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HomeMy WebLinkAboutWPO202000039 Calculations 2020-08-11CROZET ELEMENTARY SCHOOL COUNTY OF ALBEMARLE, VIRGINIA DESIGN CALCULATIONS & NARRATIVE WP02020 AUGUST 10, 2020 f TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. Prepared by: Bryan Cichocki, PE Timmons Group 608 Preston Ave, Suite 200 Charlottesville, VA 22903 434.327.1688 Ir c l 11L� V CRAIG W. J. KOTARSKI Lie. No. 0402048507 ,^� 8/10/20 _� 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 Hyrdaflow Calculations 7 Post -Developed Hyddaflow Calculations Project Narrative: This project includes the expansion of the existing school with a new addition, increases to the existing surface parking lot, and associated landscaping, utilities, and drainage facilities. The stormwater limits consisting of the minimum area of disturbance to install the new permanent improvements totals 5.96 acres. Existing areas in the center of the site are excluded from the stormwater limits as they are excluded from the scope of work and will remain. Areas of milling and overlaying asphalt in the existing parking lot and entrance are also excluded from the stormwater limits at they are not land disturbing activities. Stormwater Management: Water Quality: In the pre -developed condition, the site is a developed property with an existing elementary school. Prior plans of the school show a bioretention installed to treat the parking in the rear of the school. This existing bioretention will be removed with the proposed construction. The simple method was used to determine the required phosphorus removal with the prior plan. The simple method is a performance -based calculation for phosphorus removal but yields slightly different requirements due to the underlying assumption of the average imperviousness of the Chesapeake Bay watershed. The simple method required 0.55lb/yr of phosphorus removal to be provided by this bioretention. To account for the removal of this bioretention and to bring the site in full conformance with the VRRM requirements, the pre/post impervious areas for the prior work were entered into the VRRM redevelopment spreadsheet. The removal requirement for the prior plan in today's regulations would have been 0.64lb/yr. As such the proposed stormwater management practices provided on site provide a phosphorus removal which exceeds the requirements by 0.64lb/yr. Water Quantity In existing condition, the entire site drains towards a stream on the east side of the site by three discrete outfalls and sheet flow. In the proposed condition, these drainage patterns will be generally maintained with minor alterations necessary for grading and stormwater quality treatment. The energy balance method has been applied to each outfall to ensure all site discharges are equal or lower than the existing flows to each release point. Two underground detention systems will be installed to meet stormwater quantity requirements. SWMI is 270 linear feet of 72" CMP while SWM2 is 100 linear feet of 48" 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. STORM SEWER DESIGN COMPUTATIONS LD-229 STORM SEWER DESIGN COMPUTATIONS STORM FREQUENCY 10 PROJECT: CROZET ES Designed by: AF LOCATION: ALBEMARLE COUNTY COUNTY: ALBEMARLE COUNTY NOAA STATION: Free Union Checked by: UNITS ENGLISH PIPE NO. FROM POINT TO POINT DRAIN. AREA "A" Acre (3) RUNOFF COEFF. "C" (4) CA TOTAL INLET TIME Minutes (7) RAIN FALL In/Hr (8) RUNOFF Lateral Total Q CFS CFS (9) INVERT ELEVATIONS LENGTH UPPER LOWER of Pipe END END Ft. (10) (11) (12) SLOPE Ft./Ft. (13) SIZE (Dia. Or Span/Rise) In. (14) SHAPE Number Capacity Friction of Pipes Slope CFS RJR. (15) Depth of Flow, do Ft. NORMALFLOW Area of Hm Vn Flow, An SgFt Ft. Ft/Sec (16) En Ft. FLOW TIME REMARKS Sec. (17) (18) INCRE- MENT (5) ACCUM- ULATED (6) REFERENCE (1) STA. REFERENCE (2) STA. 101 102 100 0.00 0.00 0.00 5.12 5.85 0.00 8.44 676.65 676.47 34.85 0.00516 21 Circular 1 12.33 0.00250 1.06 1.53 0.49 5.52 1.54 6.31 103 104 102 0.00 0.00 0.00 5.00 0.00 2.07 676.77 676.66 21.55 0.00510 12 Circular 1 2.76 0.00300 0.65 0.54 0.29 3.85 0.88 5.59 105 106 102 0.00 0.00 0.00 5.00 0.00 8.44 677.50 676.65 60.13 0.01414 21 Circular 1 20.41 0.00250 0.78 1.04 0.41 8.09 1.80 7.44 107 126B 106 0.00 0.00 0.00 5.00 0.00 7.18 681.10 677.60 63.60 0.05503 21 Circular 1 40.27 0.00180 0.50 0.57 0.29 12.65 2.99 5.03 109 110 108 0.00 0.00 0.00 5.17 4.89 000 2.50 680.68 680.50 24.37 0.00739 12 Circular 1 3.32 0.00440 0.65 0.54 0.29 4.64 0.98 5.25 113 126A 110 0.00 0.00 0.00 5.00 0.00 2.50 681.10 680.75 46.51 0.00753 12 Circular 1 3.35 0.00440 0.64 0.54 0.29 4.68 0.98 9.95 115 116 114 0.00 0.00 0.19 5.67 5.70 0.00 3.48 678.33 678.25 10.04 0.00797 15 Circular 1 6.25 0.00260 0.67 0.67 0.33 5.23 1.09 1.92 117 118 116 0.00 0.00 0.09 5.01 5.88 0.00 0.56 678.74 678.43 61.50 0.00504 8 Circular 1 0.93 0.00190 0.37 0.20 0.18 2.79 0.49 22.08 119 ROOF A 118 0.11 0.90 0.09 0.09 5.00 4.93 0.00 0.56 678.94 678.74 4.00 0.02500 8 Circular 1 2.07 0.00190 0.24 0.11 0.13 5.03 0.63 0.80 121 122 116 0.00 0.00 0.09 5.39 4.83 0.00 2.94 678.79 678.43 71.50 0.00503 15 Circular 1 4.96 0.00180 0.69 0.70 0.33 4.22 0.97 16.96 123 ROOF B 122 0.11 0.90 0.09 0.09 5.00 5.89 0.00 0.56 678.91 678.89 4.00 0.00500 8 Circular 1 0.93 0.00190 0.37 0.20 0.18 2.78 0.49 1.44 125 126 122 0.00 0.00 0.00 5.00 0.00 0.00 2.50 681.10 678.89 53.22 0.04153 12 Circular 1 7.87 0.00440 0.39 0.28 0.21 8.90 1.62 5.98 127 128 126 0.00 0.00 0.00 5.08 4.91 0.00 12.18 684.67 681.20 38.28 0.09065 21 Circular 1 51.68 0.00520 0.58 0.69 0.32 17.57 5.37 2.18 129 SWM#l,OU 128 0.00 0.00 0.00 5.00 0.00 0.00 12.18 685.00 684.69 30.83 0.01006 21 Circular 1 17.22 0.00520 1.09 1.57 0.49 7.76 2.02 3.97 131 132 SWM #1, IN 0.19 0.89 0.17 0.17 5.00 5.89 0.00 1.00 690.70 688.62 25.93 0.09022 12 Circular 1 10.93 0.00070 0.20 0.12 0.12 8.66 1.37 2.99 133 134 SWM #1, IN 0.00 0.00 0.80 6.31 5.53 0.00 6.39 686.71 686.57 14.37 0.00974 15 Circular 1 6.91 0.00870 0.95 1.00 0.38 6.39 1.58 2.25 135 136 SWM #1, IN 0.26 0.85 0.22 0.23 5.43 5.76 0.00 1.35 687.86 687.67 16.38 0.01160 12 Circular 1 4.16 0.00130 0.39 0.29 0.21 4.73 0.74 3.46 137 138 136 0.01 0.90 0.01 0.01 5.00 4.93 0.00 0.04 688.75 688.03 47.14 0.01527 12 Circular 1 4.40 0.00000 0.07 0.02 0.05 1.83 0.12 25.78 145 146 SWM #1, IN 0.22 0.85 0.19 0.19 5.00 4.93 0.00 0.92 689.29 688.82 23.59 0.01992 15 Circular 1 9.88 0.00020 0.26 0.18 0.16 5.05 0.65 4.67 147 148 SWM #1, IN 0.00 0.00 0.24 6.03 4.68 0.00 1.18 692.92 689.15 108.31 0.03481 15 Circular 1 13.06 0.00030 0.25 0.18 0.15 6.60 0.93 16.41 149 150 148 0.21 0.80 0.17 0.23 5.24 4.87 0.00 1.11 694.19 693.02 172.49 0.00678 15 Circular 1 5.76 0.00030 0.37 0.31 0.21 3.63 0.58 47.54 151 152 150 0.07 0.84 0.06 0.06 5.00 4.93 0.00 0.29 695.00 684.29 94.03 0.11390 15 Circular 1 23.62 0.00000 0.10 0.04 0.06 6.60 0.77 14.25 153 154 148 0.02 0.90 0.01 0.01 5.00 5.89 0.00 0.09 695.36 694.90 61.33 0.00750 12 Circular 1 3.34 0.00000 0.11 0.05 0.07 1.83 0.16 33.60 207 208 202 0.20 0.38 0.08 0.16 5.66 4.77 0.00 7.14 678.56 677.95 103.74 0.00588 18 Circular 1 9.73 0.00410 1.03 1.30 0.44 5.51 1.50 18.84 209 210 208 0.00 0.00 0.06 5.41 4.83 0.00 6.70 679.23 678.66 45.33 0.01257 18 Circular 1 12.76 0.00360 0.77 0.92 0.38 7.31 1.60 6.20 211 212 210 0.03 0.77 0.03 0.06 5.15 4.89 0.00 6.70 679.62 679.33 38.35 0.00756 18 Circular 1 9.13 0.00420 0.95 1.19 0.43 5.65 1.45 6.79 213 214 212 0.09 0.41 0.04 1.40 10.66 3.82 0.00 6.57 679.86 679.72 19.24 0.00728 18 Circular 1 9.71 0.00350 0.90 1.11 0.42 5.90 1.45 3.26 215 217 219 221 223 233 303 305 307 309 216 218 BI03 222 224 234 304 306 308 310 214 216 218 216 208 232 302 304 306 308 0.00 0.00 0.00 0.06 0.03 3.82 0.00 0.00 0.00 0.00 0.44 0.57 0.35 0.00 0.00 0.00 0.02 0.02 1.34 0.00 0.00 0.00 0.00 1.36 1.34 0.00 0.02 0.02 1.34 0.00 0.00 0.00 0.00 10.62 10.53 5.00 5.00 5.00 10.00 5.63 5.46 5.22 5.00 3.83 3.84 0.00 5.89 5.89 4.74 4.77 4.81 5.82 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.43 6.34 1.73 0.14 0.09 6.34 5.78 5.78 5.78 5.78 680.40 681.94 682.25 680.91 682.25 685.20 676.12 676.45 677.98 679.22 679.96 680.95 682.04 680.50 678.66 684.30 675.89 676.12 676.45 678.08 21.76 49.63 20.55 13.78 49.39 89.73 39.21 44.73 88.28 33.53 0.02022 0.01995 0.01022 0.02975 0.07269 0.01003 0.00587 0.00738 0.01733 0.03400 15 15 15 12 12 15 18 15 15 15 Circular Circular Circular Circular Circular Circular Circular Circular Circular Circular 1 1 1 1 1 1 1 1 1 1 9.95 9.88 7.08 6.66 10.41 7.01 8.72 6.01 9.21 12.90 0.00880 0.00860 0.00060 0.00000 0.00000 0.00860 0.00270 0.00710 0.00710 0.00710 0.73 0.73 0.42 0.10 0.07 0.93 0.89 0.98 0.72 0.59 0.75 0.74 0.36 0.04 0.02 0.98 1.10 1.04 0.73 0.57 0.34 0.34 0.24 0.06 0.04 0.38 0.42 0.38 0.34 0.30 8.62 8.55 4.76 3.43 4.15 6.47 5.28 5.58 7.93 10.23 1.99 1.86 0.77 0.28 0.33 1.58 1.32 1.47 1.69 2.21 2.52 5.81 4.31 4.02 11.90 13.87 7.43 8.02 11.14 3.28 LD-229 STORM SEWER DESIGN COMPUTATIONS STORM FREQUENCY 10 PROJECT: CROZET ES Designed by: AF LOCATION: ALBEMARLE COUNTY COUNTY: ALBEMARLE COUNTY NOAA STATION: Free Union Checked by: UNITS ENGLISH PIPE NO. FROM POINT TO POINT DRAIN. AREA "A" Acre (3) RUNOFF COEFF. "C" (4) CA TOTAL INLET TIME Minutes (7) RAIN FALL In/Hr (8) RUNOFF Lateral Total Q CFS CFS (9) INVERT ELEVATIONS LENGTH UPPER LOWER of Pipe END END Ft. (10) (11) (12) SLOPE Ft./Ft. (13) SIZE (Dia. Or Span/Rise) In. (14) SHAPE Number Capacity Friction of Pipes Slope CFS RJR. (15) Depth of Flow, do Ft. NORMALFLOW Area of Hm Vn Flow, An SgFt Ft. Ft/Sec (16) En Ft. FLOW TIME REMARKS Sec. (17) (18) INCRE- MENT (5) ACCUM- ULATED (6) REFERENCE (1) STA. REFERENCE (2) STA. 311 312 310 0.00 0.00 0.00 5.09 5.86 0.00 4.26 679.72 679.32 21.27 0.01881 15 Circular 1 9.60 0.00390 0.59 0.56 0.30 7.59 1.48 2.80 313 SWM#2, OU 312 0.00 0.00 0.00 5.00 0.00 4.26 680.00 679.82 24.57 0.00733 15 Circular 1 5.99 0.00390 0.79 0.80 0.35 5.30 1.22 4.64 315 316 SWM#2, IN 0.54 0.78 0.42 0.42 5.00 5.89 1 0.00 2.48 683.29 682.26 12.18 0.09456 15 Circular 1 20.35 0.00130 0.30 0.22 0.17 11.24 2.26 1.08 EX 15" EX 400 134 0.32 0.76 0.24 0.80 6.25 5.54 0.00 6.39 687.35 686.81 27.99 0.01929 15 Circular 1 8.97 0.01020 0.78 0.80 0.35 7.94 1.76 3.53 EX 229 EX 230 218 0.00 0.00 1.34 10.34 4.68 0.00 6.34 683.52 682.50 75.80 0.01346 15 Circular 1 7.49 0.01010 0.89 0.93 0.37 6.85 1.61 11.06 EX 231 232 EX 230 0.00 0.00 1.34 10.22 4.70 0.00 6.34 684.39 683.88 51.06 0.00999 15 Circular 1 6.46 0.01010 1.01 1.06 0.39 6.00 1.56 8.51 EX 401 402 EX 400 0.32 0.78 0.25 0.55 5.36 5.78 0.00 5.03 691.62 688.53 309.75 0.00998 15 Circular 1 6.45 0.00630 0.83 0.87 0.36 5.82 1.36 53.26 EX 403 404 402 0.00 0.00 0.31 5.23 5.82 0.00 3.61 691.87 691.42 36.21 0.01243 15 Circular 1 7.20 0.00330 0.63 0.61 0.31 5.87 1.16 6.17 EX 405 1406 404 10.49 0.75 0.37 0.62 1 5.18 5.83 0.00 3.61 692.04 691.92 14.46 0.00830 15 Circular 1 5.89 0.00330 0.71 0.72 0.34 5.04 1.10 2.97 EX 407 1 EX 408 1 1406 1 1 0.15 1 0.83 1 0.13 0.13 1 5.00 1 5.89 1 0.00 0.74 692.37 692.04 38.02 0.00868 15 Circular 1 6.02 0.00010 0.30 0.22 0.17 3.33 0.47 11.42 STORM INLET DESIGN COMPUTATIONS FORM L0201 STORMWATER INLET COMPUTATIONS SHEET I OF ROUTE PROJECT CROZETES DESIGNER: A. BARNES DATE SIIWM20 CHECKED: UNITS!NGUSH mmm�mmmomomm�mm�mmm®mmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmammmm®m��®mom ��m�mm�mmmmmmmmmmmmmmmmmmmmmmmmm��m mmmm�mm�omommmmmm®gym®mmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmommmm®m��®mom ��m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmmm�mmmomom��mm�®om®mmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmm�mmmmmmmmmmmommmmmmm��m� �mm�®®�mmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmomom��mm�mmm®m�mmmmmmmmm��m� �mm�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmo�ommmmm�®gym®mmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmommmmmm���m� ®mm�®®mmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmomom��mmmmmm®mmmmmmmmmmm��m� ��m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomom��mm�mmm®mmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmm�mmmmmmmmmmm®mmmmmmm�mtm� ®�m�®®�mmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mm�mmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmomommmmmmmmmmmmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmm®mmmmmmm�®mom ®�m�m®mmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mm�mmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmomom��mm®mom®mmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmm��mmmmmmmmmmm®mmmmmmm�mtm� ©�m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mm�mmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmomommmmmmmmmmmmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmm�mmmmmmmmmmmommmmmmm�mtm ®�m�mm�mmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomommmmmmmmmmmmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmm�mmmmmmmmmmmommmmmmm��m INLEfSOFT BY ENSOFTEC DATE: W1mm FORM L0201 STORMWATER INLET COMPUTATIONS SHEET 2 OF ROUTE PROJECT CROZETES DESIGNER: A. BARNES DATE SIIWM20 CHECKED: UNITS!NGUSH mmm�mm®mmommmmmmmmmmmmmmmmmmmmm��m mmm�mmmomoommmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmm�mmmmmmmmmmm®mmmmmmm�mtm ��m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm��mmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmomom��mmm�mm®mmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmm�mmmmmmmmmmmommmmmm���m� ®mm�mm®mmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mm�mmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmomom��mm���m®�mmmmmmmmmm��m� ��m�mm�mmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmo®om��mmm�mmmmmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmm�mmmmmmmmmmmamm®mmmm�mtm� ©�m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomommmmmmmmmmmmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmm�mmmmmmmmmmmommmmmmm�mtm mmm�mm�mmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmomom��mmm®m®®®mmm®mm®mmm��m� ��m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomom��mm�®mm®mmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmm�mmmmmmmmmmmammmmmmmmtmtm� INLEfSOFT BY ENSOFTEC DATE: W10R020 HYDRAULIC GRADE LINE COMPUTATIONS LD-347 PROJECT: CROZET ES DESIGNED BY: AF HYDRAULIC GRADE LINE ANALYSIS Checked: INCIDENCE PROBABILITY 10 Year INLET OR JUNCTION ST& INVERT EL OUTFLOW PIPE DEPTH OF FLOW OUTFLOW PIPE OUTLET WATER SURFACE ELEV. OW PIPE Do (IN-) DESIGN OISCH. Qo (CFSXMS) LENGTH PIPE Lo (FM) FRICTION SLOPES, (FT/FT) (WM) FRICTION LOSS Hi (FLM) JUNCTION LOSS SURFACE FLOW Pd. Hi 13 HI (FNA) IN. SNagrgi YM 05kF HiSuia¢ (FLM)Elevation Inlet Wait TopdMH Tcp ollnkl H- APPRO%(1 AJjislmenly Vo Cmtr Ho (FNA) Vi Yi'Z2g Hi (E�n) us-mm (YR2a) SKEW P 6 K ECN H (FLM) Sun AL (FLM) 2 3 / 5 8 8 9 10 11 12 13 1/ 15 18 18 18 19100 6]].670 