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HomeMy WebLinkAboutWPO202000005 Calculations 2020-04-20BOYS AND GIRLS CLUB - NORTHSIDE COUNTY OF ALBEMARLE, VIRGINIA DESIGN CALCULATIONS & NARRATIVE JANUARY 21, 2020 REVISED APRIL 17, 2020 TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. Prepared by: Craig Kotarski, PE Timmons Group 608 Preston Ave, Suite 200 Charlottesville, VA 22903 434.327.1688 CRAIG W. J. KOTARSKI Lic. No. 0402048507 L� 4-17-20 4 AL Table of Contents Section Title Project Narrative 2 LD 229 — Storm Sewer Design Computations 3 LD 204 — Storm Inlet Design Computations 4 LD 347 — Hydraulic Grade Line Computations 5 Virginia Runoff Reduction Method Worksheet Summary 6 Pre -Developed HyrdoCAD Calculations 7 Post -Developed HydroCAD Calculations Project Narrative: This project includes the construction of a Boys and Girls Club community center, a surface parking lot, and associated landscaping, utilities, and drainage facilities. The limits of disturbance due to clearing and grading totals 6.29 acres. The limits considered for Erosion and Sediment Control expand to 6.59 acres to account for silt and super silt fencing. This additional area allocated for fencing will not be considered land disturbance from a stormwater management perspective, as the installation of these perimeter measures will not require additional clearing or grading. Stormwater Management: Water Quality In the pre -developed condition, the site is an undeveloped forest in good condition. In the proposed condition, there will be 2.81 acres of impervious cover and 3.48 acres of managed turf. Per the Virginia Runoff Reduction Spreadsheet, this will require that 4.87 lbs. of phosphorus be removed per year. Nutrient credits will be purchased to meet stormwater quality requirements. Water Quantity In existing condition, the entire site drains towards a stream south of the site. In the proposed condition, these drainage patterns will be maintained. Two underground detention systems will be installed to meet stormwater quantity requirements. SWM1 is 405 linear feet of 96" CMP while SWM2 is 140 linear feet of 96" CMP. 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 less than the pre - developed 10-year, 24-hour storm to meet flood protection requirements. LD-229 PROJECT: Boys and Girls Club- Northside Designed by: KAM STORM SEWER DESIGN COMPUTATIONS LOCATION: Albemarle County COUNTY: Charlottesville Checked by: STORM FREQUENCY 10 UNITS ENGLISH PIPE NO. FROM POINT TO POINT DRAIN. AREA "A" Acre (3) RUNOFF COEFF. "C" (4) CA INLET TIME Minutes (7)(8) RAIN FALL In/Hr RUNOFF INVERT ELEVATIONS LENGTH of Pipe Ft. (12) SLOPE FUR. (13 SIZE (Dia. Or Span/Rise) In. (14 SHAPE Number of Pipes Capacity CFS (15) Friction Slope FLIFt. NORMALFLOW FLOW TIME REMARKS (18) INCRE- MENT (5) ACCUM- ULATED (6 LaterTCF CFS UPPER END (10 LOWER END (11) Depth of Flow, do Ft. Area of Flow, An SgFt Han Ft. Vn Ft1Sec (16) En Ft. INCRE- MENT Minutes (17 ACCUMU -LATED Minutes (17 REFERENCE (1) STA. REFERENCE (2) STA. 101A 102A 100 0.00 0.00 0.15 5.50 6.38 0.00 10.31 442.07 435.70 64.01 0.09952 24 Circular 1 77.31 0.00180 0.49 0.60 0.29 17.11 5.04 0.06 5.56 101B 102B 102A 0.00 0.00 0.15 5.37 6.42 0.00 10.31 449.35 444.39 102.05 0.04860 24 Circular 1 54.03 0.00180 0.59 0.78 0.34 13.25 3.32 OA3 5.50 103 104 102 0.00 0.00 0.00 5.26 6.46 0.00 9.32 472.93 459.79 161.97 0.08113 24 Circular, 1 69.81 0.00150 0.49 0.60 0.29 15.45 4.20 OAS 5A3 105 106 104 0.00 0.00 0.00 5.15 6.49 0.00 9.32 491.07 479.78 94.75 0. 11916 24 Circular 1 84.60 0.00150 OA5 I 0.53 0.27 17.71 5.32 0.09 5.24 107A 108 106 0.00 0.00 0.00 5.06 6.52 0.00 5.62 508.98 500.16 88.71 0.09943 24 Circular 1 77.28 0.00050 0.37 0.39 0.22 14.32 3.55 0.10 5.16 107B SWM2 OUT 106 0.00 0.00 0.00 5.00 0.00 5.34 504.00 500.48 70.48 0.04994 24 Circular 1 54.77 0.00050 OA2 0.48 0.25 11.06 2.32 0.11 5.11 109 SWMI OUT 108 0.00 0.00 0.00 5.00 0.00 10.08 524.00 519.87 39.68 0.10408 24 Circular 1 79.07 O.00180 OA8 0.58 0.28 17.27 5.11 0.04 5.04 ill 112 102B 0.00 0.00 0.15 5.14 6.50 0.00 1.01 465.06 459.79 52.94 0.09955 12 Circular 1 12.18 0.00070 0.19 0.11 0.12 9.38 1.56 0.09 5.24 113 114 112 0.44 0.35 0.15 0.15 5.00 6.54 0.00 1.01 481.65 470.65 85.31 0.12894 12 Circular 1 13.86 0.00070 0.18 0.10 0.11 10.28 1.82 0.14 5.14 201 202 SWMl IN 0.46 0.35 0.16 2.02 6.45 6.10 0.00 18.58 525.89 525.65 47.95 0.00501 30 Circular. 1 31.45 0.00180 1.38 2.78 0.66 6.67 2.07 0.12 6.57 203 204 202 0.15 0.53 0.08 1.86 6.40 6.11 0.00 17.58 526.11 525.99 24.89 0.00492 30 Circular 1 30.85 0.00160 1.35 2.71 0.66 6.49 2.01 0.06 6.47 205 206 204 0.58 0.76 0.44 1.78 6.29 6.15 0.00 17.09 526.48 526.21 54.47 0.00496 30 Circular 1 31.30 0.00150 1.32 2.62 0.65 6.52 1.98 0.14 6.43 207 208 206 0.00 0.00 1.12 6.17 6.18 0.00 13.05 526.85 526.58 53.59 0.00504 24 Circular 1 17.40 0.00290 1.29 2.15 0.58 6.08 1.87 0.15 6.32 209 210 208 0.18 0.87 0.16 0.27 5.26 6.46 0.00 11.33 527.63 526.95 135.10 0.00503 21 Circular 1 12.17 0.00450 1.34 1.97 0.53 5.75 1.85 0.39 5.66 211 212 210 0.13 0.90 0.12 0.94 5.81 6.29 0.00 10.31 527.96 527.73 1 45.46 0.00506 21 Circular 1 12.21 0.00380 1.23 1.81 0.52 5.69 1 1.74 0.13 5.94 213 214 212 0.10 0.85 0.09 0.17 5.41 6.41 0.00 1.10 528.48 528.06 83.59 0.00502 12 Circular 1 2.74 0.00080 OA4 0.33 0.23 3.29 0.61 0.42 5.83 215 216 214 0.16 0.53 0.08 0.08 5.00 6.54 0.00 0.55 529.00 528.58 84.46 0.00497 12 Circular 1 2.72 0.00020 0.31 0.20 0.17 2.72 0.42 0.52 5.52 221 222 206 0.26 0.84 0.22 0.22 5.00 6.54 0.00 1.43 531.00 530.66 6.83 0.04978 8 Circular 1 2.92 10.01240 0.33 1 0.17 0.17 8.32 1.40 0.01 5.01 231 232 210 0.01 0.40 0.00 0.28 5.40 6.41 0.00 6.93 532.84 531.41 16.19 0.08833 15 Circular 1 20.80 0.01020 0.50 0.46 0.27 15.25 4.11 0.02 5.42 233 234 232 0.14 0.53 0.07 0.23 5.61 6.35 0.00 7.00 536.55 532.55 80.24 0.04985 15 Circular 1 15.63 0.01040 0.59 0.57 0.30 12.39 2.97 0.11 5.72 235 236 234 0.22 0.65 0.14 0.14 5.07 6.52 0.00 6.50 541.11 539.93 117.94 0.01001 15 Circular 1 7.00 0.00900 0.95 1.00 0.38 6.48 1.60 0.30 5.37 237 238 236 0.00 0.00 0.00 5.06 6.52 0.00 5.56 544.86 544.39 15.61 0.03011 12 Circular 1 6.70 0.02170 0.70 0.58 0.30 9.54 2.11 0.03 5.08 239 EXl 238 1.00 0.85 0.85 0.85 5.00 6.54 0.00 5.56 553.15 544.95 55.26 0.14839 12 Circular 1 14.87 0.02170 OA2 0.32 0.22 17.56 5.21 0.05 5.05 241 242 232 0.11 0.50 0.06 0.06 5.00 6.54 0.00 0.36 532.96 532.71 24.86 0.01006 12 Circular 1 3.87 0.00010 0.21 0.12 0.12 3.09 0.35 0.13 5.13 243 244 234 0.01 0.90 0.01 0.01 5.00 0.00 0.00 0.06 537.53 536.81 72.52 0.00993 6 Circular 1 0.61 0.00010 0.11 0.03 0.06 1.98 0.17 0.61 5.61 301 302 SWMI IN 0.14 0.34 0.05 0.21 5.37 6.42 1 0.00 1.34 531.16 528.15 63.55 0.04736 12 Circular 1 8.40 0.00130 0.27 0.17 0.16 T83 1.22 0.14 5.50 303 304 1 302 1 0.31 0.51 1 0.16 0.16 5.00 6.54 0.00 1.03 539.42 531.26 162.20 0.05031 12 Circular 1 8.66 0.00080 0.23 0.14 0.14 T43 1.09 0.36 5.36 401 402 SWM2_IN 0.30 0.79 0.24 0.53 6.33 6.13 0.00 3.35 509.89 509.31 58.37 0.00994 15 Circular 1 6.98 0.00240 0.61 0.60 0.31 5.63 1.10 0.17 6.51 403 404 402 0.00 0.00 0.11 5.92 6.25 0.00 0.73 511.23 509.99 124.65 0.00995 12 Circular 1 3.85 0.00040 0.30 0.19 0.17 3.78 0.52 0.55 6.47 405 406 404 0.00 0.00 0.07 5.78 6.30 0.00 0.46 516.01 511.33 58.65 0.07980 12 Circular 1 10.90 0.00010 0.14 0.07 0.09 6.88 0.88 0.14 5.92 407 408 406 0.00 0.00 0.07 5.57 6.36 0.00 0.46 522.85 520.96 63.18 0.02991 12 Circular. 1 6.68 0.00010 OA8 0.09 0.11 4.88 0.55 0.22 5.78 409 410 408 0.05 0.80 0.04 0.07 5.38 6.42 0.00 0.46 527.59 525.92 55.57 0.03005 12 Circular 1 1 6.69 0.00010 0.18 0.09 0.11 4.89 0.55 0.19 5.57 411 412 1410 1 0.04 0.78 0.03 0.03 5.0) 6.54 0.00 0.20 530.25 527.69 85.26 0,03003 12 Circular 1 6.69 0.00000 0.12 0.05 0.08 3.84 0.35 0.37 5.37 501 502 404 0.08 0.43 0.03 0.05 5.20 6.48 0.00 0.33 511A9 511.33 31.63 0.00506 6 Circular 1 0.43 0.00310 0.33 OA4 0.14 2.43 0.42 0.22 5A2 503 504 502 0.04 OA3 0.02 0.02 5.00 6.54 0.00 0.11 513.66 512.12 43.91 0.03507 6 Circular 1 1.14 0.00040 0.11 0.03 0.06 3.70 0.32 0.20 5.20 601 602 SWM2 IN 0.30 0.79 0.24 0.24 5.00 6.54 0.00 LS5 510.42 510.35 13.57 0.00516 12 Circular 1 2.77 0.00170 0.53 OA3 0.26 3.63 0.74 0.06 5.06 701 702 SWM2_IN 0.07 0.74 0.05 0.27 5.12 .76 509.67 508.93 24.81 0.02983 12 Circular 1 6.67 0.00220 0.35 0.25 OA9 T16 1.15 0.06 5A8 703 704 702 0.64 0.34 0.22 0.22 5.00 A2 510.91 509.77 37.84 0.03013 12 Circular 1 6.70 0.00140 0.31 0.21 OA8 6.77 1.03 0.09 5.09 RDl 208 0.31 0.90 0.28 0.28 5.00 .83 530.00 528.03 65.72 0.02998 8 Circular 1 2.27 0.02040 OA5 0.25 0.20 T23 1.26 OA5 5.15 RD2 210 0.31 0.90 0.28 0.28 5.00 ft6m54Im424 .83 531.00 530.07 31.02 0.02998 8 Circular l 2.27 0.02040 OA5 0.25 0.20 T23 1.26 0.07 5.07 RD3 402 0.21 0.90 0.19 0.19 5.00 1.24 513.00 5IL57 47.72 0.02997 8 Circular l 2.27 0.00930 0.35 OA9 OA7 6.64 1.04 OA2 5.12 RD4 SWM2 IN 0.21 0.90 0.19 0.19 5.00 1.24 509.00 508.58 14.10 0.0297. 8 Circular 1 2.26 0.00930 0.35 0.19 0.17 6.62 1.03 0.04 5.04 FORM LID 204 STORMWATER INLET COMPUTATIONS SHEET 1 OF 3 ROUTE PROJECT Boys and Girls Club - Northside DESIGNER: KAM DATE 4/1412020 CHECKED: UNITS:NGLISH --- r rrr r • r ®®-------------------------__-® �� rrr ----�®�®---------------------__-® --- r r r r rrr r• r r r -------------------------__-® -----------® r r -- rrr --------®--®----_®-® �� :rrr r - r r • r ®-------------------------__-- ---® rrr ®r r -------------------------__-- -------����� �� rrr r r r • r ®-------------------------__-- ---® rrr ® r r -------------------------__-- -------����� r r r r r rr • r r rrr � r r: ® r : r ®� r r � r rrr � rrr � rrrr �--__-- --- r rrr rrr r • r rrr • -------------------------__-® ------- rrr • � r r �---------------------__-® ----------- r r rrr --®--------®-- r r ----_®-® --- r rrr r r r• r ®-------------------------__-® ®� rrr ----�®��---------------------__-® --- r rrr rrr r• r r r -------------------------__-® ----®®rrr -------------------------__-® -----------® rrr --®--------�--®----_®-® ®� rrr ----����---------------------__-® --- rrr rrr r • r r r • 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--®--------®--®----_®-® -------------------------__-- ------- r r ���� r rr r r r rr ® rrr r r r r: ��� r®" r r r•r ,rrr � rrr � r rrr ®--__-- �� r r rrr r •r r r• -------------------------__-® --- r rrr rrr ® rrr -------------------------__-® ------- r r � r r: �- rrr r r r: ® rrr r r r r: r r • : -®-----------__-® -----------® rrr -- rrr --------®--�-� r®" -_®®'r �� rrr ----�®��---------------------__-® --- r rrr rrr r• r r r -------------------------__-® -----------® rrr --®--------�--®----_®-® INLETSOFT BY ENSOFTEC DATE: 4/1412020 LD-347 PROJECT: Boys and Girls Club - Northside DESIGNED BY: KAM HYDRAULIC GRADE LINE ANALYSIS Checked: INCIDENCE PROBABILITY -Year INLET OR JUNCTION STA. INVERT EL. OUTFLOW PIPE DEPTH OF FLOW OUTFLOW PIPE OUTLET WATER SURFACE ELEV. DIA. PIPE Do (In/mm) DESIGN DISCH. Co (CFS/CMS) LENGTH PIPE Lo (FtlM) FRICTION SLOPE, Sfo (FT/FT) (M/M) FRICTION LOSS Hf (FVM) JUNCTION LOSS SURFACE FLOW Adj. Ht 1.3 Ht (FUM) Inlet Shaping? Y/N 0.5 Ht (FtlM) FINAL H (FVM) Inlet Water Surface Elevation Top of MH Top of Inlet Elev. APPROX. Adjustment? Vo Cont, Ho (FtlM) Vi V1'2/2g Hi (Expn) 0.35'MAX. (Vi2/2g) SKEW Angle K Bend H (FUM) Sum HL (FUM) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 16 17 18 19 SWM1 IN 530.000 302 528.150 1.00 530.000 12 1.336 63.55 0.00125 0.080 7.825 0.238 7.426 0.856 0.300 0.0 0.00 0.000 0.537 0.302 0.699 YES 0.349 0.429 531.430 538.590 O.K. 304 531.260 1.00 532.060 12 1.034 162.20 0.00075 0.122 7.426 0.214 0.000 0.000 0.000 0.0 0.00 0.000 0.214 1.034 0.278 YES 0.139 0.261 539.653 543.530 O.K. 202 525.650 2.50 530.000 30 18.576 47.95 0.00183 0.088 6.672 0.173 6.489 0.654 0.229 0.0 0.00 0.000 0.402 0.994 0.402 YES 0.201 0.288 530.288 533.990 O.K. 204 525.990 2.50 530.2881 30 17.582 24.89 0.00164 0.041 6.489 0.163 6.516 0.659 0.231 0.0 0.00 0.000 0.394 0.489 0.394 YES 0.197 0.238 530.526 534.230 O.K. 206 526.210 2.50 530.526 30 17.093 54.47 0.00155 0.084 6.516 0.165 6.078 0.574 0.201 0.0 0.00 0.000 0.366 2.704 0.366 YES 0.183 0.267 530.793 534.900 O.K. 208 526.580 2.00 530.793 24 13.049 53.59 0.00296 0.159 6.078 0.143 5.749 0.513 0.180 0.0 0.00 0.000 0.323 0.000 0.323 YES 0.162 0.320 1531.114 534.960 1 O.K. 210 526.950 1.75 531.114 21 11.325 135.10 0.00455 0.615 5.749 0.128 15.245 3.609 1.263 0.0 0.00 0.000 1.391 1.014 1.391 YES 0.696 1.310 532.424 536.500 O.K. 232 531.410 1.25 532.424 15 6.934 16.19 0.01026 0.166 15.245 0.902 12.385 2.382 0.834 0.0 0.00 0.000 1.736 0.026 1.736 YES 0.868 1.034 533.458 537.000 O.K. 234 532.550 1.25 533.550 15 7.002 80.24 0.01047 0.840 12.385 0.595 6.480 0.652 0.228 0.0 0.00 0.000 0.824 0.470 0.824 YES 0.412 1.252 537.136 543.990 O.K. 236 539.930 1.25 540.930 15 6.496 117.94 0.00901 1.062 6.480 0.163 9.538 1.413 0.494 0.0 0.00 0.000 0.657 0.932 0.657 YES 0.329 1.391 