14 15 18 18 1 18 19 100 427.740 102 426.740 1.25 427.740 15 4.250 52.28 0.00386 0.202 4.523 0.079 10.846 1.827 0.639 0.0 0.00 0AD0 0.719 0.000 0.719 YES 0.359 0.561 428.301 436.730 O.K. 104 430.700 1.25 431.700 15 4.250 56.01 0.00386 0.216 10.846 0.457 11.566 2.0]] 0.]2] 0.0 0.00 0.DD0 1AM 0.000 1.184 YES 0.592 0.808 433A45 441.170 O.K. SWMh1 435.d30 1 1.25 1 436.430 1 15 1 4.250 1 17.24 1 0.00386 0.066 11.566 0.519 0.000 0.000 0.OD0 0.0 0.00 OADO 0.519 0.000 0.519 YES 0.260 0.326 436A85 441.780 O.K. 108 430.830 1 1.25 1 431.8301 15 1 2.503 1 39.52 10.00134 0.053 9.967 0.386 9.348 1.357 0.475 0.0 0.00 0.000 0.861 0.000 0.881 YES OA30 0.483 433.523 448.450 O.K. SWM h2 434.560 1 1.25 1 435.560 1 15 1 2.503 3].95 0.0013d 0.051 9.M8 0.339 0.000 0.000 0.000 0.0 OAD 0.000 0.339 0.000 0.339 YES 0.170 DUO 1 436.798 dd7.780 1 O.K. LD-3N PROJECT: Sou ITI Blocks 9-11 DESIGNED BY: CG HYDRAULIC GRADE LINE ANALYSIS Checked: INCIDENCE PROBABILITY 10 Year INI OR JUNCTION STA INVERT EL. OUTFLOW PIPE DEPTH OF FLOW OUTFL PIPE OU ET WATER SURFACE ELFV DIA PIPE Do IMnn DESIGN DII Oo CFSICMS LENGTH PIPE In FAA FRICTION $LOPE, SIo (FORT) MM L038 HlYi FYM FRICTIONa13.615O.720 JUNCTON LOSS SURFACE13 FLDW Otlj, Hl Hl FUM Told Sh,i,? YM oe Hl FINAL H FUM Inlet Wale, $ula¢ Elevation TcyaMH TWalI H- PPPROX MjustI-W vMg Hi(EVe 93YMAl(. SKI Mgle K BeN H F. $un HL F. 1 2 3 4 5 8 811 12 13 14 1 18 18 1 18 19 200 448.250 SWMB 446.250 2.50 d48.250 30 26.620 28.08 0.00375 0.10513.615 2.878 1.0W 0.0 0.00 0.D00 1.325 0.000 1.325 YES 0.662 0.768 "9.018 455.300 O.K 218 453.000 1.25 454.000 15 10.238 18.53 0.02237 0.41513AM 2.823 0.988 0.0 OAD 0.OD0 1.708 0.376 1.708 YES 0.854 1.268 455.268 461.MO O.K. 220 a 4.030 1.25 456.268 15 9.862 64.36 0.02076 1 1.336 13A84 0.706 12.674 2AM 0.873 0.0 OAD 0.OD0 1.579 1.628 1.5]9 YES 0.789 2.126 457A70 465.190 O.K. M4 45].350 1.25 458.350 15 7.631 153.30 0.01243 1.906 12.674 0.624 8.588 1.139 0.399 0.0 OAD 0.D00 1.022 1.237 1.022 YES 0.511 2.41] 465A36 472.450 O.K. M6 466.120 1.25 466.120 15 6.393 65.66 0.00872 0.573 8.566 0.285 1.203 0.808 0.282 0.0 OAD 0.OD0 0.567 1.411 0.73] YES 0.368 0.901 467A62 4]3.590 O.K. 230 466.530 1.25 467.530 15 0.196 118.87 0.00001 0.001 4.068 0.064 0.000 0.000 0.0D0 0.0 OAD 0.OD0 0.064 0.196 0.084 YES 0.042 0.043 471.383 4]6.990 O.K. 208 450.180 1.25 451.180 15 4.158 75.58 0.00389 0.279 9.900 0.384 ].994 0.992 0.347 0.0 0.00 0.000 0.731 1.d00 0.950 YES O.d]5 0.]50 /53.88] 480.500 O.K. 210 453.820 1.25 454.820 15 2.752 87.00 0.00182 0.108 ].990 0.248 5.331 0.M1 0.154 0.0 0.00 0.000 O.d03 0.05] O.d03 YES 0.201 0.310 /56.235 481.910 O.K. 212 455.930 1.25 456.930 15 2.895 52.W 0.00155 0.081 5.331 0.110 8.005 0.995 0.348 0.0 0.00 0.000 O.d59 1.388 0.598 YES 0.298 0.3]9 /S].309 483.940 O.K. 214 458.540 1.25 459.540 15 1.309 127.21 0.00037 0.047 8.005 0.249 4.026 0.252 0.088 0.0 OAD 0.OD0 0.337 1.082 0.438 YES 0.219 0.265 465]]9 4]2.090 O.K. 216 465.840 1.25 466.640 15 0.222 74.93 0.00001 0.001 4.026 0.063 0.000 0.000 0.0D0 0.0 OAD 0.OD0 0.063 0.222 0.082 YES 0.041 0.042 468.373 4]5.590 O.K. 204 44].500 1.25 449.018 15 4.839 36.00 0.00500 0.180 4.596 0.082 4.564 0.323 0.113 0.0 OAD 0.OD0 0.195 0.129 0.195 YES 0.098 0.2]8 449295 452.380 O.K. 206 44].]80 1.25 449.295 15 4.710 85.00 0.00474 0.403 4.564 0.081 0.000 0.000 0.000 0.0 OAD 0.OD0 0.081 4.710 0.105 YES 0.053 0.455 449]50 452.070 O.K. M2 457.350 1.00 458.150 12 0.628 62.12 0.00028 0.017 6.409 0.159 0.000 0.000 0.000 0.0 OAD 0.OD0 0.159 0.628 0.20] YES 0.104 0.121 460842 469.270 O.K. M8 488.530 1.25 481.530 15 4.81d d4.08 0.00507 0.224 7.203 0.201 0.000 0.000 0.0D0 0.0 OAD 0.000 0.201 4.81d 0.262 YES 0.131 0.350 /B].884 4]4.]60 O.K. LD-3N PROJECT: Southgmod Blocks 9-11 DESIGNED BY: CG HYDRAULIC GRADE LINE ANALYSIS Ch cked: INCIDENCE PROBABILITY 10 Ywr IN= OR JUNCTION $TA INVERT EL. OUTFLOW PIPE DEPTH OF FLOW OUTFLOA PIPE OU ET WATER SURFACE ELFV DIA PIPE Do 1W DESIGN MWK 01, CFMMB LENGTH PIPE to F1A1 FRICTION $LOPE, Wo (FTIM MM) FRICTION LOSS M (PVM) JUNCTION LOSS SURFACE FLAN Ad, HI 13 Hl FVM InM 9ti 4 apnM YM OS H, (PUM) FINAL H (PAI) I.I. Wale, $ula¢ Elevation Tcyot MH T W of InWl�. Ho,, PPPROX Vo Cmp. Ho (FW Yi Y'=g Hi(E I ll SW MX. SKEW Mgle K BmM H FVM $un AL FiRA 1 2 3 4 5 8 8 9 10 11 12 13 14 15 18 18 1 18 19 SWMA 437.900 124 439.140 1.25 "0.140 15 8.340 90.58 0.01485 1.345 13.869 0.]4] 13.863 2.984 1.044 0.0 0.00 0.D00 1.791 0.000 1.791 YES 0.896 2.240 "SA85 455.840 O.K. EX.1 448.470 1.25 441A70 15 8.340 38.91 0.01485 0.578 13.863 0.746 0.000 0.000 0.000 0.0 0.00 0.000 0.748 0.000 0.746 YES 0.373 0.951 d49A15 456.640 O.K. 118 436.900 1.25 437.900 15 2.685 28.27 0.00154 0.044 5.378 0.112 4A98 0.314 0.110 0.0 OAD 0.000 0.222 1.237 0.289 YES 0.1" 0.188 438A88 444.500 O.K. 120 437.290 1.25 438.290 15 1."8 45.00 0.00045 0.M0 4.496 0.078 3.919 0.238 0.083 0.0 OAD 0.000 0.162 0.539 0.211 YES 0.105 0.125 438A15 443.410 O.K. 122 437.UO 1.25 438.840 15 0.909 33.43 0.00018 0.006 3.919 0.060 0.000 0.000 0.000 0.0 OAD 0.000 0.060 0.909 0.078 YES 0.039 0.045 438.885 442.880 O.K. 116 M0.050 1.25 "1.050 15 1.d85 4.00 0.00048t0.0027.998 0.248 0.000 0.000 0.000 0.0 OAD 0.000 0.248 1.465 0.323 YES 0.161 0.163 "1.213 445.220 O.K. 114 M0.850 1.25 "1.850 15 1.308 4.00 0.000370.264 0.000 0.000 0.000 0.0 OAD 0.000 0.264 1.308 0.344 YES 0.172 0.1]3 "2.023 448.340 O.K. 112 M1.080 1.25 d42.080 15 3.29] 16.18 0.00232 0.339 1 0.000 1 0.000 0.000 0.0 1 0.D0 1 0.000 1 0.339 1 3.297 1 0."0 YES 1 0.220 1 0.258 1 d42.338 447.910 O.K. LD-3N PROJECT: Sou ITI Blocks 9-11 DESIGNED BY: CG HYDRAULIC GRADE LINE ANALYSIS Checked: INCIDENCE PROBABILITY 10 Ywr INI OR JUNCTION STA INVERT EL. OUTFLOW PIPE DEPTH OF FLOW OUTFL PIPE OU ET WATER SURFACE ELFV DIA PIPE Do IMnn DESIGN DII Oo CFSICMS LENGTH PIPE In FAA FRICTION $LOPE, SIo (FORT) MM L03S HlYi FYM FRICTION213AB40.706 JUNCTON LOSS SURFACE13 FLDW Otlj, Hl Hl FUM Told Sh,i,? YM 0.5 Hl FINAL H PUM Inlet Wale, 3ula¢ Elevation TcyaMH TWalI H- PPPROX MjustI-W VIM, Hi(EVe 03YMAl(. SKI Mgle K BeN H F. $un HL F. 1 2 3 4 5 8 811 12 13 14 1 18 18 1 18 19 SWM B 448.500 218 453.000 1.25 454.000 15 10.238 18.53 0.02237 0.41513AM 2.823 0.988 0.0 0.00 0AD0 1.708 0.376 1.708 YES 0.854 1.268 455.268 461.MO O.K. 220 454.030 1.25 455.268 15 9.862 64.36 0.02076 1.33812.674 2AM 0.873 0.0 0.00 0AD0 1.579 1.628 1.579 YES 0.789 2.126 451.970 465.190 O.K. 224 4.5T.350 1.25 458.350 15 7.831 153.30 0.01243 1 1.908 12.874 0.824 8.588 1.139 0.399 0.0 0.00 0.000 1.022 1.237 1.022 YES 0.511 2.417 465.838 472.450 O.K. 228 465.120 1.25 468.120 15 8.393 85.88 0.00872 0.573 8.586 0.285 7.203 0.808 0.282 0.0 0.00 0.000 0.587 i.tli O.737 YES 0.388 0.941 /B].182 473.590 O.K. 230 486.530 1.25 467.530 15 0.198 118.87 0.00001 0.001 4.088 0.084 0.000 0.000 0.000 0.0 0.00 0.000 0.084 0.198 0.084 YES 0.042 0.043 /]1.383 4]8.990 O.K. 208 450.180 1.25 451.180 15 4.156 75.56 0.00369 0.279 9.940 0.384 7.994 0.992 0.347 0.0 0.00 0AD0 0.731 1.404 0.950 YES O.475 0.754 453A67 460.500 O.K. 210 453.820 1.25 454.820 15 2.752 81.00 0.00162 0.108 ].9M 0.248 5.331 0."1 OAU 0.0 0.00 0AD0 OA03 0.057 0.403 YES 0.201 0.310 456.235 461.910 O.K. 212 455.930 1.25 456.930 15 2.695 52.07 0.00155 0.081 5.331 0.110 8.005 0.995 0.348 0.0 0.00 0AD0 OA59 1.386 0.596 YES 0.298 0.379 457.309 463.940 O.K. 214 458.540 1.25 459.UO 15 1.309 127.21 0.00037 0.047 8.005 0.249 4.026 0.252 0.088 0.0 0.00 0.OD0 0.337 1.082 0.438 YES 0.219 0.265 465.]]9 472.090 O.K. 216 465.840 1.25 466.840 15 0.222 74.93 0.00001 0.001 4.026 0.063 0.D00 0.000 0.OD0 0.0 0.00 0.OD0 0.063 0.222 0.D82 YES 0.041 0.D42 468.373 475.590 O.K. 204 44].500 1.25 448.500 15 4.839 36.00 0.00500 0.180 4.596 0.082 4.564 0.323 0.113 0.0 0.00 0.OD0 0.195 0.129 0.195 YES 0.098 0.278 448 ]]8 452.380 O.K. 206 44].]80 1.25 448.]80 15 4.710 85.00 0.00474 0.403 4.564 0.081 0.000 O.DOO 0.000 0.0 0.00 0.OD0 0.081 4,710 0.105 YES 0.053 0.455 449235 452.070 O.K. M2 457.350 1.00 458.150 12 0.628 62.12 0.00028 0.017 6.409 0.159 0.000 0.000 0.000 0.0 0.00 0.000 0.159 0,628 0.207 YES 0.104 0.121 460842 469.270 O.K. 228 466.530 1.25 467.530 15 4,874 44.08 0.00507 0.224 7.203 0.201 0.D00 0.000 0.000 0.0 0.00 0.000 0.201 4.874 0.262 YES 0.131 0.350 68].884 4]4.]80 O.K. If ' �� 1. 