102 676.470 1.]5 6]].870 21 8."0 34.85 0.00253 0.088 5.520 0.118 8.084 1.015 0.355 0.0 0.00 0.000 0.4]3 0.000 0.4]3 YES 0.23]678.195 679.900 O.K.106 6]6.850 1.]5 8]8.195 21 8.4/0 80.13 0.00253 0.152 8.084 0.254 12.651 2.485 0.8]0 0.0 0.00 0.000 1.124 0.000 1.124 YES 0.5628]8.909 881.000126B 6F/.800 1.]5 8]9.000 21 ].180 83.80 0.00183 0.118 12.851 0.821 0.000 0.000 0.000 0.0 0.00 0.000 0.621 0.000 0.621 YES 0.311681.600 88].2]0 0.K. 104 676.660 1.00 678.195 12 1 2.070 1 21.55 1 0.00301 0.065 3.854 0.058 0.000 0.000 0.000 0.0 0.00 0.000 0.058 0.000 0.058 YES 1 0.029 1 0.094 678.288 678.870 1 0.K. LD-347 PROJECT: CROZET ES DESIGNED BY: AF HYDRAULIC GRADE LINE ANALYSIS Checked: INCIDENCE PROBABILITY 10 Year INLET OR JUNCTION ST& INVERT EL OUTFLOW PIPE DEPTH OF FLOW OUTFLOW PIPE OUTLET WATER SURFACE ELEV. OW PIPE Do (IN—) DESIGN OISCH. Qo (CFSCMS) LENGTH PIPE Lo (PM) FRICTION SLOPES, (FT/FT) (M1VM) FRICTION LOSS w (FM) JUNCTION LOSS SURFACE FLOW Pd. Ht 13 W (FNA) Map', IN.J(FM)(FM) YM Inlet Wale S a¢ Ekvation TopdMH TWdInkl H- APPRO%1 AJjmt—t? Vo Cmtr Ho IFNA) Vi Yi'Z2g Is(ExEn) us-mP%. (YR2a) SKEW P 6 K ECN H (FM) Sun HL (FUND 2 3 / 5 8 8 9 10 11 12 13 1/ 15 18 18 19108 681.300 110 680.500 1.00 681.300 12 2.500 24.3T 0.00439 0.10T 4.642 0.084 4.6T 0.340 0.119 0.0 0.00 0.000 0.203 0.000 0.203 YES 681.508 884.240 O.K.12M 680.T50 1.00 681.550 12 2500 4851 000439 0204 4677 0085 0000 0000 0000 0.0 000 0000 0085 0000 0085 YES 681.796 687.270 O.K. LD-347 PROJECT: CROZET ES DESIGNED BY: AF HYDRAULIC GRADE LINE ANALYSIS Checked: INCIDENCE PROBABILITY 10 Year INLET OR JUNCTION STA. INVERT EL. OUTFLOW PIPE OEM OF FLOW OUTFLOW PIPE OURET WATER SURFACE ELEV. DIA PIPE Do INmm DESIGN DISCH. � CFACMS LENGTH PIPE In PM FRICTION SWPE, Ski (FVFF) MIM FRICTION LOSS H! PM JUNCTION LOSS SURFACE FLOWN MI_Hf 13 Hi FUN Lief BL�ig4 YM 05 HI PM FINAL H FLM He WaRr Surlax Elevation TcpdMH Tcp of lnkl Elev. APPRO%. AQ�LnmYt Vo Cf NoY Y"L2g Hi (Expo) 035'MAX. SKEW Ngk K Berl X FUN Sum AL FUN (1) (2) (3) (4) (5) (6) (n (8 9) 10 (11 (12) (13) (14) (15) 16) 16) 17) 18) (19 114 679.250 116 678.250 1.25 679.250 15 3.480 ION 0.00259 DOM 5.229 0.106 4.216 0.276 0.097 0.0 0.00 0.000 0.203 0.000 0.203 YES 0.101 0.127 679.377 680.390 O.K. 122 678.430 1.25 679.430 15 2.942 71.50 0.00185 0.132 4.216 0.069 8.895 1.229 0.430 0.0 0.00 0.000 0.499 0.000 0.499 YES 0.250 0.382 679.812 680.690 O.K. 126 678.890 1.00 679.812 12 2.500 53.22 0.00439 0.233 8.895 0.307 17.570 4.794 1.678 0.0 0.00 0.000 1.985 0.000 1.985 YES 0.992 1.226 210 O.K. 128 681.200 1.75 682.600 21 12.180 38.28 0.00526 0.201 17.570 1.198 ].]62 0.936 0.527 0.0 0.00 0.000 1.526 0.000 1.526 YES 0.763 0.964 .940 O.K. m#1, OU 684.690 1.75 686.090 21 12.180 30.83 0.00526 0.162 7.762 0.234 OOD0 OOD0 OOD0 0.0 0.00 0.000 0.234 0.000 0.234 YES O.117 0.279 1.000 O.K. 118 678.430 0.67 679.311 8 0.5% 61.50 DO0189 0.116 2.]85 0.030 5.034 0.393 0.138 0.0 0.00 0.000 0.168 0.000 0.168 YES 0.084 0.200 .450 JMMU4679.550 O.K. ROOF 678.740 0.67 679.57/ 8 0.556 4.00 0.00189 0.008 5.034 0.098 OOD0 OOD0 OOD0 0.0 0.00 0.000 0.098 0.000 0.098 YES 0.049 0.05] .550 ADJUST ROOF B 678.890 0.67 679.812 8 0.556 4.00 0.00189 0.008 2.]]6 0.030 0.000 0.000 0.000 0.0 0.00 0.000 0. 330 0.556 0.039 YES 0.019 0.027 9.580 ADJUST LD-347 PROJECT: CROZET ES DESIGNED BY: AF HYDRAULIC GRADE LINE ANALYSIS Checked: INCIDENCE PROBABILITY 10 Year INLET OR JUNCTION ST& INVERT EL OUTFLOW PIPE DEPTH OF FLOW OUTFLOW PIPE OUTLET WATER SURFACE ELEV. OW PIPE Do (IN-) DESIGN OISCH. Qo (CFSXMS) LENGTH PIPE Lo (FM) FRICTION SLOPES, (FT/FT) (WM) FRICTION Hi LOSS7(F (FM) JUNCTION LOSS SURFACE FLOW Pd. Hi 13 HI (FAQ IN. SNagrgi YM 05 Hi (FM) FINPL H (FM) Inlet Wait Suia¢ Elevation TopdMH Tcp ollnkl H- APPRO%. AJjislmenly Vi Yi'Z2g Hi (E�n) us-mPX. (YR2a) SKEW P 6 K ECN H (FM) Sun AL (FM) (1 2 3 / 5 8 8 9 10 11 12 13 1/ 15 18 18 1] 18 19 202 679.150 208 6T.950 1.50 679.150 18 7.138 103.74 0.00411 OA27 5.508 0.118 7.309 0.830 0.290 0.0 0.00 0.000 0.408 0.362 0.08 YES 0.204 0.631 679.781 681.040 O.K. 2 4 678.660 1.00 679.781 12 0.094 49.39 0.00001 0.000 4.150 0.067 0.000 0.000 0.000 0.0 0.00 0.000 0.087 0.094 0.087 YES 0.043 0.044 682.317 690.230 O.K. 210 678.660 1.50 679.860 18 8]00 45.33 0.00362 0.164 7.309 0.207 5.647 0.495 0.173 0.0 0.00 0.000 0.381 0.000 0.381 YES 0.190 0.355 680.215 682.060 O.K. 212 679.330 1.50 680.530 18 8]00 38.35 0.00425 0.163 5.647 0.124 5.903 0.541 0.189 0.0 0.00 0.000 0.313 0.127 0.313 YES 0.157 0.320 680.850 683.230 O.K. 214 679.720 1.50 680.920 18 6.573 19.24 0.00349 0.087 5.903 0.135 8.623 1.155 0.404 0.0 0.00 0.000 0.539 0.141 0.539 YES 0.270 0.337 681.257 683.750 O.K. 216 679.960 1.25 681.257 15 6.432 21.76 0.00883 0.192 1 8.623 1 0.289 1 8.550 1.135 1 0.397 1 0.0 0.00 1 0.000 1 0.686 0.000 0.686 YES 0.343 0.535 681.792 685.210 O.K. 222 680.500 1.00 681.792 12 0.141 13.78 0.00001 0.000 3.429 0.046 0.000 0.000 0.000 0.0 0.00 0.000 0.046 0.141 0.059 YES 0.030 0.030 681.822 685.540 O.K. 218 680.950 1.25 681.950 15 6.340 49.63 0.00858 OA26 8.550 0.284 6.851 0.]29 0.255 0.0 0.00 0.000 0.539 0.000 0.539 YES 0.269 0.895 682.668 687.150 O.K. EX 230 682.500 1.25 683.500 15 6.340 75.80 0.01007 0.763 6.851 0.182 5.998 0.559 0.196 0.0 0.00 0.000 0.378 0.000 0.378 YES 0.189 0.952 684.452 891.380 O.K. 232 683.880 1.25 684.885 15 6.340 51.06 0.01007 0.514 5.998 0.140 6.468 0.650 0.22] 0.0 0.00 0.000 0.38] 0.000 0.36] YES 0.184 0.698 685.583 892.]80 O.K. 234 684.300 1.25 685.583 15 6.340 89.]3 0.00858 0.]]0 6.468 0.162 0.000 0.000 0.000 0.0 0.00 0.000 0.162 6.340 0.211 YES 0.106 0.875 686.458 689.300 0.K. B1O3 682.040 1.25 683.040 15 1.]30 20.55 0.00084 0.013 /.]83 0.088 0.000 0.000 0.000 0.0 0.00 0.000 0.088 0.000 0.088 YES 0.044 0.05] 883.09] 685.750 O.K. LD-347 PROJECT: CROZET ES DESIGNED BY: AF HYDRAULIC GRADE LINE ANALYSIS Checked: INCIDENCE PROBABILITY 10 Year INLET OR JUNCTION STA. INVERT EL. OUTFLOW POP DEPTH OFFILOW OUTFLOW PIPE OUTIET WATER SURFACE ELF/ DIA PIPE D. .. DESIGN DISCH. Go CF=MS LENGTH PIPE IA FM FRICTION SLOPE, Slo ("IM MRA FRICTION LOSS HI (FM) JUNCTION LOW SURFACE FILM AJj. HI 13 HI FUN Inle SNali�g] YM 05 HI (FM) FINAL H FVM IN1 N21a Solace Elevation T fMH TcpdINN Eke APPROX. PtlµslmeM] Vo Cmtr. INF FNA Vi'2Tg Hi (E�pn) 035'MPX. SKEW Angle K Pap H FUN Sun HL FUN (1) (2) (3) (4) 5) (6) (7) (8) 9) (10) (11) 12 13) 14) 15) 16) 16) (1]) (18) (19) 302 6]].090 304 675.890 1.50 6]].090 18 5.780 39.21 0.00270 0.106 5.2]6 0.108 5.580 0.483 0.169 0.0 0.00 0.000 0.2]] 0.000 0.277 YES 0.139 0.244 6]].334 680.010 O.K. 306 676.120 1.25 6]].334 15 5.780 ".73 0.00713 0.319 5.580 0.121 7.928 0.976 0.342 0.0 0.00 0.000 0.462 0.000 OA62 YES 0.231 0.550 6]].885 679.340 O.K. 308 e]6.450 1.25 8]].885 15 5.]80 88.28 0.00713 0.630 7.928 0.244 10.226 1.624 0.568 0.0 0.00 0.000 0.812 0.000 0.812 VES 0.408 1.038 8]8.920 881.830 O.K. 310 e]8.080 1.25 8]9.080 15 5.]80 33.53 0.00713 0.239 10.226 0.406 ].588 0.894 0.313 0.0 0.00 0.000 0.]19 0.000 0.]19 VES 0.359 0.599 8]9.808 884.000 O.K. 312 e79.320 1.25 680.320 15 4.260 21.27 0.00387 0.082 7.588 0.224 5.301 0.436 0.153 0.0 0.00 0.'00 0.376 0.000 0.376 YES 0.188 0.271 680.591 686.510 O.K. WM{2, OU e79.820 1.25 680.820 15 4.2( 2/.5] 0.0038] 0.095 5.301 0.109 0.000 0.000 0.000 0.0 0.00 0.000 0.109 0.000 0.109 YES 0.055 0.150 680.970 684.000 O.K. VIRGINIA RUNOFF REDUCTION METHOD WORKSHEET SUMMARY VRRM FOR REMOVAL OF EXISTING BIORETENTION FACILITY DEQ Virginia Runoff Reduction Method Re -Development Compliance Spreadsheet - Version 3.0 02011 LUMP Standards and Specifications 02013 Draft BM Standards and Specifications Project Name: Crozet ES Ex Biofilter data input cells Date: constant values Linear Development Project? No calculation cells Site Information Post -Development Project (Treatment Volume and Loads) Enter Total Disturbed Area (acres) 1.27 Check., BMP Design Specifications List. 2013 Draft Stds & Specs Maximum reduction required. Lineorproject? No The site's net increase in impervious cover (acres) is: Land cover areas entered correctly? Post -Development '®-' Total disturbed area entered? Pre-ReDevelopment Land Cover (acres) A sails BSoils CSoils Dsoils Totals Forest/Open space (acres) -- undisturbed forest/open space 0A0 Managed Tud (acres) -- disturbed, graded for yards or other turf to be mowmed/anaged 0.76 0.76 Impervious Cover (acres) 0.51 0.51 1.27 Post -Development Land Cover (acres) A Soils BSoils CSoils Dsoils Totals Forest/Open space (acres) -- undisturbed, protected forest/open space or reforested land 0.00 Managed Tud (acres) -- disturbed, graded for yards cur other turf to be mowed/managed 0.55 0.55 Impervious Cover (acres) 0.72 0.72 Area Check OK. OK. OK. OK. 1.27 Constants Runoff Coefficients Rv Annual Rainfall (inches) 43 ASoils BSoils CSoils Dsoils Target Rainfall Event (inches) 1.00 Forest/Open Space 0.02 0.03 0.04 0.05 Total Phosphorus (TP) EMC(mg/L) 0.26 Managed Turf 0.15 0.20 0.22 0.25 Total Nitrogen (TN) EMC (mg/L) 1.86 Impervious Cover 0.95 0.95 0.95 0.95 Target TP Load (lb/acre/W) 0.41 Pj(unitless correction factor) 0.90 mul T,=r= LAND COVER SUMMARY POST DEVELOPMENT Land Cover Summary -Pre Land Cover Summary-Post(Final) Land Cover Summary -Post Land Cover Summrry-Post Pre-ReDevelopment Listed Adjusted' Post ReDev. & New Impervious Pon-ReDevelopment Post -Development New Impervious Forest/Open Space Forest/Open Space Forest/Open Space Cover (acres) 0.00 0.00 000 000 Cover (acres) Cover(acrev) Weighted Rv(fmmt) 0.00 0.00 Weighted Rv(forest) 0.00 Weighted Rv(forest) 0.00 %Forest 0% 0% %Forest 0% %Forest 0% Managed Turf Cover (acres) 0.76 0.55 Managed Turf Cover 0.55 Managed TurfCover 0.55 (acres) (acres) Weighted Rv(turf) 0.20 0.20 Weighted Far (turf) 0.20 Weighted Far (turn 020 %Managed Turf 60% 52% %Managed Turf 43% %Managed Turf 52% Impervious Cover (acres) 0.51 0.51 Impervious Cover (acres) 0.72 ReDev. Impervious 0-51 New Impervious Cover 0.21 Cover (acres) (acres) Rv(impervious) 0.95 0.95 Rv(im"mious) 0.95 Rv(impervious) 0.95 Rv(impervious) 0.95 %Impervious 00% 48% %Impervious 57% %Impervious 48% Total She Area lacteal 1.27 1.05 Final Are Area (acres) 1.27 Total R ; K$he Area 1.05 Site Be 0.50 0.56 Final Post D. Site Be 0.63 ReDev She Re 0.56 Treatment Volume and Nutrient Load Treatment Volume and Post-ReDevelopment Nutrient Load Post -Development amen Pre-Rellevelo t Treatment Volume Final Post -Development (acre-k) 0.0530 0.0495 Treatment Volume (acre-ft) 0.0662 Treatment Volume (acre-ft) 0.0495 Treatment Volume (acre-k) Post -Development 0.0166 amen Pre-Rellevelo t Treatment Volume Final Post -Development Post-ReDevelopment (cubic feet) 21310 2,158 Treatment Volume 2,882 Treatment Volume 2,158 Treatment Volume (cubic 724 (cubic feat) (cubicfeet) feet) Post -Development TP bad Pre-ReDevelopment TP Load Final Post. Post-ReDevelopment (lb/yrj 1.d5 1.36 Development TP Load 1.81 Lead (TP) 1.36 (lb/yr) 0.46 (16/Yr) 116/vrl" Pre-0.enevelopmen[ TP Load per acre Final Poo -Development TP PoaPRenevelopment TP (l6/atte/yr) 1.14 1.28 Load per acre 1.43 Load per acre 116/we/nl 116/acre/nl Baseline TP Load (lb/yr) Max. Reduction Required (D.CS Ibs/acre/yr applied to pre -redevelopment area excluding pervious 0.43 (Below Pre- 70% land proposed for new impervious cover) ReDevelopment bad) 'Adusted Land Covo-Summa % rya TP Load Reduction TP Load Reduction Pre ReDevelopment land rover minus pervious land coverer resL/open spare or monagetl Required for 0.27 Required for New 0.37 turf/ ocreagepmposedfornewimpervious cover Redeveloped Area Impervious Area (lb/yr) (Ib/yr) Adjusted total acreage is consistent wilt Post-ReDevelopment aoeage (minus acreage of new impervious rover). Column lshows loadreductlon requnementforrum impervious cover(hosed on new developmentloadlimiq 0.41 Ihs/acre/year). Post -Development Requirement for TP Load Reduction Required (16/yr) 0.64 Nitrogen Loads (Informational Purposes Only) Final Post -Development TN bad Pre-ReDevelopment TN Wad(lb/yr) 10.39 IPosL-ReDevelopment&Newlmpervious) 12.95 Ib/yr) VRRM SITE COMPUTATIONS DA-A = OUTFALL 1 DA-B = OUTFALL 2 DA-C = OUTFALL 3 DA-D = SHEETFLOW DEQ Virginia Runoff Reduction Method Re -Develop r 112011 BMP Standards and Specifications O 2013 Draft BMP Standards and Specifications Project Name: Crozet Elementary School Site Information Post -Development Project (Treatment Volume and Loads) Enter Total Disturbed Area (acres) Pre-ReDevelopment land Cover (acres( data Input cells constant values calculation cells Linearproject? No Land cover areas entered correctly? Total disturbed area entered? A Soils BSoils CSoils DSoils Totals Forest/Open space (acres) --undisturbed] forest/open space 0.01 0.01 Managetl Tudlanesl -- disturber, graded for yards or other [urtto be mgwetl/managed] 4.14 4.14 Impervious cover (acres) 1.81 1.81 5.96 Post -Development land Cover (acres( A Soils BSoils CSoils DSoils Totals Forest/Open Space (acres) -- undimturbeQ protected forest/oinan space or reforested] land 0.00 Managed Tom (acres) - disturber, graded for yards or other turf to be mowed]/man etl 3.17 3.17 Impervious cover (acres) 279 2.79 Area Check OK. OK. OK. OK. 5.96 Pre-ReDevelopmem Listed Adjusted' Forest/Open Space Cover (acres) 0.01 0.00 Weighted Rv(forest) 0.03 0.00 %Forest Managed Tuff cover (acres) 4.14 3.17 Weighted Rollout) 0.20 0.20 %Managed Tuff 69% 64% Impervious cover (acres) 1.81 1.81 R,dimperemel 0.95 0.95 %Impervious 30% 36% Total She Area (acres) 5.96 4.98 site in, 0.43 0.47 Treatment Volume and Nutrient Load Pre-ReDevelopment Treatment Volume acre-ft) 0.2123 0.1961 Pre-ReDevelopment Treatment Volume (cubicfest) 9249 8,543 Pre-ReDevelopment TP Load (Ib/yr) 5.81 5.37 Pre-ReCovelopmem TP Loatl per acre (lb/acre/yr) O.W 1.0R Baseline TP Load (Ibl a) (OA1lips/ave/yr applied to Pre- redevelopment area ertluding pervious land proposed for new impervious cmreQ 2W 'Adjusted Land Cover SummoO, ore ReDevelopment land cover minus pervious land cover (foresolopen spare or m paged turf) acreage proposed? r new impervious cover. adjusted total acreage is consistent with Post-ReDevelopment aneope (minus acreage fnew impervoua cover). ^afumn I shows bad reduction regaiementf rnewimpervbus cover (based on new yevelopment load limit 0.41 His/acre/year). 