542.321 552.780 O.K. 238 544.390 1.00 545.190 12 5.564 15.61 0.02172 0.339 9.538 0.353 17.563 4.790 1.676 0.0 0.00 0.000 2.030 0.000 2.030 YES 1.015 1.354 546.544 552.920 O.K. EX1 544.950 1.00 546.544 12 5.564 55.26 0.02172 1.200 17.563 1.197 0.000 0.000 0.000 0.0 0.00 0.000 1.197 0.000 1.197 YES 0.599 1.799 553.574 556.950 O.K. 222 530.660 0.67 531.193 8 1.426 6.83 0.01240 0.085 8.321 0.269 0.000 0.000 0.000 0.0 0.00 0.000 0.269 1.426 0.349 YES 0.175 0.259 531.453 535.270 O.K. 212 527.730 1.75 532.424 21 10.311 45.46 0.00377 0.171 5.692 0.126 3.291 0.168 0.059 0.0 0.00 0.000 1 0.185 0.736 0.185 YES 0.092 0.264 532.688 536.500 O.K. 214 528.060 1.00 532.688 12 1.095 83.59 0.00084 0.070 3.291 0.042 2.716 0.115 0.040 0.0 0.00 0.000 0.082 0.545 0.107 YES 0.053 0.124 532.812 533.990 O.K. 216 528.580 1.00 532.812 12 0.550 84.46 0.00021 0.018 2.716 0.029 0.000 0.000 0.000 0.0 0.00 0.000 0.029 0.550 0.037 YES 0.019 0.037 532.848 533.870 O.K. 242 532.710 1.00 533.510 12 0.360 24.86 0.00009 0.002 3.090 0.037 0.000 0.000 0.000 0.0 0.00 0.000 0.037 0.360 0.048 YES 0.024 0.026 533.536 537.000 O.K. 244 536.810 0.50 537.210 6 0.059 72.52 0.00010 0.007 1.979 0.015 0.000 0.000 0.000 0.0 0.00 0.000 0.015 0.000 0.015 YES 0.008 0.015 1 537.635 540.970 O.K. LD-347 PROJECT: Boys and Girls Club - Northside DESIGNED BY: KAM HYDRAULIC GRADE LINE ANALYSIS Checked: INCIDENCE PROBABILITY -Year INLET OR JUNCTION STA. INVERT EL. OUTFLOW PIPE DEPTH OF FLOW OUTFLOW PIPE OUTLET WATER SURFACE ELEV. DIA. PIPE Do (In/mm) DESIGN DISCH. Co (CFS/CMS) LENGTH PIPE Lo (FtlM) FRICTION SLOPE, Sfo (FT/FT) (M/M) FRICTION LOSS Hf (FVM) JUNCTION LOSS SURFACE FLOW Adj. Ht 1.3 Ht (FUM) Inlet Shaping? Y/N 0.5 Ht (FtlM) FINAL H (FVM) Inlet Water Surface Elevation Top of MH Top of Inlet Elev. APPROX. Adjustment? Vo Cont, Ho (FtlM) Vi V1'2/2g Hi (Expn) 0.35'MAX. (Vi2/2g) SKEW Angle K Bend H (FUM) Sum HL (FUM) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 16 17 18 19 SWM2 IN 510.000 602 510.350 1.00 511.150 12 1.550 13.57 0.00169 0.023 3.629 0.051 0.000 0.000 0.000 0.0 0.00 0.000 0.051 1.550 0.066 YES 0.033 0.056 511.206 514.950 O.K. 402 509.310 1.25 510.310 15 3.347 58.37 0.00239 0.140 5.627 0.123 6.637 0.684 j 0.239 0.0 0.00 0.000 0.362 1.454 0.471 YES 0.236 0.375 510.685 514.950 O.K. 404 509.990 1.00 510.790 12 0.733 124.65 0.00038 0.047 3.777 0.055 6.883 0.736 1 0.257 0.0 0.00 0.000 0.313 0.000 0.313 YES 0.156 0.203 511.525 515.540 O.K. 406 511.330 1.00 512.130 12 0.460 58.65 0.00015 0.009 6.883 0.184 4.878 0.369 0.129 0.0 0.00 0.000 0.313 0.000 0.313 YES 0.157 0.165 1516.150 525.130 O.K. 408 520.960 1.00 521.760 12 0.460 63.18 0.00015 0.009 4.878 0.092 4.886 0.371 0.130 0.0 0.00 0.000 0.222 0.000 0.222 YES 0.111 0.120 523.028 533.710 O.K. 410 525.920 1.00 526.720 12 0.460 55.57 0.00015 0.008 4.886 0.093 3.835 0.228 0.080 0.0 0.00 0.000 0.173 0.257 0.224 YES 0.112 0.120 527.767 533.940 O.K. 412 527.690 1.00 528.490 12 0.203 85.26 0.00003 0.002 3.835 0.057 0.000 0.000 0.000 0.0 0.00 0.000 0.057 0.203 0.074 YES 0.037 0.040 530.369 534.360 O.K. 702 508.930 1.00 510.000 12 1.758 24.81 0.00217 0.054 7.162 0.199 6.772 0.712 0.249 0.0 0.00 0.000 0.448 0.338 0.448 YES 0.224 0.278 510.2781 516.860 O.K. 704 509.770 1.00 510.570 12 1.420 37.84 0.00141 0.054 6.772 0.178 0.000 0.000 0.000 0.0 0.00 0.000 0.178 1.420 0.231 YES 0.116 0.169 511.222 515.000 O.K. 502 511.330 0.50 511.730 6 0.331 31.63 0.00310 0.098 2.432 0.023 3.703 0.213 0.075 0.0 0.00 0.000 0.097 0.220 0.127 YES 0.063 0.161 511.891 515.850 O.K. 504 512.120 0.50 512.520 6 0.111 43.91 0.00035 0.015 3.703 0.053 0.000 0.000 0.000 0.0 0.00 1 0.000 0.053 0.111 0.069 YES 0.035 0.050 1513.765 517.430 1 O.K. LD-347 PROJECT: Boys and Girls Club - Northside DESIGNED BY: KAM HYDRAULIC GRADE LINE ANALYSIS Checked: INCIDENCE PROBABILITY -Year INLET OR JUNCTION STA. INVERT EL. OUTFLOW PIPE DEPTH OF FLOW OUTFLOW PIPE OUTLET WATER SURFACE ELEV. DIA. PIPE Do (In/mm) DESIGN DISCH. Co (CFS/CMS) LENGTH PIPE Lo (FtlM) FRICTION SLOPE, Sfo (FT/FT) (M/M) FRICTION LOSS Hf (FVM) JUNCTION LOSS SURFACE FLOW Adj. Ht 1.3 Ht (FUM) Inlet Shaping? Y/N 0.5 Ht (FtlM) FINAL H (FVM) Inlet Water Surface Elevation Top of MH Top of Inlet Elev. APPROX. Adjustment? Vo Cont, Ho (FtlM) Vi V1'2/2g Hi (Expn) 0.35'MAX. (Vi2/2g) SKEW Angle K Bend H (FUM) Sum HL (FUM) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 16 17 18 19 100 436.700 102A 435.700 2.00 437.300 24 10.309 64.01 0.00185 0.118 17.107 1.136 13.250 2.726 0.954 0.0 0.00 0.000 2.090 0.000 2.090 YES 1.045 1.163 442.563 449.760dOK102B 444.390 2.00 445.990 24 10.309 102.05 0.00185 0.189 13.250 0.682 9.379 1.366 0.478 0.0 0.00 0.000 1.1600.000 1.160 YES 0.580 0.769 449.942 465.370112 459.790 1.00 460.590 12 1.007 52.94 0.00071 0.038 9.379 0.341 10.277 1.640 0.574 0.0 0.00 0.000 0.915 0.000 0.915 YES 0.458 0.495 465.254 476.540114 470.650 1.00 471.450 12 1.007 85.31 0.00071 0.061 10.277 0.410 0.000 0.000 0.000 0.0 0.00 0.000 0.410 1.007 0.533 YES 0.267 0.327 481.832 490.550 DEQ Virginia Run ff Reduction Method New Development Compliance Spreadsheet - Version 3.0 2011 BMP Standards and Specifications 02013 Draft BMP Standards and Specifications Project Name: Boys &Girls Club - Northside Date: 1/21/2020 BMP oesiga Specllcadoaa use: 2013 Draft Stds & Specs Constants Annual RairfAl(irchea) 43 Target Rainfall Event(inches) 1.00 Total Phosphorus (TP) EMC(mg/L) 0.26 Total Nitrogen(TN) EMC(mg/L) 1.86 Target TP Load (lb/acre/yr) 0.41 PJ(unitless correction factor) 0.90 Site Results (Water Quality Compliance) Area Che,Eksjj D.A.A 11 D.A.B 11 D.A.0 Site Treatment Volume Runoff Reduction Volume and TP By Drainage, RUNOFF REDDRION VOLUME ACHIEVE TPLOADAVAIIABLE FOR REMOVAL I TP LOAD RFOURION gQ11EVEO TP LOAD REMAINING NITROGEN LOAD RE"'ON A[HIEVEO I Total Phosphp FINAL POST DEVELOPMENT TP WAD ( TP LOAD REDUCTION REQUIRED I TP LOAD REDUCTION ACHIEVED I TP LOAD REMAINING II REMAINING TP LOAD REDUCTON REQUIRED (I Total Nitrocen (For Information Purpc Virginia Runoff Reduction Method Worksheet DEQ Virginia Runoff Reduction Method New Development Compliance Spreadsheet - Version 3.0 BMP Design Specifications List: 2013 Draft Stds & Specs Site Summary Project Title: Boys & Girls club - Northside Date: 43851 Total Rainfall = 43 inches Site Land Cover Summary A soils B Soils C Soils D Soils Totals % of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 1.99 1.49 0.00 0.00 3.48 55 Impervious Cover (acres) 1.75 1.06 0.00 0.00 2.81 45 6.29 100 Site Tv and Land Cover Nutrient Loads Site Rv 0.52 Treatment Volume ft3 11,856 TP Load (lb/yr) 7.45 TN Load (lb/yr) 53.29 Total TP Load Reduction Required (lb/yr) 4.87 Site Compliance Summary Total Runoff Volume Reduction (ft) 0 Total TP Load Reduction Achieved (lb/yr) 0.00 Total TN Load Reduction Achieved (lb/yr) 0.00 Remaining Post Development TP Load 7.45 (lb/yr) Remaining TP Load Reduction (lb/yr) Required 4.87 --- --------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Drainage Area Summary D.A. A D.A. B D.A. C D.A. D D.A. E Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0.00 Managed Turf (acres) 0.00 0.00 0.00 0.00 0.00 0.00 Impervious Cover (acres) 0.00 0.00 0.00 0.00 0.00 0.00 Total Area (acres) 0.00 0.00 0.00 0.00 0.00 0.00 Drainage Area Compliance Summary D.A. A D.A. B D.A. C D.A. D D.A. E Total TP Load Reduced (lb/yr) 0.00 0.00 0.00 0.00 0.00 0.00 TN Load Reduced (lb/yr) 0.00 0.00 0.00 0.00 0.00 0.00 Summary Print Virginia Runoff Reduction Method Worksheet Drainage Area A Summary Land Cover Summary A Soils 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) 0.00 0.00 0.00 0.00 0.00 0 Impervious Cover (acres) 0.00 0.00 0.00 0.00 0.00 0 1 0.00 ) BMP Selections Managed Turf Impervious TP Load from Downstream BMP Treatment Untreated TP Load TP Removed TP Remaining Practice Credit Area Cover Credit I ( 3) Volume ft Upstream to Practice Ibs ( ) (lbr ( /y) (lbr ( /y) Treatment to be acres Area acres Practices Ibs Em to ed Total Impervious Cover Treated (acres) 0.00 Total Turf Area Treated (acres) 0.00 Total TP Load Reduction Achieved in D.A. 0.00 (lb/yr) Total TN Load Reduction Achieved in D.A. 0.00 (lb/yr) Drainage Area B Summary Land Cover Summary A Soils 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) 0.00 0.00 0.00 0.00 0.00 0 Impervious Cover (acres) 0.00 0.00 0.00 0.00 0.00 0 1 0.00 ) BMP Selections Managed Turf Impervious TP Load from Downstream BMP Treatment Untreated TP Load TP Removed TP Remaining Practice Credit Area Cover Credit I ( 3) Volume ft Upstream to Practice Ibs ( ) Ib r ( /y) Ib r ( /y) Treatment to be acres Area acres Practices Ibs Employed Total Impervious Cover Treated (acres) 0.00 Total Turf Area Treated (acres) 0.00 Total TP Load Reduction Achieved in D.A. (lb/yr) 0.00 Total TN Load Reduction Achieved in D.A. (lb/yr) 0.00 Drainage Area C Summary Land Cover Summary Summary Print Virginia Runoff Reduction Method Worksheet A Soils 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) 0.00 0.00 0.00 0.00 0.00 0 Impervious Cover (acres) 0.00 0.00 0.00 0.00 0.00 0 0.00 BMP Selections Managed Turf Impervious TP Load from Downstream BMP Treatment Untreated TP Load TP Removed TP Remaining Practice Credit Area Cover Credit I 3 Volume (ft Upstream to Practice (Ibs) (lb/yr) (lb/yr) Treatment to be acres Area acres Practices (Ibs) Em Io ed Total Impervious Cover Treated (acres) 0.00 Total Turf Area Treated (acres) 0.00 Total TP Load Reduction Achieved in D.A. (lb/yr) 0.00 Total TN Load Reduction Achieved in D.A. (lb/yr) 0.00 Drainage Area D Summary Land Cover Summary A Soils 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) 0.00 0.00 0.00 0.00 0.00 0 Impervious Cover (acres) 0.00 0.00 0.00 0.00 0.00 0 0.00 BMP Selections Managed Turf Impervious TP Load from Downstream BMP Treatment Untreated TP Load TP Removed TP Remaining Practice Credit Area Cover Credit I 3 Volume (ft ) Upstream to Practice (Ibs) (lb/yr) (lb/yr) Treatment to be acres Area acres Practices Ibs Em Io ed Total Impervious Cover Treated (acres) 0.00 Total Turf Area Treated (acres) 0.00 Total TP Load Reduction Achieved in D.A. (lb/yr) 0.00 Total TN Load Reduction Achieved in D.A. (lb/yr) 0.00 Drainage Area E Summary Land Cover Summary A Soils 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) 0.00 0.00 0.00 0.00 0.00 0 Summary Print Virginia Runoff Reduction Method Worksheet Impervious Cover (acres) 0.00 0.00 0.00 0.00 0.00 0 0.00 BMP Selections Managed Turf Impervious TP Load from Downstream BMP Treatment Untreated TP Load TP Removed TP Remaining Practice Credit Area Cover Credit I s Volume (ft ) Upstream to Practice (Ibs) (lb/yr) (Ib/yr) Treatment to be acres Area acres Practices Ibs Em Io ed Total Impervious Cover Treated (acres) 0.00 Total Turf Area Treated (acres) 0.00 Total TP Load Reduction Achieved in D.A. 0.00 (lb/ r) Total TN Load Reduction Achieved in D.A. (lb/yr) 0.00 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Runoff Volume and CN Calculations 1-year storm 2-year storm 10-year storm Target Rainfall Event (in) 1 0.00 0.00 0.00 Drainage Areas RV & CN Drainage Area A Drainage Area B Drainage Area C Drainage Area D Drainage Area E CN 0 0 0 0 0 RR (ft3) 0 0 0 0 0 1-year return period RV wo RR (ws-in) 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 CN adjusted 0 0 0 0 0 2-year return period RV wo RR (ws-in) 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 CN adjusted 0 0 0 0 0 10-year return period RV wo RR (ws-in) 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 CN adjusted 0 0 0 0 0 Summary Print V RRM_New_Compliance Spreadsheet v3 082017 Version 2.8 - June 2014 - 2011 BMP Stds & Specs 1 Fixed summary sheet - totals /percentage column fixed 2 Corrected nitrogen efficiency percentages 3 Corrected the Rv value in column J for managed turf 4 Checked and revised runoff reduction credit values assigned Version 3.0 - 2011 and draft 2013 BMP Stds & Specs General 1 Added error checks and user prompts to Site tab, DA tabs, and Runoff Volume and CN tab for data input errors. 2 Various format changes thoughout the spreadsheet. 3 Combined 2011 and 2013 BMP spreadsheets into one spreadsheet with a user selection option included in Site tab (row 2). 4 User input cell color changed from cyan blue to green; calculation cells changed from mid -grey to light grey; and added final result cell in indigo. Site tab 5 Locked annual rainfall of 43 inches for use throughout Virginia since regulatory site based TP load limit is based on this value. 6 Corrected error in formula for summation of nitrogen removal from runoff reduction practices for each Drainage Area tab (cell V79). 7 Added button and shortcut (Ctrl+Shift+R) to clear user inputs from all worksheets. 8 Added shortcut (Ctrl+Shift+D) to clear land cover data from Site tab. 9 Added data entry instruction when user inputs blank (row 8). 