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I I I r � I — Po IIIIIIII; � II 1 1 1 11 11 11 111 1 �■ OEO Virginia Runoff Reduction Method New Development Compliance Spreadsheet - Version3.0 1 BMP Standards and Specifications G 2013 Crag BMP Standards and Specifications Project Name: SolFtllwood Blocks 9.11 Date: 1/21/2021 BMP Design Spe[ifrcations that. 2013 Craft Stds & Specs (Site Information Post -Development Project (Treatment Volume and Loads) Cover A Soils 1 BSoils CSoils DSails Totals Fare CtnrSpmelanesl-undisturbed, ronapd forest/o en rreforerted land s 0.00 Managed Turf(acres) graded for Mdisturbed, yards or mtuff be mhertuowed/mans ed 2.84 2.84 Impernouarm el.) 4.62 4.62 ].46 rn tams RunMf a,effki.e IR.1 Ldata input cells on rant values [alculation [ells Annual Rairdall(inches) 43 ASuils Bsuas Csoib 0Soils Target Rainfall Event linmes) 1.00 Fmeat/Open Space 0.02 0.03 0.04 0.05 Total Phosphorus(TP) EMC(m9/0 0.26 Managed Tud 0.15 0.20 0.2I 0.25 Total Nitrogen (TN) EMCImg/l) 1.g6 ImperviausCm¢r 0.95 1 0.95 1 0.95 1 0.95 target T➢Load Qb/acretyrl 0.41 Pi lunitless mrrection facrorl 0.90 Forest/Open space Cover(a[res) 0.00 Weighted Rv(forest) am %Forest 096 Managed TurfC r(apes) 2.84 Weighted Rv(turn 0.20 %Managed Turf 38% Impervious Cover(acres) 4.62 Rv(imperious) 0.95 %Impervious 62% site Area(acres) 7A6 Site Rv 0." Treatment Volume (acre-ft) 0.4131 Treatment Volume (cubic feat) 17,994 TP Iwd (Ib/yr) 11.31 TN Iaad IB/yr) nfarma0ewlvu ez 0nl 80'88 Drainage Area A nei- ewa a rand rnwr l-ma A Solis BSellz CSells DSolls Totals Iand Cover By Fores/Open Space (acres) 11 OAO 0.00 Managed Tarr (acres) 1.06 1.06 0.20 Impervious Cover(armi) 2.94 2.M 0.95 I'mall #.0D Stormwater Best Manaeement Practices MR = Runoff Reduction) VRRM New_Compllance Sprearcheal_✓i_M M17-1 o A.A Total Phosphorus Available for Removal in D.A. A(lb/yr) 6.85 Post Development TrealmeM Volumein DAA(R') 10,908 -_Wan form dmulmen lien - Runoff Managed Turf Impervious Volume Rom RemalyRemaining TmaIBMP PhosphomPhosphoms Untreated s Phosphoms Remaining Practice Reduction a Credit Anne [over Credit Upstream Reduction RunoR Treatment Load from Phosphoms Removal Removed BY Phosphoms Downstream Practice to be Credit (%( (acres( Area(acres) Pmdice(R') (k') Volume (R') Volume(R'( Efridenry(%) Upstream Load to practice (lb) Wad (fib) Employed Practices (lb) Practice (lb) 1. Vegetated Roof (IRR) le. Velicand RroIXl(Sped 45) 05 0 0 0 0 O.CO O.CO O.CO 1.h. Vegeratetl Roof #2(Spec AS) 60 0 0 0 0 O.CO D.O1 Do, Rooftop2. 2.a. Simple DismnneRion W NB Sails c#1 50 0 0 0 0 0 am 0.000.000.005 It. Simple Diawnnxtion to f/D Soils c#1 25 0 0 0 0 0 0.000.000.000.005 2.r. To Soil Amentletl Filter Raeper 5 ifications eriati C/D suls ec#0 50 0 0 0 0 0 0.W 0.W 0.W 0.W 2.d To Dry Well or French Drain#1, Mi-Inflartion 41 (Sigerc #B 50 0 0 0 0 25 0.00 0.00 0.00 0.00 le. To Dry Well or French Drain#2, Mirminfilwtian#2 (Spec off 90 0 0 0 0 25 0.00 0.00 0.00 0.00 LLTO Rain Gartlen#1, cp9 0 0 0 0 25 0.000.000.000.00Mic-Siorete�rtion#1 IS TO Rain GaNen p2, Mid mOiorete�rtion#2 cp9 80 0 0 0 0 50 0.000.000.000.00 In. To Rainwater HarvatinB(Spx#6) 0 0 0 0 0 0 0.00 0.00 0.00 0.00 2.i. To Stammerer Plameq Urban Bioneention(Spec #9,Appendix A 0 0 0 0 25 0.00 0.00 0.00 0.00 Grass Channel 14. (RR) O.a.Gmss CM1annel NBSmis(Spec#3) 20 0 0 0 0 15 O.W O.tll O.D] O.W Ab. Gass Channel C/b Sols(Spec#3) 10 0 0 0 0 15 O.CO goon D.W D.CO ACGaaa Channel with Compost AmentlM Soils p 0 0 0 0 15 O.CO O.CO D.CO D.DI .a per alters (see Sp- M S.a. Dry Swale#1 (sper 410) 1 #D I I 1 0 1 0 1 0 1 0 1 20 1 o.Do I earn I D.a 1 0.00 NRrol NRmgen load Untreated NRregen Remaining Removal from Upstream NRmgen Loadta Removed By NRmgen Efficienry(%) Practices(Ies) Pnctice(lbs) Prectice(lbs) Lozd(lbs) 0 O.W O.OD O.CO 0 0.00 Mw O.CO 3. Permeable Pavement (RR) 20 MKINA am 20 am ftw am am 5. Dry Swale (RR) 1013 1212#21 02 PM VRRM Naw_Compaa�_SA b CWID1]-1 DA. SA Dry Swale 92(5pec 410) fA 0 0 0 0 00 0.00 0.00 0.00 0.00 6.a.0bre[en[ion#1 or Mir—Moretention#1 or 0 0 0 0 25 0.00 0.00 O.CO D.CO 10.b. MTD-Filtemg Uzo Bloretm:ion (Spec K) Bb.BnreteNion p2or MivoBbreten[ion p2 0 0 0 0 50 D.CO D.CO O.CO O.CO (Sorx M) ].a. Infikration#115pxc#S) 50 0 0 0 0 25 0.00 0.00 O.OD 0.00 ].b. Inikration in(S r98) N 0 0 0 0 25 O.CO D.CO O.CO O.CO 8. Extended Detention Pond (RE) 8.a. E0#115pec 9151 0 0 0 0 0 15 O.OD am O.OD 0.00 IUL ED.2(5px#15) IS 0 0 0 0 15 0.00 am 0.00 0.00 TOTALIMPERVIOUSCOVER TREATED )ac) 0.00 AREA CHECK: OK. TOTALMANAGEDTURFAREA TREATED)::) 0.0E AREACHECK: OK. TOTAL RUNOFF REDULTION IN D.A. A )ft) o TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. A)Ib/yr) M. TOTAL PHOSPHORUS REMOVED WITH RED NOFF REDUCTION PRARICESIN D.A A)Ib/yr) M. TOTAL PHOSPHORUS REMAINING AFTER APPLYING RUNOFF REDUCTION PRACTICES IN D.A. A)Ib/yr) 6.85 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS 10.a. Wet Swale #115px#111 0 0 0 0 0 20 O.CO O.CO O.CO O.CO Inis Wet Swale 9215pec 4111 0 0 0 0 0 EO O.CO O.CO O.CO O.CO 12.a.Ionstrocted Wedand N1(SPee 413) 1 0 0 1 0 1 0 1 0 1 50 1 0.00 1 0.00 1 0.00 1 then End iIT 8. Extended Detention Pond )RR) 9. SheeHlow Filter/Open Space to )RR) TOTAL RUNOFF REDUCTION IN D.A. A )ft) NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. A )Ib/yr) SEE WATER QUALITY COMPUANCE TAB FOR SITE CALCULATIONS (Info, 10. Wet Swale )Coastal Plain) (no RR) 11. Filtering Practices RR) (no 12. Constructed Wetland )no RR) z oI] trztrz@t EM VRRM Naw_Compamire_S A b CWID1]-1 OA. 12.b.UrsbuclN-1-1.2(S,, 413) D 0 0 0 0 ]5 0.00 O.OD O.OD 0.00 13. Wet Ponds (no RR� 13.a.WM Pond 41(Spec #14) 0 0 0 0 0 SD O.OD O.OD O.OD O.OD 13.b. War Pond #1(f aral Plain( (Spec 914) 0 0 0 D 0 OS O.CO D.CO O.CO O.CO ]3.c. War Pond #2(Spec 914) 0 0 0 D 0 ]5 O.CO O.CO O.CO O.CO DAL Wet Pontl#2 Creatal Plain( (Spec 914) 0 0 0 D 0 65 O.CO O.CO O.CO O.CO 14. Manufactured Treatment Devices RR) (no ftcrodIanamill TOTAL IMPERVIOUS COVER TREATED(ac) 2.EW AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED(ac) 1.Ofi AREA CHECK: OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE(lb/yr) 8.25 MTALPMSPMRUSAVAILABLEMRREMOVALIND.A.A(Ib/yr) 6.85 TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. A(Ib/yr) 2.74 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRARICES IN D.A. A(Ib/yr) 0.00 TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED IN D.A. A(Ib/yr) 2.74 TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IND.