0.95 Post ReDev. & New Impervious Forest/Open Space 0.00Caver(arms) Weighted Rv(forest) 0.00 %Forest 0% Managed Tuff cover 3.17 (acres) Weighted Rv hurt) 0.20 %Managetl Turf 53% Impervious Cover 279 Rai(impervious) 0.95 %Impervious 47% Final Site Area (acres) 5.96 Final Post Dev site RV 0.55 Final PqM- Development 0.2737 Treatment Volume (acre-ft) FinalPart- Development 11,923 Treatment Volume (cubicfeet) Final Post- )evelopmentTPLoad 7.49 (lb/yr) 'inal panDevelopmentTP Loved per arm 1.26 (lb/ave/yr) D Sail 0.05 0.25 0.95 Post-ReDevelopment Foreat/Open Space cover (acres) 000 Weighted Rv(forest) 0OD %Forest 0% Managed Turf Cover aces) 3.17 Weighted Be (turf) 0.20 %Managed Turf 64% ReDev. Impervious cove (acres) 1.81 M(impervious) 0.95 %Impervious 36% Total ReDev. site Area (a[resl 4.98 ReDev Ate Rv OA] Treatment Volume and Nutrient Load i d Reduction Required (Ib/yr) 2.80 Nitrogen Loads (Informational Purposes Only) Past-ReDevelopment TreatmentVolume 0.1961 (aere-fit) Post-ReDevelopment TreatmentVolume 8,543 (Cubk feet) Port-ReDevelopmem Lead(Tial 5.37 (lb/yr)a Post-ReDevelopment To Load] peracre pb/arre/yr) Max. Reduction Required] (Below Pre- ReDevelopment Load) TP Load Reduction Required for Redeveloped Area 1.07 (Ib/Yrl Final Post -Development TN Load Pre-ReDevelopment TN Load(lb/yr) 41.57 (Past-ReDevelopment&New 53.59 Impervious) (b/yr) Past-DevelopmentNew Impervious New lmperviaus Cover (acres 098 ) Rv(imperviaus) 0.95 Port-Oavelapmem Treatment Volume 0.0776 (ecre-R) rDevel., in olume(bic et) Post-DevelopmentID Wad (lb/yr) TP lead Reduction Required for New 1.72 .pervious Area (lb/vr) current VRRM D.A.A-Outfall 1 Drainage Area A Drainage Area A Land Cover (acres) A Soils B Soils C Soils D Soils Totals Land Cover Rv Forest/Open Space (acres) 0.00 0.00 Managed Turf (acres) 0.09 0.09 0.20 Impervious Cover (acres) 0.03 0.03 0.95 Total 0.12 Stormwater Best Management Practices (RR = Runoff Reduction) Total Phosphorus Available for Removal in D.A. A (lb/yr) 0.11 Post Development Treatment Volume in D.A. A (ft3) 169 --Select from dropdown lists -- Runoff Managed Impervious Volume from Runoff Remaining Total BMP Phosphorus Phosphorus Load Untreated Phosphorus Remaining Downstream Practice to be Practice Reduction Turf Credit Cover Credit Upstream a Runoff Volume Treatment Removal from Upstream Phosphorus Load Removed By Phosphorus Load Employed Credit (%) Area (acres) Area (acres) Practice (fta) Reduction (ft) (ft3) Volume (ft3) Efficiency (%) Practices (Ib) to Practice (lb) Practice (Ib) (Ib) 1.a. Vegetated Roof #1 (Spec #5) 45 0 0 0 0 0.00 0.00 0.00 1.b. Vegetated Roof #2 (Spec #5) 60 0 0 0 0 0.00 0.00 0.00 2. Rooftop Disconnection (RR) 2.a. Simple Disconnection to A/B Soils 50 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #1) 2.b. Simple Disconnection to C/D Soils 25 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec#1) 2.c. To Soil Amended Filter Path as per specifications (existing C/D soils) (Spec #4) 50 0 0 0 0 0 0.00 0.00 0.00 0.00 2.d. To Dry Well or French Drain #1, 50 0 0 0 0 25 0.00 0.00 0.00 0.00 Micro-Infilration #1(Spec #8) 2.e. To Dry Well or French Drain #2, 90 0 0 0 0 25 0.00 0.00 0.00 0.00 Micro -Infiltration #2 (Spec #8) 2.f. To Rain Garden #1, 40 0 0 0 0 25 0.00 0.00 0.00 0.00 Micro-Bioretention #1 (Spec #9) 2.g. To Rain Garden #2, 80 0 0 0 0 50 0.00 0.00 0.00 0.00 Micro-Bioretention #2 (Spec #9) 2.h. To Rainwater Harvesting (Spec #6) 0 0 0 0 0 0 0.00 0.00 0.00 0.00 2.i. To Stormwater Planter, 40 0 0 0 0 25 0.00 0.00 0.00 0.00 Urban Bioretention (Spec #9, Appendix A) 4. Grass Channel (RR) 4.a. Grass Channel A/B Soils (Spec #3) 20 0 0 0 0 15 0.00 0.00 0.00 0.00 4.b. Grass Channel C/D Soils (Spec #3) 10 0 0 0 0 15 0.00 0.00 0.00 0.00 4.c. Grass Channel with Compost Amended Soils 20 0 0 0 0 15 0.00 0.00 0.00 0.00 as per specs (see Spec #4) 8/1012020 1 of 3 11:41 AM Current VRRM D.A.A-Outfall 1 6. Bioretention (RR) 6.a. Bioretention #1 or Micro-Bioretention #1 or 40 0 0 0 0 25 0.00 0.00 0.00 0.00 Urban Bioretention (Spec #9) 6.b. Bioretention #2 or Micro-Bioretention #2 80 0 0 0 0 50 0.00 0.00 0.00 0.00 (Spec #9) 7. Infiltration (RR) 7.a. Infiltration #1 (Spec#8) 50 0 0 0 0 25 0.00 0.00 0.00 0.00 7.1b. Infiltration #2 (Spec#8) 90 0 0 0 0 25 0.00 0.00 0.00 0.00 8. Extended Detention •. 8.a. ED #1 (Spec #15) 0 0 0 0 0 15 0.00 0.00 0.00 0.00 8.b. ED #2 (Spec #15) 15 0 0 0 0 15 0.00 0.00 0.00 0.00 9. Sheetflow to Filter/Open Space [RR) 9.a. Sheetflow to Conservation Area, A/B Soils 75 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #2) 9.b. Sheetflow to Conservation Area, C/D Soils 50 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #2) 9.c. Sheetflow to Vegetated Filter Strip, A Soils or Compost Amended B/C/D Soils 50 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #2 & #4) TOTAL IMPERVIOUS COVER TREATED (ac) 0.00 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED (ac) 0.00 AREA CHECK: OK. TOTAL RUNOFF REDUCTION IN D.A. A (fta) 0 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. A (lb/yr) 0.11 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. A (lb/yr) 0.00 TOTAL PHOSPHORUS REMAINING AFTER APPLYING RUNOFF REDUCTION PRACTICES IN D.A. A (lb/yr) 0.11 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS 8/1012020 2 of 3 11:41 AM Current VRRM D.A.A-Outfall 1 13. Wet Ponds (no FIR) 13.a. Wet Pond #1 (Spec #14) 0 0 0 0 0 50 0.00 0.00 0.00 0.00 13.b. Wet Pond #1(Coastal Plain) (Spec #14) 0 0 0 0 0 45 0.00 0.00 0.00 0.00 13.c. Wet Pond #2 (Spec #14) 0 0 0 0 0 75 0.00 0.00 0.00 0.00 13.d. Wet Pond #2 (Coastal Plain) (Spec #14) 0 0 0 0 0 65 0.00 0.00 0.00 0.00 14. Manufactured Treatment Devices 14.a. Manufactured Treatment Device - 0 0 0 0 0 20 0.00 0.00 0.00 0.00 Hydrodynamic 14.b. Manufactured Treatment Device -Filtering 0 0 0 0 0 20 0.00 0.00 0.00 0.00 14.c. Manufactured Treatment Device -Generic 0 0 0 0 0 40 0.00 0.00 0.00 0.00 TOTAL IMPERVIOUS COVER TREATED (ac) 0.00 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED (ac) 0.00 AREA CHECK: OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE (Ib/yr) 2.80 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. A (Ib/yr) 0.11 TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. A (Ib/yr) 0.00 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. A (lb/yr) 0.00 TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED IN D.A. A (Ib/yr) 0.00 TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN D.A. A (Ib/yr) 0.11 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. A (lb/yr) 0.00 NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. A (lb/yr) 0.00 TOTAL NITROGEN REMOVED IN D.A. A (lb/yr) 0.00 811 O 2020 3 of 3 11:41 AM Current VRRM D.A.B-Outfall 2 Drainage Area B Drainage Area A Land Cover (acres) A Soils B Soils C Soils D Soils Totals Land Cover Rv Forest/Open Space (acres) 0.00 0.00 Managed Turf (acres) 1.50 1.50 0.20 Impervious Cover (acres) 1.95 1.95 0.95 Total 3.45 Stormwater Best Management Practices (RR = Runoff Reduction) Total Phosphorus Available for Removal in D.A. B (lb/yr) 4.91 Post Development Treatment Volume in D.A. B (ft3) 7,814 --Select from dropdown lists-- Runoff Managed Impervious Volume from Runoff Remaining Total BMP Phosphorus Phosphorus Untreated Phosphorus Remaining Practice Reduction Turf Credit Cover Credit Upstream Reduction Runoff Treatment Removal Load from Phosphorus Removed By Phosphorus Downstream Practice to be Credit % ( ) (acres) Area acres (acres) Area acres Practice ft3 ( ) a (ft) ( 3) Volume ft ( 3) Volume ft Efficient % y ( ) Upstream Load to Practice [lb) ( ) Load Ib ( ) Employed Practices [lb) Practice (lb) l.a. Vegetated Roof #1 (Spec #5) 45 0 0 0 0 0.00 0.00 0.00 1.b. Vegetated Roof #2 (Spec #5) 60 0 0 0 0 0.00 0.00 0.00 Disconnection2. Rooftop 2.a. Simple Disconnection to A/B Soils 50 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec#1) 2.b. Simple Disconnection to C/D Soils 25 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #1) 2.c. To Soil Amended Filter Path as per specifications (existing C/D soils) (Spec #4) 50 0 0 0 0 0 0.00 0.00 0.00 0.00 2.d. To Dry Well or French Drain #1, 50 0 0 0 0 25 0.00 0.00 0.00 0.00 Micro-Infilration #1 (Spec #8) 2.e. To Dry Well or French Drain #2, 90 0 0 0 0 25 0.00 0.00 0.00 0.00 Micro -Infiltration #2 (Spec #S) 21 To Rain Garden #1, 40 0 0 0 0 25 0.00 0.00 0.00 0.00 Micro-Bioretention #1 (Spec #9) 2.g. To Rain Garden #2, 80 0 0 0 0 50 0.00 0.00 0.00 0.00 Micro-Bioretention #2 (Spec #9) 2.h. To Rainwater Harvesting (Spec #6) 0 0 0 0 0 0 0.00 0.00 0.00 0.00 2.i. To Stormwater Planter, 40 0 0 0 0 25 0.00 0.00 0.00 0.00 Urban Bioretention (Spec #9, Appendix A) 8/10/2020 1 of 3 11:43 AM Current VRRM D.A.B-Ouffall 2 4.c. Grass Channel with Compost Amended Soils 20 0 0 0 0 15 0.00 0.00 0.00 0.00 as per specs (see Spec #4) 6. Bioretention (RR) 6.a. Bioretention #1 or Micro-Bioretention #1 or 40 0 0 0 0 25 0.00 0.00 0.00 0.00 Urban Bioretention (Spec #9) 6.b. Bioretention #2 or Micro-Bioretention #2 80 0.63 1.09 0 3,373 843 4,216 50 0.00 2.65 2.38 0.26 (Spec #9) 7. Infiltration (RR) 7.a. Infiltration #1 (Spec#8) 50 0 0 0 0 25 0.00 0.00 0.00 0.00 7.1b. Infiltration #2 (Spec#8) 90 0 0 0 0 25 0.00 0.00 0.00 0.00 8. Extended Detention •. S.a. ED #1 (Spec #15) 0 0 0 0 0 15 0.00 0.00 0.00 0.00 8.b. ED #2 (Spec #15) 15 0 0 0 0 15 0.00 0.00 0.00 0.00 9. Sheetflow to Filter/Open Space (RR) 9.a. Sheetflow to Conservation Area, A/B Soils 75 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #2) 9.b. Sheetflow to Conservation Area, C/D Soils 50 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #2) 9.c. Sheetflow to Vegetated Filter Strip, A Soils or Compost Amended B/C/D Soils 50 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #2 & #4) TOTAL IMPERVIOUS COVER TREATED (ac) 1.66 AREA CHECK: OK. TOTAL TURF AREA TREATED (ac) 0.63 AREA CHECK: OK. TOTAL RUNOFF REDUCTION IN D.A. B (fta) 4,258 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. B (lb/yr) 4.91 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. B (lb/yr) 3.11 TOTAL PHOSPHORUS REMAINING AFTER APPLYING RUNOFF REDUCTION PRACTICES IN D.A. B (lb/yr) 1.80 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS 8/1012020 2 of 3 11:43 AM Current VRRM D.A.B-Ouffall 2 10.b. Wet Swale #2 (Spec #11) 0 0 0 0 0 40 0.00 0.00 0.00 0.00 Ponds13. Wet o . 13.a. Wet Pond #1 (Spec #14) 0 0 0 0 0 50 0.00 0.00 0.00 0.00 13.b. Wet Pond #1(Coastal Plain) (Spec #14) 0 0 0 0 0 45 0.00 0.00 0.00 0.00 13.c. Wet Pond #2 (Spec #14) 0 0 0 0 0 75 0.00 0.00 0.00 0.00 13.d. Wet Pond #2 (Coastal Plain) (Spec #14) 0 0 0 0 0 65 0.00 0.00 0.00 0.00 14. Manufactured Treatment Devices 14.a. Manufactured Treatment Device - 0 0 0 0 0 20 0.00 0.00 0.00 0.00 Hydrodynamic 14.b. Manufactured Treatment Device -Filtering 0 0 0 0 0 20 0.00 0.00 0.00 0.00 14.c. Manufactured Treatment Device -Generic 0 0 0 0 0 40 0.00 0.00 0.00 0.00 TOTAL IMPERVIOUS COVER TREATED (ac) 1.66 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED (ac) 0.63 AREA CHECK: OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE (lb/yr) 2.80 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. B (lb/yr) 4.91 TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. B (lb/yr) 0.00 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. B (lb/yr) 3.11 TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED IN D.A. B (lb/yr) 3.11 TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN D.A. B (lb/yr) 1.80 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. B (lb/yr) 22.60 NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. B (lb/yr) 0.00 TOTAL NITROGEN REMOVED IN D.A. B (lb/yr) 22.60 B/10/2020 3 of 3 11:43 AM Current VRRM D.A.C-OUTFALL 3 Drainage Area C Drainage Area A Land Cover (acres) A Soils B Soils C Soils D Soils Totals Land Cover Rv Forest/Open Space (acres) 0.00 0.00 Managed Turf(acres) 0.63 0.63 0.20 Impervious Cover (acres) 0.72 0.72 0.95 Total 1.35 Stormwater Best Management Practices (RR = Runoff Reduction) Total Phosphorus Available for Removal in D.A. C (lb/yr) 1.85 Post Development Treatment Volume in D.A. C (ft3) 2,940 --Select from dropdown lists-- Runoff Managed Impervious Volume from Runoff Remaining Total BMP Phosphorus Phosphorus Untreated Phosphorus Remaining Practice Reduction Turf Credit Cover Credit Upstream Reduction Runoff Treatment Removal Load from Phosphorus Removed By Phosphorus Downstream Practice to be Credit % ( ) (acres) Area acres (acres) Area acres Practice ft3 ( ) a (ft) ( 3) Volume ft ( 3) Volume ft Efficient % y ( ) Upstream Load to Practice [lb) ( ) Load Ib ( ) Employed Practices [lb) Practice (lb) l.a. Vegetated Roof #1 (Spec #5) 45 0 0 0 0 0.00 0.00 0.00 1.b. Vegetated Roof #2 (Spec #5) 60 0 0 0 0 0.00 0.00 0.00 Disconnection2. Rooftop 2.a. Simple Disconnection to A/B Soils 50 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec#1) 2.b. Simple Disconnection to C/D Soils 25 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #1) 2.c. To Soil Amended Filter Path as per specifications (existing C/D soils) (Spec #4) 50 0 0 0 0 0 0.00 0.00 0.00 0.00 2.d. To Dry Well or French Drain #1, 50 0 0 0 0 25 0.00 0.00 0.00 0.00 Micro-Infilration #1 (Spec #8) 2.e. To Dry Well or French Drain #2, 90 0 0 0 0 25 0.00 0.00 0.00 0.00 Micro -Infiltration #2 (Spec #S) 21 To Rain Garden #1, 40 0 0 0 0 25 0.00 0.00 0.00 0.00 Micro-Bioretention #1 (Spec #9) 2.g. To Rain Garden #2, 80 0 0 0 0 50 0.00 0.00 0.00 0.00 Micro-Bioretention #2 (Spec #9) 2.h. To Rainwater Harvesting (Spec #6) 0 0 0 0 0 0 0.00 0.00 0.00 0.00 2.i. To Stormwater Planter, 40 0 0 0 0 25 0.00 0.00 0.00 0.00 Urban Bioretention (Spec #9, Appendix A) 8/10/2020 1 of 3 11:44 AM Current VRRM D.A.C-OUTFALL 3 4.c. Grass Channel with Compost Amended Soils 20 0 0 0 0 15 0.00 0.00 0.00 0.00 as per specs (see Spec #4) 6. Bioretention (RR) 6.a. Bioretention #1 or Micro-Bioretention #1 or 40 0 0 0 0 25 0.00 0.00 0.00 0.00 Urban Bioretention (Spec #9) 6.b. Bioretention #2 or Micro-Bioretention #2 80 462 369 92 462 50 0.25 0.00 0.22 0.02 (Spec #9) 7. Infiltration (RR) 7.a. Infiltration #1 (Spec#8) 50 0 0 0 0 25 0.00 0.00 0.00 0.00 7.1b. Infiltration #2 (Spec#8) 90 0 0 0 0 25 0.00 0.00 0.00 0.00 8. Extended Detention •. S.a. ED #1 (Spec #15) 0 0 0 0 0 15 0.00 0.00 0.00 0.00 8.b. ED #2 (Spec #15) 15 0 0 0 0 15 0.00 0.00 0.00 0.00 9. Sheetflow to Filter/Open Space (RR) 9.a. Sheetflow to Conservation Area, A/B Soils 75 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #2) 9.b. Sheetflow to Conservation Area, C/D Soils 50 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #2) 9.c. Sheetflow to Vegetated Filter Strip, A Soils or Compost Amended B/C/D Soils 50 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #2 & #4) TOTAL IMPERVIOUS COVER TREATED (ac) 0.14 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED (ac) 0.13 AREA CHECK: OK. TOTAL RUNOFF REDUCTION IN D.A. C (ft3) 485 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. C (lb/yr) 1.85 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. C (lb/yr) 0.34 TOTAL PHOSPHORUS REMAINING AFTER APPLYING RUNOFF REDUCTION PRACTICES IN D.A. C (lb/yr) 1.51 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS 8imi2020 2 of 3 11:44 AM Current VRRM D.A.C-OUTFALL 3 10.b. Wet Swale #2 (Spec #11) 0 0 0 0 0 40 0.00 0.00 