10 Moved and revised TP load reduction requirement (now in blue) to columns A to H, rows 27-30. D.A. tabs 11 Added MTDs: Hydrodynamic, Filtering, Generic. 12 Added "Total BMP Treatment Volume (fte)" column. 13 Rearranged previous Turf and Impervious input rows to adjacent cells in same row so each practice now located in one row. 14 Consolidated BMP Practice heading and added (RR or no RR label) to each practice to identify those with and without Runoff Reduction. 15 Added " Total Phosphorus Available for Removal in D.A. _ (lbs)". 16 Added button to clear BMP credit areas entered for each practice. 17 Added user prompts to assist with user -input Rainwater Harvesting runoff reduction credit, and MTDs. 18 Renamed Credit and Phosphorus/Nitrogen Efficiency column headers to Runoff Removal Credit and Phosphorus/Nitrogen Removal Efficiency for clarity. 19 Removed 'RR" from Column headings referring to runoff volume and TP load from upstream practices (which may be RR or non -RR practices). 20 Renamed "l0. Wet Swale (Coastal Plain)" to "l0. Wet Swale" in BMP heading in order to improve clarity. The practice is well suited for but not limited to the Coastal Plain. 21 Renamed "14. Manufactured BMPs" section heading to "14. Manufactured Treatment Device"s for consistency with Virginia BMP Clearinghouse. 22 Added "Micro-Bioretention #1" and "Micro-Bioretention #2" to Bioretention headings (6.a and 6.b on tab, respectively) from Spec 9. 23 Replaced zero values from all data entry cells with blank cells, blocked out calculation and data entry cells where input or calculations are not applicable. Water Quality Compliance tab 24 Optimized and reorganized for improved information output. 25 Added "Runoff Reduction Volume and TP By Drainage Area". 26 Made correction to site volume carried forward from Site tab. (08/22/2017) Runoff Volume and CN tab 27 Reorganized and renamed Channel and Flood Protection tab to Runoff Volume and CN to more accurately reflect information provided. 28 Added user notes regarding limitations of Runoff Volume and CN tab for water quantity calculations. 29 Renamed CN.i,ht" to CNIc.A. xl for the CNs based on soils and land cover types for each drainage area Summary tab 30 Added "Print Preview" button. 31 Fixed runtime error in Summary tab update macro. 32 Added "BMP Treatment Volume", "TP Load from Upstream practice", "TP Removed" and "TP remaining" columns to Summary tab. 33 Optimized macro efficiency and eliminated screen updating/flashing during macros. 34 Corrected Summary tab macro -Turf missing routine missing "<>". 35 Added Error Summary Table to Summary tab (appears only if errors on Site tab or Drainage Area tabs are present) 36 Expanded and improved Runoff Coefficient and CN calculation section. 37 Macro glitch with MS Excel 2016 corrected. (08/22/2017) 38 Added Project Title and Date from Site tab. (8/22/2017) 1S 2S 5S Pre -1 to P Al Pre 2 to POA1 Pre-3 4L POA1 Subcat Reach on Link Routing Diagram for Pre Prepared by Timmons Group, Printed 4/16/2020 EHydroCAX) 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Pre Prepared by Timmons Group Printed 4/16/2020 HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.380 61 >75% Grass cover, Good, HSG B (1S, 2S) 1.200 98 Paved parking, HSG B (1S, 2S, 5S) 6.280 55 Woods, Good, HSG B (1S, 2S) 7.860 62 TOTAL AREA Pre Prepared by Timmons Group Printed 4/16/2020 HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 7.860 HSG B 1 S, 2S, 5S 0.000 HSG C 0.000 HSG D 0.000 Other 7.860 TOTAL AREA Pre Prepared by Timmons Group HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Printed 4/16/2020 Page 4 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.380 0.000 0.000 0.000 0.380 >75% Grass cover, Good 1 S, 2S 0.000 1.200 0.000 0.000 0.000 1.200 Paved parking 1 S, 2S, 5S 0.000 6.280 0.000 0.000 0.000 6.280 Woods, Good 1 S, 2S 0.000 7.860 0.000 0.000 0.000 7.860 TOTAL AREA Pre Type/1 24-hr 1 YR Rainfall=3.04" Prepared by Timmons Group Printed 4/16/2020 HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 5 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1S: Pre -1 to POA1 Runoff Area=6.250 ac 1.12% Impervious Runoff Depth>0.23" Flow Length=715' Tc=11.4 min CN=56 Runoff=0.82 cfs 0.120 of Subcatchment2S: Pre-2 to POA1 Runoff Area=1.570 ac 69.43% Impervious Runoff Depth>1.69" Flow Length=1,130' Tc=7.5 min CN=86 Runoff=4.41 cfs 0.222 of Subcatchment5S: Pre-3 Runoff Area=0.040 ac 100.00% Impervious Runoff Depth>2.81" Tc=6.0 min CN=98 Runoff=0.17 cfs 0.009 of Link 4L: POA1 Inflow=4.72 cfs 0.341 of Primary=4.72 cfs 0.341 of Total Runoff Area = 7.860 ac Runoff Volume = 0.351 of Average Runoff Depth = 0.54" 84.73% Pervious = 6.660 ac 15.27% Impervious = 1.200 ac Pre Type/1 24-hr 1 YR Rainfall=3.04" Prepared by Timmons Group Printed 4/16/2020 HydroCADO 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 1S: Pre -1 to POM Runoff = 0.82 cfs @ 12.10 hrs, Volume= 0.120 af, Depth> 0.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=3.04" Area (ac) CN Description 6.010 55 Woods, Good, HSG B 0.070 98 Paved parking, HSG B 0.170 61 >75% Grass cover, Good, HSG B 6.250 56 Weighted Average 6.180 98.88% Pervious Area 0.070 1.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 50 0.1000 0.14 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.70" 5.4 665 0.1700 2.06 Shallow Concentrated Flow, Woodland Kv= 5.0 fos 11.4 715 Total Subcatchment 1 S: Pre -1 to POM Hydrograph 0.9--+1L-j----L -111-----I-��- ■Runoff 0.85 � _ +' 1 L� J - I_ 1 -I _ L o-82 - -i L -1 _ 1_ -1- 1 _ L -1 _ L -1- 0.8 1 �/_mI r7-1"'eJl�Jll- 0.75B 0.7 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 0.65 Ruh* ff-Ard���l�5a led I 0.6 1 1 1 1 1 1 11 1 1 1 1g 1 1 Runoff-Volume=O.420-aff 1 I 1 1 1 1 1 1 1 1 1 1 0.55 --------- 0.5 --- OU' "''I"p�{�Oglp`h I043'11 I I I I I I I I I I I I I- 0.45 -1 'th�5'1 RoW�n-juL -1 -1 - - - -1 - - 0.4 � -I T I- � - I- T I T -1 I -I- T -I-- 7 I- T -I F -7 - 0.35 TC4.4 Ini ft - 1- 0.3 0.25 1, �+-1- t1r-i1+I�1-- - Y5+V --1� I I--1---1-- 0.2 ----+1L+- 0.15 - - + - L - -4 - -' - 1- 4- -' - '- - - 0.1 -I- +- I -k- � I - I �- -4 1 L- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pre Type/1 24-hr 1 YR Rainfall=3.04" Prepared by Timmons Group Printed 4/16/2020 HydroCADO 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 2S: Pre-2 to POM Runoff = 4.41 cfs @ 11.99 hrs, Volume= 0.222 af, Depth> 1.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=3.04" Area (ac) CN Description 0.210 61 >75% Grass cover, Good, HSG B 1.090 98 Paved parking, HSG B 0.270 55 Woods, Good, HSG B 1.570 86 Weighted Average 0.480 30.57% Pervious Area 1.090 69.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 150 0.0300 1.89 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.70" 5.2 660 0.1800 2.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.0 320 0.0300 5.11 102.14 Channel Flow, Area= 20.0 sf Perim= 10.0' r= 2.00' n= 0.080 Earth, lonq dense weeds N 3 0 LL 7.5 1,130 Total M® H Subcatchment 2S: Pre-2 to POM Hydrograph I I I I I I 4.41 cfs 00, I I I I I I i I I I I I I I I I I I I I I Type Ili 24-hr 1 YRI RIainfallT3.0416' IRunbff Area=1.570 ail: -Ru-nofflVoFume=6222 of Ou;ngff Depth>1.1091' -F1chvi L-6n gth=1-,13V I I I I Tc=7.15 min 1 ONL80 I I I I I I I I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ❑ Runoff Pre Type/1 24-hr 1 YR Rainfall=3.04" Prepared by Timmons Group Printed 4/16/2020 HydroCADO 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 5S: Pre-3 Runoff = 0.17 cfs @ 11.96 hrs, Volume= 0.009 af, Depth> 2.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=3.04" Area (ac) CN Description 0.040 98 Paved parking, HSG B 0.040 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5S: Pre-3 Hydrograph 1 1 1 1 1 1 1 1 1 ■Runoff 0.18 0.17 0.17 cfs 1 1 y pe M 24- hr 0.16 - - - - - - - - - - - - - - - - - - - - - - -11 ��I-�• ` 0.14 I I I I -- --- F I -- - - AI1 R11nF--Q.ry4-0-a�0.13 �= 0.12 1 T T T T 1 1 T I I I I-1 I RunoffiVolume=1O-.00 I I I�/ I I I I I1 1 aU w 0.11 0.1 T F- -1 T 1 T I 1� ��{�Ij�1 -1 — � f-POP 1 —I— rt —I— r — I— rt —I— fi rt —I— Upo — c 0.09 - I- t -I - r - I- t -I - fi rt -I- fi -I - I- rt-Tvt6:0Mil l LL 0.08 -1 t I- t -1 fi -1 -t fi -1 I fi t-- -11 0.07 + I- + - I +-1 + 1+ 1 11 +ti/+WAA' :P:W 0.06 +11 II+1+ 0.05 �-1-+-1- 1--1- 1 4-1- -1---4-1- -1--4- 0.04 T T I- - -4 1 -k 1 I 1 4- 1 -4 0.03 T -I- T I- I- I 0.02- 0.01 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pre Type/1 24-hr 1 YR Rainfall=3.04" Prepared by Timmons Group Printed 4/16/2020 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 9 Summary for Link 4L: POM Inflow Area = 7.820 ac, 14.83% Impervious, Inflow Depth > 0.52" for 1 YR event Inflow = 4.72 cfs @ 12.00 hrs, Volume= 0.341 of Primary = 4.72 cfs @ 12.00 hrs, Volume= 0.341 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs N U 3 0 LL Link 4L: POM Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ■ Inflow ❑ Primary Pre Type 11 24-hr 2 YR Rainfall=3.68" Prepared by Timmons Group Printed 4/16/2020 HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 10 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1S: Pre -1 to POA1 Runoff Area=6.250 ac 1.12% Impervious Runoff Depth>0.44" Flow Length=715' Tc=11.4 min CN=56 Runoff=2.65 cfs 0.231 of Subcatchment2S: Pre-2 to POA1 Runoff Area=1.570 ac 69.43% Impervious Runoff Depth>2.26" Flow Length=1,130' Tc=7.5 min CN=86 Runoff=5.81 cfs 0.295 of Subcatchment5S: Pre-3 Runoff Area=0.040 ac 100.00% Impervious Runoff Depth>3.44" Tc=6.0 min CN=98 Runoff=0.20 cfs 0.011 of Link 4L: POA1 Inflow=7.60 cfs 0.526 of Primary=7.60 cfs 0.526 of Total Runoff Area = 7.860 ac Runoff Volume = 0.538 of Average Runoff Depth = 0.82" 84.73% Pervious = 6.660 ac 15.27% Impervious = 1.200 ac Pre Type 11 24-hr 2 YR Rainfall=3.68" Prepared by Timmons Group Printed 4/16/2020 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 1S: Pre -1 to POM Runoff = 2.65 cfs @ 12.07 hrs, Volume= 0.231 af, Depth> 0.44" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=3.68" Area (ac) CN Description 6.010 55 Woods, Good, HSG B 0.070 98 Paved parking, HSG B 0.170 61 >75% Grass cover, Good, HSG B 6.250 56 Weighted Average 6.180 98.88% Pervious Area 0.070 1.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 50 0.1000 0.14 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.70" 5.4 665 0.1700 2.06 Shallow Concentrated Flow, Woodland Kv= 5.0 fos 11.4 715 Total Subcatchment 1 S: Pre -1 to POM Hydrograph I I Type III 24-hr I Y;R kainfall=�.018"; ; I 2 Ruh -off Area=6.25a 6c� ' I Runoff Volume=0.2311 of Depth OU60ff >p.44'` I I 0 ' RloW Length=T1 J' Tczd 1.4 min -II ` N61 5116 I I I I I I I I I I I I I I I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ❑ Runoff Pre Type 11 24-hr 2 YR Rainfall=3.68" Prepared by Timmons Group Printed 4/16/2020 HydroCADO 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 2S: Pre-2 to POM Runoff = 5.81 cfs @ 11.99 hrs, Volume= 0.295 af, Depth> 2.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=3.68" Area (ac) CN Description 0.210 61 >75% Grass cover, Good, HSG B 1.090 98 Paved parking, HSG B 0.270 55 Woods, Good, HSG B 1.570 86 Weighted Average 0.480 30.57% Pervious Area 1.090 69.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 150 0.0300 1.89 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.70" 5.2 660 0.1800 2.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.0 320 0.0300 5.11 102.14 Channel Flow, Area= 20.0 sf Perim= 10.0' r= 2.00' n= 0.080 Earth, lonq dense weeds 7.5 1,130 Total Subcatchment 2S: Pre-2 to POM Hydrograph 6 1 5.81 cfs 1 IType II 24-hr 1 L` f�lairifaltT.j 5 6$ 1 1 'Runbff Are6=1.570 ad 4 1 1 1 1 1 1 1 1 Runoff lVolume=0.295 of w 1 1 _Ou;n4ff Depth>2�61; LL 3 Flbw' L?n th=1,130' I I I I _ I_ L_ I_ I I I 11 _1 _Tc-;:7(.�rt 15 ni-ii 2 1 1 1 1 1 1 1 1 N:80 I I I_ L _1 _ I_ L-I- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pre Type 11 24-hr 2 YR Rainfall=3.68" Prepared by Timmons Group Printed 4/16/2020 HydroCADO 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 5S: Pre-3 Runoff = 0.20 cfs @ 11.96 hrs, Volume= 0.011 af, Depth> 3.44" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=3.68" Area (ac) CN Description 0.040 98 Paved parking, HSG B 0.040 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5S: Pre-3 Hydrograph 0.22 I — — I I — — — 1 1 I I I — — — — 1 L1 I I — — — 1 1 I I I I — — — — — 1 L-1 11 I — — I I I I I I I I I I — — — — — — — — — — — — — — I L 1 LA I L 1 L1 ■Runoff 0.21 1 L 1 I T 0.20cfs -4 T 1 L 4 1q T 1 -4 0.2 --+--++--+-I-+� -+--t----TypeHi24-b1r- nwL 0.19 -1-1-T-I-T7-1-T-1-7-1 T 0.18 1 1' �I11111ai��3.� 0.17 0.16 1 - - 1- 1 -1 - 1 1 - I- I -I - I I -RO p.