&A(Ib/yr) 4.12 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A.A(lb/yr) 0.00 NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. A(Ib/yr) DAD TOTAL NITROGEN REMOVED IN D.A.A(Ib/yr) 0.00 14. Manufactured BMP (no RR) ,ontan, 3M3 p2PM Drainage Area B nei—em ewa a land rnwr l—ma A Solis BSellz CSells DSolls Totals Iand Cover By Foreo/Open Spacelacres) OAO OAO Managed Turlfacma) 0.30 0.30 0.20 Impervious Orver(arra) 1.38 1.38 DES Totall 1.68 Stormwater Best Manaeemerd: Practices MR = Runoff Reduction) VRRM a— ra wahasse Spmadarcel_.11, DA.e Total Phosphorus Available for Removal in D.A. B (lb/yr) 3.13 Post Development Treatment Volume in D.A. B(R') #.3T2 _Wan from dmalmun Het<_ RunoR Managed Turf Impervious Volume from Runoff Remaining To[aIBMP Phosphorus Untreateds Phosphorus Remaining Practice Reduction Credit Areas [over Credit Upstream Runoff Treatment Load from PhosphorusReduction Removal Removed BY Phosphorus Downstream Practice to be Credit (%( (acres( Area(acres) practice(k'( (k') Volume (k') Voluese(k) Effidenry(%) Upstream Load to practice (lb) Wad (lb) Employed Practices (lb) Practice (lb) 1. Vegetated Roof (RR) La. Velicafed RroIX1(5pec 45) 05 0 0 0 0 O.CO O.CO O.CO 1.M1. Vegetated Roof #2(Spec AS) 60 0 0 0 0 O.CO &M O.W Rooftop2. 2.a. Simple DismnneRion W NB Sails 5 c#1 50 0 0 0 0 0 O.W 0.W ON ON It. Simple Diswnnxtion to C/O Soils 5 c#1 25 0 0 0 0 0 ON ON 0.N ON 2.c. To Soil Amentletl FilRr Raeper 5 ifications eristi C/D suls ec#0 50 0 0 0 0 0 ON ON 0.0 ON 2.d To Dry Well or French Drain#1, Micmle ilration 41 (Sipec IS 50 0 0 0 0 25 ON ON ON ON le. To Dry Well or French Drain#2, Mirminfilwtian#2(Spec p0 90 0 0 0 0 25 ON ON ON ON LLTO Rain Gartl1en#1,cp9 Mic—Bioretemion# 0 0 0 0 25 ON ON ON ON IS TO Rain Ganden p2, Mic—Bioretemion#2 c#9 80 0 0 0 0 50 ON ON ON ON In. To Rainwater HarvesinB(Spec #6) 0 0 0 0 0 0 ON ON ON ON 2.i. To Stormxater Plameq Urban Biorecention(Spec #9,Appendix A 0 0 0 0 25 ON ON ON ON Grass Channel 14. (RR) O.a.Gmm CM1annel NOSois(Spec#3) 20 0 0 0 0 15 O.N "D O.N O.N Ab. Cori Channel C/b Soils (Spec #3) 10 0 0 0 0 15 O.N D.N D.N D.N AC Gas, Channel with Compost AmentlM Soils p 0 0 0 0 15 O.N O.N D.N D.N .a per slosescs (see Spec lb S.a. Dry Sale#1(Sited 410) 1 #0 I I 1 0 1 0 1 0 1 0 1 20 1 o.N I 0.N I 0.N 1 0.00 Nitrogen Nitrogen lad Untreated NRmgen Remaining Removal from Upstream NRmgen Loadta Removed By NRmgen Effidenry(%) Practices(Ies) Pnctice(lbs) Practice(lbs( Wad(lbs) 0 O.W O.OD O.CO 0 D.D] 0.00 O.CO 3. Permeable Pavement (RR) 20 MKINA am pop 20 am ftw am am 5. Dry Swale (RR) 1212p21 1013 93PM VRRM Naw_ComplmrD_ ED b CW]➢1]-1 DA.B SA Dry Swale 92(Spec 410) fA 0 0 0 0 00 0.00 0.00 0.00 0.W 6.a.8bre[en[ion pl or Mir—Moretention pl or 0 0 0 0 25 0.00 0.00 O.CO D.CO Uzo Blnretrodent (Spec K) Gb.BnreteNion p2or MivoBbreten[ion p2 0 0 0 0 50 D.CO D.CO O.CO O.CO (Sprx M) ].a. Infikration#115pxc ag) 50 0 0 0 0 25 0.00 0.00 O.OD 0.00 ].b. Infikration in(S r98) N 0 0 0 0 25 O.CO O.CO O.CO O.CO 8. Extended Detention Pond (RR) 8.a. E0#115pec 9151 0 0 0 0 0 15 O.OD am O.OD 0.00 B.b. ED.2(5px#15) IS 0 0 0 0 15 0.00 am 0.00 0.00 TOTALIMPERVIOUSCOVER TREATED lac) o.op AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED lac) o.CO AREA CHECK: OK. TOTAL RUNOFF REDUCTION IN D.A. B (H)0 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. BIIb/yr) 3.13 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. B (lb/yT) 0.00 TOTAL PHOSPHORUS REMAINING AFTER APPLYING RUNOFF REDUCTION PRAMCES IN D.A. B(lb/1) 3.13 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS 10.a. Wet Swale p1(Spx#11) 0 0 0 0 0 20 O.CO O.CO O.CO O.CO Inie Wet Swale 92(Spec 411) 0 0 0 0 0 EO O.CO O.CO O.CO O.CO 12.a.Constrocted Wesland.1(SPee 413) 1 0 0 1 0 1 0 1 0 1 50 1 0.00 1 0.00 1 0.00 1 then it End I iIT 8. Extended Detention Pond (RR) 9. Sheet low Filter/Open Space to (RR) TOTAL RUNOFF REDUCTION IN O.A. B (R) NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN O.A. B (lb/yr) SEE WATER QUAUTYCOMPUANCE TAB FOR SITECALCULATIONS (Info, 10. Wet Swale (Coastal Plain) (no RR) 11. Filtering Practices RR) (no 12. Constructed Wetland (no RR) z oI] trztrz@t 03pai VRRM Naw_Compamire_S B b CW]➢1]-1 OA. 12.b.UrsbucrN-1-1.2(S,, 413) D 0 0 0 0 ]5 0.00 O.OD O.OD 0.00 13. Wet Ponds (no RR� 13.a.WM Pond 41(Spec #14) 0 0 0 0 0 SD O.OD O.OD O.OD O.OD 13.b. War Pond #1(f aral Plain( (Spec 914) 0 0 0 D 0 OS O.CO D.CO O.CO O.CO ]3.c. War Pond #2(Spec 914) 0 0 0 D 0 ]5 O.CO O.CO O.CO O.CO 13.d Wet Pontl#2 Creatal Plain( (Spec 914) 0 0 0 D 0 65 — O.CO O.CO O.CO 14. Manufactured Treatment Devices RR) (no ftcrodIanamill TOTAL IMPERVIOUS COVER TREATED(ac) P. AREA CHECK: OK. TOTAL MANAGED TURF AREATREATED(ac) 0.30 AREACHECK: OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON Sin(lb/1) 8.35 TOTAL PHOSPHORUS AVAILABLE FORREMOVAL IN D.A. B(Ib/Yr) 3.13 TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. B(Ib/Y 1.56 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PHARICES IN D.A. B (Ib/Yr) 0.00 TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED IN D.A. B(Ib/yr) 1.56 TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN D.A. B(IbIW) 1.57 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. B (lb/yr) 0.00 NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. B (Ib/yr) .. TOTAL NITROGEN REMOVED IN D.A.B(Ib/yr) P. 14. Manufactured BMP (no RR) ,ontan, 3M3 03PM Hydrograph Report 7 Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2019.2 Hyd. No. 14 1-PRE-ON Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 3.150 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 3.05 in Distribution Storm duration = 24 hrs Shape factor Q (Cfs) 2.00 1.00 1-PRE-ON Hyd. No. 14 -- 1 Year 120 240 360 480 600 720 840 960 Hyd No. 14 Thursday, 01 / 21 12021 = 1.152 cfs = 722 min = 0.092 acft = 60 = Oft = 8.60 min = Type II = 484 Q (crs) 2.00 1.00 I I 1 n 0.00 1080 1200 1320 1440 1560 Time (min) Hydrograph Report `a Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2019.2 Hyd. No. 14 1-PRE-ON Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 3.150 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 3.69 in Distribution Storm duration = 24 hrs Shape factor Q (Cfs) 3.00 2.00 1.00 1-PRE-ON Hyd. No. 14 -- 2 Year 120 240 360 480 600 720 840 960 Hyd No. 14 Thursday, 01 / 21 12021 = 2.587 cfs = 720 min = 0.162 acft = 60 = Oft = 8.60 min = Type II = 484 Q (cfs) 3.00 2.00 1.00 i i 1 n 0.00 1080 1200 1320 1440 1560 Time (min) 3 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 31D9 2019 by Autodesk, Inc. v2019.2 Thursday, 01 121 / 2021 Hyd. No. 14 1-PRE-ON Hydrograph type = SCS Runoff Peak discharge = 8.089 cfs Storm frequency = 10 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 0.434 acft Drainage area = 3.150 ac Curve number = 60 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 8.60 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 10.00 AI . M 4.00 `rI 1-PRE-ON Hyd. No. 14 -- 10 Year Q (cfs) 10.00 M 4.00 2.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 14 Time (min) Hydrograph Report I Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2019.2 Hyd. No. 13 1-PRE-OFF Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 2.160 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 3.05 in Distribution Storm duration = 24 hrs Shape factor Q (Cfs) 3.00 2.00 1.00 0.00 0 120 240 Hyd No. 13 1-PRE-OFF Hyd. No. 13 -- 1 Year 360 480 600 720 840 960 Thursday, 01 / 21 12021 = 2.236 cfs = 720 min = 0.125 acft = 69 = Oft = 9.70 min = Type II = 484 Q (cfs) 3.00 2.00 1.00 ' - 0.00 1080 1200 1320 1440 1560 Time (min) Hydrograph Report 2 Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2019.2 Hyd. No. 13 1-PRE-OFF Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 2.160 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 3.69 in Distribution Storm duration = 24 hrs Shape factor Q (Cfs) 4.00 3.00 2.00 1.00 0.00 0 120 240 Hyd No. 13 1-PRE-OFF Hyd. No. 13 -- 2 Year 360 480 600 720 840 960 Thursday, 01 / 21 12021 = 3.582 cfs = 720 min = 0.193 acft = 69 = Oft = 9.70 min = Type II = 484 Q (cfs) 4.00 3.00 2.00 1.00 ' - 0.00 1080 1200 1320 1440 1560 Time (min) 3 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 31D9 2019 by Autodesk, Inc. v2019.2 Thursday, 01 121 / 2021 Hyd. No. 13 1-PRE-OFF Hydrograph type = SCS Runoff Peak discharge = 8.184 cfs Storm frequency = 10 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 0.430 acft Drainage area = 2.160 ac Curve number = 69 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 9.70 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs 10.00 IS . �9 4.00 ` tt 1-PRE-OFF Hyd. No. 13 -- 10 Year Q (cfs) 10.00 MA M 4.00 2.