0.00 0.00 13. Wet Ponds (no RR) 13.a. Wet Pond #1 (Spec #14) 0 0 0 0 0 50 0.00 0.00 0.00 0.00 13.b. Wet Pond #1 (Coastal Plain) (Spec #14) 0 0 0 0 0 45 0.00 0.00 0.00 0.00 13.c. Wet Pond #2 (Spec #14) 0 0 0 0 0 75 0.00 0.00 0.00 0.00 13.d. Wet Pond #2 (Coastal Plain) (Spec #14) 0 0 0 0 0 65 0.00 0.00 0.00 0.00 14. Manufactured Treatment Devices 14.a. Manufactured Treatment Device - 0 0 0 0 0 20 0.00 0.00 0.00 0.00 Hydrodynamic 14.b. Manufactured Treatment Device -Filtering 0 0 0 0 0 20 0.00 0.00 0.00 0.00 14.c. Manufactured Treatment Device -Generic 0 0 0 0 0 20 0.00 0.00 0.00 0.00 TOTAL IMPERVIOUS COVER TREATED (ac) 0.14 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED (ac) 0.13 AREA CHECK: OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE (Ib/yr) 2.80 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. C (lb/yr) 1.85 TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. C (lb/yr) 0.00 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. C (Ib/yr) 0.34 TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED IN D.A. C (Ib/yr) 0.34 TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN D.A. C (lb/yr) 1.51 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. C (Ib/yr) 2.46 NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. C (lb/yr) 0.00 TOTAL NITROGEN REMOVED IN D.A. C (Ib/yr) 2.46 8/10/2020 3 of 3 11:44 AM Current VRRM D.A.D-SHEET FLOW Drainage Area D Drainage Area A Land Cover (acres) A Soils B Soils C Soils D Soils Totals Land Cover Rv Forest/Open Space (acres) 0.00 0.00 Managed Turf (acres) 0.95 0.95 0.20 Impervious Cover (acres) 0.09 0.09 0.95 Total 1.04 Stormwater Best Management Practices (RR = Runoff Reduction) Total Phosphorus Available for Removal in D.A. D (lb/yr) 0.63 Post Development Treatment Volume in D.A. D (ft3) 1,000 --Select from dropdown lists-- Runoff Managed Impervious Volume from Runoff Remaining Total BMP Phosphorus Phosphorus Untreated Phosphorus Remaining Practice Reduction Turf Credit Cover Credit Upstream Reduction Runoff Treatment Removal Load from Phosphorus Removed By Phosphorus Downstream Practice to be Credit % ( ) (acres) Area acres (acres) Area acres Practice ft3 ( ) a (ft) ( 3) Volume ft ( 3) Volume ft Efficient % y ( ) Upstream Load to Practice [lb) ( ) Load Ib ( ) Employed Practices [lb) Practice (lb) l.a. Vegetated Roof #1 (Spec #5) 45 0 0 0 0 0.00 0.00 0.00 1.b. Vegetated Roof #2 (Spec #5) 60 0 0 0 0 0.00 0.00 0.00 Disconnection2. Rooftop 2.a. Simple Disconnection to A/B Soils 50 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec#1) 2.b. Simple Disconnection to C/D Soils 25 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #1) 2.c. To Soil Amended Filter Path as per specifications (existing C/D soils) (Spec #4) 50 0 0 0 0 0 0.00 0.00 0.00 0.00 2.d. To Dry Well or French Drain #1, 50 0 0 0 0 25 0.00 0.00 0.00 0.00 Micro-Infilration #1 (Spec #8) 2.e. To Dry Well or French Drain #2, 90 0 0 0 0 25 0.00 0.00 0.00 0.00 Micro -Infiltration #2 (Spec #S) 21 To Rain Garden #1, 40 0 0 0 0 25 0.00 0.00 0.00 0.00 Micro-Bioretention #1 (Spec #9) 2.g. To Rain Garden #2, 80 0 0 0 0 50 0.00 0.00 0.00 0.00 Micro-Bioretention #2 (Spec #9) 2.h. To Rainwater Harvesting (Spec #6) 0 0 0 0 0 0 0.00 0.00 0.00 0.00 2.i. To Stormwater Planter, 40 0 0 0 0 25 0.00 0.00 0.00 0.00 Urban Bioretention (Spec #9, Appendix A) 8/10/2020 1 of 3 11:46 AM Current VRRM D.A.D-SHEET FLOW 4.c. Grass Channel with Compost Amended Soils 20 0 0 0 0 15 0.00 0.00 0.00 0.00 as per specs (see Spec #4) 6. Bioretention (RR) 6.a. Bioretention #1 or Micro-Bioretention #1 or 40 0 0 0 0 25 0.00 0.00 0.00 0.00 Urban Bioretention (Spec #9) 6.b. Bioretention #2 or Micro-Bioretention #2 80 0 0 0 0 50 0.00 0.00 0.00 0.00 (Spec #9)7. Infiltration (RR) 7.a. Infiltration #1 (Spec#8) 50 0 0 0 0 25 0.00 0.00 0.00 0.00 7.1b. Infiltration #2 (Spec#8) 90 0 0 0 0 25 0.00 0.00 0.00 0.00 8. Extended Detention •. S.a. ED #1 (Spec #15) 0 0 0 0 0 15 0.00 0.00 0.00 0.00 8.b. ED #2 (Spec #15) 15 0 0 0 0 15 0.00 0.00 0.00 0.00 9. Sheetflow to Filter/Open Space (RR) 9.a. Sheetflow to Conservation Area, A/B Soils 75 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #2) 9.b. Sheetflow to Conservation Area, C/D Soils 50 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #2) 9.c. Sheetflow to Vegetated Filter Strip, A Soils or Compost Amended B/C/D Soils 50 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #2 & #4) TOTAL IMPERVIOUS COVER TREATED (ac) 0.00 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED (ac) 0.00 AREA CHECK: OK. TOTAL RUNOFF REDUCTION IN D.A. D (ft3) 0 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. D (lb/yr) 0.63 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. D (lb/yr) 0.00 TOTAL PHOSPHORUS REMAINING AFTER APPLYING RUNOFF REDUCTION PRACTICES IN D.A. D (lb/yr) 0.63 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS 8imi2020 2 of 3 11:46 AM Current VRRM D.A.D-SHEET FLOW 10.b. Wet Swale #2 (Spec #11) 0 0 0 0 0 40 0.00 0.00 0.00 0.00 Ponds13. Wet o . 13.a. Wet Pond #1 (Spec #14) 0 0 0 0 0 50 0.00 0.00 0.00 0.00 13.b. Wet Pond #1(Coastal Plain) (Spec #14) 0 0 0 0 0 45 0.00 0.00 0.00 0.00 13.c. Wet Pond #2 (Spec #14) 0 0 0 0 0 75 0.00 0.00 0.00 0.00 13.d. Wet Pond #2 (Coastal Plain) (Spec #14) 0 0 0 0 0 65 0.00 0.00 0.00 0.00 14. Manufactured Treatment Devices 14.a. Manufactured Treatment Device - 0 0 0 0 0 20 0.00 0.00 0.00 0.00 Hydrodynamic 14.b. Manufactured Treatment Device -Filtering 0 0 0 0 0 20 0.00 0.00 0.00 0.00 14.c. Manufactured Treatment Device -Generic 0 0 0 0 0 20 0.00 0.00 0.00 0.00 TOTAL IMPERVIOUS COVER TREATED (ac) 0.00 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED (ac) 0.00 AREA CHECK: OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE (lb/yr) 2.80 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. D (lb/yr) 0.63 TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. D (lb/yr) 0.00 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. D (lb/yr) 0.00 TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED IN D.A. D (lb/yr) 0.00 TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN D.A. D (lb/yr) 0.63 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. D (lb/yr) 0.00 NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. D (lb/yr) 0.00 TOTAL NITROGEN REMOVED IN D.A. D (lb/yr) 0.00 8/10/2020 3 of 3 11:46 AM Site Results (Water Quality Compliance) Area Checks D.A. A D.A. B D.A. C D.A. D D.A. E AREA CHECK FOREST/OPEN SPACE (ac) 0.00 0.00 0.00 0.00 OK. IMPERVIOUS COVER [ac) 0.03 0.72 0.09 0.00 OK. IMPERVIOUS COVER TREATED (ac) 0.00 E166 0.14 0.00MANAGED TURF AREA (ac) 0.090.95MANAGED TURF AREA TREATED(ac) 0.00 0.13 0.00 0.00 OK. AREA CHECK Site Treatment Volume (ft3) 11,923 Runoff Reduction Volume and TP By Drainage Area D.A. A D.A. B D.A. C D.A. D D.A. E TOTAL RUNOFF REDUCTION VOLUME ACHIEVED (R) 0 4,258 485 0 0 4,742 TP LOAD AVAILABLE FOR REMOVAL (Ib/yr) 0.11 4.1 1.85 0.63 0.00 7.49 TP LOAD REDUCTION ACHIEVED (Ib/yr) 0.00 3.11 0.34 0.00 0.00 3.44 TP LOAD REMAINING (Ib/yr) 0.11 1.80 1.51 0.63 0.00 4.05 NITROGEN LOAD REDUCTION ACHIEVED (Ib/yr) D.00 22.60 2.46 0.00 0.00 25.06 Total Phosphorus FINAL POST-DEVELOPMENTTP LOAD(Ib/yr) 7.49 TP LOAD REDUCTION REQUIRED (Ib/yr) 2.80 TP LOAD REDUCTION ACHIEVED (Ib/yr) 3.44 TP LOAD REMAINING (Ib/yr): 4.05 REMAINING TP LOAD REDUCTION REQUIRED (Ib/yr): 0.00 ** ** TARGET TP REDUCTION EXCEEDED BY 0.65 LB/YEAR ** Total Nitrogen (For Information Purposes) POST -DEVELOPMENT LOAD(Ib/yr) 1 53.59 NITROGEN LOAD REDUCTION ACHIEVED (Ib/yr) 25.06 REMAINING POST -DEVELOPMENT NITROGEN LOAD (Ib/yr) 28.53 Runoff Volume and Curve Number Calculations Enter design storm rainfall depths (in): 1-year storm 2-year storm 10-year storm 3.07 3.71 5.58 Use NOAA Atlas 14 (hnp.lAdsc. w .noaa.gov/hdsc/pfd l) *Notes (see below): [1) The curve numbers and runoff volumes computed in this spreadsheet for each drainage area are limited in their applicability for determining and demonstrating compliance with water quantity requirements. See VRRM User's Guide and Documentation for additional information. [2) Runoff Volume (RV) for pre -and post -development drainage areas must be in volumetric units (e.g., acre-feet orcubic feet) when using the Energy Balance Equation. Runoff measured in watershed - inches and shown in the spreadsheet as RV(watershed-inch) can only be used in the Energy Balance Equation when the pre- and post -development drainage areas are equal. Otherwise RV(watershed- inch) must be multiplied by the drainage area. [3) Adjusted CNs are based on runoff reduction volumes as calculated in D.A. tabs. An alternative CN adjustment calculation for Vegetated Roofs is included in BMP specification No. 5. Drainage Area Curve Numbers and Runoff Depths* Curve numbers (CN, CNadj) and runoff depths (RV oew,,eJ are computed with and without reduction practices. Drainage Area A A Soils B Soils C Soils D Soils Total Area (acres): 0.12 Forest/Open Space-- undisturbed, protected forest/open space or reforested land Area (acres) 0.00 30 0.00 55 0.00 70 0.00 77 Runoff Reduction Volume (ft): 0 CN Managed Turf --disturbed, graded for yards or other turf to be mowed/managed Area (acres) 0.00 39 0.09 61 0.00 74 0.00 80 CN Impervious Cover Area (acres)) 0.00 98 0.03 98 0.00 98 0.00 98 CN CN(DA.A) 70 1-year storm 2-year storm 30-year storm RVoeveloped (watershed -inch) with no Runoff Reduction* 0.75 1.14 2.48 RVDevelaPed (watershed -inch) with Runoff Reduction* 0.75 1.14 2.48 Adjusted CN* 70 70 70 *See Notes above Drainage Area B A Soils B Soils C Soils D Soils Total Area (acres): 3.45 Forest/Open Space-- undisturbed, protected forest/open space or reforested land Area acres 0.00 30 0.00 55 0.00 70 0.00 77 Runoff Reduction Volume (h ): 4,258 CN Managed Turf --disturbed, graded for yards or other turf to be mowed/managed Area acres 0.00 39 1.50 61 0.00 74 0.00 80 CN Impervious Cover Area acres 0.00 98 1.95 98 0.00 98 0.00 98 CN CN(,., el 82 1-year storm 2-year storm 30-year storm RVoeveloped (-atershed-inch) with no Runoff Reduction* 1.43 1.96 3.60 RVDemo,cl ("rershed-inch) with Runoff Reduction* 1D9 1.62 3.26 Adjusted CN* 76 77 78 *See Notes above Drainage Area C A Soils B Soils C Soils D Soils Total Area (acres): 1.35 Forest/Open Space-- undisturbed, protected forest/open space or reforested land Area acres 0.00 30 0.00 55 0.00 70 0.00 77 Runoff Reduction Volume (ft): 485 CN Managed Turf --disturbed, graded for yards or other turf to be mowed/managed Area acres 0.00 39 0.63 61 0.00 74 0.00 80 CN Impervious Cover Area (acres) 0.00 98 0.72 98 0.00 98 0.00 98 CN CNID.A q 81 1-year storm 2-year storm 30-year storm RVoeveloped (watershed -inch) with no Runoff Reduction* 1.37 1.88 3.50 RVoemo,d (watershed -inch) with Runoff Reduction* 1.27 1.78 3.40 Adjusted CN* 79 80 80 *See Notes above Drainage Area D A Soils B Soils C Soils D Soils Total Area (acres): 1.04 Forest/Open Space-- undisturbed, protected forest/open space or reforested land Area (acres) 0.00 30 0.00 55 0.00 70 0.00 77 Runoff Reduction Volume (ft): 0 CN Managed Turf --disturbed, graded for yards or other turf to be mowed/managed Area (acres) 0.00 39 0.95 61 0.00 74 0.00 80 CN Impervious Cover Area (acres) 0.00 98 0.09 98 0.00 98 0.00 98 CN CNID.A DI 64 1-year storm 2-year storm 30-year storm RVoeveloped (watershed -inch) with no Runoff Reduction* 0.50 0.81 1.97 RVDemo,d (watershed -inch) with Runoff Recluction*1 0.50 1 0.81 1 1.97 Adjusted CN* 1 64 1 64 1 64 *See Notes above PRE -DEVELOPED HYDRAFLOW COMPUTATIONS ONSITE HYDROGRAPHS 7 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 1 EX1.10N Hydrograph type = SCS Runoff Peak discharge = 0.151 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 0.009 acft Drainage area = 0.290 ac Curve number = 61 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 3.07 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q () EX1.1 ON Hyd. No. 1 -- 1 Year Q (Crs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 000 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 2 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 1 EX1.10N Hydrograph type = SCS Runoff Peak discharge = 0.302 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 0.015 acft Drainage area = 0.290 ac Curve number = 61 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 3.71 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q( ) EXIAON Hyd. No. 1 -- 2 Year Q (Crs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 000 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 3 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 1 EX1.10N Hydrograph type = SCS Runoff Peak discharge = 0.850 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 0.039 acft Drainage area = 0.290 ac Curve number = 61 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 EXI A ON Q ( ) Hyd. No. 1 -- 10 Year Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 000 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) Hydrograph Report I Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 3 EX2.1 ON Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 3.010 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 3.07 in Distribution Storm duration = 24 hrs Shape factor Composite (Area/CN) = [(0.960 x 98) + (2.050 x 61)] / 3.010 Q (cfs) 5.00 4.00 SIm 2.00 1.00 EX2.1 ON Hyd. No. 3 -- 1 Year Monday, 08/10/2020 = 4.579 cfs = 718 min = 0.212 acft = 73" = Oft = 5.00 min = Type II = 484 Q (cfs) 5.00 4.00 3.00 2.00 1.00 0.00 ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 3 Time (min) Hydrograph Report 2 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 3 EX2.1 ON Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 3.010 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.71 in Distribution Storm duration = 24 hrs Shape factor Composite (Area/CN) _ [(0.960 x 98) + (2.050 x 61)] / 3.010 Q (Cfs) 7.00 . 