`,,�y,w,�— - -6ff,/�d e&0.040-aJc- 0.15 -J-I-1-I-LL-I-1-I-1 L-I-L-1`-,L-i-I-Ln-11-LLr- 0.14 -4 —1— —1— - 1- —1— -R�naffi F��{�u�jmpC =O-.O1 1- a1- 00.12 T 11- T I T T 1- T T T � U1� offT - - - - -11 - - - `^77`. �"-13.44 c 00- 1 1 �c= O- 11b a 1 �& 11 1 0.09 0.08 ( I - I I 1_ 1 _I I I I _ L -1I I I 1 I I I I L-1 I 1 I I I I I I I I I I 1 L I L A_ I_ I :F 98 0.07 A-I-1-I-L 11 1-T� -4 1 T 1 L-4-1-4- 1 L-4 0.06 -1-I-+-I- I+ 1-T-1 -t I fi 1-I-I-I-t 1 L-i 0.05 -1 -I T T T T T T T -1 T T T 0.04 0.03 0.02 - - -1 -I- - -1- - - - -1- - - -1- - - - - 0.01 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pre Type 11 24-hr 2 YR Rainfall=3.68" Prepared by Timmons Group Printed 4/16/2020 HydroCADO 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 14 Summary for Link 4L: POM Inflow Area = 7.820 ac, 14.83% Impervious, Inflow Depth > 0.81" for 2 YR event Inflow = 7.60 cfs @ 12.01 hrs, Volume= 0.526 of Primary = 7.60 cfs @ 12.01 hrs, Volume= 0.526 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link 4L: POM Hydrograph ■ Inflow ❑ Primary 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pre Type 1124-hr 10 YR Rainfall=5.57" Prepared by Timmons Group Printed 4/16/2020 HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 15 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1S: Pre -1 to POA1 Runoff Area=6.250 ac 1.12% Impervious Runoff Depth>1.34" Flow Length=715' Tc=11.4 min CN=56 Runoff=11.23 cfs 0.700 of Subcatchment2S: Pre-2 to POA1 Runoff Area=1.570 ac 69.43% Impervious Runoff Depth>4.00" Flow Length=1,130' Tc=7.5 min CN=86 Runoff=10.01 cfs 0.523 of Subcatchment5S: Pre-3 Runoff Area=0.040 ac 100.00% Impervious Runoff Depth>5.33" Tc=6.0 min CN=98 Runoff=0.31 cfs 0.018 of Link 4L: POA1 Inflow=19.94 cfs 1.223 of Primary=19.94 cfs 1.223 of Total Runoff Area = 7.860 ac Runoff Volume = 1.240 of Average Runoff Depth = 1.89" 84.73% Pervious = 6.660 ac 15.27% Impervious = 1.200 ac Pre Type 1124-hr 10 YR Rainfall=5.57" Prepared by Timmons Group Printed 4/16/2020 HydroCADO 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions Li Page 16 Summary for Subcatchment 1S: Pre -1 to POM Runoff = 11.23 cfs @ 12.05 1 Volume= 0.700 af, Depth> 1.34" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Si 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=5.57" Area (ac) CN Description 6.010 55 Woods, Good, HSG B 0.070 98 Paved parking, HSG B 0.170 61 >75% Grass cover, Good, HSG B 6.250 56 Weighted Average 6.180 98.88% Pervious Area 0.070 1.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 50 0.1000 0.14 Sheet Flow, Woods: Light underbrush n= 0.400 1 3.70" 5.4 665 0.1700 2.06 Shallow Concentrated Flow, Woodland 15.0 fos 11.4 715 Total WE Subcatchment 1 S: Pre -1 to POM Hydrograph J — I— 1 —I — L —1 — I Ill cfs Type 111 24ohr 1 I I 1 10 *R� ka-infallT5�57;" 1 1 Runoff Area=6!250 c1c1 1 I — I— rt — — —1 — F -1 — I— rt — 1 Runoff V7-olurme=0.700i aft Ouno#f Opt>J •$4.- -� 1 FloWte�ngth�71a5'-1- 11 Tc-711.41Ynin1- 1-4-1 L I I I I I I I I -4-1—-1 I _ L —1 _ L — T —1 — F - — 1— 7 —1 — T —1 — 7 I I I I I I I I — r —1 — r- -1 — 1— 7 —1 I I I — t- —1 — F I I I I I I I - —I—--1—t—I—fi-1- - I I I I i I I I I I I I I I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ■ Runoff Pre Type 1124-hr 10 YR Rainfall=5.57" Prepared by Timmons Group Printed 4/16/2020 HydroCADO 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment 2S: Pre-2 to POM Runoff = 10.01 cfs @ 11.99 hrs, Volume= 0.523 af, Depth> 4.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=5.57" Area (ac) CN Description 0.210 61 >75% Grass cover, Good, HSG B 1.090 98 Paved parking, HSG B 0.270 55 Woods, Good, HSG B 1.570 86 Weighted Average 0.480 30.57% Pervious Area 1.090 69.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 150 0.0300 1.89 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.70" 5.2 660 0.1800 2.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.0 320 0.0300 5.11 102.14 Channel Flow, Area= 20.0 sf Perim= 10.0' r= 2.00' n= 0.080 Earth, lonq dense weeds 7.5 1,130 Total It Subcatchment 2S: Pre-2 to POM Hydrograph I I I I 1-—I—r Type II.24-hr 1110 YID RainfallT5.57, 1Runbff Ares=1.570 arc 4- —1 — � -4 — I— + —1 — 4- —1 — � Run_offl Volume=0.523 of pnoff Depth>4.1901' -IFIbW L6n� th="1,130' Tc$7.15 min 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ■ Runoff Pre Type 1124-hr 10 YR Rainfall=5.57" Prepared by Timmons Group Printed 4/16/2020 HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment 5S: Pre-3 Runoff = 0.31 cfs @ 11.96 hrs, Volume= 0.018 af, Depth> 5.33" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=5.57" Area (ac) CN Description 0.040 98 Paved parking, HSG B 0.040 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, N U.[ 0.1E 0 0.1E LL 0.14 0.12 0.1 Subcatchment 5S: Pre-3 Hydrograph _I_ 1 _I_ L L_ I_ 1 _I_ L I I I I I I I I Fo- - I I I I I I I I I I F T I I —1— I I I I 7 1 + —I— + —I— + + — I— + —I— L —I— L L — 1— + —1— L -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 Type 1124-hr 10 YR Rainfall=5.57" Runoff Area=0.040 ac Runoff Volume=0.018 of Runoff -Depth>5.33" — 1— Tc=6.0 m i n CN=98 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ❑ Runoff Pre Type 1124-hr 10 YR Rainfall=5.57" Prepared by Timmons Group Printed 4/16/2020 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 19 Summary for Link 4L: POA1 Inflow Area = 7.820 ac, 14.83% Impervious, Inflow Depth > 1.88" for 10 YR event Inflow = 19.94 cfs @ 12.01 hrs, Volume= 1.223 of Primary = 19.94 cfs @ 12.01 hrs, Volume= 1.223 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link 4L: POA1 Hydrograph / - I fi 1 1 -t I t- -1 1 t 1 I- - I- t- -1 1- t -1 - r L- 22 / T 19.94 crs 1j�( I I I 1 21 / /■/1� 19.94 cfs — Low-iiAr�ea-= 7 — — — —1 — — 20 / -iB2O I— 1— - -1 - - 1g / L _I- L J- I- 1 -I- L 1 1 1 -1- L _1 18 / 1 -1- 1 17 / rt 1 fi 1 1 rt 1 r -1 - 1- -1- fi -1- rt- - r L- 16 / -I 15 / - - - 14 / N13 / L_I_L_I_I_1_I_LL_I 1 J_1_ u 12 / 4 -1- 4- -1 - 1- 4 - I -' LL 10 / 7 T 1 F 7 I L-1 1 F -1 1 7-1 F 7 I L-1 9 / - 8 / 7 / L I L 1 1 1 1- L-1 -I- - I- 1 -1- L J 1- 1 -1- L L -'- 6 / 4 - I - -1 -1- 4 -1- -4 -I - -4 -1- 4- -1- 4 -1- 1 1 5-rt--fi�--rt-I- 4 / 7 T- 1 F 7 >- 7 1 -T 7-1 7 3 / 2 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Inflow ❑ Primary 9S 2S Post-2A to POA1 Post-1A to POA1 7P Post-3 10S Post-213 to POA1 5S Post-1 B to POA1 A SWM 2WM2 % 8L " 6S S4 Reach on L ink Analysis Point 1 Post-1 C to POA1 Post - No Pond Prepared by Timmons Group Printed 4/16/2020 HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 3.690 61 >75% Grass cover, Good, HSG B (2S, 5S, 6S, 9S) 3.900 98 Paved parking, HSG B (2S, 5S, 9S, 10S, 11 S) 0.270 55 Woods, Good, HSG B (9S, 10S) 7.860 79 TOTAL AREA Post - No Pond Prepared by Timmons Group Printed 4/16/2020 HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 7.860 HSG B 2S, 5S, 6S, 9S, 10S, 11 S 0.000 HSG C 0.000 HSG D 0.000 Other 7.860 TOTAL AREA Post - No Pond Prepared by Timmons Group Printed 4/16/2020 HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 4 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 3.690 0.000 0.000 0.000 3.690 >75% Grass cover, Good 2S, 5S, 6S, 9S 0.000 3.900 0.000 0.000 0.000 3.900 Paved parking 2S, 5S, 9S, 10S, 11S 0.000 0.270 0.000 0.000 0.000 0.270 Woods, Good 9S, 10S 0.000 7.860 0.000 0.000 0.000 7.860 TOTAL AREA Post - No Pond Prepared by Timmons Group HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Printed 4/16/2020 Page 5 Pipe Listing (all nodes) Line# Node In -Invert Out -Invert Length Slope n Diam/Width Height Inside -Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 10S 0.00 0.00 60.0 0.0500 0.013 18.0 0.0 0.0 2 7P 524.00 444.50 530.0 0.1500 0.013 24.0 0.0 0.0 3 9P 504.00 435.00 460.0 0.1500 0.013 24.0 0.0 0.0 Post - No Pond Type/1 24-hr 1 YR Rainfall=3.04" Prepared by Timmons Group Printed 4/16/2020 HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 6 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment2S: Post-1Ato POA1 Runoff Area=2.990 ac 61.54% Impervious Runoff Depth>1.55" Tc=6.0 min CN=84 Runoff=7.97 cfs 0.386 of Subcatchment5S: Post-1 B to POA1 Runoff Area=1.600 ac 58.13% Impervious Runoff Depth>1.48" Tc=6.0 min CN=83 Runoff=4.08 cfs 0.197 of Subcatchment6S: Post-1 C to POA1 Runoff Area=1.660 ac 0.00% Impervious Runoff Depth>0.38" Flow Length=791' Tc=10.1 min CN=61 Runoff=0.66 cfs 0.052 of Subcatchment9S: Post-2Ato POA1 Runoff Area=1.440 ac 75.00% Impervious Runoff Depth>1.85" Tc=6.0 min CN=88 Runoff=4.53 cfs 0.222 of Subcatchment10S: Post-2B to POA1 Runoff Area=0.130 ac 7.69% Impervious Runoff Depth>0.29" Flow Length=510' Tc=6.3 min CN=58 Runoff=0.04 cfs 0.003 of Subcatchment11S: Post-3 Runoff Area=0.040 ac 100.00% Impervious Runoff Depth>2.81" Tc=6.0 min CN=98 Runoff=0.17 cfs 0.009 of Pond 7P: SWM1 Peak Elev=527.58' Storage=0.180 of Inflow=12.49 cfs 0.608 of Outflow=3.16 cfs 0.607 of Pond 9P: SWM2 Peak Elev=507.44' Storage=0.066 of Inflow=4.10 cfs 0.200 of Outflow=0.76 cfs 0.199 of Link 8L: Analysis Point 1 Inflow=4.46 cfs 0.859 of Primary=4.46 cfs 0.859 of Total Runoff Area = 7.860 ac Runoff Volume = 0.870 of Average Runoff Depth = 1.33" 50.38% Pervious = 3.960 ac 49.62% Impervious = 3.900 ac Post - No Pond Type 11 24-hr 1 YR Rainfall=3.04" Prepared by Timmons Group Printed 4/16/2020 HydroCADO 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 2S: Post-1A to POA1 Runoff = 7.97 cfs @ 11.97 hrs, Volume= 0.386 af, Depth> 1.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=3.04" Area (ac) CN Description 1.840 98 Paved parking, HSG B 1.150 61 >75% Grass cover, Good, HSG B 2.990 84 Weighted Average 1.150 38.46% Pervious Area 1.840 61.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Post-1A to POA1 Hydrograph ■ Runoff — 1— 7 —1— T 1 7- L 8 I I I I I I I I I 7 6 w 5 I I I I I I I I I 0 4 LL 3-T I I 1 I I I I 2 1 4 1 — -4 V 1 I I —1 — F 7 —I— T —1— 7 --1 — F 7 —I- 1 1 I 1 1 1Ty'pe Ili 24-hr 1 Y R+ 1-lainfall 3-.0416' Rtand f Area=2-.990 ad I I I I I I I I I Runoff iVo1L11ne:;Q.a86 -af 1 1 Out n 4ff 11 Dipp�h> 1.I1$516' 1 1 ' 1 Tc=1:6.10 tnih I I I I _�I+NI� I I I I I I I I I I I I� rt I rt I�� I rt I I I I I I I I I I I I -4 1— T 1 — 4 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post - No Pond Type 11 24-hr 1 YR Rainfall=3.04" Prepared by Timmons Group Printed 4/16/2020 HydroCADO 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 5S: Post-1 B to POM Runoff = 4.08 cfs @ 11.97 hrs, Volume= 0.197 af, Depth> 1.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=3.04" Area (ac) CN Description 0.670 61 >75% Grass cover, Good, HSG B 0.930 98 Paved parking, HSG B 1.600 83 Weighted Average 0.670 41.88% Pervious Area 0.930 58.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5S: Post-1 B to POM Hydrograph I I I I I I I I � Runoff 4.08 cfs — — — — 4 Type Ili 24-hr 1 YR, Rainfall=3.p46' - Runbff-Area=1.600 arc 3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I Runoff IVmlume=0.197 of w I Ou;nO11Depth>1.�481 .2 2 - - - -- - 11 1 1 -1 Tc=8.10Min CN;:83 i i I I I I I I I —1 — 1-- —t — I— t —1 — 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post - No Pond Type 11 24-hr 1 YR Rainfall=3.04" Prepared by Timmons Group Printed 4/16/2020 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 6S: Post-1C to POM Runoff = 0.66 cfs @ 12.05 hrs, Volume= 0.052 af, Depth> 0.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=3.04" Area (ac) CN Description 1.660 61 >75% Grass cover, Good, HSG B 1.660 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.9 84 0.2500 0.49 Sheet Flow, Grass: Short n= 0.150 P2= 3.70" 4.2 50 0.2500 0.20 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.70" 1.8 275 0.2500 2.50 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.2 382 0.0300 5.11 102.14 Channel Flow, Area= 20.0 sf Perim= 10.0' r= 2.00' n= 0.080 Earth, lonq dense weeds 10.1 791 Total 0. 0.1E 0.1 Subcatchment 6S: Post-1C to POM Hydrograph I T T T 1 1 -4 —1 — + —I — �- � — I— + —I — 1 IoE Ty_pzeJ 1-4+hr RuiYofU rdal'I!-660'ad- _I I_ I I I Runoff Volume=0.052 of u Iyof p p >�0 • 8�'- FIow 1-OncOth7-7I VI-II1- -I Tcz;10.1, i ft 1 1 NL611-1-L1-I-t—I-+� T T ❑Runoff — —I—T- —I—i— + —1 — + —1 — _ I —I—T 1— -4 — 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 —1— t —I— I I I 1 T 1 —I— t —1— I I 7 � - — _ L _1 _ L _ Time (hours) Post - No Pond Type 11 24-hr 1 YR Rainfall=3.04" Prepared by Timmons Group Printed 4/16/2020 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 9S: Post-2A to POM Runoff = 4.53 cfs @ 11.97 hrs, Volume= 0.222 af, Depth> 1.85" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=3.04" Area (ac) CN Description 1.080 98 Paved parking, HSG B 0.210 61 >75% Grass cover, Good, HSG B 0.150 55 Woods, Good, HSG B 1.440 88 Weighted Average 0.360 25.00% Pervious Area 1.080 75.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, N 3 a LL 'M1 0 Subcatchment 9S: Post-2A to POM Hydrograph 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 II I I I I I I I I I I I I I I I I I I I I I II I I I I I I I �- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Type III 24-h r 1 R, Rainfall 13. 