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 13 Time (min) 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2019.2 Thursday, 01 / 21 12021 Hyd. No. 12 1-PRE-OFF-DETAINED Hydrograph type = SCS Runoff Peak discharge = 0.403 cfs Storm frequency = 1 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 0.028 acft Drainage area = 0.810 ac Curve number = 62 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 9.50 min Total precip. = 3.05 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 1-PRE-OFF-DETAINED Q (CfS) Hyd. No. 12 -- 1 Year Q (Cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 000 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 12 Time (min) 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2019.2 Thursday, 01 / 21 12021 Hyd. No. 12 1-PRE-OFF-DETAINED Hydrograph type = SCS Runoff Peak discharge = 0.808 cfs Storm frequency = 2 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 0.048 acft Drainage area = 0.810 ac Curve number = 62 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 9.50 min Total precip. = 3.69 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 1-PRE-OFF-DETAINED Q (efs) Hyd. No. 12 -- 2 Year Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 000 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 12 Time (min) Hydrograph Report 3 Hydraflow Hydrographs Extension for AutodeskO Civil 31DO 2019 by Autodesk, Inc. v2019.2 Hyd. No. 12 1-PRE-OFF-DETAINED Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.810 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 5.58 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 3.00 2.00 1.00 1-PRE-OFF-DETAINED Hyd. No. 12 -- 10 Year 120 240 360 480 600 720 840 960 Hyd No. 12 Thursday, 01 121 / 2021 = 2.298 cfs = 720 min = 0.122 acft = 62 = Oft = 9.50 min = Type II = 484 Q (cfs) 3.00 2.00 1.00 -1 0.00 1080 1200 1320 1440 1560 Time (min) 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2019.2 Thursday, 01 / 21 12021 Hyd. No. 16 1-POST-ON-DETAINED Hydrograph type = SCS Runoff Peak discharge = 5.806 cfs Storm frequency = 1 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 0.278 acft Drainage area = 1.680 ac Curve number = 91 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 6.00 min Total precip. = 3.05 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 0.0 2.0 4.0 Hyd No. 16 a 1-POST-ON-DETAINED Hyd. No. 16 -- 1 Year Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Time (hrs) 2 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 31D9 2019 by Autodesk, Inc. v2019.2 Thursday, 01 121 / 2021 Hyd. No. 16 1-POST-ON-DETAINED Hydrograph type = SCS Runoff Peak discharge = 7.358 cfs Storm frequency = 2 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 0.357 acft Drainage area = 1.680 ac Curve number = 91 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.69 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 1-POST-ON-DETAINED Q (Cfs) Hyd. No. 16 -- 2 Year Q (cfs) 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 Time (hrs) — Hyd No. 16 3 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 31D9 2019 by Autodesk, Inc. v2019.2 Thursday, 01 121 / 2021 Hyd. No. 16 1-POST-ON-DETAINED Hydrograph type = SCS Runoff Peak discharge = 11.90 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 0.597 acft Drainage area = 1.680 ac Curve number = 91 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 1-POST-ON-DETAINED Q (Cfs) Hyd. No. 16 -- 10 Year Q (cfs) 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 Hyd No. 16 Time (hrs) 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2019.2 Thursday, 01 / 21 12021 Hyd. No. 17 1-POST-OFF-DETAINED Hydrograph type = SCS Runoff Peak discharge = 2.837 cfs Storm frequency = 1 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 0.139 acft Drainage area = 2.910 ac Curve number = 67 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 6.00 min Total precip. = 3.05 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (Cfs) 3.00 2.00 1.00 0.00 0 2 4 Hyd No. 17 6 8 1-POST-OFF-DETAINED Hyd. No. 17 -- 1 Year Q (cfs) 3.00 2.00 1.00 .' ' 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2019.2 Thursday, 01 / 21 12021 Hyd. No. 17 1-POST-OFF-DETAINED Hydrograph type = SCS Runoff Peak discharge = 4.661 cfs Storm frequency = 2 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 0.218 acft Drainage area = 2.910 ac Curve number = 67 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 6.00 min Total precip. = 3.69 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 5.00 4.00 OM r tr 1.00 0.00 0 2 4 Hyd No. 17 6 8 1-POST-OFF-DETAINED Hyd. No. 17 -- 2 Year Q (cfs) 5.00 4.00 3.00 2.00 1.00 ' 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) 3 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 31D9 2019 by Autodesk, Inc. v2019.2 Thursday, 01 121 / 2021 Hyd. No. 17 1-POST-OFF-DETAINED Hydrograph type = SCS Runoff Peak discharge = 10.97 cfs Storm frequency = 10 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 0.504 acft Drainage area = 2.910 ac Curve number = 67 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (Cfs) 12.00 10.00 . M 4.00 2.00 0.00 0 2 4 Hyd No. 17 1-POST-OFF-DETAINED Hyd. No. 17 -- 10 Year 6 8 10 12 14 Q (cfs) 12.00 10.00 : 11 M 4.00 2.00 ' 0.00 16 18 20 22 24 26 Time (hrs) Hydrograph Report I Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2019.2 Hyd. No. 18 1-POST-ON-UNDETAI NED Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 1.160 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 3.05 in Distribution Storm duration = 24 hrs Shape factor Q (Cfs) 2.00 1.00 0.00 0 2 4 Hyd No. 18 1-POST-ON-UNDETAINED Hyd. No. 18 -- 1 Year Thursday, 01 / 21 12021 = 1.131 cfs = 11.97 hrs = 0.055 acft = 67 = Oft = 6.00 min = Type II = 484 6 8 10 12 14 16 18 20 22 24 Q (Cfs) 2.00 1.00 . 0.00 26 Time (hrs) Hydrograph Report 2 Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2019.2 Hyd. No. 18 1-POST-ON-UNDETAI NED Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 1.160 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 3.69 in Distribution Storm duration = 24 hrs Shape factor Q (Cfs) 2.00 1.00 0.00 0 2 4 Hyd No. 18 1-POST-ON-UNDETAINED Hyd. No. 18 -- 2 Year Thursday, 01 / 21 12021 = 1.858 cfs = 11.97 hrs = 0.087 acft = 67 = Oft = 6.00 min = Type II = 484 6 8 10 12 14 16 18 20 22 24 Q (Cfs) 2.00 1.00 1 0.00 26 Time (hrs) 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2019.2 Thursday, 01 / 21 12021 Hyd. No. 18 1-POST-ON-UNDETAI NED Hydrograph type = SCS Runoff Peak discharge = 4.374 cfs Storm frequency = 10 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 0.201 acft Drainage area = 1.160 ac Curve number = 67 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 6.00 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 5.00 4.00 OM r tr 1.00 0.00 0 2 4 Hyd No. 18 6 8 1-POST-ON-UNDETAINED Hyd. No. 18 -- 10 Year Q (cfs) 5.00 4.00 3.00 2.00 1.00 ---!!!!: ' 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) 1 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 