11 5.00 4.00 3.00 r M 1.00 EX2.1 ON Hyd. No. 3 -- 2 Year Monday, 08/10/2020 = 6.776 cfs = 718 min = 0.311 acft = 73" = Oft = 5.00 min = Type II = 484 Q (cfs) 7.00 . r1 5.00 4.00 3.00 2.00 1.00 0.00 1 1 1 1 1 1 1 1 1 A 1 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 3 Time (min) 3 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 3D9 2019 by Autodesk, Inc. v2020 Monday, 08 110 / 2020 Hyd. No. 3 EX2.1 ON Hydrograph type = SCS Runoff Peak discharge = 13.92 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 0.645 acft Drainage area = 3.010 ac Curve number = 73" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite (Area/CN) = [(0.960 x 98) + (2.050 x 61)] / 3.010 Q (Cfs) 14.00 12.00 10.00 4.00 2.00 EX2.1 ON Hyd. No. 3 -- 10 Year Q (Cfs) 14.00 12.00 10.00 . II 4.00 2.00 0.00 ' I I -I I IT' 1 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 3 Time (min) Hydrograph Report 1 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 10 EX3.1ON Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 1.270 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cone. (Tc) Total precip. = 3.07 in Distribution Storm duration = 24 hrs Shape factor *Composite (Area/CN) _ [(0.610 x 98) + (0.660 x 61)] / 1.270 EX3.10N Q (c) Hyd. No. 10 — 1 Year Monday, 08 / 10 / 2020 = 2.676 cfs = 718 min = 0.123 acft = 79" = 0 ft = 5.00 min = Type II = 484 Q (Cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 — Hyd No. 10 0.00 1320 1440 1560 Time (min) Hydrograph Report 2 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 10 EX3.1ON Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 1.270 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.71 in Distribution Storm duration = 24 hrs Shape factor *Composite (Area/CN) = [(0.610 x 98) + (0.660 x 61)] / 1.270 Q (cfs) 4.00 3.00 r rM 1.00 120 240 Hyd No. 10 EX3.1 ON Hyd. No. 10 — 2 Year 360 480 600 720 840 Monday, 08/10/2020 = 3.710 cfs = 718 min = 0.172 acft = 79* = Oft = 5.00 min = Type II = 484 Q (cfs) 4.00 3.00 2.00 1.00 0.00 960 1080 1200 1320 1440 1560 Time (min) Hydrograph Report 3 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 10 EX3.1ON Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 1.270 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 5.58 in Distribution Storm duration = 24 hrs Shape factor *Composite (Area/CN) = [(0.610 x 98) + (0.660 x 61)] / 1.270 Q (cfs) 8.00 Alm 4.00 r rM 0.00 0 120 240 Hyd No. 10 EX3.1 ON Hyd. No. 10 -- 10 Year 360 480 600 720 840 Monday, 08/10/2020 = 7.012 cfs = 716 min = 0.328 acft = 79* = Oft = 5.00 min = Type II = 484 Q (cfs) 8.00 4.00 2.00 0.00 960 1080 1200 1320 1440 Time (min) Hydrograph Report 7 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 12 EX4.1ON SHEET FLOW Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 1.390 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 3.07 in Distribution Storm duration = 24 hrs Shape factor ' Composite (Area/CN) = [(0.240 x 98) + (0.010 x 55) + (1.140 x 61)] / 1.390 Q (cfs) 2.00 1.00 EX4.1ON SHEET FLOW Hyd. No. 12 -- 1 Year 120 240 360 480 600 720 840 960 Hyd No. 12 Monday, 08/10/2020 = 1.381 cfs = 718 min = 0.067 acft = 67" = Oft = 5.00 min = Type II = 484 Q (cfs) 2.00 1.00 0.00 1080 1200 1320 1440 1560 Time (min) Hydrograph Report VA Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 12 EX4.1ON SHEET FLOW Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 1.390 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.71 in Distribution Storm duration = 24 hrs Shape factor *Composite (Area/CN) = [(0.240 x 98) + (0.010 x 55) + (1.140 x 61)] / 1.390 Q (cfs) 3.00 1.00 EX4.10N SHEET FLOW Hyd. No. 12 -- 2 Year 120 240 360 480 600 720 840 960 Hyd No. 12 Monday, 08/10/2020 = 2.255 cfs = 718 min = 0.105 acft = 67" = Oft = 5.00 min = Type II = 484 Q (cfs) 3.00 2.00 1.00 ' i 0.00 1080 1200 1320 1440 1560 Time (min) Hydrograph Report 3 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 12 EX4.1ON SHEET FLOW Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 1.390 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 5.58 in Distribution Storm duration = 24 hrs Shape factor Composite (Area/CN) = [(0.240 x 98) + (0.010 x 55) + (1.140 x 61)] / 1.390 Q (GfS11 6.00 5.00 4.00 S 11 r 11 1.00 Monday, 08/10/2020 = 5.242 cfs = 718 min = 0.241 acft = 67* = Oft = 5.00 min = Type II = 484 Q (Crs) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 1 1 1 10.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 12 Time (min) OFFSITE HYDROGRAPHS Hydrograph Report 7 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 2 EX1.10FF Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.800 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 3.07 in Distribution Storm duration = 24 hrs Shape factor Composite (Area/CN) _ [(0.400 x 98) + (0.400 x 61)] / 0.800 Q (Cfs) 2.00 1.00 EX1.1 OFF Hyd. No. 2 -- 1 Year 120 240 360 480 600 720 840 960 Hyd No. 2 Monday, 08/10/2020 = 1.768 cfs = 718 min = 0.081 acft = 80" = Oft = 5.00 min = Type II = 484 Q (cfs) 2.00 1.00 0.00 1080 1200 1320 1440 1560 Time (min) Hydrograph Report 2 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 2 EX1.10FF Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.800 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cone. (Tc) Total precip. = 3.71 in Distribution Storm duration = 24 hrs Shape factor Composite (Area/CN) _ [(0.400 x 98) + (0.400 x 61)1 / 0.800 EX1.1 OFF Q (cfs) Hyd. No. 2 -- 2 Year Monday, 08 / 10 / 2020 = 2.433 cfs = 716 min = 0.113 acft = 80" = 0 ft = 5.00 min = Type II = 484 Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 — Hyd No. 2 0.00 1320 1440 1560 Time (min) 3 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 2 EX1.10FF Hydrograph type = SCS Runoff Peak discharge = 4.533 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 0.213 acft Drainage area = 0.800 ac Curve number = 80" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(0.400 x 98) + (0.400 x 61)1 / 0.800 Q (cfs) 5.00 4.00 SIm 2.00 1.00 EX1.1 OFF Hyd. No. 2 -- 10 Year 0.00 0 120 240 360 480 600 720 Hyd No. 2 840 Q (cfs) 5.00 4.00 3.00 2.00 1.00 0.00 960 1080 1200 1320 Time (min) Hydrograph Report I Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 4 EX2.00FF Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 4.530 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 3.07 in Distribution Storm duration = 24 hrs Shape factor *Composite (Area/CN) = [(0.610 x 98) + (3.920 x 61)] / 4.530 Q (cfs) 3.00 2.00 1.00 0.00 0 120 240 Hyd No. 4 EX2.00FF Hyd. No. 4 -- 1 Year 360 480 600 720 840 Monday, 08/10/2020 = 2.719 cfs = 724 min = 0.213 acft = 66* = 0 ft = 15.00 min = Type II = 484 Q (cfs) 3.00 2.00 1.00 ' ' ' ' 0.00 960 1080 1200 1320 1440 1560 Time (min) Hydrograph Report 2 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 4 EX2.00FF Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 4.530 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.71 in Distribution Storm duration = 24 hrs Shape factor *Composite (Area/CN) = [(0.610 x 98) + (3.920 x 61)] / 4.530 Q (cfs) 5.00 4.00 SIm 2.00 1.00 EX2.00FF Hyd. No. 4 -- 2 Year Monday, 08/10/2020 = 4.756 cfs = 724 min = 0.337 acft = 66* = 0 ft = 15.00 min = Type II = 484 Q (cfs) 5.00 4.00 3.00 2.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 4 Time (min) Hydrograph Report 3 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 4 EX2.00FF Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 4.530 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 5.58 in Distribution Storm duration = 24 hrs Shape factor *Composite (Area/CN) _ [(0.610 x 98) + (3.920 x 61)] / 4.530 Q (cfs) 12.00 10.00 Alm 4.00 2.00 EX2.00FF Hyd. No. 4 -- 10 Year Monday, 08/10/2020 = 11.92 cfs = 722 min = 0.785 acft = 66* = 0 ft = 15.00 min = Type II = 484 Q (cfs) 12.00 10.00 m 4.00 2.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 4 Time (min) 7 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 5 EX2.1 OFF Hydrograph type = SCS Runoff Peak discharge = 0.068 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 0.004 acft Drainage area = 0.130 ac Curve number = 61 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 3.07 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 EX2.1 OFF Q (cfs) 0 (cfs) Hyd. No. 5 -- 1 Year 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 000 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 5 Time (min) 2 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 5 EX2.1 OFF Hydrograph type = SCS Runoff Peak discharge = 0.135 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 0.007 acft Drainage area = 0.130 ac Curve number = 61 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 3.71 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 EX2.1 OFF Q (cfs) Q (cfs) Hyd. No. 5 -- 2 Year 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 000 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 5 Time (min) 3 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 5 EX2.1 OFF Hydrograph type = SCS Runoff Peak discharge = 0.381 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 0.018 acft Drainage area = 0.130 ac Curve number = 61 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 EX2.1 OFF Q (Cfs) Hyd. No. 5 -- 10 Year Q (Crs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 000 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 5 Time (min) Hydrograph Report 7 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 6 EX2.20FF Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 3.420 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 3.07 in Distribution Storm duration = 24 hrs Shape factor ' Composite (Area/CN) = [(0.330 x 98) + (0.800 x 55) + (2.290 x 61)] / 3.420 Q (cfs) 2.00 1.00 EX2.20FF Hyd. No. 6 -- 1 Year 120 240 360 480 600 720 840 960 Hyd No. 6 Monday, 08/10/2020 = 1.441 cfs = 724 min = 0.128 acft = 63* = 0 ft = 15.00 min = Type II = 484 Q (cfs) 2.00 1.00 ' 0.00 1080 1200 1320 1440 1560 Time (min) Hydrograph Report 2 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 6 EX2.20FF Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 3.420 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 3.71 in Distribution Storm duration = 24 hrs Shape factor Composite (Area/CN) = [(0.330 x 98) + (0.800 x 55) + (2.290 x 61)] / 3.420 Q (cfs) 3.00 1.00 0.00 0 120 240 Hyd No. 6 EX2.20FF Hyd. No. 6 -- 2 Year 360 480 600 720 840 Monday, 08/10/2020 = 2.820 cfs = 724 min = 0.212 acft = 63* = 0 ft = 15.00 min = Type II = 484 Q (cfs) 3.00 2.00 1.00 ' ' ' 'IN 10.00 960 1080 1200 1320 1440 1560 Time (min) Hydrograph Report 3 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 6 EX2.20FF Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 3.420 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 5.58 in Distribution Storm duration = 24 hrs Shape factor Composite (Area/CN) = [(0.330 x 98) + (0.800 x 55) + (2.290 x 61)] / 3.420 Q (cfs) 8.00 . rM 4.00 r rM 0.00 0 120 240 Hyd No. 6 EX2.20FF Hyd. No. 6 -- 10 Year 360 480 600 720 840 960 Monday, 08/10/2020 = 7.851 cfs = 724 min = 0.525 acft = 63* = 0 ft = 15.00 min = Type II = 484 Q (cfs) 8.00 4.00 2.00 'I I M 10.00 1080 1200 1320 1440 1560 Time (min) Hydrograph Report I Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 7 EX2.30FF Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.550 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 3.07 in Distribution Storm duration = 24 hrs Shape factor ' Composite (Area/CN) = [(0.500 x 98) + (0.050 x 61)] / 0.550 Q (cfs) 3.00 2.00 1.00 120 Hyd No. 7 EX2.30FF Hyd. No. 7 -- 1 Year Monday, 08/10/2020 = 2.152 cfs = 716 min = 0.108 acft = 95" = Oft = 5.00 min = Type II = 484 240 360 480 600 720 840 960 1080 Q (cfs) 3.00 2.00 1.00 � 0.00 1200 Time (min) Hydrograph Report 2 Hydraflow Hydrographs Extension for AutodeskO Civil 3D9 2019 by Autodesk, Inc. v2020 Monday, 08 110 / 2020 Hyd. No. 7 EX2.30FF Hydrograph type = SCS Runoff Peak discharge = 2.650 cfs Storm frequency = 2 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 0.135 acft Drainage area = 0.550 ac Curve number = 95" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.71 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 ' Composite (Area/CN) _ [(0.500 x 98) + (0.050 x 61)] / 0.550 EX2.30FF Q (0ft) Hyd. No. 7 -- 2 Year Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 Hyd No. 7 Time (min) 3 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 7 EX2.30FF Hydrograph type = SCS Runoff Peak discharge = 4.090 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 0.215 acft Drainage area = 0.550 ac Curve number = 95" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 ' Composite (Area/CN) = [(0.500 x 98) + (0.050 x 61)] / 0.550 WfACIOM2 Q (cfs) Hyd. No. 7 -- 10 Year Q (eft) 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 — Hyd No. 7 Time (min) 7 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 8 EX2.40FF Hydrograph type = SCS Runoff Peak discharge = 0.290 cfs Storm frequency = 1 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 0.016 acft Drainage area = 0.070 ac Curve number = 98" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 3.07 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite (Area/CN) = [(0.070 x 98)] 10.070 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0 120 EX2.40FF Hyd. No. 8 -- 1 Year 240 360 480 600 720 840 960 Q (cfs) .Iljl: 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 1080 1200 Time (min) 2 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 8 EX2.4OFF Hydrograph type = SCS Runoff Peak discharge = 0.352 cfs Storm frequency = 2 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 0.019 acft Drainage area = 0.070 ac Curve number = 98" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 3.71 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite (Area/CN) _ [(0.070 x 98)] 10.070 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0 120 EX2.4OFF Hyd. No. 8 -- 2 Year 240 360 480 600 720 840 960 Q (cfs) .11%jl: 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 1080 1200 Time (min) 3 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 8 EX2.40FF Hydrograph type = SCS Runoff Peak discharge = 0.531 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 0.029 acft Drainage area = 0.070 ac Curve number = 98" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite (Area/CN) = [(0.070 x 98)] 10.070 Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 0 120 . I. EX2.40FF Hyd. No. 8 -- 10 Year 240 360 480 600 720 840 960 Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 1080 1200 Time (min) Hydrograph Report I Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 9 EX2.50FF Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 1.240 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 3.07 in Distribution Storm duration = 24 hrs Shape factor Composite (Area/CN) _ [(0.900 x 98) + (0.340 x 61)1 / 1.240 Q (Cfs) 4.00 3.00 2.00 1.00 0.00 0 120 240 Hyd No. 9 EX2.50FF Hyd. No. 9 -- 1 Year 360 480 600 720 840 960 Monday, 08/10/2020 = 3.880 cfs = 716 min = 0.182 acft = 88" = Oft = 5.00 min = Type II = 484 Q (cfs) 4.00 3.00 2.00 1.00 0.00 1080 1200 1320 Time (min) 2 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 9 EX2.50FF Hydrograph type = SCS Runoff Peak discharge = 5.022 cfs Storm frequency = 2 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 0.238 acft Drainage area = 1.240 ac Curve number = 88" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 3.71 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(0.900 x 98) + (0.340 x 61)1 / 1.240 OMMOM o Q (cfs) Hyd. No. 9 -- 2 Year Q (cfs) 6.00 6.00 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 Hyd No. 9 Time (min) 3 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 3D9 2019 by Autodesk, Inc. v2020 Monday, 08 110 / 2020 Hyd. No. 9 EX2.50FF Hydrograph type = SCS Runoff Peak discharge = 8.367 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 0.409 acft Drainage area = 1.240 ac Curve number = 88" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 ' Composite (Area/CN) _ [(0.900 x 98) + (0.340 x 61)] / 1.240 EX2.50FF Q (Cfs) Hyd. No. 9 -- 10 Year Q (Cfs) 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 Hyd No. 9 Time (min) 7 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 11 EX3.10FF Hydrograph type = SCS Runoff Peak discharge = 0.251 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 0.014 acft Drainage area = 0.420 ac Curve number = 62" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 3.07 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 ' Composite (Area/CN) = [(0.050 x 98) + (0.210 x 55) + (0.160 x 61)110.420 EX3.1 OFF Q (cfs) Q (cfs) Hyd. No. 11 -- 1 Year 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 000 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 11 Time (min) 2 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 11 EX3.10FF Hydrograph type = SCS Runoff Peak discharge = 0.477 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 0.024 acft Drainage area = 0.420 ac Curve number = 62" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 3.71 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 ' Composite (Area/CN) = [(0.050 x 98) + (0.210 x 55) + (0.160 x 61)110.420 EX3.1 OFF Q (cfs) Q (cfs) Hyd. No. 11 -- 2 Year 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 000 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 11 Time (min) Hydrograph Report 3 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 11 EX3.10FF Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.420 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 5.58 in Distribution Storm duration = 24 hrs Shape factor ' Composite (Area/CN) = [(0.050 x 98) + (0.210 x 55) + (0.160 x 61)110.420 Q (cfs) 2.00 1.00 EX3.1 OFF Hyd. No. 11 -- 10 Year 120 240 360 480 600 720 840 960 Hyd No. 11 Monday, 08/10/2020 = 1.290 cfs = 718 min = 0.059 acft = 62" = Oft = 5.00 min = Type II = 484 Q (cfs) 2.00 1.00 0.00 1080 1200 1320 1440 1560 Time (min) POST -DEVELOPED HYDRAFLOW COMPUTATIONS ONSITE HYDROGRAPHS 7 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 19 PR1.10N Hydrograph type = SCS Runoff Peak discharge = 0.150 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 0.007 acft Drainage area = 0.120 ac Curve number = 70" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 3.07 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(0.030 x 98) + (0.090 x 61)] / 0.120 PR1.1 ON Q () Hyd. No. 19 -- 1 Year Q (Crs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 000 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 19 Time (min) 2 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 19 PR1.10N Hydrograph type = SCS Runoff Peak discharge = 0.232 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 0.011 acft Drainage area = 0.120 ac Curve number = 70" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 3.71 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(0.030 x 98) + (0.090 x 61)1 / 0.120 PR1.1 ON Q () Hyd. No. 19 -- 2 Year Q (Crs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 000 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 19 Time (min) 3 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 19 PR1.10N Hydrograph type = SCS Runoff Peak discharge = 0.503 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 0.023 acft Drainage area = 0.120 ac Curve number = 70" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(0.030 x 98) + (0.090 x 61)] / 0.120 PR1.1 ON Q () Hyd. No. 19 -- 10 Year Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 000 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 19 Time (min) Hydrograph Report I Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 21 PR2.1 ON CN ADJUSTED Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 3.450 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 3.07 in Distribution Storm duration = 24 hrs Shape factor Q (Cfs) 7.00 . 11 5.00 4.00 3.00 r M 1.00 PR2.10N CN ADJUSTED Hyd. No. 21 -- 1 Year Monday, 08/10/2020 = 6.235 cfs = 718 min = 0.286 acft = 76 = Oft = 5.00 min = Type II = 484 Q (cfs) 7.00 . r1 5.00 4.00 3.00 2.00 1.00 ' 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 21 Time (min) 2 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 3D9 2019 by Autodesk, Inc. v2020 Monday, 08 110 / 2020 Hyd. No. 21 PR2.10N CN ADJUSTED Hydrograph type = SCS Runoff Peak discharge = 8.907 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 0.410 acft Drainage area = 3.450 ac Curve number = 76 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.71 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (Cfs 10.00 M: . �� 4.00 r Kf PR2.1ON CN ADJUSTED Hyd. No. 21 -- 2 Year Q (Cfs) 10.00 -MI M 4.00 2.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 21 Time (min) Hydrograph Report 3 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 21 PR2.1 ON CN ADJUSTED Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 3.450 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 5.58 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 18.00 15.00 12.00 • m JIM 3.00 0.00 -' 0 PR2.1 ON CN ADJUSTED Hyd. No. 21 -- 10 Year Monday, 08/10/2020 = 17.51 cfs = 716 min = 0.814 acft = 76 = Oft = 5.00 min = Type II = 484 Q (cfs) 18.00 15.00 12.00 M 3.00 ' 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Hyd No. 21 Time (min) Hydrograph Report 1 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 22 PR3.1 ON CN ADJUSTED Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 1.350 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.07 in Distribution Storm duration = 24 hrs Shape factor PR3.1ON CN ADJUSTED Monday, 08/10/2020 = 2.845 cfs = 718 min = 0.131 acft = 79 = Oft = 5.00 min = Type II = 484 Q (cfs) Q (cfs) Hyd. No. 22 -- 1 Year 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 22 Time (min) Hydrograph Report 2 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 22 PR3.1 ON CN ADJUSTED Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 1.350 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.71 in Distribution Storm duration = 24 hrs Shape factor Q (Cfs) 4.00 3.00 r rM 1.00 0.00 0 120 240 Hyd No. 22 PR3.1 ON CN ADJUSTED Hyd. No. 22 -- 2 Year 360 480 600 720 840 Monday, 08/10/2020 = 3.943 cfs = 718 min = 0.183 acft = 79 = Oft = 5.00 min = Type II = 484 Q (cfs) 4.00 3.00 2.00 1.00 ' 0.00 960 1080 1200 1320 1440 1560 Time (min) Hydrograph Report 3 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 22 PR3.1 ON CN ADJUSTED Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 1.350 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 5.58 in Distribution Storm duration = 24 hrs Shape factor Q (Cfs) 8.00 . M 4.00 r rM 0.00 0 120 240 Hyd No. 22 PR3.1 ON CN ADJUSTED Hyd. No. 22 -- 10 Year 360 480 600 720 840 960 Monday, 08/10/2020 = 7.453 cfs = 716 min = 0.349 acft = 79 = Oft = 5.00 min = Type II = 484 Q (cfs) 8.00 4.00 2.00 0.00 1080 1200 1320 1440 Time (min) 1 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 26 PR4.10N Hydrograph type = SCS Runoff Peak discharge = 0.781 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 0.041 acft Drainage area = 1.040 ac Curve number = 64" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 3.07 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(0.090 x 98) + (0.950 x 61)] / 1.040 PR4.1 O Q () N Hyd. No. 26 -- 1 Year Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 000 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 26 Time (min) Hydrograph Report VA Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 26 PR4.10N Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 1.040 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 3.71 in Distribution Storm duration = 24 hrs Shape factor Composite (Area/CN) _ [(0.090 x 98) + (0.950 x 61)] / 1.040 Q (Cfs) 2.00 1.00 PR4.1 ON Hyd. No. 26 -- 2 Year 120 240 360 480 600 720 840 960 Hyd No. 26 Monday, 08/10/2020 = 1.379 cfs = 718 min = 0.066 acft = 64* = Oft = 5.00 min = Type II = 484 Q (cfs) 2.00 1.00 r i 0.00 1080 1200 1320 1440 1560 Time (min) Hydrograph Report 3 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 26 PR4.10N Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 1.040 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 5.58 in Distribution Storm duration = 24 hrs Shape factor Composite (Area/CN) = [(0.090 x 98) + (0.950 x 61)] / 1.040 Q (Cfs) 4.00 3.00 r rM 1.00 120 240 Hyd No. 26 PR4.1 ON Hyd. No. 26 -- 10 Year 360 480 600 720 840 Monday, 08/10/2020 = 3.484 cfs = 718 min = 0.160 acft = 64* = Oft = 5.00 min = Type II = 484 Q (cfs) 4.00 3.00 2.00 1.00 0.00 960 1080 1200 1320 1440 1560 Time (min) OFFSITE HYDROGRAPHS Hydrograph Report 7 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 20 PR1.10FF Hydrograph type = SCS Runoff Peak discharge = 1.623 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 0.075 acft Drainage area = 0.770 ac Curve number = 79" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 3.07 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite (Area/CN) = [(0.380 x 98) + (0.390 x 61)] / 0.770 PR1.10FF Q (cfs) Q (cfs) Hyd. No. 20 -- 1 Year 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 20 Time (min) Hydrograph Report 2 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 20 PR1.10FF Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.770 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.71 in Distribution Storm duration = 24 hrs Shape factor ' Composite (Area/CN) = [(0.380 x 98) + (0.390 x 61)] / 0.770 Q (cfs) 3.00 2.00 1.00 0.00 0 120 240 Hyd No. 20 PR1.10FF Hyd. No. 20 -- 2 Year 360 480 600 720 840 960 Monday, 08/10/2020 = 2.249 cfs = 718 min = 0.104 acft = 79* = Oft = 5.00 min = Type II = 484 Q (cfs) 3.00 2.00 1.00 0.00 1080 1200 1320 1440 1560 Time (min) Hydrograph Report 3 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 20 PR1.10FF Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.770 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 5.58 in Distribution Storm duration = 24 hrs Shape factor *Composite (Area/CN) = [(0.380 x 98) + (0.390 x 61)] / 0.770 Q (cfs) 5.00 4.00 SIm 2.00 1.00 PR1.10FF Hyd. No. 20 -- 10 Year Monday, 08/10/2020 = 4.251 cfs = 716 min = 0.199 acft = 79* = Oft = 5.00 min = Type II = 484 Q (cfs) 5.00 4.00 3.00 2.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 — Hyd No. 20 Time (min) CMP SWM & BIORETENTION ROUTINGS 1 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 3D9 2019 by Autodesk, Inc. v2020 Monday, 08 110 / 2020 Hyd. No. 28 SWM 1 INFLOW Hydrograph type = SCS Runoff Peak discharge = 8.966 cfs Storm frequency = 1 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 0.423 acft Drainage area = 2.760 ac Curve number = 89" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.07 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 ' Composite (Area/CN) = [(1.600 x 98) + (0.590 x 61) + (0.570 x 94)] 12.760 Q (Cfs) 10.00 . m 4.00 r KI SWM 1 INFLOW Hyd. No. 28 -- 1 Year 0.00 0 120 240 360 480 600 Hyd No. 28 720 840 Q (cfs) 10.00 PA 4.00 2.00 0.00 960 1080 1200 1320 Time (min) 2 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 3D9 2019 by Autodesk, Inc. v2020 Monday, 08 110 / 2020 Hyd. No. 28 SWM 1 INFLOW Hydrograph type = SCS Runoff Peak discharge = 11.51 cfs Storm frequency = 2 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 0.550 acft Drainage area = 2.760 ac Curve number = 89" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.71 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 ' Composite (Area/CN) = [(1.600 x 98) + (0.590 x 61) + (0.570 x 94)] 12.760 Q (Cfs) 12.00 10.00 s A . M 4.00 r I1 SWM 1 INFLOW Hyd. No. 28 -- 2 Year 0.00 0 120 240 360 480 600 Hyd No. 28 720 840 Q (cfs) 12.00 10.00 m 4.00 2.00 0.00 960 1080 1200 1320 Time (min) 3 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 3D9 2019 by Autodesk, Inc. v2020 Monday, 08 110 / 2020 Hyd. No. 28 SWM 1 INFLOW Hydrograph type = SCS Runoff Peak discharge = 18.95 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 0.934 acft Drainage area = 2.760 ac Curve number = 89" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 ' Composite (Area/CN) = [(1.600 x 98) + (0.590 x 61) + (0.570 x 94)] 12.760 Q (cfs 21.00 mr ai 15.00 12.00 . �� 3.00 SWM 1 INFLOW Hyd. No. 28 -- 10 Year Q (cfs) 21.00 18.00 15.00 12.00 • II M 3.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 Hyd No. 28 Time (min) Hydrograph Report 1 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 30 SWM 1 OUTFLOW Hydrograph type = Reservoir Peak discharge = 5.002 cfs Storm frequency = 1 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 0.423 acft Inflow hyd. No. = 28 - SWM 1 INFLOW Max. Elevation = 687.64 ft Reservoir name = SWM 1 Max. Storage = 0.082 acft Storage Indication method used Q (cfs) 10.00 L: r A . m 4.00 r rI 0.00 0 120 240 Hyd No. 30 SWM 1 OUTFLOW Hyd. No. 30 -- 1 Year 360 480 600 — Hyd No. 28 720 Q (cfs) 10.00 Ill . rl 4.00 2.00 0.00 840 960 1080 1200 1320 1440 1560 Time (min) ® Total storage used = 0.082 acft Hydrograph Report 2 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 30 SWM 1 OUTFLOW Hydrograph type = Reservoir Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 28 - SWM 1 INFLOW Max. Elevation Reservoir name = SWM 1 Max. Storage Storage Indication method used Lyggt4f[91111�1191TA Monday, 08/10/2020 = 6.321 cfs = 722 min = 0.550 acft = 688.37 ft = 0.112 acft Q (cfs) Hyd. No. 30 -- 2 Year Q (Cfs) 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 30 —Hyd No. 28 ®Total storage used = 0.112 acft Hydrograph Report 3 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 30 SWM 1 OUTFLOW Hydrograph type = Reservoir Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 28 - SWM 1 INFLOW Max. Elevation Reservoir name = SWM 1 Max. Storage Storage Indication method used. Lyh9t4190111111�116P�9 Monday, 08/10/2020 = 12.18 cfs = 720 min = 0.933 acft = 690.67 ft = 0.186 acft Q (cfs) Hyd. No. 30 -- 10 Year Q (Crs) 21.00 21.00 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 30 —Hyd No. 28 ®Total storage used = 0.186 acft Pond No. 1 — $WM 1 Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc. v2020 7.00 Top of pond Elev. 691.00 6.00 4.80 ft Broad crested weir 5.00 WeirB - Elev. 690.50 4.00 3.00 1.0 LF of 11.4 in@ 5.00% CulvA - Inv. 685.00 4.32 in Broad crested weir WeirA - Elev. 687.65 2.00 1.00 0.00 Stage (ft)�Bottom of pond Elev. 685.00 Front View NTS - Looking Downstream 10-yr 2-yr 1-yr Inflow hydrograph = 28. SCS Runoff - SWM 1 INFLOW Project: Crozet ES.gpw Monday, 08 / 10 / 2020 Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3170 2019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Pond No. 1 - SWM 1 Pond Data UG Chambers -Invert elev. = 685.00 ft Rise x Span = 6.00 x 6.00 ft, Barrel Len = 135.00 ft, No. Barrels = 2, Slope = 0.00%, Headers = Yes Stage / Storage Table Stage (ft) Elevation (ft) Contour area (scift) Incr. Storage (acft) Total storage (acft) 0.00 685.00 n/a 0.000 0.000 0.60 685.60 n/a 0.010 0.010 1.20 686.20 n/a 0.018 0.028 1.80 686.80 n/a 0.021 0.049 2.40 687.40 n/a 0.024 0.073 3.00 688.00 n/a 0.025 0.097 3.60 688.60 n/a 0.025 0.122 4.20 689.20 n/a 0.024 0.146 4.80 689.80 n/a 0.021 0.167 5.40 690.40 n/a 0.018 0.185 6.00 691.00 n/a 0.010 0.195 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 11.40 Inactive Inactive Inactive Crest Len (ft) = 0.36 4.80 Inactive Inactive Span (in) = 11.40 0.00 0.00 0.00 Crest El. (ft) = 687.65 690.50 0.00 0.00 No. Barrels = 1 1 0 0 Weir Coeff. = 2.60 3.33 3.33 3.33 Invert El. (ft) = 685.00 0.00 0.00 0.00 Weir Type = Broad Broad -- -- Length (ft) = 1.00 0.00 0.00 0.00 Multistage = No No No No Slope (%) = 5.