41' 'Runbff Area=1.440 arc -Runoff 11Volu me=O-� -af Ou;nOff 1,Depth 11.0 1 1 1 1 _1 _� 6.10 hAft 1 I I I I I I �+ I I I 11 1 1 1 1 1 CN;:88 Time (hours) ■ Runoff Post - No Pond Type/1 24-hr 1 YR Rainfall=3.04" Prepared by Timmons Group Printed 4/16/2020 HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 10S: Post-2B to POM Runoff = 0.04 cfs @ 12.01 hrs, Volume= 0.003 af, Depth> 0.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=3.04" Area (ac) CN Description 0.120 55 Woods, Good, HSG B 0.010 98 Paved parking, HSG B 0.130 58 Weighted Average 0.120 92.31 % Pervious Area 0.010 7.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.6 50 0.2000 0.18 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.70" 1.3 130 0.1100 1.66 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.3 270 0.0300 15.33 137.97 Channel Flow, Area= 9.0 sf Perim= 6.0' r= 1.50' n= 0.022 Earth, clean & straight 0.1 60 0.0500 13.29 23.49 Pipe Channel, 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013 Corrugated PE, smooth interior 6.3 510 Total Post - No Pond Type 11 24-hr 1 YR Rainfall=3.04" Prepared by Timmons Group Printed 4/16/2020 HydroCADO 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 12 Subcatchment 10S: Post-2B to POM Hydrograph 0.042 rt---I-I--r-I-7--1-I-rt-I-fi-I-I--r-I-1-I-I--r-I-fi 0.04 -T T 1 F-T I- r 1 1- 0 cfs - T- -T T� T T- 0.038 T 11-4 hT 1 1 1 1 1 1 1 1 1 1 1 1 0.036 0.034 -- - - - - - - - - )(R �1=� 046 -- - - - - - - - - - - - - - - 0.032 IR�mI �T 0.03 Ru hd ff A"da�=0 .'1 3 1 ad I I I I I I I I 1 1 0.028 L _ I _wL�_I-wl-' 1- I - L _11 - I_ -1 - L _I - I_ 1 _ I _ L J _ I_ 1 _ I - L 0.026 Ru�no11-`,�-olume o..003-a� - L _1 _ 1_ 1 _1 _ L -j _ 1_ 1 _1 _ L c 0.02 LL 0.018 F1o1wl-Cn�h=510�-1-1 rt - I- -r -I - rt-I-7-1-1- 1 -fi-I-I-rt-I-1-I-I--r-I-fi 0.016 Tc6Trin -T 7 T T T3 0.014 AL 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.01 �/�' — — — — — — — — — — — — — — - — — — — — — — — — — — — — — — 0.008 0.006 I_ nnna 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ■ Runoff Post - No Pond Type 11 24-hr 1 YR Rainfall=3.04" Prepared by Timmons Group Printed 4/16/2020 HydroCADO 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 11S: Post-3 Runoff = 0.17 cfs @ 11.96 hrs, Volume= 0.009 af, Depth> 2.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=3.04" Area (ac) CN Description 0.040 98 Paved parking, HSG B 0.040 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 11 S: Post-3 Hydrograph 1 1 1 1 1 1 1 1 1 ■Runoff 0.18 0.17 0.17 cfs 1 1 y pe M 24- hr 0.16 - - - - - - - - - - - - - - - - - - - - - - -11 ��I-�• ` 0.14 I I I I -- --- F I -- - - AI1 R11nF--Q.ry4-0-a�0.13 �= 0.12 1 T T T T 1 1 T I I I I-1 I RunoffiVolume=1O-.00 I I I�/ I I I I I1 1 aU w 0.11 0.1 T F- -1 T 1 T I 1� ��{�Ij�1 -1 — � f-POP 1 —I— rt —I— r — I— rt —I— fi rt —I— Upo — c 0.09 - I- t -I - r - I- t -I - fi rt -I- fi -I - I- rt-Tvt6:0Mil l LL 0.08 -1 t I- t -1 fi -1 -t fi -1 I fi t-- -11 0.07 + I- + - I +-1 + 1+ 1 11 +ti/+WAA' :P:W 0.06 +11 II+1+ 0.05 �-1-+-1- 1--1- 1 4-1- -1---4-1- -1--4- 0.04 T T I- - -4 1 -k 1 I 1 4- 1 -4 0.03 T -I- T I- I- I 0.02- 0.01 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post - No Pond Type 1l 24-hr 1 YR Rainfall=3.04" Prepared by Timmons Group Printed 4/16/2020 HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 14 Summary for Pond 7P: SWM1 Inflow Area = 4.430 ac, 65.91% Impervious, Inflow Depth > 1.65" for 1 YR event Inflow = 12.49 cfs @ 11.97 hrs, Volume= 0.608 of Outflow = 3.16 cfs @ 12.13 hrs, Volume= 0.607 af, Atten= 75%, Lag= 9.3 min Primary = 3.16 cfs @ 12.13 hrs, Volume= 0.607 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 527.58' @ 12.13 hrs Surf.Area= 0.073 ac Storage= 0.180 of Plug -Flow detention time=18.9 min calculated for 0.606 of (100% of inflow) Center -of -Mass det. time= 18.4 min ( 841.1 - 822.7 ) Volume Invert Avail.Storage Storage Description #1 524.00' 0.467 of 96.0" Round Pipe Storage L= 405.0' S= 0.0015 '/' Device Routing Invert Outlet Devices #1 Primary 524.00' 24.0" Round CMP_Round 24" L= 530.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 524.00' / 444.50' S= 0.1500'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Device 1 524.00' 8.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 527.40' 10.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 531.50' 8.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=3.15 cfs @ 12.13 hrs HW=527.58' (Free Discharge) t-1=CMP_Round 24" (Passes 3.15 cfs of 19.16 cfs potential flow) 2=Orifice/Grate (Orifice Controls 3.03 cfs @ 8.67 fps) 3=Orifice/Grate (Orifice Controls 0.12 cfs @ 1.43 fps) 4=Sharp-Crested Rectangular Weir( Controls 0.00 cfs) Post - No Pond Type 11 24-hr 1 YR Rainfall=3.04" Prepared by Timmons Group Printed 4/16/2020 HydroCADO 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 15 Pond 7P: SWM1 Hydrograph -4 1 1 1 4 1 I T 1 4 I-k- A 1 4 1-- ■Inflow 1249c� I I I I I 1 ❑ Primary 13 ' xI 1 1 1 1 1 1 1 1 1 1 Cn o- W I,t1rea=AVA -ac Area- 12 411 I 4 I 7 T 7 F� T 7�I TF � � 1Peak--,Elev -1 ' 11 - - -1- 10 _I 1 _ 1_ _1 _ _ 1_-storage-O. 180 of I I I I I I I I I I I 9 7-1—T 1 F 7—I—F7-1—T in 8- / 4 -1- 4- -1 - I - 4 - I - -4-I- 3 7 LL 6 I I I I I I I I I I I I I I I I I I 5 4 - I - 4- -1 - I - 4 - I - -4-I- I I- I 1-4-1--1 I_ 4 _ _ _ _ I I I I I I I 1 1 316 cfs 3 1 1 F 1 1 1 1 2 4-1-4--1-1-4-1 -4-I 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post - No Pond Type 1l 24-hr 1 YR Rainfall=3.04" Prepared by Timmons Group Printed 4/16/2020 HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 16 Summary for Pond 9P: SWM2 Inflow Area = 1.730 ac, 54.34% Impervious, Inflow Depth > 1.39" for 1 YR event Inflow = 4.10 cfs @ 11.97 hrs, Volume= 0.200 of Outflow = 0.76 cfs @ 12.17 hrs, Volume= 0.199 af, Atten= 81 %, Lag= 12.0 min Primary = 0.76 cfs @ 12.17 hrs, Volume= 0.199 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 507.44' @ 12.17 hrs Surf.Area= 0.025 ac Storage= 0.066 of Plug -Flow detention time= 32.6 min calculated for 0.199 of (100% of inflow) Center -of -Mass det. time= 30.7 min ( 863.8 - 833.1 ) Volume Invert Avail.Storage Storage Description #1 504.00' 0.162 of 96.0" Round Pipe Storage L= 140.0' Device Routing Invert Outlet Devices #1 Primary 504.00' 24.0" Round CMP_Round 24" L= 460.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 504.00' / 435.00' S= 0.1500'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Device 1 504.00' 4.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 507.50' 10.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 510.75' 5.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.76 cfs @ 12.17 hrs HW=507.43' (Free Discharge) t-1=CMP_Round 24" (Passes 0.76 cfs of 18.62 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.76 cfs @ 8.70 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Sharp-Crested Rectangular Weir( Controls 0.00 cfs) Post - No Pond Type 11 24-hr 1 YR Rainfall=3.04" Prepared by Timmons Group Printed 4/16/2020 HydroCADO 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 17 Pond 9P: SWM2 Hydrograph I I I I I I I I I I I I I I I I I I I I I I I Inflow 1Area=1.7301ac 4 1 1 1 1 1 1 I Peak bevy=5017.44' -i_1_L__1_1__L_1_L -i_1_L -1 torage 0.0��af i t I I I I I I I I I I I I I — 3 I I I I I I I I I I I I I I I c i l a 2 I I I I I I I I I I I I I I I I I I I I I I l i t I I I I I I I I I I I I I I I 1 0.76 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ■ Inflow ❑ Primary Post - No Pond Type/1 24-hr 1 YR Rainfall=3.04" Prepared by Timmons Group Printed 4/16/2020 HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 18 Summary for Link 8L: Analysis Point 1 Inflow Area = 7.820 ac, 49.36% Impervious, Inflow Depth > 1.32" for 1 YR event Inflow = 4.46 cfs @ 12.10 hrs, Volume= 0.859 of Primary = 4.46 cfs @ 12.10 hrs, Volume= 0.859 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs N V 3 0 LL Link 8L: Analysis Point 1 Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ❑ Inflow ❑ Primary Post - No Pond Type 11 24-hr 2 YR Rainfall=3.68" Prepared by Timmons Group Printed 4/16/2020 HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 19 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment2S: Post-1Ato POA1 Runoff Area=2.990 ac 61.54% Impervious Runoff Depth>2.09" Tc=6.0 min CN=84 Runoff=10.68 cfs 0.521 of Subcatchment5S: Post-1 B to POA1 Runoff Area=1.600 ac 58.13% Impervious Runoff Depth>2.01" Tc=6.0 min CN=83 Runoff=5.51 cfs 0.268 of Subcatchment6S: Post-1 C to POA1 Runoff Area=1.660 ac 0.00% Impervious Runoff Depth>0.65" Flow Length=791' Tc=10.1 min CN=61 Runoff=1.38 cfs 0.090 of Subcatchment9S: Post-2Ato POA1 Runoff Area=1.440 ac 75.00% Impervious Runoff Depth>2.43" Tc=6.0 min CN=88 Runoff=5.87 cfs 0.292 of Subcatchment10S: Post-2B to POA1 Runoff Area=0.130 ac 7.69% Impervious Runoff Depth>0.52" Flow Length=510' Tc=6.3 min CN=58 Runoff=0.09 cfs 0.006 of Subcatchment11S: Post-3 Runoff Area=0.040 ac 100.00% Impervious Runoff Depth>3.44" Tc=6.0 min CN=98 Runoff=0.20 cfs 0.011 of Pond 7P: SWM1 Peak Elev=528.44' Storage=0.244 of Inflow=16.56 cfs 0.812 of Outflow=5.47 cfs 0.812 of Pond 9P: SWM2 Peak Elev=508.21' Storage=0.086 of Inflow=5.60 cfs 0.273 of Outflow=2.26 cfs 0.273 of Link 8L: Analysis Point 1 Inflow=8.87 cfs 1.175 of Primary=8.87 cfs 1.175 of Total Runoff Area = 7.860 ac Runoff Volume = 1.188 of Average Runoff Depth = 1.81" 50.38% Pervious = 3.960 ac 49.62% Impervious = 3.900 ac Post - No Pond Type 11 24-hr 2 YR Rainfall=3.68" Prepared by Timmons Group Printed 4/16/2020 HydroCADO 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment 2S: Post-1A to POA1 Runoff = 10.68 cfs @ 11.97 hrs, Volume= 0.521 af, Depth> 2.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=3.68" Area (ac) CN Description 1.840 98 Paved parking, HSG B 1.150 61 >75% Grass cover, Good, HSG B 2.990 84 Weighted Average 1.150 38.46% Pervious Area 1.840 61.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Post-1A to POA1 Hydrograph I I I I I i i i I I I I I 11 10.s8ds T I'wI ftM -111 10 8 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 111 1 w1 rt I-I-rt— I IRUmOff`Vokj-me=;0.52-1 QI w 7 1 1 1 1 1 O_ I__�f11Dg1 „th 1 096' v 6 ���`f `'f' Lam•.,.■yam LL 5 1 1 1 1 1 1 11 1 1 GN-; p4 4 3 2 1 I I I I I I I I I I I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ■ Runoff Post - No Pond Type 11 24-hr 2 YR Rainfall=3.68" Prepared by Timmons Group Printed 4/16/2020 HydroCADO 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment 5S: Post-1 B to POM Runoff = 5.51 cfs @ 11.97 hrs, Volume= 0.268 af, Depth> 2.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=3.68" Area (ac) CN Description 0.670 61 >75% Grass cover, Good, HSG B 0.930 98 Paved parking, HSG B 1.600 83 Weighted Average 0.670 41.88% Pervious Area 0.930 58.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5S: Post-1 B to POM Hydrograph g 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ■Runoff 5.5 ors 1 1 1 1 1 1 1 1 1 1 -1Ty e [ 24-hr 5 1 12 YR Rlainfall=3.081' 1 1 1 1 'Run6ff-A'rea=1 600 at 4 1 1 1 1 1 1 1 1 Runoff lVmlume=0.268 of Z. -1 1-T-11—r-;----;-T-11—-r-��nOffllDeptl�>-2-.Q11` 0 3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Tc=6.10 Min LL I I I I I I I I I I I I I I I I I I1 A1— 1 2 I I I I I I I I I I I I I 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Post - No Pond Type 11 24-hr 2 YR Rainfall=3.68" Prepared by Timmons Group Printed 4/16/2020 HydroCADO 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment 6S: Post-1C to POM Runoff = 1.38 cfs @ 12.04 hrs, Volume= 0.090 af, Depth> 0.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=3.68" Area (ac) CN Description 1.660 61 >75% Grass cover, Good, HSG B 1.660 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.9 84 0.2500 0.49 Sheet Flow, Grass: Short n= 0.150 P2= 3.70" 4.2 50 0.2500 0.20 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.70" 1.8 275 0.2500 2.50 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.2 382 0.0300 5.11 102.14 Channel Flow, Area= 20.0 sf Perim= 10.0' r= 2.00' n= 0.080 Earth, lonq dense weeds 10.1 791 Total Subcatchment 6S: Post-1C to POM Hydrograph I I I I I I I I I I I I I I i I I I I I I I t38 cfs I I I I Type III 24-hn 1 1 1 1 Y;R kainfall=�.018"; ; I Runoff Area=a ! 66Q he I Runoff Volume=0.0901 of Ou604 Deptfi>Ip.05" ; 1 RloW Length=791" 1 1 Tc=10.1 min 1 1 CN611 I I I I I I I I I I I I I I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ❑ Runoff Post - No Pond Type 11 24-hr 2 YR Rainfall=3.68" Prepared by Timmons Group Printed 4/16/2020 HydroCADO 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 23 Summary for Subcatchment 9S: Post-2A to POM Runoff = 5.87 cfs @ 11.97 hrs, Volume= 0.292 af, Depth> 2.43" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=3.68" Area (ac) CN Description 1.080 98 Paved parking, HSG B 0.210 61 >75% Grass cover, Good, HSG B 0.150 55 Woods, Good, HSG B 1.440 88 Weighted Average 0.360 25.00% Pervious Area 1.080 75.