31D9 2019 by Autodesk, Inc. v2019.2 Thursday, 01 121 / 2021 Hyd. No. 2 1-DETAINED Hydrograph type = SCS Runoff Peak discharge = 8.188 cfs Storm frequency = 1 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 0.376 acft Drainage area = 4.590 ac Curve number = 76 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.05 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 10.00 AI . M 4.00 r• r r 0.00 0 2 4 Hyd No. 2 6 8 1-DETAINED Hyd. No. 2 -- 1 Year Q (cfs) 10.00 M 4.00 2.00 I' ' 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2019.2 Thursday, 01 / 21 12021 Hyd. No. 2 1-DETAINED Hydrograph type = SCS Runoff Peak discharge = 11.74 cfs Storm frequency = 2 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 0.540 acft Drainage area = 4.590 ac Curve number = 76 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 6.00 min Total precip. = 3.69 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 12.00 10.00 r,i am 4.00 2.00 0.00 0 2 4 Hyd No. 2 6 8 1-DETAINED Hyd. No. 2 -- 2 Year Q (cfs) 12.00 10.00 lllll. tt 4.00 2.00 J� ' I I I i0.00 10 12 14 16 18 20 22 24 26 Time (hrs) 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2019.2 Thursday, 01 / 21 12021 Hyd. No. 2 1-DETAINED Hydrograph type = SCS Runoff Peak discharge = 23.30 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 1.083 acft Drainage area = 4.590 ac Curve number = 76 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 6.00 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 24.00 20.00 16.00 12.00 :M 4.00 0.00 0 2 4 Hyd No. 2 1-DETAINED Hyd. No. 2 -- 10 Year 6 8 10 12 Q (cfs) 24.00 20.00 16.00 12.00 4.00 0.00 14 16 18 20 22 24 Time (hrs) Hydrograph Report I Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2019.2 Hyd. No. 20 1-DETAINED Hydrograph type = Reservoir Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 2 - 1-DETAINED Max. Elevation Reservoir name = 1-CMP Max. Storage Storage Indication method used le91:1111r_ V141111 Thursday, 01 / 21 12021 = 3.829 cfs = 12.03 hrs = 0.376 acft = 438.42 ft = 0.073 acft Q (cfs) Hyd. No. 20 --1 Year Q (`rs) 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) — Hyd No. 20 —Hyd No. 2 ®Total storage used = 0.073 acft Pond Report 2 Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2019.2 Thursday, 01 / 21 / 2021 Pond No. 3 - 7-CMP Pond Data UG Chambers -Invert elev. = 436.46 it Rise x Span = 6.00 x 6.00 it, Barrel Len = 400.00 ft, No. Barrels = 1, Slope = 0.00%, Headers = No Stage / Storage Table Stage (it) Elevation (ft) Contour area (sgft) Incr. Storage (acft) Total storage (acft) 0.00 436.46 n/a 0.000 0.000 0.60 437.06 n/a 0.014 0.014 1.20 437.66 n/a 0.023 0.037 1.80 438.26 n/a 0.029 0.066 2.40 438.86 n/a 0.031 0.097 3.00 439.46 n/a 0.033 0.130 3.60 440.06 n/a 0.033 0.163 4.20 440.66 n/a 0.031 0.194 4.80 441.26 n/a 0.029 0.223 5.40 441.86 n/a 0.023 0.246 6.00 442.46 n/a 0.013 0.260 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 6.50 8.50 0.00 0.00 Crest Len (ft) = 0.50 Inactive 0.00 0.00 Span (in) = 6.50 8.50 0.00 0.00 Crest El. (ft) = 439.11 438.60 0.00 0.00 No. Barrels = 1 1 0 0 WeirCoeff. = 3.33 3.33 3.33 3.33 Invert El. (ft) = 436.46 436.46 0.00 0.00 Weir Type = Broad Broad --- Length (ft) = 0.00 0.00 0.00 0.00 Multistage = No No No No Slope (%) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Wet area) Multi -Stage = n/a No No No TW Elev. (ft) = 0.00 Note: Culven/Onfice outfio are analyzed under inlet(ic) and outlet(oc) control. Weir risers checked for orifice connitions(ic) and subroergence(a), Stage / Storage / Discharge Table Stage Storage Elevation Chi CIvB CIvC PrfRsr WrA WrB WrC WrD Exfil User Total ft acft ft cfs cfs cis cfs cfs cfs cfs cfs cfs cis cfs 0.00 0.000 436.46 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000 0.60 0.014 437.06 0.64 is 0.94 is -- -- 0.00 0.00 --- - -- -- 1.576 1.20 0.037 437.66 1.07 is 1.74 is -- -- 0.00 0.00 --- - -- -- 2.814 1.80 0.066 438.26 1.37 is 2.28 is -- -- 0.00 0.00 --- - -- -- 3.653 2.40 0.097 438.86 1.62 is 2.71 is -- -- 0.00 0.00 --- - -- -- 4.332 3.00 0.130 439.46 1.83 is 3.09 is -- -- 0.34 0.00 --- - -- -- 5.263 3.60 0.163 440.06 2.02 is 3.42 is -- -- 1.54 0.00 --- - -- -- 6.984 4.20 0.194 440.66 2.20 is 3.72 is -- -- 3.21 0.00 --- - -- -- 9.133 4.80 0.223 441.26 2.36 is 4.00 is -- -- 5.25 0.00 --- - -- -- 11.61 5.40 0.246 441.86 2.51 is 4.26 is -- -- 7.59 0.00 --- - -- -- 14.37 6.00 0.260 442.46 2.66 is 4.51 is -- -- 10.21 0.00 --- - -- -- 17.37 Hydrograph Report 3 Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2019.2 Hyd. No. 20 1-DETAINED Hydrograph type = Reservoir Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 2 - 1-DETAINED Max. Elevation Reservoir name = 1-CMP Max. Storage Storage Indication method used Q (cfs) 12.00 10.00 4.00 r tr 0.00 0 2 4 Hyd No. 20 1-DETAINED Hyd. No. 20 -- 2 Year Thursday, 01 / 21 12021 = 4.864 cfs = 12.03 hrs = 0.540 acft = 439.31 ft = 0.120 acft Q (cfs) 12.00 10.00 . tt 4.00 2.00 0.00 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) — Hyd No. 2 ®Total storage used = 0.120 acft Hydrograph Report 4 Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2019.2 Hyd. No. 20 1-DETAINED Hydrograph type = Reservoir Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 2 - 1-DETAINED Max. Elevation Reservoir name = 1-CMP Max. Storage Storage Indication method used Q (cfs) 24.00 20.00 16.00 12.00 4.00 0.00 0 2 4 Hyd No. 20 1-DETAINED Hyd. No. 20 -- 10 Year Thursday, 01 / 21 12021 = 14.18 cfs = 12.03 hrs = 1.083 acft = 441.94 ft = 0.245 acft Q (cfs) 24.00 20.00 16.00 12.00 4.00 t_ 0.00 6 8 10 12 14 16 18 20 22 24 26 — Hyd No. 2 ®Total storage used = 0.245 acft Time (hrs) Pond No. 3 - 1-C M P Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2019.2 7.00 Top of pond Elev. 442.46 6.00 5.00 4.00 3.00 0.0L of 6.5 in@0.00% Culv - Inv. 436.46 6.00 in Broad crested weir WeirA - Elev. 439.11 2.00 8.50 in orifice CulvB - Inv. 436.46 1.00 0.00 Stage (ft) \-- Bottom of pond Elev. 436.46 Front View NTS - Looking Downstream 10-yr 2-yr 1-yr Inflow hydrograph = 2. SCS Runoff - 1-DETAINED Project: Southwood Blocks9-11_SWM.gpw Thursday, 01 / 21 / 2021 Hydrograph Report 7 Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2019.2 Hyd. No. 6 2-PRE-ON Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 4.270 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 3.05 in Distribution Storm duration = 24 hrs Shape factor Q (Cfs) 2.00 1.00 2-PRE-ON Hyd. No. 6 -- 1 Year 120 240 360 480 600 720 840 960 Hyd No. 6 Thursday, 01 / 21 12021 = 1.124 cfs = 726 min = 0.122 acft = 60 = 0 ft = 14.20 min = Type II = 484 Q (crs) 2.00 1.00 ' 0.00 1080 1200 1320 1440 1560 Time (min) Hydrograph Report `a Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2019.2 Hyd. No. 6 2-PRE-ON Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 4.270 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 3.69 in Distribution Storm duration = 24 hrs Shape factor Q (Cfs) 3.00 2.00 1.00 2-PRE-ON Hyd. No. 6 -- 2 Year 120 240 360 480 600 720 840 960 Hyd No. 6 Thursday, 01 / 21 12021 = 2.555 cfs = 724 min = 0.214 acft = 60 = 0 ft = 14.20 min = Type II = 484 Q (cfs) 3.00 2.00 1.00 ' 0.00 1080 1200 1320 1440 1560 Time (min) 3 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 31D9 2019 by Autodesk, Inc. v2019.2 Thursday, 01 121 / 2021 Hyd. No. 6 2-PRE-ON Hydrograph type = SCS Runoff Peak discharge = 8.409 cfs Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 0.573 acft Drainage area = 4.270 ac Curve number = 60 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 14.20 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 10.00 AI . M 4.00 `rI 2-PRE-ON Hyd. No. 6 -- 10 Year Q (cfs) 10.00 M 4.00 2.