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 EAL(inlin" = 0.000 (by Wet area) Multistage = n/a Yes No No TW Elev. (ft) = 0.00 Stage (ft) 6.00 I.xUlI 4.00 3.00 2.00 1.00 0.00 0.00 2.00 Total Q Note: CulwrVOnfice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for onfice conditions (ic) and submergence (s). Stage / Discharge 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 Elev (ft) 691.00 690.00 689.00 688.00 687.00 686.00 ' 685.00 20.00 Discharge (cfs) Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3170 2019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Pond No. 1 - SWM 1 Pond Data UG Chambers -Invert elev. = 685.00 ft Rise x Span = 6.00 x 6.00 ft, Barrel Len = 135.00 ft, No. Barrels = 2, Slope = 0.00%, Headers = Yes Stage / Storage Table Stage (ft) Elevation (ft) Contour area (scift) Incr. Storage (acft) Total storage (acft) 0.00 685.00 n/a 0.000 0.000 0.60 685.60 n/a 0.010 0.010 1.20 686.20 n/a 0.018 0.028 1.80 686.80 n/a 0.021 0.049 2.40 687.40 n/a 0.024 0.073 3.00 688.00 n/a 0.025 0.097 3.60 688.60 n/a 0.025 0.122 4.20 689.20 n/a 0.024 0.146 4.80 689.80 n/a 0.021 0.167 5.40 690.40 n/a 0.018 0.185 6.00 691.00 n/a 0.010 0.195 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 11.40 Inactive Inactive Inactive Crest Len (ft) = 0.36 4.80 Inactive Inactive Span (in) = 11.40 0.00 0.00 0.00 Crest El. (ft) = 687.65 690.50 0.00 0.00 No. Barrels = 1 1 0 0 Weir Coeff. = 2.60 3.33 3.33 3.33 Invert El. (ft) = 685.00 0.00 0.00 0.00 Weir Type = Broad Broad -- -- Length (ft) = 1.00 0.00 0.00 0.00 Multistage = No No No No Slope (%) = 5.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 EAL(inlin" = 0.000 (by Wet area) Multistage = n/a Yes No No TW Elev. (ft) = 0.00 Stage (ft) 6.00 I.xUlI 4.00 3.00 2.00 1.00 0.00 Y 0.000 0.019 Storage Note: CulwrVOnfice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for onfice conditions (ic) and submergence (s). Stage / Storage 0.039 0.058 0.078 0.097 0.117 0.136 0.156 0.175 Elev (ft) 691.00 690.00 689.00 688.00 687.00 686.00 ' 685.00 0.195 Storage (acft) 7 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 23 SWM 2 INFLOW Hydrograph type = SCS Runoff Peak discharge = 2.012 cfs Storm frequency = 1 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 0.093 acft Drainage area = 0.910 ac Curve number = 80" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 3.07 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite (Area/CN) = [(0.490 x 98) + (0.210 x 61) + (0.210 x 55)] / 0.910 Q (cfs) 3.00 2.00 1.00 0.00 0 2 4 Hyd No. 23 6 8 SWM 2 INFLOW Hyd. No. 23 -- 1 Year Q (cfs) 3.00 2.00 1.00 ' — 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) 2 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 23 SWM 2 INFLOW Hydrograph type = SCS Runoff Peak discharge = 2.768 cfs Storm frequency = 2 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 0.128 acft Drainage area = 0.910 ac Curve number = 80" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 3.71 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite (Area/CN) _ [(0.490 x 98) + (0.210 x 61) + (0.210 x 55)] / 0.910 Q (cfs) 3.00 2.00 1.00 0.00 0 2 4 Hyd No. 23 6 8 SWM 2 INFLOW Hyd. No. 23 -- 2 Year Q (cfs) 3.00 2.00 1.00 i� 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) 3 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 23 SWM 2 INFLOW Hydrograph type = SCS Runoff Peak discharge = 5.157 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 0.242 acft Drainage area = 0.910 ac Curve number = 80" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite (Area/CN) = [(0.490 x 98) + (0.210 x 61) + (0.210 x 55)] / 0.910 SWM 2 INFLOW Q (cfs) Q (cfs) Hyd. No. 23 -- 10 Year 6.00 6.00 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Hyd No. 23 Time (hrs) Hydrograph Report 7 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 25 SWM 2 Outflow Hydrograph type = Reservoir Peak discharge = 1.437 cfs Storm frequency = 1 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 0.093 acft Inflow hyd. No. = 23 - SWM 2 INFLOW Max. Elevation = 681.57 ft Reservoir name = SWM 2 Max. Storage = 0.010 acft Storage Indication method used Q (cfs) 3.00 2.00 1.00 0.00 0 2 4 Hyd No. 25 SWM 2 Outflow Hyd. No. 25 -- 1 Year 6 8 10 12 14 16 18 20 22 24 Hyd No. 23 ® Total storage used = 0.010 acft Q (cfs) 3.00 2.00 1.00 1 0.00 26 Time (hrs) Hydrograph Report 2 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 25 SWM 2 Outflow Hydrograph type = Reservoir Peak discharge = 2.393 cfs Storm frequency = 2 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 0.128 acft Inflow hyd. No. = 23 - SWM 2 INFLOW Max. Elevation = 681.97 ft Reservoir name = SWM 2 Max. Storage = 0.014 acft Storage Indication method used Q (cfs) 3.00 2.00 1.00 0.00 0 2 4 Hyd No. 25 SWM 2 Outflow Hyd. No. 25 -- 2 Year 6 8 10 12 14 16 18 20 22 24 Hyd No. 23 ® Total storage used = 0.014 acft Q (cfs) 3.00 2.00 1.00 1 0.00 26 Time (hrs) Hydrograph Report 3 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 25 SWM 2 Outflow Hydrograph type = Reservoir Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 23 - SWM 2 INFLOW Max. Elevation Reservoir name = SWM 2 Max. Storage Storage Indication method used. Syr/1� Ifl f'��)Rii� mr* Monday, 08/10/2020 = 4.262 cfs = 12.00 hrs = 0.242 acft = 683.45 ft = 0.026 acft Q (Cfs) Q (Cfs) Hyd. No. 25 -- 10 Year 6.00 6.00 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 25 —Hyd No. 23 ®Total storage used = 0.026 acft Pond No. 2 — $WM 2 Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc. v2020 500 Top of pond Elev. 684.00 4.00 3.87 It Broad crested weir 3.00 WeirA - Elev. 683.50 4.0 x 11.5 in orifice CulvB - Inv. 681.55 2.00 0.0. LF of 7.0in@0.00% 1.00 0.00 Fr w Stage (ft) /�� ����, g ownstEpjrom n of pond Elev. 680.00 10-yr 2-yr 1-yr Inflow hydrograph = 23. SCS Runoff - SWM 2 INFLOW Project: Crozet ES.gpw Monday, 08 / 10 / 2020 Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3170 2019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Pond No. 2 - SWM 2 Pond Data UG Chambers -Invert elev. = 680.00 ft Rise x Span = 4.00 x 4.00 ft, Barrel Len = 100.00 ft, No. Barrels = 1, Slope = 0.00%, Headers = No Stage / Storage Table Stage (ft) Elevation (ft) Contour area (scift) Incr. Storage (acft) Total storage (acft) 0.00 680.00 n/a 0.000 0.000 0.40 680.40 n/a 0.002 0.002 0.80 680.80 n/a 0.003 0.004 1.20 681.20 n/a 0.003 0.007 1.60 681.60 n/a 0.003 0.011 2.00 682.00 n/a 0.004 0.014 2.40 682.40 n/a 0.004 0.018 2.80 682.80 n/a 0.003 0.022 3.20 683.20 n/a 0.003 0.025 3.60 683.60 n/a 0.003 0.027 4.00 684.00 n/a 0.001 0.029 Culvert / Orifice Structures [A] [B] Rise (in) = 7.00 4.00 Span (in) = 7.00 11.50 No. Barrels = 1 1 Invert El. (ft) = 680.00 681.55 Length (ft) = 0.00 0.00 Slope (%) = 0.00 0.00 N-Value = .013 .013 Orifice Coeff. = 0.60 0.60 Multistage = n/a No [C] 0.00 0.00 0 0.00 0.00 0.00 .013 0.60 No [PrfRsr] 0.00 0.00 0 0.00 0.00 n/a n/a 0.60 No Weir Structures [A] [B] Crest Len (ft) = 3.87 0.00 Crest El. (ft) = 683.50 0.00 Weir Coeff. = 2.60 3.33 Weir Type = Broad -- Multistage = No No EAL(inlin" = 0.000 (by Wet area) TW Elev. (ft) = 0.00 [C] 0.00 0.00 3.33 -- No [D] 0.00 0.00 3.33 -- No Stage (ft) 4.00 Note: CulwrVOnfice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for onfice conditions (ic) and submergence (s). Stage / Discharge Elev (11) 684.00 3.00 683.00 2.00 682.00 1.00 681.00 0.00 680.00 0.00 1.00 2.00 Total Q 3.00 4.00 5.00 6.00 7.00 8.00 9.00 Discharge (cfs) Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3170 2019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Pond No. 2 - SWM 2 Pond Data UG Chambers -Invert elev. = 680.00 ft Rise x Span = 4.00 x 4.00 ft, Barrel Len = 100.00 ft, No. Barrels = 1, Slope = 0.00%, Headers = No Stage / Storage Table Stage (ft) Elevation (ft) Contour area (scift) Incr. Storage (acft) Total storage (acft) 0.00 680.00 n/a 0.000 0.000 0.40 680.40 n/a 0.002 0.002 0.80 680.80 n/a 0.003 0.004 1.20 681.20 n/a 0.003 0.007 1.60 681.60 n/a 0.003 0.011 2.00 682.00 n/a 0.004 0.014 2.40 682.40 n/a 0.004 0.018 2.80 682.80 n/a 0.003 0.022 3.20 683.20 n/a 0.003 0.025 3.60 683.60 n/a 0.003 0.027 4.00 684.00 n/a 0.001 0.029 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 7.00 4.00 0.00 0.00 Crest Len (ft) = 3.87 0.00 0.00 0.00 Span (in) = 7.00 11.50 0.00 0.00 Crest El. (ft) = 683.50 0.00 0.00 0.00 No. Barrels = 1 1 0 0 Weir Coeff. = 2.60 3.33 3.33 3.33 Invert El. (ft) = 680.00 681.55 0.00 0.00 Weir Type = Broad -- -- -- Length (ft) = 0.00 0.00 0.00 0.00 Multistage = No No No No Slope (%) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 EAL(inlin" = 0.000 (by Wet area) Multistage = n/a No No No TW Elev. (ft) = 0.00 Stage (ft) 4.00 3.00 2.00 1.00 0.00 Y 0.000 0.003 Storage Note: CulwrVOnfice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for onfice conditions (ic) and submergence (s). Stage / Storage 0.006 0.009 0.012 0.014 0.017 0.020 0.023 0.026 Elev (ft) 684.00 682.00 681.00 1 680.00 0.029 Storage (acft) Hydrograph Report 7 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 42 BIO 2A INFLOW Hydrograph type = Diversion1 Peak discharge = 2.501 cfs Storm frequency = 1 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 0.212 acft Inflow hydrograph = 30 - SWM 1 OUTFLOW 2nd diverted hyd. = 43 Diversion method = Flow Ratio Flow ratio = 0.50 Q (cfs) 6.00 5.00 4.00 S 11 r 11 1.00 0.00 0 2 4 6 8 Hyd No. 42 -- Q = 0.50 x Qin BIO 2A INFLOW Hyd. No. 42 -- 1 Year 10 12 14 16 — Hyd No. 30 -- Inflow Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 18 20 22 24 26 Time (hrs) — Hyd No. 43 -- 30 minus 42 Hydrograph Report 7 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 44 BIO 2A OUTFLOW Hydrograph type = Reservoir Peak discharge = 1.262 cfs Storm frequency = 1 yrs Time to peak = 12.30 hrs Time interval = 2 min Hyd. volume = 0.212 acft Inflow hyd. No. = 42 - BIO 2A INFLOW Max. Elevation = 681.58 ft Reservoir name = BIO 2A Max. Storage = 0.062 acft Storage Indication method used Q (cfs) 3.00 2.00 1.00 0.00 0 2 4 Hyd No. 44 BIO 2A OUTFLOW Hyd. No. 44 -- 1 Year 6 8 10 12 14 16 18 20 22 24 Hyd No. 42 ® Total storage used = 0.062 acft Q (cfs) 3.00 2.00 1.00 --N&- 0.00 26 Time (hrs) Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3130 2019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Pond No. 5 - BIO 2A Pond Data Pond storage is based on user -defined values. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (acft) Total storage (acft) 0.00 676.75 n/a 0.000 0.000 1.25 678.00 n/a 0.017 0.017 4.25 681.00 n/a 0.025 0.042 4.75 681.50 n/a 0.017 0.059 5.25 682.00 n/a 0.017 0.076 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfIRS r] [A] [B] [C] [D] Rise (in) = 4.00 0.00 0.00 0.00 Crest Len (ft) = 6.28 0.00 0.00 0.00 Span (in) = 4.00 0.00 0.00 0.00 Crest EI. (ft) = 681.50 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 2.60 3.33 3.33 3.33 Invert El. (it) = 676.75 0.00 0.00 0.00 Weir Type = Broad -- -- -- Length (ft) = 0.00 0.00 0.00 0.00 Multi -Stage = No No No No Slope I%) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Wet area) Multi -Stage = n/a No No No TW Elev. (ft) = 0.00 Stage (ft) 6.00 5.00 4.00 3.00 2.00 1.00 000 Note: CulwrVOrifim outflows are analyzed under inlet (ic) and outlet (oc) watrol. Weir risers checked for orifice mnditions (ic) and submergence (s). Stage / Discharge Elev (ft) 682.75 681.75 680.75 679.75 678.75 677.75 67675 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 Total 0 Discharge (cfs) Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3170 2019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Pond No. 5 - BIO 2A Pond Data Pond storage is based on user -defined values. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (acft) Total storage (acft) 0.00 676.75 n/a 0.000 0.000 1.25 678.00 n/a 0.017 0.017 4.25 681.00 n/a 0.025 0.042 4.75 681.50 n/a 0.017 0.059 5.25 682.00 n/a 0.017 0.076 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfIRS r] [A] [B] [C] [D] Rise (in) = 4.00 0.00 0.00 0.00 Crest Len (ft) = 6.28 0.00 0.00 0.00 Span (in) = 4.00 0.00 0.00 0.00 Crest EI. (ft) = 681.50 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 2.60 3.33 3.33 3.33 Invert El. (it) = 676.75 0.00 0.00 0.00 Weir Type = Broad -- -- -- Length (ft) = 0.00 0.00 0.00 0.00 Multi -Stage = No No No No Slope I%) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Wet area) Multi -Stage = n/a No No No TW Elev. (ft) = 0.00 Stage (it) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 = 0.000 0.008 Storage Note: CulwrVOrifim outflows are analyzed under inlet (ic) and outlet (oc) watrol. Weir risers checked for orifice mnditions (ic) and submergence (s). Stage / Storage 0.015 0.023 0.030 0.038 0.046 0.053 0.061 0.068 Elev (ft) 682.75 681.75 680.75 679.75 678.75 677.75 1 676.75 0.076 Storage (acft) Hydrograph Report 7 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 43 BIO 2B INFLOW Hydrograph type = Diversion2 Peak discharge = 2.501 cfs Storm frequency = 1 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 0.212 acft Inflow hydrograph = 30 - SWM 1 OUTFLOW 2nd diverted hyd. = 42 Diversion method = Flow Ratio Flow ratio = 0.50 Q (cfs) 6.00 5.00 4.00 S 11 r 11 1.00 0.00 0 2 4 6 8 Hyd No. 43 -- Q = 0.50 x Qin BIO 2B INFLOW Hyd. No. 43 -- 1 Year 10 12 14 16 — Hyd No. 30 — Inflow 18 20 22 — Hyd No. 42 24 Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 --1- 0.00 26 Time (hrs) Hydrograph Report 7 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 45 BIO 2B OUTFLOW Hydrograph type = Reservoir Peak discharge = 2.068 cfs Storm frequency = 1 yrs Time to peak = 12.17 hrs Time interval = 2 min Hyd. volume = 0.212 acft Inflow hyd. No. = 43 - BIO 2B INFLOW Max. Elevation = 679.15 ft Reservoir name = BIO 2B Max. Storage = 0.045 acft Storage Indication method used Q (cfs) 3.00 2.00 1.00 0.00 0 2 4 Hyd No. 45 BIO 2B OUTFLOW Hyd. No. 45 -- 1 Year 6 8 10 12 14 16 18 20 22 24 Hyd No. 43 ® Total storage used = 0.045 acft Q (cfs) 3.00 2.00 1.00 --1- 0.00 26 Time (hrs) Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3130 2019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Pond No. 6 - BIO 2B Pond Data Pond storage is based on user -defined values. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (acft) Total storage (soft) 0.00 674.25 n/a 0.000 0.000 1.25 675.50 n/a 0.012 0.012 4.25 678.50 n/a 0.018 0.030 4.75 679.00 n/a 0.012 0.042 5.25 679.50 n/a 0.012 0.054 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfIRS r] [A] [B] [C] [D] Rise (in) = 4.00 0.00 0.00 0.00 Crest Len (ft) = 6.28 0.00 0.00 0.00 Span (in) = 4.00 0.00 0.00 0.00 Crest EI. (ft) = 679.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El. (it) = 674.25 0.00 0.00 0.00 Weir Type = Broad -- -- -- Length (ft) = 0.00 0.00 0.00 0.00 Multi -Stage = No No No No Slope I%) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Wet area) Multi -Stage = n/a No No No TW Elev. (ft) = 0.00 Stage (ft) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 0.00 1.00 Total 0 Note: CulwrVOrifim outflows are analyzed under inlet (ic) and outlet (oc) watrol. Weir risers checked for orifice mnditions (ic) and submergence (s). Stage / Discharge 2.00 3.00 4.00 5.00 6.00 7.00 8.00 Elev (ft) 680.25 679.25 678.25 677.25 676.25 675.25 1 674.25 9.00 Discharge (cfs) Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 31702019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Pond No. 6 - BIO 2B Pond Data Pond storage is based on user -defined values. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (acft) Total storage (soft) 0.00 674.25 n/a 0.000 0.000 1.25 675.50 n/a 0.012 0.012 4.25 678.50 n/a 0.018 0.030 4.75 679.00 n/a 0.012 0.042 5.25 679.50 n/a 0.012 0.054 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfIRS r] [A] [B] [C] [D] Rise (in) = 4.00 0.00 0.00 0.00 Crest Len (ft) = 6.28 0.00 0.00 0.00 Span (in) = 4.00 0.00 0.00 0.00 Crest EI. (ft) = 679.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El. (it) = 674.25 0.00 0.00 0.00 Weir Type = Broad -- -- -- Length (ft) = 0.00 0.00 0.00 0.00 Multi -Stage = No No No No Slope I%) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Wet area) Multi -Stage = n/a No No No TW Elev. (ft) = 0.00 Stage (it) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 = 0.000 0.005 Storage Note: CulwrVOrifim outflows are analyzed under inlet (ic) and outlet (oc) watrol. Weir risers checked for orifice mnditions (ic) and submergence (s). Stage / Storage 0.011 0.016 0.022 0.027 0.032 0.038 0.043 0.049 Elev (ft) 680.25 679.25 678.25 677.25 676.25 675.25 1 674.25 0.054 Storage (acft) Hydrograph Report I Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 40 BIO 2C INFLOW Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.500 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 3.07 in Distribution Storm duration = 24 hrs Shape factor *Composite (Area/CN) = [(0.330 x 98) + (0.170 x 61)] / 0.500 Q (cfs) 2.00 1.00 0.00 0 2 4 Hyd No. 40 BIO 2C INFLOW Hyd. No. 40 -- 1 Year Monday, 08/10/2020 = 1.385 cfs = 11.93 hrs = 0.064 acft = 85" = Oft = 5.00 min = Type II = 484 6 8 10 12 14 16 18 20 22 Q (cfs) 2.00 1.00 � 0.00 24 Time (hrs) Hydrograph Report 2 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 40 BIO 2C INFLOW Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.500 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.71 in Distribution Storm duration = 24 hrs Shape factor ' Composite (Area/CN) _ [(0.330 x 98) + (0.170 x 61)] / 0.500 Q (cfs) 2.00 1.00 0.00 0 2 4 Hyd No. 40 BIO 2C INFLOW Hyd. No. 40 -- 2 Year Monday, 08/10/2020 = 1.837 cfs = 11.93 hrs = 0.086 acft = 85" = Oft = 5.00 min = Type II = 484 6 8 10 12 14 16 18 20 22 Q (cfs) 2.00 1.00 � 0.00 24 Time (hrs) Hydrograph Report 3 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 40 BIO 2C INFLOW Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.500 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 5.58 in Distribution Storm duration = 24 hrs Shape factor *Composite (Area/CN) _ [(0.330 x 98) + (0.170 x 61)] / 0.500 BIO 2C INFLOW Monday, 08/10/2020 = 3.183 cfs = 11.93 hrs = 0.153 acft = 85` = Oft = 5.00 min = Type II = 484 Q (Cfs) Hyd. No. 40 -- 10 Year Q (Cfs) 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Hyd No. 40 Time (hrs) Hydrograph Report 7 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 41 BIO 2C OUTFLOW Hydrograph type = Reservoir Peak discharge = 0.599 cfs Storm frequency = 1 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 0.064 acft Inflow hyd. No. = 40 - BIO 2C INFLOW Max. Elevation = 682.98 ft Reservoir name = BIO 2C Max. Storage = 0.016 acft Storage Indication method used Q (cfs) 2.00 1.00 0.00 0 2 4 Hyd No. 41 BIO 2C OUTFLOW Hyd. No. 41 -- 1 Year 6 8 10 12 14 16 18 20 22 24 Hyd No. 40 ® Total storage used = 0.016 acft Q (cfs) 2.00 1.00 1 0.00 26 Time (hrs) Hydrograph Report 2 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 41 BIO 2C OUTFLOW Hydrograph type = Reservoir Peak discharge = 0.746 cfs Storm frequency = 2 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 0.086 acft Inflow hyd. No. = 40 - BIO 2C INFLOW Max. Elevation = 684.11 ft Reservoir name = BIO 2C Max. Storage = 0.023 acft Storage Indication method used Q (cfs) 2.00 1.00 0.00 0 2 4 Hyd No. 41 BIO 2C OUTFLOW Hyd. No. 41 -- 2 Year 6 8 10 12 14 16 18 20 22 24 Hyd No. 40 ® Total storage used = 0.023 acft Q (cfs) 2.00 1.00 1 0.00 26 Time (hrs) Hydrograph Report 3 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 41 BIO 2C OUTFLOW Hydrograph type = Reservoir Peak discharge = 1.729 cfs Storm frequency = 10 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 0.153 acft Inflow hyd. No. = 40 - BIO 2C INFLOW Max. Elevation = 685.65 ft Reservoir name = BIO 2C Max. Storage = 0.042 acft Storage Indication method used Q (cfs) 4.00 S 11 r 11 1.00 0.00 0 2 4 Hyd No. 41 BIO 2C OUTFLOW Hyd. No. 41 -- 10 Year 6 8 10 12 14 16 18 20 22 24 Hyd No. 40 ® Total storage used = 0.042 acft Q (cfs) 4.00 3.00 2.00 1.00 1 0.00 26 Time (hrs) Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3130 2019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Pond No. 3 - BIO 2C Pond Data Pond storage is based on user -defined values. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (acft) Total storage (soft) 0.00 680.75 n/a 0.000 0.000 1.25 682.00 n/a 0.011 0.011 4.25 685.00 n/a 0.017 0.028 4.75 685.50 n/a 0.011 0.039 5.25 686.00 n/a 0.012 0.051 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfIRS r] [A] [B] [C] [D] Rise (in) = 4.00 0.00 0.00 0.00 Crest Len (ft) = 6.28 0.00 0.00 0.00 Span (in) = 4.00 0.00 0.00 0.00 Crest EI. (ft) = 685.50 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 2.60 3.33 3.33 3.33 Invert El. (it) = 680.75 0.00 0.00 0.00 Weir Type = Broad -- -- -- Length (ft) = 0.00 0.00 0.00 0.00 Multi -Stage = No No No No Slope I%) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Wet area) Multi -Stage = n/a No No No TW Elev. (ft) = 0.00 Stage (ft) 6.00 5.00 4.00 3.00 2.00 1.00 000 Note: CulwrVOrifim outflows are analyzed under inlet (ic) and outlet (oc) watrol. Weir risers checked for orifice mnditions (ic) and submergence (s). Stage / Discharge Elev (ft) 686.75 685.75 684.75 683.75 682.75 681.75 68075 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 Total 0 Discharge (cfs) Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 31702019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Pond No. 3 - BIO 2C Pond Data Pond storage is based on user -defined values. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (acft) Total storage (soft) 0.00 680.75 n/a 0.000 0.000 1.25 682.00 n/a 0.011 0.011 4.25 685.00 n/a 0.017 0.028 4.75 685.50 n/a 0.011 0.039 5.25 686.00 n/a 0.012 0.051 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfIRS r] [A] [B] [C] [D] Rise (in) = 4.00 0.00 0.00 0.00 Crest Len (ft) = 6.28 0.00 0.00 0.00 Span (in) = 4.00 0.00 0.00 0.00 Crest EI. (ft) = 685.50 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 2.60 3.33 3.33 3.33 Invert El. (it) = 680.75 0.00 0.00 0.00 Weir Type = Broad -- -- -- Length (ft) = 0.00 0.00 0.00 0.00 Multi -Stage = No No No No Slope I%) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Wet area) Multi -Stage = n/a No No No TW Elev. (ft) = 0.00 Stage (it) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 = 0.000 0.005 Storage Note: CulwrVOrifim outflows are analyzed under inlet (ic) and outlet (oc) watrol. Weir risers checked for orifice mnditions (ic) and submergence (s). Stage / Storage 0.010 0.015 0.020 0.025 0.031 0.036 0.041 0.046 Elev (ft) 686.75 685.75 684.75 683.75 682.75 681.75 1 680.75 0.051 Storage (acft) 7 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 46 BIO 3A INFLOW Hydrograph type = SCS Runoff Peak discharge = 0.597 cfs Storm frequency = 1 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 0.027 acft Drainage area = 0.270 ac Curve number = 80" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 3.07 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite (Area/CN) = [(0.140 x 98) + (0.130 x 61)] / 0.270 Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 0 2 4 Hyd No. 46 BIO 3A INFLOW Hyd. No. 46 -- 1 Year Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) 2 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 46 BIO 3A INFLOW Hydrograph type = SCS Runoff Peak discharge = 0.821 cfs Storm frequency = 2 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 0.038 acft Drainage area = 0.270 ac Curve number = 80" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 3.71 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite (Area/CN) _ [(0.140 x 98) + (0.130 x 61)] / 0.270 BIO 3A INFLOW Hyd. No. 46 -- 2 Year Q (cfs) 0 2 4 Hyd No. 46 Hydrograph Report 3 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 46 BIO 3A INFLOW Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.270 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 5.58 in Distribution Storm duration = 24 hrs Shape factor *Composite (Area/CN) = [(0.140 x 98) + (0.130 x 61)] / 0.270 Q (cfs) 2.00 1.00 0.00 0.0 2.0 Hyd No. 46 BIO 3A INFLOW Hyd. No. 46 -- 10 Year Monday, 08/10/2020 = 1.530 cfs = 11.93 hrs = 0.072 acft = 80" = Oft = 5.00 min = Type II = 484 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 Q (cfs) 2.00 1.00 � 0.00 22.0 Time (hrs) Hydrograph Report I Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 47 BIO 3A OUTFLOW Hydrograph type = Reservoir Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 46 - BIO 3A INFLOW Max. Elevation Reservoir name = BIO 3A Max. Storage Storage Indication method used. Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 0 2 4 Hyd No. 47 Monday, 08/10/2020 = 0.068 cfs = 12.37 hrs = 0.013 acft = 683.01 ft = 0.014 acft BIO 3A OUTFLOW Hyd. No. 47 -- 1 Year Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) — Hyd No. 46 ®Total storage used = 0.014 acft Hydrograph Report 2 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 47 BIO 3A OUTFLOW Hydrograph type = Reservoir Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 46 - BIO 3A INFLOW Max. Elevation Reservoir name = BIO 3A Max. Storage Storage Indication method used Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 0 2 4 Hyd No. 47 Monday, 08/10/2020 = 0.624 cfs = 12.00 hrs = 0.024 acft = 683.1Oft = 0.015 acft BIO 3A OUTFLOW Hyd. No. 47 -- 2 Year Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) — Hyd No. 46 ®Total storage used = 0.015 acft Hydrograph Report 3 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 47 BIO 3A OUTFLOW Hydrograph type = Reservoir Peak discharge = 1.522 cfs Storm frequency = 10 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 0.058 acft Inflow hyd. No. = 46 - BIO 3A INFLOW Max. Elevation = 683.18 ft Reservoir name = BIO 3A Max. Storage = 0.015 acft Storage Indication method used Q (cfs) 2.00 1.00 0.00 0.0 2.0 4.0 Hyd No. 47 BIO 3A OUTFLOW Hyd. No. 47 -- 10 Year 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 — Hyd No. 46 Total storage used = 0.015 acft Q (cfs) 2.00 1.00 � 0.00 22.0 Time (hrs) Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3170 2019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Pond No. 7 - BIO 3A Pond Data Pond storage is based on user -defined values. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (acft) Total storage (acft) 0.00 678.25 n/a 0.000 0.000 1.25 679.50 n/a 0.004 0.004 4.25 682.50 n/a 0.006 0.010 4.75 683.00 n/a 0.004 0.014 5.25 683.50 n/a 0.004 0.018 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfIRS r] [A] [B] [C] [D] Rise (in) Inactive 0.00 0.00 0.00 Crest Len (ft) = 6.28 0.00 0.00 0.00 Span (in) = 4.00 0.00 0.00 0.00 Crest EI. (ft) = 683.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El. (it) = 678.25 0.00 0.00 0.00 Weir Type = Broad -- -- -- Length (ft) = 0.00 0.00 0.00 0.00 Multi -Stage = No No No No Slope I%) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Wet area) Multi -Stage = n/a No No No TW Elev. (ft) = 0.00 Stage (ft) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 0.00 1.00 Total Q Note: CulwrVOrifim outflows are analyzed under inlet (ic) and outlet (oc) watrol. Weir risers checked for orifice mnditions (ic) and submergence (s). 2.00 3.00 Stage / Discharge 4.00 5.00 6.00 7.00 Elev (ft) 684.25 683.25 682.25 681.25 680.25 679.25 1 678.25 8.00 Discharge (cfs) Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3170 2019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Pond No. 7 - BIO 3A Pond Data Pond storage is based on user -defined values. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (acft) Total storage (acft) 0.00 678.25 n/a 0.000 0.000 1.25 679.50 n/a 0.004 0.004 4.25 682.50 n/a 0.006 0.010 4.75 683.00 n/a 0.004 0.014 5.25 683.50 n/a 0.004 0.018 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfIRS r] [A] [B] [C] [D] Rise (in) = 4.00 0.00 0.00 0.00 Crest Len (ft) = 6.28 0.00 0.00 0.00 Span (in) = 0.00 0.00 0.00 0.00 Crest EI. (ft) = 683.00 0.00 0.00 0.00 No. Barrels = 0 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El. (it) = 0.00 0.00 0.00 0.00 Weir Type = Broad -- -- -- Length (ft) = 0.00 0.00 0.00 0.00 Multi -Stage = No No No No Slope I%) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Wet area) Multi -Stage = n/a No No No TW Elev. (ft) = 0.00 Stage (it) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 = 0.000 0.002 Storage Note: CulwrVOrifim outflows are analyzed under inlet (ic) and outlet (oc) watrol. Weir risers checked for orifice mnditions (ic) and submergence (s). Stage / Storage 0.004 0.005 0.007 0.009 0.011 0.013 0.014 0.016 Elev (ft) 684.25 683.25 682.25 681.25 680.25 679.25 1 678.25 0.018 Storage (acft)