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 9S: Post-2A to POM Hydrograph I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ❑Runoff 6 5.87 cfs 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Type Ili 24-hr 1 1 r Rainfa11 �3:6$1 5 1 'Runbff Area=1.440 arc 4 — 1— - -1- - —1 —-RunmffiVohumle�0292 of N 1 1 OuinQffllDgp�h>2.4316 LL3� 1 I I I I I I I I I I � I I 1 1 Tc:1:6.10 tnil l A';1— 1 _1 — L _I CN::Ba 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 L L 1 1 L A l L 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 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post - No Pond Type 11 24-hr 2 YR Rainfall=3.68" Prepared by Timmons Group Printed 4/16/2020 HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 24 Summary for Subcatchment 10S: Post-2B to POM Runoff = 0.09 cfs @ 12.00 hrs, Volume= 0.006 af, Depth> 0.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=3.68" Area (ac) CN Description 0.120 55 Woods, Good, HSG B 0.010 98 Paved parking, HSG B 0.130 58 Weighted Average 0.120 92.31 % Pervious Area 0.010 7.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.6 50 0.2000 0.18 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.70" 1.3 130 0.1100 1.66 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.3 270 0.0300 15.33 137.97 Channel Flow, Area= 9.0 sf Perim= 6.0' r= 1.50' n= 0.022 Earth, clean & straight 0.1 60 0.0500 13.29 23.49 Pipe Channel, 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013 Corrugated PE, smooth interior 6.3 510 Total Post - No Pond Type 11 24-hr 2 YR Rainfall=3.68" Prepared by Timmons Group Printed 4/16/2020 HydroCADO 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 25 Subcatchment 10S: Post-2B to POM Hydrograph -I-t-1-tt-, i I t-1-I I i I i-I-t-1-t-t- 0.105 1 t 1 tI I t 1 t-1 I I I fi 1 I I t 1-fit- ■Runoff 0.1 - 1— T 1 T T I— T 1 T o.as cfS T I F-1 I T 1 r T 0.095 Typell-24*11r 1 1 1 I 1 1 0.09 0.085 _ 1 � IIR-R�inlllQlll=. 1 1 1 1 — 1 0.08 ,OW' 0.075 1 Ruh -off ArCa�--01.139 1a(�, I I I I I 1 I I I I 1 1 0.07 Jp—I—w1�—`1,—�L' J—I-1-11—cLJ 1—I—L—I—I--i—I—L-1—LJ_ 0.065 Ru noffl--M-oplume 0.1106-af -L - I - L -I- L -1 -1- 1 -I- L J - upol e"I h>IO.$2'r � 0.055 + c 0.05 @ I Fla'vv-L-dnOh=5'10�—I—tom t-- fi--— --t—I—�t— LL0.045 1—I—T—I— -I — I—T — I —T �—I—T—I-1—I—I--r—I—r-- 0.04 TiC=F63-Min7-FT-I-7- 7-1-T-1-F7-1-T-1-T--- 0.035 0.03 - AA'' I I I I- I I I I O W L 518 I I I I I I F I I I T I I F 0.025 1 1 - — — — — — — — — — — — — — — — — 1 I — — — 1 — — — — 1 1 — — — 1 — — —- 0.02 0.015 _ 0.01 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post - No Pond Type 11 24-hr 2 YR Rainfall=3.68" Prepared by Timmons Group Printed 4/16/2020 HydroCADO 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 26 Summary for Subcatchment 11S: Post-3 Runoff = 0.20 cfs @ 11.96 hrs, Volume= 0.011 af, Depth> 3.44" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=3.68" Area (ac) CN Description 0.040 98 Paved parking, HSG B 0.040 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 11 S: Post-3 Hydrograph 0.22 I — — I I — — — 1 1 I I I — — — — 1 L1 I I — — — I I I I I I — — — — — I L-1 11 I — — I I I I I I I I I I — — — — — — — — — — — — — — I L 1 LA I L 1 L1 ■Runoff 0.21 1 4- 1 L I � I T 0.20cft -4 - 1 T 1 L 4 1q T 1 0.2 --+--++--+-I-+� -+--t----TypeHi24-b1r- nwL 0.19 -1-1-T-I-T7-1-T-1-7-1 T 0.18 1 1' �I11111ai��3.� 0.17 0.16 I - - I- I -I - 1 1 - I- I -I - I I -RO p.`,,�y,w,�— - -6ff,/�d e&0.040-aJc- 0.15 -J-I-1-I-LL-I-1-I-1 L-I-L-1`-,L-i-I-Ln-11-LLr- 0.14 -4 —1— —1— - 1- —1— -R�naffi F��{�u�jmpC =O-.O1 1- a1- 00.12 T 11- T I T T 1- T T T � U1� offT - - - - -11 - - - `^77`. �"-13.44 c 00- 1 1 �c= O- 11b a 1 �& 11 1 0.09 0.08 ( I - I I 1_ 1 _I I I I _ L -1I I I 1 I I I I L-1 I 1 I I I I I I I I I I 1 L I L A_ I_ I :F 98 0.07 A-I-1-I-L I- 1-T� -4 1 T 1 L-4-1-4- 1 L-4 0.06 -1-I-+-I- I+ 1-T-1 -t I fi 1-I-I-I-t 1 L-i 0.05 -1 -I T T T T T T T -1 T T T 0.04 0.03 0.02 - - -1 -I- - -1- - - - -1- - - -1- - - - - 0.01 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post - No Pond Type 1l 24-hr 2 YR Rainfall=3.68" Prepared by Timmons Group Printed 4/16/2020 HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 27 Summary for Pond 7P: SWM1 Inflow Area = 4.430 ac, 65.91% Impervious, Inflow Depth > 2.20" for 2 YR event Inflow = 16.56 cfs @ 11.97 hrs, Volume= 0.812 of Outflow = 5.47 cfs @ 12.11 hrs, Volume= 0.812 af, Atten= 67%, Lag= 8.3 min Primary = 5.47 cfs @ 12.11 hrs, Volume= 0.812 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 528.44' @ 12.11 hrs Surf.Area= 0.074 ac Storage= 0.244 of Plug -Flow detention time= 20.3 min calculated for 0.810 of (100% of inflow) Center -of -Mass det. time= 19.8 min ( 834.3 - 814.5 ) Volume Invert Avail.Storage Storage Description #1 524.00' 0.467 of 96.0" Round Pipe Storage L= 405.0' S= 0.0015 '/' Device Routing Invert Outlet Devices #1 Primary 524.00' 24.0" Round CMP_Round 24" L= 530.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 524.00' / 444.50' S= 0.1500'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Device 1 524.00' 8.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 527.40' 10.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 531.50' 8.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=5.45 cfs @ 12.11 hrs HW=528.43' (Free Discharge) t-1=CMP_Round 24" (Passes 5.45 cfs of 22.10 cfs potential flow) 2=Orifice/Grate (Orifice Controls 3.40 cfs @ 9.74 fps) 3=Orifice/Grate (Orifice Controls 2.05 cfs @ 3.76 fps) 4=Sharp-Crested Rectangular Weir( Controls 0.00 cfs) Post - No Pond Type 11 24-hr 2 YR Rainfall=3.68" Prepared by Timmons Group Printed 4/16/2020 HydroCADO 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 28 Pond 7P: SWM1 Hydrograph ■Inflow 18 / _ _ I_ I 16.6s /� L� ��� ci❑ Primary 17 / fioW-- -I Ed�143/(YC-- 16 15 P _ _ _I _ I_ _ _ _ _ eakIEIIeV-USA-4' 14 / —=�tor'a @T01.2 all 13 / _I_ _I _ I_ _I_ _I_ _ 12 / — — — — — — — — — — — — — — — — — — 11 10 0 9 / —I— —I—I— —I— —I— LL 8 / 7 6 / s 47 cfs 5 / 4 / 3 / 2 i 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post - No Pond Type 1l 24-hr 2 YR Rainfall=3.68" Prepared by Timmons Group Printed 4/16/2020 HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 29 Summary for Pond 9P: SWM2 Inflow Area = 1.730 ac, 54.34% Impervious, Inflow Depth > 1.90" for 2 YR event Inflow = 5.60 cfs @ 11.97 hrs, Volume= 0.273 of Outflow = 2.26 cfs @ 12.09 hrs, Volume= 0.273 af, Atten= 60%, Lag= 7.4 min Primary = 2.26 cfs @ 12.09 hrs, Volume= 0.273 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 508.21' @ 12.09 hrs Surf.Area= 0.026 ac Storage= 0.086 of Plug -Flow detention time= 32.4 min calculated for 0.273 of (100% of inflow) Center -of -Mass det. time= 30.6 min ( 855.1 - 824.5 ) Volume Invert Avail.Storage Storage Description #1 504.00' 0.162 of 96.0" Round Pipe Storage L= 140.0' Device Routing Invert Outlet Devices #1 Primary 504.00' 24.0" Round CMP_Round 24" L= 460.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 504.00' / 435.00' S= 0.1500'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Device 1 504.00' 4.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 507.50' 10.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 510.75' 5.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=2.24 cfs @ 12.09 hrs HW=508.20' (Free Discharge) t-1=CMP_Round 24" (Passes 2.24 cfs of 21.36 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.84 cfs @ 9.67 fps) 3=Orifice/Grate (Orifice Controls 1.39 cfs @ 2.85 fps) 4=Sharp-Crested Rectangular Weir( Controls 0.00 cfs) Post - No Pond Type 11 24-hr 2 YR Rainfall=3.68" Prepared by Timmons Group Printed 4/16/2020 HydroCADO 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 30 Pond 9P: SWM2 Hydrograph l l l 1 1 1 l l � I I I I I I I I I I I I I I I I I I I I I I I g 5.60 cfi; 1 1 1 1 1 1 Inflow 1Area=1.1730 lac 5 Peak bev=5081 .21' 1I -tto je: (Q.O�6 of 4 N- - - - - - - - - - - - - - - - - - I I I I I I I I I I I I 0 3 1 1 1 1 1 1 1 1 1 1 1 1 LL 2.26 df — 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 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ■ Inflow ❑ Primary Post - No Pond Type 11 24-hr 2 YR Rainfall=3.68" Prepared by Timmons Group Printed 4/16/2020 HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 31 Summary for Link 8L: Analysis Point 1 Inflow Area = 7.820 ac, 49.36% Impervious, Inflow Depth > 1.80" for 2 YR event Inflow = 8.87 cfs @ 12.08 hrs, Volume= 1.175 of Primary = 8.87 cfs @ 12.08 hrs, Volume= 1.175 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs N V 3 0 LL Link 8L: Analysis Point 1 Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ❑ Inflow ❑ Primary Post - No Pond Type 1124-hr 10 YR Rainfall=5.57" Prepared by Timmons Group Printed 4/16/2020 HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 32 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment2S: Post-1Ato POA1 Runoff Area=2.990 ac 61.54% Impervious Runoff Depth>3.79" Tc=6.0 min CN=84 Runoff=18.93 cfs 0.945 of Subcatchment5S: Post-1 B to POA1 Runoff Area=1.600 ac 58.13% Impervious Runoff Depth>3.69" Tc=6.0 min CN=83 Runoff=9.90 cfs 0.492 of Subcatchment6S: Post-1 C to POA1 Runoff Area=1.660 ac 0.00% Impervious Runoff Depth>1.72" Flow Length=791' Tc=10.1 min CN=61 Runoff=4.18 cfs 0.238 of Subcatchment9S: Post-2Ato POA1 Runoff Area=1.440 ac 75.00% Impervious Runoff Depth>4.21" Tc=6.0 min CN=88 Runoff=9.87 cfs 0.505 of Subcatchment10S: Post-2Bto POA1 Runoff Area=0.130 ac 7.69% Impervious Runoff Depth>1.49" Flow Length=510' Tc=6.3 min CN=58 Runoff=0.33 cfs 0.016 of Subcatchment11S: Post-3 Runoff Area=0.040 ac 100.00% Impervious Runoff Depth>5.33" Tc=6.0 min CN=98 Runoff=0.31 cfs 0.018 of Pond 7P: SWM1 Peak Elev=531.57' Storage=0.445 of Inflow=28.79 cfs 1.450 of Outflow=10.08 cfs 1.449 of Pond 9P: SWM2 Peak Elev=510.57' Storage=0.142 of Inflow=10.21 cfs 0.508 of Outflow=5.34 cfs 0.507 of Link 8L: Analysis Point 1 Inflow=18.82 cfs 2.194 of Primary=18.82 cfs 2.194 of Total Runoff Area = 7.860 ac Runoff Volume = 2.214 of Average Runoff Depth = 3.38" 50.38% Pervious = 3.960 ac 49.62% Impervious = 3.900 ac Post - No Pond Type 1124-hr 10 YR Rainfall=5.57" Prepared by Timmons Group Printed 4/16/2020 HydroCADO 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 33 Summary for Subcatchment 2S: Post-1A to POA1 Runoff = 18.93 cfs @ 11.97 hrs, Volume= 0.945 af, Depth> 3.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=5.57" Area (ac) CN Description 1.840 98 Paved parking, HSG B 1.150 61 >75% Grass cover, Good, HSG B 2.990 84 Weighted Average 1.150 38.46% Pervious Area 1.840 61.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Post-1A to POA1 Hydrograph 7 1 1 fi -1- fi- 21 - 1- rt -I- T -I - � I - I- rt -I- rt -I- fi -I - r -I - I- rt -I- T -I - r 20 - 1- 7 -1- T -1 - 7 -1 - - 7 18.93 ds -1-T-I-F -1-I-7-1-T-I-F- 18 Type] 4--hT 17 --------------- - I- -1- - -I - - 1- -I -----�--- -1- 9'� 1 ainfo �' `, 0 16 1 I 1 - "T 15 11 1 -1 1 1 -1 1_ 1 nbff Aker-2-.9-90-aic 14 13 1 -1 - I I I- 1 - I I I - L -1 I I I - L J - I I_ I I- 1 I II I I I II,�` I I A 1 1 - iRunoffLVoI-{.4FI hC�Q.9�5-af w 12 -4-1-4-1-4--1- �- I- I -1- n-4 Lynn 11 1 1 4-1-I 1 1 1 4 1 1 L( Q qff n h' 0 10 1 fi fi 1 fi �"'`� 11�'lll�i u. 9 1 I rt I I I� 1 I rt I I fi I r 1 I rt I�fi± I r 8 - 1- 7 -1- T -1 - 7 - I- 7 —1 —1— T -1 - F -1- 1- T -1 -ur N-;�8f�Fd 7 - -I - -I - - - -I - -I - - -I - -I - 6 I- I- I- 5 4- 3 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ■ Runoff Post - No Pond Type 1124-hr 10 YR Rainfall=5.57" Prepared by Timmons Group Printed 4/16/2020 HydroCADO 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 34 Summary for Subcatchment 5S: Post-1 B to POM Runoff = 9.90 cfs @ 11.97 hrs, Volume= 0.492 af, Depth> 3.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=5.57" Area (ac) CN Description 0.670 61 >75% Grass cover, Good, HSG B 0.930 98 Paved parking, HSG B 1.600 83 Weighted Average 0.670 41.88% Pervious Area 0.930 58.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, w 3 0 LL w 1 Subcatchment 5S: Post-1 B to POM Hydrograph 0 1E I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I —-I— I —I—I Type] L 24-hr 1'10 YI? _Rainfall�5.57' I Runbff Awed=1.600 ad I—t-1—�-t—I—t I -� (Runoff Volumle�0.492 of 1 O4nQff11Dgp�h 13•0961 - -1-' I — 1 Tc=1:6.10 tnih I 1 L 1 L ^N;:&3 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ■ Runoff Post - No Pond Type 1124-hr 10 YR Rainfall=5.57" Prepared by Timmons Group Printed 4/16/2020 HydroCADO 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 35 Summary for Subcatchment 6S: Post-1C to POM Runoff = 4.18 cfs @ 12.03 hrs, Volume= 0.238 af, Depth> 1.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=5.57" Area (ac) CN Description 1.660 61 >75% Grass cover, Good, HSG B 1.660 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.9 84 0.2500 0.49 Sheet Flow, Grass: Short n= 0.150 P2= 3.70" 4.2 50 0.2500 0.20 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.70" 1.8 275 0.2500 2.50 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.2 382 0.0300 5.11 102.14 Channel Flow, Area= 20.0 sf Perim= 10.0' r= 2.00' n= 0.080 Earth, lonq dense weeds 10.1 791 Total Subcatchment 6S: Post-1C to POM Hydrograph I I I I I I I I I I I Typell'24-hn i i I i I 1;0 )ro RainfallT5115�1 I I Runoff Area=1 ! 