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 6 Time (min) Hydrograph Report I Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2019.2 Hyd. No. 3 2-PRE-OFF Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 2.830 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.05 in Distribution Storm duration = 24 hrs Shape factor Q (cfs 7.00 . of 5.00 4.00 3.00 2.00 1.00 Thursday, 01 / 21 12021 = 6.067 cfs = 720 min = 0.319 acft = 81 = Oft = 8.30 min = Type II = 484 Q (cfs) 7.00 . 11 5.00 4.00 3.00 2.00 1.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 3 Time (min) Hydrograph Report 2 Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2019.2 Hyd. No. 3 2-PRE-OFF Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 2.830 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.69 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 10.00 tt . M 4.00 M rl 2-PRE-OFF Hyd. No. 3 -- 2 Year Thursday, 01 / 21 12021 = 8.369 cfs = 718 min = 0.440 acft = 81 = Oft = 8.30 min = Type II = 484 Q (cfs) 10.00 E1 lllll. tr 4.00 2.00 0.00 ' I I— ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 3 Time (min) Hydrograph Report 3 Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2019.2 Hyd. No. 3 2-PRE-OFF Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 2.830 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 5.58 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 18.00 15.00 12.00 • m JIM 3.00 2-PRE-OFF Hyd. No. 3 -- 10 Year Thursday, 01 / 21 12021 = 15.57 cfs = 718 min = 0.826 acft = 81 = Oft = 8.30 min = Type II = 484 Q (cfs) 18.00 15.00 12.00 lllll• tt lllll. tt 3.00 0.00 ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 3 Time (min) 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2019.2 Thursday, 01 / 21 12021 Hyd. No. 4 2-PRE-OFF-DETAINED Hydrograph type = SCS Runoff Peak discharge = 0.985 cfs Storm frequency = 1 yrs Time to peak = 12.13 hrs Time interval = 2 min Hyd. volume = 0.108 acft Drainage area = 3.090 ac Curve number = 62 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 20.10 min Total precip. = 3.05 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 2-PRE-OFF-DETAINED Hyd. No. 4 -- 1 Year Q (cfs) 0 2 4 Hyd No. 4 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2019.2 Thursday, 01 / 21 12021 Hyd. No. 4 2-PRE-OFF-DETAINED Hydrograph type = SCS Runoff Peak discharge = 2.034 cfs Storm frequency = 2 yrs Time to peak = 12.10 hrs Time interval = 2 min Hyd. volume = 0.182 acft Drainage area = 3.090 ac Curve number = 62 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 20.10 min Total precip. = 3.69 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (Cfs) 3.00 2.00 1.00 0.00 0 2 4 Hyd No. 4 6 8 2-PRE-OFF-DETAINED Hyd. No. 4 -- 2 Year Q (cfs) 3.00 2.00 1.00 ' I I I I IN 1 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2019.2 Thursday, 01 / 21 12021 Hyd. No. 4 2-PRE-OFF-DETAINED Hydrograph type = SCS Runoff Peak discharge = 6.163 cfs Storm frequency = 10 yrs Time to peak = 12.10 hrs Time interval = 2 min Hyd. volume = 0.466 acft Drainage area = 3.090 ac Curve number = 62 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 20.10 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (Cfs) 7.00 . rr 5.00 4.00 3.00 2.00 1.00 0.00 0 2 4 Hyd No. 4 6 8 2-PRE-OFF-DETAINED Hyd. No. 4 -- 10 Year Q (Cis) 7.00 .Ir 5.00 4.00 3.00 2.00 1.00 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2019.2 Thursday, 01 / 21 12021 Hyd. No. 5 2-PRE-OFF-DIVERTED Hydrograph type = SCS Runoff Peak discharge = 0.523 cfs Storm frequency = 1 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 0.037 acft Drainage area = 0.760 ac Curve number = 66 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 12.80 min Total precip. = 3.05 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 2-PRE-OFF-DIVERTED Hyd. No. 5 -- 1 Year Q (Cfs) 0 2 4 Hyd No. 5 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2019.2 Thursday, 01 / 21 12021 Hyd. No. 5 2-PRE-OFF-DIVERTED Hydrograph type = SCS Runoff Peak discharge = 0.915 cfs Storm frequency = 2 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 0.059 acft Drainage area = 0.760 ac Curve number = 66 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 12.80 min Total precip. = 3.69 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 2-PRE-OFF-DIVERTED • • tt tits■ tits■ tip■ tits■ 0.90 tip■ tits■ tip■ titttttttttttt�■ 0.80 titttttttttttt�■ tits■ 0.70 titttttttttttt�■ tttttttttttt�ti■ titttttttttttt�■ �ti■ tits■ titttttttttttt�■ titttttttttttt�■ titttttttttttt�■ titttttttttttt�■ tits■ tits■ titttttttttttt�■ titttttttttttt�■ tits■ tits■ titttttttttttt�■ titttttttttttt�■ tip■ t t t ��■ 0 Hyd No. 5 �tititititititititi� ■• ��fitttttttttttt�fiti�fitttttttttttt�ti ��fitttttttttttt�iti�fitttttttttttt�ti � .� I��i i��tttttttttttt�tttttttttttt�titi I��i ttttttttttt�titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� I��i ttttttttttt�titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� � : � �titii ttttttttttt�titititititi I��i tttttttttt�fitttttttttttt�tttttttttttt�tttttttttttt�titi I��i I �ti��tttttttttttt�tttttttttttt�tttttttttttt� I��i � tttttttt�titttttttttttt�tttttttttttt�tttttttttttt�titi I��i � tttttttttt�titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� t � I��i � tttttttttt�titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� I��i � �titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� I��i I tttttttttt�titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� I��i I tttt�titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� 1 . 1 I��i I tttttttttt�titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� I��i I tttttttttt�titttttttttttt�tttttttttttt��tttttttttttt�tttttttttttt� I��i I tttt�titttttttttttt�tttttttttttt�tttttttttttt�tttttttttttt�ttttttttttt� I��i I �titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� I��i I tttt�titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� 1 1 I��i I tttttttttt�titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� 1��� I tttt�titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� 1��� II tttttttttt�titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� ���� it tttttttttt�titititititi 1��� II tttttttttt�titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� � � 1��� II �titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� 1��� II tttttttttt�titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� 1��� �� �titttttttttttt�tttttttttttt��tttttttttttt�tttttttttttt� 1��� �� ttttttttt�titttttttttttt�tttttttttttt�tttttttttttt�tttttttttttt�ttttttt� 1��� �■ ttttttttt�titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� 1 1 1��� �■ �titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� 1��� I■ ttttttttt�titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� 1��� I■ �titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� 1��� I■ �titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� 1 1 1��� I��titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� 1��� I� �titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� 1��� I� �titttttttttttt�tttttttttttt�tttttttttttt�tttttttttttt�ttttttttttt� 1��� t��titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� 1��� tt��titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� 1 1 1��� �tttt��titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� ���� �tttttttt��titititititi 1��� ■� �tttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� �titittttttttt��tittttttttttttt. ��titi ��titttttttttt.titititi���,� t