660 lac I 7 — I— I — I— 7 I Runoff Volume=0.2381 of Ou6off Qept(ll>I11.�2'1 I I RloWle'ng-tht:"t Tc=P10.1 min I ON6611 I I— I— -4 — 1— + —I I I I I I I F 7 —I— T —I— 7 1 1 7 —I— I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I -I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ■ Runoff Post - No Pond Type 1124-hr 10 YR Rainfall=5.57" Prepared by Timmons Group Printed 4/16/2020 HydroCADO 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 36 Summary for Subcatchment 9S: Post-2A to POA1 Runoff = 9.87 cfs @ 11.96 hrs, Volume= 0.505 af, Depth> 4.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=5.57" Area (ac) CN Description 1.080 98 Paved parking, HSG B 0.210 61 >75% Grass cover, Good, HSG B 0.150 55 Woods, Good, HSG B 1.440 88 Weighted Average 0.360 25.00% Pervious Area 1.080 75.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, It Subcatchment 9S: Post-2A to POA1 Hydrograph I I- - 9.87 cfs I I I I I I I I I I I I I I I I I --------------- I I I I I I I I I I 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 -1 I I _ L -1 I I I I I I I I I I I I I I 01, —i— T —I — r I— T — I — T —I — r- 1I I I I I I I TypeJ 24- -- r 0 Yk F�ainf011�5.;577 'Runbff Awe6=1.440 arc -fi 1 r-I I t I t 1 r- IRunoffl Volume=;0.505 of ---------------- O�nQff'1Dga�h>4., 16. -I -' '-'-Tc:�6.10 tniu -L-1-I-L-I-L-1-L 1 1 1 CN;:88 a 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ■ Runoff Post - No Pond Type 1124-hr 10 YR Rainfall=5.57" Prepared by Timmons Group Printed 4/16/2020 HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 37 Summary for Subcatchment 10S: Post-2B to POM Runoff = 0.33 cfs @ 11.99 hrs, Volume= 0.016 af, Depth> 1.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=5.57" Area (ac) CN Description 0.120 55 Woods, Good, HSG B 0.010 98 Paved parking, HSG B 0.130 58 Weighted Average 0.120 92.31 % Pervious Area 0.010 7.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.6 50 0.2000 0.18 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.70" 1.3 130 0.1100 1.66 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.3 270 0.0300 15.33 137.97 Channel Flow, Area= 9.0 sf Perim= 6.0' r= 1.50' n= 0.022 Earth, clean & straight 0.1 60 0.0500 13.29 23.49 Pipe Channel, 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013 Corrugated PE, smooth interior 6.3 510 Total Post - No Pond Type 1124-hr 10 YR Rainfall=5.57" Prepared by Timmons Group Printed 4/16/2020 HydroCADO 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 38 Subcatchment 10S: Post-2B to POA1 Hydrograph - I- + -,- -I - -I + 0.36 A 1 4 1 1 - I I �� ■Runoff 0.34 1 1 0.33cfs 0.32 _I_-L_1_L--_I_ _I_L �_1_ _I_ -Type Ri2�br- L L 1 1-1-YftAp-In-Ta11r�5.07' 02$ 1 0.26 1 _ 1 RO - Ae&Q.1130-arc 0.24 1 1 1 1 1 1 1 1 1 1 - -Run0ff1 0-]U-Me=C.0l6 al 0.22 --------------- ----------------- 0.2 1i 1i 1i 1i - t� -0� p� 4.14911 0.18 o LL 0.16 I I I I I I I I I I I - I 1 FIVW �LdnOth=510' I I I I I I Iq I I 0.14 1 T 1 T T 1 T I- T 1 � c I T- 1 F� IlC=i .3 Min 0.12 0.1 � -I- rt -I- -I- rt -I rt -I- � -I- I- rt -I- rt (-(""��-� -i -I- t -I- t -I- t -I- t -I- t -1 - I- -t -I- t �f�t 0.08 -I-+-1--I-+-I-� +-I-�-1-I I 1 1 0.06 - _ 1- -1 - - 1- -1 - - -I - I- 0.04 -_1- -1 1--1--I-I- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post - No Pond Type 1124-hr 10 YR Rainfall=5.57" Prepared by Timmons Group Printed 4/16/2020 HydroCADO 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 39 Summary for Subcatchment 11S: Post-3 Runoff = 0.31 cfs @ 11.96 hrs, Volume= 0.018 af, Depth> 5.33" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=5.57" Area (ac) CN Description 0.040 98 Paved parking, HSG B 0.040 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 11 S: Post-3 Hydrograph -4-1- -1- 1--1- --�-1--4 1----1-�--I-�--- 0.34 -1 1 - - L 1 - I- 1 - - L -1 1- 1 -1- -1 _ 1- - - 1- 1 -I - L � - ■Runoff 0.32 1 1 1 1 1 1 0.31 cfs I I I I I I 1 1 0.3 1 —1 _1 _1 1 _1 _1 1 1-1Typee"lU224-hIr 0.28 '-ptnf 5.0 0.26- -' - -1- -' - - RLJlr 6ff AlheA=0.040 arc 0.24 � rt-1- r -1-,r rt -1-te-1- r -I- 0.22 -1 - I- + -I - + + - I- + -I + -1 p unaffi` olume—n=J-018 of 0.2 0.18 -1- + -I- + - I- + -1 + �-1 hp1 'C , 119-TA11pp • -_1_1-1-LL-1-1_1_L-1 L L 1 _0 0.16 1 1 _ _ 1 _ _ I_ _I _ I_ _ _ _I _ I_ �Tc= �0-ibih_ a 0.14 1 1 1 1 1 1 1 1 1 �I CN#p_ 0.12 0.1 0.08 I I I I I I I I I I I I I I I I 0.06 -I- +- 0.04 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post - No Pond Type 1124-hr 10 YR Rainfall=5.57" Prepared by Timmons Group Printed 4/16/2020 HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 40 Summary for Pond 7P: SWM1 Inflow Area = 4.430 ac, 65.91% Impervious, Inflow Depth > 3.93" for 10 YR event Inflow = 28.79 cfs @ 11.97 hrs, Volume= 1.450 of Outflow = 10.08 cfs @ 12.10 hrs, Volume= 1.449 af, Atten= 65%, Lag= 8.1 min Primary = 10.08 cfs @ 12.10 hrs, Volume= 1.449 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 531.57' @ 12.10 hrs Surf.Area= 0.043 ac Storage= 0.445 of Plug -Flow detention time= 22.2 min calculated for 1.446 of (100% of inflow) Center -of -Mass det. time= 21.7 min ( 820.0 - 798.3 ) Volume Invert Avail.Storage Storage Description #1 524.00' 0.467 of 96.0" Round Pipe Storage L= 405.0' S= 0.0015 '/' Device Routing Invert Outlet Devices #1 Primary 524.00' 24.0" Round CMP_Round 24" L= 530.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 524.00' / 444.50' S= 0.1500'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Device 1 524.00' 8.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 527.40' 10.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 531.50' 8.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=10.03 cfs @ 12.10 hrs HW=531.56' (Free Discharge) t-1=CMP_Round 24" (Passes 10.03 cfs of 30.60 cfs potential flow) 2=Orifice/Grate (Orifice Controls 4.52 cfs @ 12.95 fps) 3=Orifice/Grate (Orifice Controls 5.08 cfs @ 9.32 fps) 4=Sharp-Crested Rectangular Weir(Weir Controls 0.43 cfs @ 0.83 fps) Post - No Pond Type 1124-hr 10 YR Rainfall=5.57" Prepared by Timmons Group Printed 4/16/2020 HydroCADO 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 41 Pond 7P: SWM1 Hydrograph --fi---fi-I-� -I-T I--t�--fi-I- -�-I- ' 4 1 1 1 4 I I� 1 4 1�� 1 4 -1- � I ■Inflow 32 �- I- L-II 1- 1- I- L�- I_28. ��ILJI-1_L� I_ ❑ Primary 30 - 1 -inflow-rea:4.43-Qac 28 26 �- Peak-1Ellev --5-31.67v 24 1 1 1 rt-1-r�-1- 1 rt - tp�age 0.4;45 of 22-1-r-1-1- 20 1-� ' - - L -j - - 18 3 16 0 LL 14 12 10.08 df 10 7 - - T -1 - 1- 7 -I- T- -7 - 1 1 T - - 1 1 8 ' -t-I-fi-1-I-fi-I-1-�-I- ' 4 1 1 1 4 I I- -I- - 1- 4-- - 6 ' -I-L-1-I-1-I_ 4 i 2 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post - No Pond Type 1124-hr 10 YR Rainfall=5.57" Prepared by Timmons Group Printed 4/16/2020 HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 42 Summary for Pond 9P: SWM2 Inflow Area = 1.730 ac, 54.34% Impervious, Inflow Depth > 3.53" for 10 YR event Inflow = 10.21 cfs @ 11.97 hrs, Volume= 0.508 of Outflow = 5.34 cfs @ 12.07 hrs, Volume= 0.507 af, Atten= 48%, Lag= 5.9 min Primary = 5.34 cfs @ 12.07 hrs, Volume= 0.507 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 510.57' @ 12.07 hrs Surf.Area= 0.020 ac Storage= 0.142 of Plug -Flow detention time= 28.0 min calculated for 0.507 of (100% of inflow) Center -of -Mass det. time= 26.5 min ( 834.0 - 807.4 ) Volume Invert Avail.Storage Storage Description #1 504.00' 0.162 of 96.0" Round Pipe Storage L= 140.0' Device Routing Invert Outlet Devices #1 Primary 504.00' 24.0" Round CMP_Round 24" L= 460.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 504.00' / 435.00' S= 0.1500'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Device 1 504.00' 4.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 507.50' 10.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 510.75' 5.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=5.27 cfs @ 12.07 hrs HW=510.49' (Free Discharge) t-1=CMP_Round 24" (Passes 5.27 cfs of 27.99 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.06 cfs @ 12.11 fps) 3=Orifice/Grate (Orifice Controls 4.21 cfs @ 7.73 fps) 4=Sharp-Crested Rectangular Weir( Controls 0.00 cfs) Post - No Pond Type 1124-hr 10 YR Rainfall=5.57" Prepared by Timmons Group Printed 4/16/2020 HydroCADO 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 43 Pond 9P: SWM2 Hydrograph I I I I I I I I I I I I I I I I ■ Inflow 11 4 —I— 4- —1 — 1— 4 —I— - —1 1021c — I— -4 —1— — 1- 1 1 ❑Primary I I I I I 1 I I I Inflow I Area=1. 730lac 10 -T I T I I 7 I F-1 I— Peak 9 - � 11Ellev_==t- - -57' 8 1 � � '1 + - I� torageF0i.1;�2 of I I I I I I I I I I ( I I I I I I I I I I 7 —I — — N / 6 �ILII1I—L �— —��ILJIIILJ- 3 / 5.34 ds LL 5 rtI fiII fiI— —I— � I I I I I I I I I I I I I I I I I I 4 — — — — — — — 3 1 J I --t I—— � I I I I I I I I I I I I I I I I I I 2 7 1 T I T I T-1 7 I F-1 / 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post - No Pond Type 1124-hr 10 YR Rainfall=5.57" Prepared by Timmons Group Printed 4/16/2020 HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 44 Summary for Link 8L: Analysis Point 1 Inflow Area = 7.820 ac, 49.36% Impervious, Inflow Depth > 3.37" for 10 YR event Inflow = 18.82 cfs @ 12.07 hrs, Volume= 2.194 of Primary = 18.82 cfs @ 12.07 hrs, Volume= 2.194 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs N V 3 0 LL Link 8L: Analysis Point 1 Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ❑ Inflow ❑ Primary Post - No Pond Type 11 24-hr 100 YR Rainfall=9.14" Prepared by Timmons Group Printed 4/16/2020 HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 45 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment2S: Post-1Ato POA1 Runoff Area=2.990 ac 61.54% Impervious Runoff Depth>7.19" Tc=6.0 min CN=84 Runoff=34.56 cfs 1.791 of Subcatchment5S: Post-1 B to POA1 Runoff Area=1.600 ac 58.13% Impervious Runoff Depth>7.06" Tc=6.0 min CN=83 Runoff=18.28 cfs 0.942 of Subcatchment6S: Post-1 C to POA1 Runoff Area=1.660 ac 0.00% Impervious Runoff Depth>4.32" Flow Length=791' Tc=10.1 min CN=61 Runoff=10.86 cfs 0.598 of Subcatchment9S: Post-2Ato POA1 Runoff Area=1.440 ac 75.00% Impervious Runoff Depth>7.68" Tc=6.0 min CN=88 Runoff=17.33 cfs 0.921 of Subcatchment10S: Post-2B to POA1 Runoff Area=0.130 ac 7.69% Impervious Runoff Depth>3.96" Flow Length=510' Tc=6.3 min CN=58 Runoff=0.89 cfs 0.043 of Subcatchment11S: Post-3 Runoff Area=0.040 ac 100.00% Impervious Runoff Depth>8.89" Tc=6.0 min CN=98 Runoff=0.51 cfs 0.030 of Pond 7P: SWM1 Peak Elev=559.56' Storage=0.467 of Inflow=51.88 cfs 2.712 of Outflow=70.71 cfs 2.710 of Pond 9P: SWM2 Peak Elev=511.75' Storage=0.160 of Inflow=19.15 cfs 0.985 of Outflow=21.82 cfs 0.983 of Link 8L: Analysis Point 1 Inflow=101.16 cfs 4.291 of Primary=101.16 cfs 4.291 of Total Runoff Area = 7.860 ac Runoff Volume = 4.325 of Average Runoff Depth = 6.60" 50.38% Pervious = 3.960 ac 49.62% Impervious = 3.900 ac Post - No Pond Type 11 24-hr 100 YR Rainfall=9.14" Prepared by Timmons Group Printed 4/16/2020 HydroCADO 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 46 Summary for Subcatchment 2S: Post-1A to POA1 Runoff = 34.56 cfs @ 11.96 hrs, Volume= 1.791 af, Depth> 7.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=9.14" Area (ac) CN Description 1.840 98 Paved parking, HSG B 1.150 61 >75% Grass cover, Good, HSG B 2.990 84 Weighted Average 1.150 38.46% Pervious Area 1.840 61.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Post-1A to POA1 Hydrograph 1 - ----4 1 - - 1 - 1- -i � 1 38 -4 4 1 1- A 1 4 - I - - -- 1 - 1 � I � 1 36 -4 - 1- 4 -1- 4- -1 - � - 1- 4 34.56 cfs - -1 - - - 1- -�- II - 4- -w11 -�M 34 -4 I � � I � - I - - 1 -4IiTyhe-IV2-F91F 32 - I- - - -I - - I- - 1 1 --k fall��IT4�' - 100F)-0 30 1 1 1 � � 1 � -1 _ c 28 Runbff Ateti=19M -ad 26 - I- L - - -I - L - I- -L - 1 -1p- L -1 - �- -4 I.-„,�L -I - �-1 -L 24 I '-. IRu WVb1ume=4.79-1-a- w 22 1 1 1 1 1 1 -fInspC_1 =20 _ nQ_9_� _1I�_n'�' 0 18 Tc:�V.n-Mih f` 16 1 L 1 I I L 1 -4 I 1 I 1- 1 L 14 - - - - - - � � - I- � - I -1 - -1 - -4 - 1- - I-G10:-8w 12 1 1 L I 1 I I L 1-4 I 1 I L I L 10 - 1 1 1 L I L-1 I 1 1 1 L I L-A I 1 I L 1 L 8 - I I I L _1 L I 1 1 1 L 1 - 1 1 _1 L I L 6 - 1 1 1- I-L-1 1 -1 1 L I L- 11 -! -1 L 4 - I- L -I- -. 1_ - - 1- L - I- L -1 - L - - 1- -1 1 - L 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ■ Runoff Post - No Pond Type 11 24-hr 100 YR Rainfall=9.14" Prepared by Timmons Group Printed 4/16/2020 HydroCADO 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 47 Summary for Subcatchment 5S: Post-1 B to POM Runoff = 18.28 cfs @ 11.96 hrs, Volume= 0.942 af, Depth> 7.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=9.14" Area (ac) CN Description 0.670 61 >75% Grass cover, Good, HSG B 0.930 98 Paved parking, HSG B 1.600 83 Weighted Average 0.670 41.88% Pervious Area 0.930 58.