t t t t 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2019.2 Thursday, 01 / 21 12021 Hyd. No. 5 2-PRE-OFF-DIVERTED Hydrograph type = SCS Runoff Peak discharge = 2.307 cfs Storm frequency = 10 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 0.139 acft Drainage area = 0.760 ac Curve number = 66 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 12.80 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (Cfs) 3.00 2.00 1.00 0.00 0 2 4 Hyd No. 5 6 8 2-PRE-OFF-DIVERTED Hyd. No. 5 -- 10 Year Q (cfs) 3.00 2.00 1.00 J 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) 1 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 31D9 2019 by Autodesk, Inc. v2019.2 Thursday, 01 121 / 2021 Hyd. No. 9 2-POST-ON-DETAINED Hydrograph type = SCS Runoff Peak discharge = 13.82 cfs Storm frequency = 1 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 0.662 acft Drainage area = 4.000 ac Curve number = 91 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.05 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (Cfs) 14.00 12.00 10.00 M A 4.00 2.00 0.00 0.0 2.0 4.0 Hyd No. 9 6.0 2-POST-ON-DETAINED Hyd. No. 9 -- 1 Year Q (cfs) 14.00 12.00 10.00 M MIN 4.00 2.00 ..Wm ------ = ' ' 0.00 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Time (hrs) 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2019.2 Thursday, 01 / 21 12021 Hyd. No. 9 2-POST-ON-DETAINED Hydrograph type = SCS Runoff Peak discharge = 17.52 cfs Storm frequency = 2 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 0.850 acft Drainage area = 4.000 ac Curve number = 91 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 6.00 min Total precip. = 3.69 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 2-POST-ON-DETAINED Q (cfs) Q (cfs) Hyd. No. 9 -- 2 Year 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 Hyd No. 9 Time (hrs) 3 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 31D9 2019 by Autodesk, Inc. v2019.2 Thursday, 01 121 / 2021 Hyd. No. 9 2-POST-ON-DETAINED Hydrograph type = SCS Runoff Peak discharge = 28.34 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 1.421 acft Drainage area = 4.000 ac Curve number = 91 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 2-POST-ON-DETAINED Q (cfs) Hyd. No. 9 -- 10 Year Q (cfs) 30.00 30.00 25.00 25.00 20.00 20.00 15.00 15.00 10.00 10.00 5.00 5.00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 Hyd No. 9 Time (hrs) 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2019.2 Thursday, 01 / 21 12021 Hyd. No. 8 2-POST-ON-UNDETAI NED Hydrograph type = SCS Runoff Peak discharge = 0.556 cfs Storm frequency = 1 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 0.027 acft Drainage area = 0.570 ac Curve number = 67 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 6.00 min Total precip. = 3.05 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 2-POST-ON-U N DETAINED Hyd. No. 8 -- 1 Year Q (cfs) 0 2 4 Hyd No. 8 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2019.2 Thursday, 01 / 21 12021 Hyd. No. 8 2-POST-ON-UNDETAI NED Hydrograph type = SCS Runoff Peak discharge = 0.913 cfs Storm frequency = 2 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 0.043 acft Drainage area = 0.570 ac Curve number = 67 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 6.00 min Total precip. = 3.69 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 2-POST-ON-U N DETAINED Hyd. No. 8 -- 2 Year Q (cfs) 0 2 4 Hyd No. 8 3 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 31D9 2019 by Autodesk, Inc. v2019.2 Thursday, 01 121 / 2021 Hyd. No. 8 2-POST-ON-UNDETAI NED Hydrograph type = SCS Runoff Peak discharge = 2.149 cfs Storm frequency = 10 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 0.099 acft Drainage area = 0.570 ac Curve number = 67 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 3.00 2.00 1.00 0.00 0 2 4 Hyd No. 8 6 8 2-POST-ON-U N DETAINED Hyd. No. 8 -- 10 Year Q (cfs) 3.00 2.00 1.00 II I 1 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2019.2 Thursday, 01 / 21 12021 Hyd. No. 10 2-POST-OFF-UNDETAINED Hydrograph type = SCS Runoff Peak discharge = 6.501 cfs Storm frequency = 1 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 0.300 acft Drainage area = 2.840 ac Curve number = 81 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 6.00 min Total precip. = 3.05 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (Cfs) 7.00 6.00 5.00 4.00 3.00 2.00 1.00 0.00 0 2 4 6 Hyd No. 10 2-POST-OFF-UN DETAINED Hyd. No. 10 -- 1 Year Q (Cis) 7.00 5.00 4.00 3.00 2.00 1.00 0.00 8 10 12 14 16 18 20 22 24 26 Time (hrs) 2 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 31D9 2019 by Autodesk, Inc. v2019.2 Thursday, 01 121 / 2021 Hyd. No. 10 2-POST-OFF-UNDETAI NED Hydrograph type = SCS Runoff Peak discharge = 8.916 cfs Storm frequency = 2 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 0.413 acft Drainage area = 2.840 ac Curve number = 81 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.69 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 10.00 AI . M 4.00 r• r r 0.00 0 2 4 Hyd No. 10 2-POST-OFF-U N D E TAI N E D Hyd. No. 10 -- 2 Year 6 8 10 12 14 Q (cfs) 10.00 M 4.00 2.00 0.00 16 18 20 22 24 26 Time (hrs) 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2019.2 Thursday, 01 / 21 12021 Hyd. No. 10 2-POST-OFF-UNDETAINED Hydrograph type = SCS Runoff Peak discharge = 16.50 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 0.777 acft Drainage area = 2.840 ac Curve number = 81 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 6.00 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 18.00 15.00 12.00 9.00 6.00 3.00 0.00 - 0.0 2.0 4.0 6.0 Hyd No. 10 2-POST-OFF-U N DETAINED Hyd. No. 10 -- 10 Year Q (cfs) 18.00 15.00 12.00 • tt l 3.00 0.00 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Time (hrs) 1 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 31D9 2019 by Autodesk, Inc. v2019.2 Thursday, 01 121 / 2021 Hyd. No. 1 2-DETAINED Hydrograph type = SCS Runoff Peak discharge = 12.40 cfs Storm frequency = 1 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 0.582 acft Drainage area = 4.000 ac Curve number = 88 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.05 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (Cfs) 14.00 12.00 10.00 M A 4.00 2.00 0.00 0.0 2.0 4.0 Hyd No. 1 6.0 2-DETAINED Hyd. No. 1 -- 1 Year Q (cfs) 14.00 12.00 10.00 M MIN 4.00 2.00 ' ' 0.00 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Time (hrs) 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2019.2 Thursday, 01 / 21 12021 Hyd. No. 1 2-DETAINED Hydrograph type = SCS Runoff Peak discharge = 16.08 cfs Storm frequency = 2 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 0.763 acft Drainage area = 4.000 ac Curve number = 88 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 6.00 min Total precip. = 3.69 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 18.00 15.00 12.00 • rr JIM 3.00 0.00 0.0 2.0 4.0 Hyd No. 1 a 2-DETAINED Hyd. No. 1 -- 2 Year Q (cfs) 18.00 15.00 12.00 lllll• tt lllll. rr 3.00 0.00 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Time (hrs) 3 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 31D9 2019 by Autodesk, Inc. v2019.2 Thursday, 01 121 / 2021 Hyd. No. 1 2-DETAINED Hydrograph type = SCS Runoff Peak discharge = 26.99 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 1.319 acft Drainage area = 4.000 ac Curve number = 88 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 2-DETAINED Q (Cfs) Hyd. No. 1 -- 10 Year Q (cfs) 28.00 28.00 24.00 24.00 20.00 20.00 16.00 16.00 12.00 12.00 8.00 8.00 4.00 4.00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 Hyd No. 1 Time (hrs) Hydrograph Report I Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2019.2 Hyd. No. 19 2-DETAINED Hydrograph type = Reservoir Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 1 - 2-DETAINED Max. Elevation Reservoir name = 2-STORMTECH Max. Storage Storage Indication method used. Thursday, 01 / 21 12021 = 4.672 cfs = 12.07 hrs = 0.582 acft = 449.58 ft = 0.170 acft Q (GrS) Hyd. No. 19 -- 1 Year Q (Crs) 14.00 14.00 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) — Hyd No. 19 —Hyd No. 1 ®Total storage used = 0.170 acft Pond Report 2 Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2019.2 Thursday, 01 / 21 / 2021 Pond No. 2 - 2-STORMTECH Pond Data UG Chambers -Invert elev. = 446.50 ft Rise x Span = 5.50 x 8.33 It, Barrel Len = 310.00 ft, No. Barrels = 1, Slope = 0.00%, Headers = No Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (acft) Total storage (acft) 0.00 446.50 n/a 0.000 0.000 0.55 447.05 n/a 0.033 0.033 1.10 447.60 n/a 0.032 0.065 1.65 448.15 n/a 0.032 0.096 2.20 448.70 n/a 0.031 0.127 2.75 449.25 n/a 0.029 0.156 3.30 449.80 n/a 0.027 0.183 3.85 450.35 n/a 0.025 0.208 4.40 450.90 n/a 0.022 0.229 4.95 451.45 n/a 0.017 0.247 5.50 452.00 n/a 0.010 0.256 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 10.50 Inactive 0.00 0.00 Crest Len (ft) = 1.60 3.00 0.00 0.00 Span (in) = 10.50 12.00 0.00 0.00 Crest El. (ft) = 450.70 449.70 0.00 0.00 No. Barrels = 1 1 0 0 WeirCoeff. = 3.33 3.33 3.33 3.33 Invert El. (ft) = 446.50 446.50 0.00 0.00 Weir Type = Broad Broad --- Length (ft) = 0.00 0.00 0.00 0.00 Multistage = No No No No Slope (%) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 EAL(in/hr) = 0.000 (by Wet area) Multi -Stage = n/a No No No TW Elev. (ft) = 0.00 Note: Culven/Onfice ou iorm are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (a), Stage / Storage / Discharge Table Stage Storage Elevation Chi CIvB CIvC PrfRsr WrA WrB WrC WrD Exfil User Total ft acft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0.000 446.50 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000 0.55 0.033 447.05 1.01 is 0.00 -- --- 0.00 0.00 --- - -- -- 1.006 1.10 0.065 447.60 2.36 is 0.00 -- --- 0.00 0.00 --- - -- -- 2.356 1.65 0.096 448.15 3.19 is 0.00 --- --- 0.00 0.00 --- - -- -- 3.188 2.20 0.127 448.70 3.84 is 0.00 --- --- 0.00 0.00 --- - -- -- 3.843 2.75 0.156 449.25 4.40 is 0.00 --- --- 0.00 0.00 --- - -- -- 4.402 3.30 0.183 449.80 4.90 is 0.00 --- --- 0.00 0.32 -- - -- -- 5.214 3.85 0.208 450.35 5.35 is 0.00 --- -- 0.00 5.24 -- - -- -- 10.58 4.40 0.229 450.90 5.76 is 0.00 -- -- 0.48 13.13 -- - -- -- 19.37 4.95 0.247 451.45 6.15 is 0.00 -- -- 3.46 23.13 -- - -- -- 32.74 5.50 0.256 452.00 6.51 is 0.00 -- -- 7.90 34.85 -- - -- -- 49.26 Hydrograph Report 3 Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2019.2 Hyd. No. 19 2-DETAINED Hydrograph type = Reservoir Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 1 - 2-DETAINED Max. Elevation Reservoir name = 2-STORMTECH Max. Storage Storage Indication method used. Q (cfs) 18.00 15.00 12.00 AM 0.00 0 2 4 Hyd No. 19 2-DETAINED Hyd. No. 19 -- 2 Year Thursday, 01 / 21 12021 = 10.04 cfs = 12.03 hrs = 0.763 acft = 450.38 ft = 0.206 acft Q (cfs) 18.00 15.00 12.00 • 11 . 11 3.00 0.00 6 8 10 12 14 16 18 20 22 24 26 — Hyd No. 1 ®Total storage used = 0.20E acft Time (hrs) Hydrograph Report 4 Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2019.2 Hyd. No. 19 2-DETAINED Hydrograph type = Reservoir Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 1 - 2-DETAINED Max. Elevation Reservoir name = 2-STORMTECH Max. Storage Storage Indication method used. %4301 :1111CIV 11 =111 Thursday, 01 / 21 12021 = 26.62 cfs = 11.97 hrs = 1.319 acft = 451.24 ft = 0.239 acft Q (ds) Hyd. No. 19 -- 10 Year Q (Cfs) 28.00 28.00 24.00 24.00 20.00 20.00 16.00 16.00 12.00 12.00 8.00 8.00 4.00 4.00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Time (hrs) - Hyd No. 19 -Hyd No. 1 ®Total storage used = 0.239 acft Pond No. 2 - 2-STORMTECH 6 00 5.00 4.00 3.00 2.00 1.00 L 0.00 Stage (ft) Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 _ of pond Elev. 446.50 Front View NTS - Looking Downstream Top of pond Elev. 452.00 10-yr 2-yr 1-yr Inflow hydrograph = 1. SCS Runoff - 2-DETAINED Project: Southwood Blocks9-1 1 _SWM. g pw I Thursday, 01 / 21 / 2021 1 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2019.2 Thursday, 01 / 21 12021 Hyd. No. 21 3-PRE Hydrograph type = SCS Runoff Peak discharge = 0.191 cfs Storm frequency = 1 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 0.012 acft Drainage area = 0.440 ac Curve number = 60 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 6.00 min Total precip. = 3.05 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 � � titita 0.45 titita 0.40 0 titita titita titita titita titita titita titita �tita �tita titita titita �tita �tita titita titita 0 2 4 Hyd No. 21 3-PRE Hyd. No. 21 — 1 Year Q (Cfs) �titititititititititi t t �tititi tititititititi t �tititi tititititititi t t �tititi I rititititititi �titi� II fi�tititititi t t t � 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2019.2 Thursday, 01 / 21 12021 Hyd. No. 21 3-PRE Hydrograph type = SCS Runoff Peak discharge = 0.411 cfs Storm frequency = 2 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 0.021 acft Drainage area = 0.440 ac Curve number = 60 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 6.00 min Total precip. = 3.69 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 3-PRE Hyd. No. 21 -- 2 Year Q (Cfs) 0 2 4 Hyd No. 21 Hydrograph Report 3 Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2019.2 Hyd. No. 21 3-PRE Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.440 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 5.58 in Distribution Storm duration = 24 hrs Shape factor Q (Cfs) 2.00 1.00 0.00 0 2 4 Hyd No. 21 3-PRE Hyd. No. 21 -- 10 Year Thursday, 01 / 21 12021 = 1.229 cfs = 11.97 hrs = 0.057 acft = 60 = Oft = 6.00 min = Type II = 484 6 8 10 12 14 16 18 20 22 24 Q (Cfs) 2.00 1.00 1 0.00 26 Time (hrs) 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2019.2 Thursday, 01 / 21 12021 Hyd. No. 22 3-POST Hydrograph type = SCS Runoff Peak discharge = 0.112 cfs Storm frequency = 1 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 0.006 acft Drainage area = 0.170 ac Curve number = 63 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 6.00 min Total precip. = 3.05 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0 2 4 Hyd No. 22 3-POST Hyd. No. 22 — 1 Year Q (Cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2019.2 Thursday, 01 / 21 12021 Hyd. No. 22 3-POST Hydrograph type = SCS Runoff Peak discharge = 0.206 cfs Storm frequency = 2 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 0.010 acft Drainage area = 0.170 ac Curve number = 63 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 6.00 min Total precip. = 3.69 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0 2 4 Hyd No. 22 3-POST Hyd. No. 22 — 2 Year Q (Cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2019.2 Thursday, 01 / 21 12021 Hyd. No. 22 3-POST Hydrograph type = SCS Runoff Peak discharge = 0.546 cfs Storm frequency = 10 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 0.025 acft Drainage area = 0.170 ac Curve number = 63 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 6.00 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 0 2 4 Hyd No. 22 3-POST Hyd. No. 22 -- 10 Year Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 10 12 14 16 18 20 22 24 26 Time (hrs)