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5S: Post-1 B to POM Hydrograph —I— L 1 —I— _. —I— L —1 — L - — I_ 1 —1— L —1 — L 20 -A I 1 1 1 L 1 L —1— L I L 1 L- 1 1 —1 L 1 L 19 -4 — 1— 4 — I — 4- —1 — � — 1— -1 18.28ds — I — —1 — - — 1— 11 — 4- —11 — �- 18 -4-1-4-1-4--1— A—I—_4—I —1-4--1—k---1Ty►pe-IV2-4-hr 17 1 4 1 1 1 4— I L 1 4 +- 1 16-1--1—fi-1-��-1-�-1 -—�1�QIainfall�.1'L4� 15 fi fi � 1 I fi— 1 Iundf Me 1-400 at 14 I rt I-r I F-I I-T —I —I—T- I r- I —II—T IT- I F- 13 -1— 1— -T — I — T —I — F- -1— 1— - I I — IRunoffr-Vol rmrne=;0.942-af 11 - 1 7 I I 1 r I I 1 F- I I I 1-F-1 1 1 1 1 r n--1 T —i 1 1 T �M`f �Di`I'p F, 1 •06 19 c#C0 h `0 1 -hij 8 I— I— I— 1 I— I —I 1 — I I— 1 I— I— I 1 1 I I I_ I I I I I 1 GIr��tt:-83 7 6- 5— q 3 2 J _ I_ 1 _ 1 _ 1- J _ I_ 1 I _ L _I _ L - _ I _ L _I _ L 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ■ Runoff Post - No Pond Type 11 24-hr 100 YR Rainfall=9.14" Prepared by Timmons Group Printed 4/16/2020 HydroCADO 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 48 Summary for Subcatchment 6S: Post-1C to POM Runoff = 10.86 cfs @ 12.02 hrs, Volume= 0.598 af, Depth> 4.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=9.14" Area (ac) CN Description 1.660 61 >75% Grass cover, Good, HSG B 1.660 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.9 84 0.2500 0.49 Sheet Flow, Grass: Short n= 0.150 P2= 3.70" 4.2 50 0.2500 0.20 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.70" 1.8 275 0.2500 2.50 Shallow Concentrated Flow, Woodland 15.0 fps 1.2 382 0.0300 5.11 102.14 Channel Flow, Area= 20.0 sf Perim= 10.0' r= 2.00' n= 0.080 Earth, lonq dense weeds 10.1 791 Total f It f 1 Subcatchment 6S: Post-1C to POM Hydrograph I L I I I I I I I I I iypell-244hr L -1 I -i 1100Y�kanr al�� —r-II Ruh-o#f-Are&1-660L AG - I I I I I l l l l l Runoff V-olu mae=9.598+af1 Ou oept6>i1 •42"- - F1oW-LeInctth�7�9f' TC=;l00.11 mirtl r--1-I-rt-I I I F I I I I I I I L _I — L -1 — 1_ 1 —1— L _I — L I I I I I I I I I I -I- r -I- r —I— r ---1-!-1-! -1-! -1-1- I I I I I I I I I— 1 —1— L —1 — I I I I I I I I I I I —I — _I—L_I——1_1_1—L_I—L I I I I I I I I I —I — r —1 — — — — I— r —I — L —1 — r I I I I I I I I I —I— 1 —1— L —1 — - i 1 i 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ■ Runoff Post - No Pond Type 11 24-hr 100 YR Rainfall=9.14" Prepared by Timmons Group Printed 4/16/2020 HydroCADO 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 49 Summary for Subcatchment 9S: Post-2A to POA1 Runoff = 17.33 cfs @ 11.96 hrs, Volume= 0.921 af, Depth> 7.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=9.14" Area (ac) CN Description 1.080 98 Paved parking, HSG B 0.210 61 >75% Grass cover, Good, HSG B 0.150 55 Woods, Good, HSG B 1.440 88 Weighted Average 0.360 25.00% Pervious Area 1.080 75.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 9S: Post-2A to POM Hydrograph i- - 1 L 1 1 1 1 I L 1 19 1 I 1 L I 1 I L 1 L 1� I 1 I L 1 L ■Runoff 18 � - 1- - I - -1 - � - 1- -1 17.33 cfs - -1 - - - 1- -/- -I --11 - � 17 1 I 1 L 1- I -- L 1 � Type][--hr 16 - I- - I - -1 - � - I- - I 1 15-L I1-I --�p�9�F��ainfallwn1T4, 14 - 1 1 I L 1 - L -1 I 1 - 1 - - Runbff / te,6 �44-0 ad 13 � - 1- 1 -1- L -1 - 1 � - I- 1 -1 - - 1 -1 - �- -4 -I-„,�-L I - L L--1 - 12 1 1 1 L 1 L-1 I 1 1 -1Run_offLV-okj-me=;0.92-1-af 10 - _ 1- 1 -I- L -1 - L - - 1- 1 -1 0 91LL�I1I LL 8 - - 1- 1 -1- L -1 - L - - 1- 1 -1 - -1- L -1 - L - - 1- 1 -I -�+-L 7 -J- I- L - I - L -1 - L J - I- L- I A-'1 QQL - I - L -1 - L � - I- L J-Glt;:-8v 6 -A I- 1 -1-L 1 L I 1 I I L 1 -4 I 1 I L 1 L 5 -J - I- L -I- L -1 - L J - I- 1 -1 -1- L -1 - L -i - I- L -I- L -1 - L 4 -A I 1 -1-L 1 L I 1 I I L 1 -4 I 1 I L 1 L 3 -J - I- L -I- L -1 - L J - I- 1 - -I _ L -1 _ L - _ I- 1 -I- L -1 - L 2 -A 1- 1 -1-L 1- L - 1- - L -1 - -- 1- 1 -1 L 1 L 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post - No Pond Type 11 24-hr 100 YR Rainfall=9.14" Prepared by Timmons Group Printed 4/16/2020 HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 50 Summary for Subcatchment 10S: Post-2B to POM Runoff = 0.89 cfs @ 11.98 hrs, Volume= 0.043 af, Depth> 3.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=9.14" Area (ac) CN Description 0.120 55 Woods, Good, HSG B 0.010 98 Paved parking, HSG B 0.130 58 Weighted Average 0.120 92.31 % Pervious Area 0.010 7.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.6 50 0.2000 0.18 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.70" 1.3 130 0.1100 1.66 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.3 270 0.0300 15.33 137.97 Channel Flow, Area= 9.0 sf Perim= 6.0' r= 1.50' n= 0.022 Earth, clean & straight 0.1 60 0.0500 13.29 23.49 Pipe Channel, 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013 Corrugated PE, smooth interior 6.3 510 Total Post - No Pond Type 11 24-hr 100 YR Rainfall=9.14" Prepared by Timmons Group Printed 4/16/2020 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 51 Subcatchment 10S: Post-2B to POM Hydrograph 0.95 ■Runoff 0.9 0.89 - 0.85 ij��/�Q �12 ��' - - - - - - - - - - - - - - - - - - - - - - OS I I I I I I I I I I I I I ypl-Ra� �_I., 19.1A`l 0.75 T �•1 I 07 1 1Rtn ff*1 a 0.a130-at 0.65 -I- -I- - I- -I- -I 1 1 1 1 1 1 1 1r 0.55 0.5aI"�i„ I�+�{ 4„'I3'VI LL 0.45 — — — — — I— — — —I — — F idw-U n Cot ki 5-10'- 0.4 0.35 _I_ _I_ _ I_ _I_ _I _I_ _I _ I_ TC=P min_ 0.3 _ II 0.25 0.2 0.15 _I- L -1- L L -I- 1 - I - L J _I - L -1- I I _I- L -1- L L- 0.1 -1 _1_ L -1- L L -I- 1 - I - L - I - L -1- -I- L -1- L L - 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post - No Pond Type 11 24-hr 100 YR Rainfall=9.14" Prepared by Timmons Group Printed 4/16/2020 HydroCADO 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 52 Summary for Subcatchment 11S: Post-3 Runoff = 0.51 cfs @ 11.96 hrs, Volume= 0.030 af, Depth> 8.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=9.14" Area (ac) CN Description 0.040 98 Paved parking, HSG B 0.040 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 11 S: Post-3 Hydrograph 0.55 ■Runoff — — — — � 0.51cfs -4 1 4 1 T 1 - 0.5 1 1 1 1 1 1 1 1 Type 11124-hr 0.45 -1-1-7-1-77-1—rt-1-7 7 10��R1�R�ailnfall�9.14�' 1 I I I I I I 0.4 1 — — — — — — — — — — — — — — — 1 1 1 1 1 1 — — — — — — — — — — — — — — — - 1 ROnbff Aee6=0.040 ad I—I-1—I—LJ 1—L—I—I—-i—I—L—I—LL_ 0.35 1 1 1 Runoff 1Volume=10.030 of w 0.3 1 + tl 1 �_ u_lp_4_ff �D_q_ptth>18. 91 — — — — — — — — — — — — — _ _ U. 0.25 1 1 1 1 1 1 1 1 1 _ _ _ p_ 1 1 1 1 1 1 ��=� 0.2 1 4 —1— —1— k I— —I— T A -1 � 4 —1— T 1 — -4 — 0.15 1 1 1 1 1 1 1 1 1 1 T- 0.1 ��� I — — — — — — — — — — — — — I I I I I I I — — — - - — — — — — — — — I I I I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post - No Pond Type lI 24-hr 100 YR Rainfall=9.14" Prepared by Timmons Group Printed 4/16/2020 HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 53 Summary for Pond 7P: SWM1 [93] Warning: Storage range exceeded by 26.95' [88] Warning: Qout>Qin may require smaller dt or Finer Routing Inflow Area = 4.430 ac, 65.91% Impervious, Inflow Depth > 7.35" for 100 YR event Inflow = 51.88 cfs @ 11.96 hrs, Volume= 2.712 of Outflow = 70.71 cfs @ 11.96 hrs, Volume= 2.71Oaf, Atten= 0%, Lag= 0.0 min Primary = 70.71 cfs @ 11.96 hrs, Volume= 2.710 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 559.56' @ 11.95 hrs Surf.Area= 0.000 ac Storage= 0.467 of Plug -Flow detention time=18.7 min calculated for 2.704 of (100% of inflow) Center -of -Mass det. time= 18.0 min ( 799.1 - 781.1 ) Volume Invert Avail.Storage Storage Description #1 524.00' 0.467 of 96.0" Round Pipe Storage L= 405.0' S= 0.0015 '/' Device Routing Invert Outlet Devices #1 Primary 524.00' 24.0" Round CMP_Round 24" L= 530.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 524.00' / 444.50' S= 0.1500'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Device 1 524.00' 8.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 527.40' 10.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 531.50' 8.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=67.37 cfs @ 11.96 hrs HW=556.82' (Free Discharge) L1=CMP_Round 24" (Inlet Controls 67.37 cfs @ 21.44 fps) 2=Orifice/Grate (Passes < 9.58 cfs potential flow) 3=Orifice/Grate (Passes < 14.14 cfs potential flow) 4=Sharp-Crested Rectangular Weir(Passes < 1,666.89 cfs potential flow) Post - No Pond Type 11 24-hr 100 YR Rainfall=9.14" Prepared by Timmons Group Printed 4/16/2020 HydroCADO 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 54 Pond 7P: SWM1 Hydrograph I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ■ Inflow 75 t -1 - I- -t -I- t- -1 - 1- 1 1 ❑ Primary ' -4 — I — 4- —1 — 1— 4 —1 — -4 — - , cfs _1 _ lnf lalWa-�'tl ea=4.430-' ai 70 65 1_1_L_1_1_1_I_L-�_1 � I I I I I I I I I I Plkikibevr�=�5.-6tv 60 , 1 1 1 11 1 I 1 - ifs y, =�tplc�-g-eTe'.40� 55 I 1 a 50 T I 1 7 I F-I - I T- I-F -- in 45 40 3 LL 35 _I_ _I _ I_ , 30 25 20 -1 L 1 1 -1 1 L L I — I L— I— 1 1 L -1 10 5 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post - No Pond Type lI 24-hr 100 YR Rainfall=9.14" Prepared by Timmons Group Printed 4/16/2020 HydroCAD® 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 55 Summary for Pond 9P: SWM2 [88] Warning: Qout>Qin may require smaller dt or Finer Routing Inflow Area = 1.730 ac, 54.34% Impervious, Inflow Depth > 6.83" for 100 YR event Inflow = 19.15 cfs @ 11.97 hrs, Volume= 0.985 of Outflow = 21.82 cfs @ 11.96 hrs, Volume= 0.983 af, Atten= 0%, Lag= 0.0 min Primary = 21.82 cfs @ 11.96 hrs, Volume= 0.983 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 511.75' @ 11.96 hrs Surf.Area= 0.009 ac Storage= 0.160 of Plug -Flow detention time= 24.7 min calculated for 0.983 of (100% of inflow) Center -of -Mass det. time= 23.2 min ( 812.7 - 789.5 ) Volume Invert Avail.Storage Storage Description #1 504.00' 0.162 of 96.0" Round Pipe Storage L= 140.0' Device Routinq Invert Outlet Devices #1 Primary 504.00' 24.0" Round CMP_Round 24" L= 460.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 504.00' / 435.00' S= 0.1500'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Device 1 504.00' 4.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 507.50' 10.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 510.75' 5.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=20.08 cfs @ 11.96 hrs HW=511.67' (Free Discharge) L1=CMP_Round 24" (Passes 20.08 cfs of 30.84 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.15 cfs @ 13.19 fps) 3=Orifice/Grate (Orifice Controls 5.09 cfs @ 9.33 fps) 4=Sharp-Crested Rectangular Weir(Weir Controls 13.85 cfs @ 3.13 fps) Post - No Pond Type 11 24-hr 100 YR Rainfall=9.14" Prepared by Timmons Group Printed 4/16/2020 HydroCADO 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 56 Pond 9P: SWM2 Hydrograph 4 -1- 4- -1 - 1- 4 -1- - -1- + -1 - - -4 - I - I- 4 -1- I- -T -I- T- -1 - 1- -t -I- r -1 -1- -r -1 - - rt -1- 7 -1- 1- rt -I- I- -1 -1- 24 22 , �_1_�_I_1_�_1_��_ 21.82 cfs �n `w, T 7 j/�� Mf I aW 4-Area 1 w- _I_ r. r V V " 21 20 / , -t I - - I fi 1 - -I I fi I - I- I - I t- --It - I cts 1 -t I t-1 I -t t-- I- - I Peak 1�11ev III / L 19 . /�+/�- 66 17 i -t I fi 1 1 fi 1 t � -t orlC�ge:06.1 a- f 16 i 7 -I T- 1 -F 1 T- I I -T 1 7--17 1 F- 7 15 v 14 / -L -1_ L -1 1_ 1 _I_ L J _I _ J J _I_ J J _I_ J _I_ J J _I_ 13 4 1 1 1 4 I --t I- - -t I --I 1 4 1 I 3 12 7 1 T- 1 -F T--7 1 F--T 7--17 1 F- 7 LL 10-I- 9, 4 1 1 1 4 I --t I- --=-I 1 4 1 I 8 rt-I--r-I-I-rt-I-r-i-1 -7---1-rt-I-I---I- 7- 6-I- 5, -4 1-k 1 1 4 I -4 1 1 �� 1 4 1 --I I 4 rt -1- -1- -1 -I- -- - I - T- - -I _ -I- fi -1 -I- rt — - r - -I- 3 , --1-- -1-1- --1-- -- -- -1-i- 2 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ■ Inflow ■ Primary Post - No Pond Type 11 24-hr 100 YR Rainfall=9.14" Prepared by Timmons Group Printed 4/16/2020 HydroCADO 10.00-20 s/n 06538 © 2017 HydroCAD Software Solutions LLC Page 57 Summary for Link 8L: Analysis Point 1 Inflow Area = 7.820 ac, 49.36% Impervious, Inflow Depth > 6.58" for 100 YR event Inflow = 101.16 cfs @ 11.96 hrs, Volume= 4.291 of Primary = 101.16 cfs @ 11.96 hrs, Volume= 4.291 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link 8L: Analysis Point 1 i Hydrograph ■Inflow -4 -1- A -1- -1- 1- 4 -1- � -4 - I - � --I - I- � -1- 4 -1- 110 i t I t--1I t 1 I t 1 101.16cfs I t--1I t 1 -t -I- t- I ❑ Primary 105 -T T -1 T I I T 1o1.7s cfs Inflow 1A_ rea=7_ at 100 _ -�0_2_V _ 95 i 1 ----------- I I 1 1 I 1 I --------- 90 -1 1 L-1 I L 1 I -t L-1 11 1 L- I L - 85 i 4 -1- A 1 1 1 1 4 I 1 �I 1 1 4 1 � - 80 i rt 1 fi-1 I t 1 I - 75 ' 1 I 1 1 1 70 i - - - - - - - - - - - - - - - - - - - - - - - - - -- w 65 i II II II _ 60 i -1 1 L-1 1 1 1 1- 1 L-1 1 1 1 1 1 I 1 - 3 55 i + + 0 LL 50 45 40 i - - 35 i II 1 I1_ I 1 1 - I 1 1 - I 1 -1 1 - 30 i -4 -1- -4 - 1- -1 - I- -1- -4 - 1- -1 - -4 -1- } 25 i -t-I-+-�-I-t-1-I-t- -I-tom-1 -1-1- ' -I-1 20 i -7 I T-1 T T T - 10 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours)