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HomeMy WebLinkAboutWPO202200011 Calculations 2022-10-14Rio Point COUNTY OF ALBEMARLE, VIRGINIA VSMP wPo-2022-00011 DESIGN CALCULATIONS & NARRATIVE FEBRUARY 7, 2022 REVISED MAY 69 2022 REVISED OCTOBER 12, 2022 • TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. Prepared by: Jessica Denko, PE Timmons Group 608 Preston Ave, Suite 200 Charlottesville, VA 22903 434.327.1688 A R. DENKO r Lic. No. 57291 4 0 10/12/22 Table of Contents Section Title Project Narrative 2 Pipe and Inlet Computations Virginia Runoff Reduction Method Worksheet Summary 4 Pre -Developed HydroCAD Calculations Post -Developed HydroCAD Calculations 6 Nutrient Credit Availability Letter Project Narrative: This project includes the construction of 11 apartment buildings, 11 townhouses, a club house and other amenities, and all the associated parking and utilities for the development. Other improvements include roadway improvements to serve the development. Also included in the stormwater analysis for this project is the adjacent property Rio Commons that is currently under review. The adjacent property currently drains onsite and in future conditions, it is assumed it will drain to the onsite pond. Additional water quality storage was not provided for Rio Commons, but the post development conditions were routed to meet channel and flood protection requirements. Water Quality Compliance: The disturbed area of 18.92 acres was used for the water quality analysis. In the proposed condition there will be 9.01 acres of managed turf, and 9.91 acres of impervious cover. The required phosphorus removal is 17.51 lb/yr. Approximately 13.55 lb/yr of phosphorus shall be removed through the installation of level 2 bioretentions, and a level 1 wet pond. The remaining 3.96 lb/yr will be purchased from an offsite nutrient credit bank. Onsite phosphorus removal treatment will account for over 75% of the required phosphorus removal required. Water Quantity Compliance: The 1 % analysis point for this project is located just south west of the property in Meadow Creek. The site drainage currently leaves the site in three directions, north to the stone network in John W. Warner Parkway, southwest to sheet flow to Meadow Creek, and south to a defined channel that outfalls to Meadow Creek. All onsite drainage areas ultimately drain to Meadow Creek at the Analysis Point. The total drainage area at the Analysis Point is 2,963 acres. The total onsite drainage area is 18.92 acres. At the Analysis Point the onsite drainage area is 0.6% of the total drainage area. Runoff was analyzed at Outfalls 1 and 2 for compliance with energy balance for channel protection and detaining the 10-yr post developed peak flow rate below the 10-yr pre -developed peak flow rate. Bioretention basins with additional storage capacity and a level 1 wet pond with additional storage capacity were utilized to meet the Stormwater Quantity requirements at each outfall. Two areas of offsite drainage are included in the analysis of this project. Pre -developed Offsite Road DA includes area within Rio Road that will not be disturbed with this project (outside the LOD) but does drain through the project area and into the wet pond. The area was included in the energy balance equation as an additional flow as it does not need to be reduced with the improvement factor or volume ratio. The second area of offsite drainage area included in the analysis is the pre and post development flows from the adjacent property Rio Commons to the south. Rio Point development will be the first to be built and as such will build everything necessary to sustain it including offsite sewer connection, independent water line connection and all of the stonmwater infrastructure. The Rio Point pond to be built with this plan is also providing additional capacity for the water quantity requirements of Rio Commons. No water quality capacity is provided. The analysis of this project includes existing pre -developed CN value for Rio Commons of 60 to match the conditions of the property today. A post developed CN of 74 provided by their engineer was used in the post developed calculations to size the pond outfall assuming the full developed conditions. Rio Commons pre and post developed areas including the increase CN value were also included in the energy balance calculation with the 0.8 improvement factor. FORM LO 2N STORMWATER INLET COMPUTATIONS SHEET 1 OF ROU PROJECT R. Polnt DESIGNER J.DN DATE lW13MD22 CHECKED: UNITS!NGLISH mmm�mmmomommmmmmmmmmmmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmm�mmmmmmmmmmm®mmmmmmm��m ��m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomommm®mom®mmmmmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmm®mmmmmmmmmmmmammmmmmm��m� ��m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mm�ommm�m®®�®mmmmmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmm�mmmmmmmmmmmommmmmmm��m� ®�m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mm�omom�mmmomommmm�mmmmmmmm��m� ®�m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomommmm®m®mmmmmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmommmm®mm�®mom ®�m�®mmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomom�mmm�mmmmmmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmm�mmmmmmmmmmmammmm®mm�®mom ��m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomommm®®�®mmmmmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmommmmmm®��m� ��m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomommmm®�®mmmmmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmommmmmmm��m ®�m�®mmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomom�mmm�mmmmmmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmm�mmmmmmmmmmmammmmmmm��m� ®�m�mm®mmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomommmm®�®mmmmmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmommmmmm®��m ��m�mm®mmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmomom�mmm�mmmm��mmmmmmmmm��m� ��m�mm®mmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomommmmmmmmmmmmmmmmmmmmm��m mmm�mmm000mmmmmmmmmmmmmmmmmmmmmm��m INLETSOFT BY ENSOFTEC GATE: 1W13.RU22 FORM L0201 STORMWATER INLET COMPUTATIONS SHEET20F4 ROU PROJECT R. Polnt DESIGNER J.DN DATE lW13MD22 CHECKED: UNITS!NGLISH mmm�mmmomommmmmmmmmmmmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmm�mmmmmmmmmmm®mmmmmmm��m ®�m�m��mmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmo®om��mm��mm®mmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmm�mmmmmmmmmmmammmmmmmmt�m ®mm�mm®mmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomom��mm��mm®mmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmm�mmmmmmmmmmmommmmmmmmt�m� ��m�m��mmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmo®om��mm��mm®mmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmm�mmmmmmmmmmmomm®mmmmmt�m� ��m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmo®om��mm��mm®mmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmm®�mmmmmmmmmmmamm®mmmmmt�m� ��m�m�mmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomom��mm��mm®mmmmmmmmmmm��m mmm�®®mmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmomommmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmm�mmmmmmmmmmmammmmmmmmt�m� ®mm�m®mmmmmmmmmmmmmmmmmm■■mmmmmmm��m mmm�mmmomom��mmo��mmmmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmm�mmmmmmmmmmm®mmmm®mm�®mom ®mm�m��mmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomomm�mmo®om®mmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmm®mmmmmmmmmmmm®mmmmmmm��m� �mm�mm®mmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomomm�mm�®mm®mmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmm®mmmmmmm�mtm� ®mm�®mmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomomm�mm��mm®mmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmommmmmmmmtmm� �mm�m�mmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm®mmmmommm��mmo®omm��®mmmmmmmm��m� INLETSOFT RY ENSOFTEC GATE: IM3.RU22 FORM LO 2N STORMWATER INLET COMPUTATIONS SHEET30F4 ROU PROJECT R. Polnt DESIGNER J.DN DATE lW13MD22 CHECKED: UNITS!NGLISH mmm�mmmmomommm®m®mmmm��mmmmmm®mm��m� ��m�mm�mmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmomommmmm®mmmmmmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmammmmmmm��®� �mm�®mmmmmmmmmmmmmmmmmmm■■mmmmmmm��m mmm�mmmomom�m�momommmmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmm�mmmmmmmmmmm®mmmmmmm�mm� ��m�mm�mmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomommmmmm®mmmmmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmommmmmmm��m� ��m�mm�mmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomom�mm®m®mmmmmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmm�mmmmmmmmmmmommmm®mm�®mom ��m�mm�mmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomommm®m�mmmmmmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmommmmmmm��m ®�m�®mmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmommmmmm®�®m®m��®m®mmmmmm��m� ®�m�®®mmmmmmmmmmmmmmmmmmmmmmmmmm��mm• mmm�mmmo�om�m®mmmmmmmmmmmmmmmmm��m mmm�mmm000mmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmm�mmmmmmmmmmmommmm®mm�®mom ��m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmomom�mm®�®mmm��mm®mmmmmm��m� ��m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomom��mmomommmmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmm�mmmmmmmmmmm®mmmmmmm��m� ®�m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomommmmmmmmmmmmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmm�mmmmmmmmmmm®mmmmmmm��m ��m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmomommmm®m®mmm�m®m®gym®mmm��m� ��m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m INLETSOFT RY ENSOFTEC GATE: IM3.RU22 FORM LO 2N STORMWATER INLET COMPUTATIONS SHEET40F4 ROU PROJECT R. Polnt DESIGNER J.DN DATE lW13MD22 CHECKED: UNITS!NGLISH INLETSOFT RY ENSOFTEC GATE: IM3.RU22 STRM STORM SEWER DESIGN COMPUTATIONS STORM FREQUENCY 10 PROJECT: Rio Point Designed by: J. Denko LOCATION: COUNTY: Albemarle Checked by: C. Kotarski 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 Q CFS (9) INVERT ELEVATIONS LENGTH of Pipe Ft. (12) SLOPE Ft./Ft. (13) SIZE (Dia. Or Span/Rise) In. (14) SHAPE Capacity CFS (15) Friction Slope Ft./Ft. VEL Vn Ft/Sec (16) FLOW TIME Min. (17) REMARKS (18) INCRE- MENT (5) ACCUM- ULATED (6) ADDTL CA UPPER END (10) LOWER END (11) REFERENCE (1) STA. REFERENCE (2) STA. 103 104 102 0.000 0.000 0.000 0.000 0.000 0.000 8.901 0.000 413.000 410.920 45.103 0.046 6.000 Circular 1.305 0.000 0.000 0.000 101 102 100 0.000 0.000 0.000 2.267 2.267 0.000 8.901 20.176 410.816 409.529 128.694 0.010 48.000 Circular 143.659 0.000 8.083 0.265 239 240 238 0.200 0.830 0.166 0.385 0.219 6.000 6.230 2.395 464.169 460.614 173.166 0.021 15.000 Circular 10.024 0.001 6.720 0.430 237 238 236 0.410 0.780 0.320 0.761 0.057 6.430 6.106 4.649 460.510 455.860 177.205 0.026 15.000 Circular 11.333 0.004 8.798 0.336 235 236 234 0.430 0.710 0.305 1.371 0.304 6.765 6.014 8.242 454.895 453.885 73.095 0.014 18.000 Circular 13.371 0.005 7.976 0.153 233 234 232 0.400 0.790 0.316 1.791 0.105 6.918 5.973 10.697 453.780 452.778 200.497 0.005 24.000 Circular 17.327 0.002 5.816 0.575 231 232 230 0.400 0.790 0.316 2.212 0.105 6.400 6.115 13.523 452.316 451.561 75.538 0.010 24.000 Circular 24.505 0.003 8.009 0.157 229 230 228 0.200 0.430 0.086 2.298 0.000 6.557 6.071 13.948 451.224 450.834 78.068 0.005 24.000 Circular 17.327 0.003 6.149 0.212 227 228 226 0.130 0.890 0.116 2.413 0.000 6.769 6.013 14.510 450.730 449.276 92.375 0.016 30.000 Circular 55.737 0.001 9.564 0.161 283 282 246 0.080 0.400 0.032 0.032 0.000 0.000 8.901 0.285 460.463 459.820 42.841 0.015 15.000 Circular 8.568 0.000 3.228 0.221 245 246 244 0.230 0.590 0.136 0.329 0.162 6.000 6.230 2.051 459.717 458.750 96.652 0.010 15.000 Circular 6.996 0.001 4.963 0.325 243 244 242 0.110 0.620 0.068 0.397 0.000 6.000 6.230 2.476 458.647 457.774 43.640 0.020 15.000 Circular 9.894 0.001 6.718 0.108 241 242 226 0.140 0.800 0.112 0.566 0.057 6.108 6.198 3.511 456.104 452.685 72.474 0.047 15.000 Circular 15.194 0.003 10.090 0.120 225 226 224 0.140 0.880 0.123 3.103 0.000 6.930 5.969 18.522 449.176 437.652 72.030 0.160 30.000 Circular 177.732 0.002 23.479 0.051 265 266 264 0.130 0.670 0.087 0.087 0.000 0.000 8.901 0.775 459.950 459.556 76.757 0.005 15.000 Circular 5.015 0.000 2.971 0.431 263 264 262 0.240 0.640 0.154 0.241 0.000 0.431 8.620 2.075 459.556 458.989 118.932 0.005 15.000 Circular 4.830 0.001 3.795 0.522 261 262 260 0.200 0.360 0.072 0.313 0.000 0.953 8.305 2.597 458.890 458.773 22.374 0.005 15.000 Circular 5.052 0.001 4.155 0.090 259 260 258 0.190 0.590 0.112 0.425 0.000 1.043 8.254 3.506 458.009 456.640 123.754 0.011 15.000 Circular 7.355 0.003 5.935 0.348 257 258 256 0.080 0.670 0.054 0.592 0.114 1.390 8.062 4.776 456.540 454.280 154.416 0.015 15.000 Circular 8.464 0.005 7.121 0.361 267 268 256 0.680 0.640 0.435 0.435 0.000 0.000 8.901 3.874 457.530 456.206 124.596 0.011 15.000 Circular 7.212 0.003 5.995 0.346 255 256 254 0.340 0.760 0.258 1.286 0.000 6.000 6.230 8.012 453.879 453.060 102.325 0.008 18.000 Circular 10.176 0.005 6.394 0.267 253 254 252 0.000 0.000 0.000 1.419 0.133 6.267 6.153 8.731 452.960 451.480 47.983 0.031 18.000 Circular 19.981 0.006 10.950 0.073 275 276 274 0.480 0.750 0.360 0.360 0.000 6.000 6.230 2.243 457.996 457.282 43.157 0.017 15.000 Circular 8.996 0.001 6.102 0.118 273 274 272 0.230 0.710 0.163 0.523 0.000 6.000 6.230 3.260 455.635 452.679 150.300 0.020 15.000 Circular 9.813 0.002 7.202 0.348 271 272 252 0.440 0.680 0.299 0.823 0.000 6.348 6.129 5.042 451.830 451.126 68.131 0.010 15.000 Circular 7.111 0.005 6.301 0.180 251 252 224 0.110 0.860 0.095 2.336 0.000 6.528 6.079 14.201 451.380 437.650 114.233 0.120 18.000 Circular 39.443 0.016 20.541 0.093 223 224 202 0.000 0.000 0.000 5.439 0.000 6.981 5.956 32.393 430.108 423.067 44.005 0.160 36.000 Circular 289.029 0.002 27.082 0.027 219 220 218 0.320 0.790 0.253 0.481 0.228 6.000 6.230 2.995 463.627 460.700 203.448 0.014 15.000 Circular 8.392 0.002 6.279 0.540 217 218 216 0.490 0.770 0.377 0.982 0.124 6.540 6.076 5.964 460.600 456.700 191.781 0.020 15.000 Circular 9.977 0.007 8.509 0.376 215 216 214 0.290 0.800 0.232 1.214 0.000 6.916 5.973 7.249 456.600 456.025 25.456 0.023 15.000 Circular 10.512 0.011 9.260 0.046 213 214 212 0.380 0.790 0.300 1.514 0.000 6.961 5.961 9.024 455.065 453.220 231.117 0.008 18.000 Circular 10.166 0.006 6.515 0.591 211 212 210 0.080 0.800 0.064 1.692 0.114 7.553 5.808 9.827 453.117 452.443 134.675 0.005 24.000 Circular 17.327 0.002 5.701 0.394 209 210 208 0.360 0.650 0.234 2.040 0.114 7.946 5.712 11.651 452.340 451.172 116.823 0.010 24.000 Circular 24.505 0.002 7.718 0.252 207 208 206 0.280 0.800 0.224 2.264 0.000 8.199 5.652 12.794 451.070 450.597 47.255 0.010 24.000 Circular 24.505 0.003 7.901 0.100 221 222 206 0.250 0.870 0.218 0.218 0.000 6.000 6.230 1.355 454.430 450.600 51.207 0.075 15.000 Circular 19.133 0.000 9.027 0.095 205 206 204 0.110 0.770 0.085 2.566 0.000 8.298 5.628 14.443 440.895 433.000 49.346 0.160 24.000 Circular 98.018 0.003 22.370 0.037 249 250 248 0.000 0.000 0.000 0.000 0.000 6.000 6.230 0.000 440.920 440.293 125.318 0.005 15.000 Circular 4.947 0.000 0.000 0.000 247 248 204 0.000 0.300 0.000 0.000 0.000 6.000 6.230 0.000 440.190 433.000 142.530 0.050 15.000 Circular 15.713 0.000 0.000 0.000 203 204 202 0.780 0.370 0.289 2.855 0.000 8.335 5.620 16.043 428.296 420.671 381.238 0.020 30.000 Circular 62.838 0.001 10.724 0.592 201 202 200 0.000 0.000 0.000 8.294 0.000 8.928 5.486 45.502 420.571 414.447 51.623 0.119 36.000 Circular 248.887 0.004 26.851 0.032 305 306 304 0.280 0.330 0.092 0.092 0.000 0.000 8.901 0.822 447.397 445.173 44.484 0.050 12.000 Circular 8.627 0.000 6.942 0.107 303B 304 310 0.450 0.870 0.392 0.484 0.000 0.107 8.829 4.273 445.073 442.583 49.796 0.050 15.000 Circular 15.644 0.004 10.883 0.076 303A 310 302 0.000 0.000 0.000 0.484 0.000 0.183 8.779 4.248 437.839 433.920 26.122 0.150 15.000 Circular 27.096 0.004 16.118 0.027 309 312 308 0.000 0.000 0.000 0.000 0.000 0.000 8.901 0.000 450.563 448.850 60.770 0.028 12.000 Circular 6.479 0.000 0.000 0.000 307 308 302 0.000 0.000 0.000 0.000 0.000 0.000 8.901 0.000 448.650 433.917 98.087 0.150 18.000 Circular 44.093 0.000 0.000 0.000 301 302 300 0.370 0.310 0.115 0.599 0.000 0.210 8.761 5.244 427.691 413.000 91.817 0.160 15.000 Circular 27.985 0.006 17.517 0.087 701 1 702 1 700 1 0.000 1 0.000 1 0.000 1 0.116 1 0.116 1 0.000 1 8.901 1 1.032 1 440.670 1 439.500 1 28.663 1 0.041 1 15.000 1 Circular 1 14.135 1 0.000 1 6.728 1 0.071 809 810 808 0.250 0.300 0.075 0.075 0.000 0.000 8.901 0.668 448.864 447.064 41.733 0.043 1 15.000 Circularl 14.529 1 0.000 6.029 10.115 807 808 802 0.020 0.300 0.006 0.205 0.124 0.115 8.824 1.804 446.960 445.894 213.280 0.005 15.000 Circular 4.947 0.001 3.723 0.955 801 802 800 0.050 0.300 0.015 0.343 0.124 1.070 8.238 2.826 445.794 445.500 24.191 0.012 18.000 Circular 12.534 0.001 5.740 0.070 STRM HYDRAULIC GRADE LINE ANALYSIS INCIDENCE PROBABILITY 10 Year :j:Aa1 *A 67'Wn, DESIGNED BY: Checked J.Denko C. Kotarski INLET INLET OUTLET WATER DIA. PIPE DESIGN DISCH. LENGTH PIPE FRICTION SLOPE, Sfo FRICTION LOSS JUNCTION LOSS FINAL Inlet Water Rim Comments 1.3 0.5 OR STATION SURFACE Do Do Lo Hf Vo Ho Qi Vi QiVi Vi'2/2g Hi Angle HiS Ht Ht Ht H Surface Elev JUNCTION ELEV. (In) (CFS) (Ft) (FT/FT) (Ft) (Ft) (Ft) Elevation 102 414.2 48 20.18 128.69 0.02% 0.03 8.08 1 0.25 0 0 0 0 0 0 0 0.25 0 TRUE 0.15 414.35 422 OK -7.65 202 422.52 36 45.5 51.62 0.40% 0.2 26.85 2.8 32.39 27.08 877.27 11.39 3.99 96.1 1.25 8.04 0 TRUE 4.22 426.74 433.09 OK -6.35 224 425.47 36 32.39 44 0.20% 0.09 27.08 2.85 18.52 23.48 434.88 8.56 3 63.1 4.79 10.64 0 TRUE 5.41 430.87 450.25 OK -19.37 226 439.65 30 18.52 72.03 0.17% 0.13 23.48 2.14 14.51 9.56 138.78 1.42 0.5 60.32 0.89 3.52 0 TRUE 1.89 441.54 462.13 OK -20.59 228 451.28 30 14.51 92.38 0.11% 0.1 9.56 0.36 13.95 6.15 85.76 0.59 0.21 70.32 0.36 0.92 0 TRUE 0.56 451.83 460.99 OK -9.15 230 452.43 24 13.95 78.07 0.32% 0.25 6.15 0.15 13.52 8.01 108.31 1 0.35 68.49 0.61 1.1 0 TRUE 0.8 453.24 461.54 OK -8.3 232 453.24 24 13.52 75.54 0.30% 0.23 8.01 0.25 10.7 5.82 62.21 0.53 0.18 91.83 0.37 0.8 0 TRUE 0.63 453.87 460.33 OK -6.46 234 1 1 454.38 24 10.7 200.5 1 0.19% 0.38 5.82 0.13 1 8.24 7.98 65.74 0.99 0.35 86.01 0.69 1.17 0 TRUE 0.97 455.34 462.38 OK -7.04 236 455.34 18 8.24 73.09 0.52% 0.38 7.98 0.25 4.65 8.8 40.9 1.2 0.42 3.99 0 0.67 0.87 TRUE 0.82 456.16 463.44 OK -7.27 238 456.86 15 4.65 177.2 0.44% 0.78 8.8 0.3 2.4 6.72 16.1 0.7 0.25 23.27 0.21 0.76 0.98 TRUE 1.27 458.13 465.69 OK -7.56 240 461.61 1 15 1 2.4 1173.171 0.12% 1 0.2 1 6.72 1 0.18 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0.18 1 0.23 1 TRUE 1 0.32 1 461.93 1 468.84 OK -6.91 204 426.74 30 16.04 381.24 0.13% 0.5 10.72 0.45 14.44 22.37 323.09 7.77 2.72 73.9 4.74 7.91 0 TRUE 4.45 431.19 440.11 OK -8.92 206 434.6 24 14.44 49.35 0.35% 0.17 22.37 1.94 12.79 7.9 101.09 0.97 0.34 27.68 0.34 2.62 0 TRUE 1.48 436.08 458.47 OK -22.39 208 452.2 24 12.79 47.25 0.27% 0.13 7.9 0.24 11.65 7.72 89.92 0.92 0.32 41.2 0.4 0.96 0 TRUE 0.61 452.81 459.11 OK -6.31 210 452.81 24 11.65 116.82 0.23% 0.26 7.72 0.23 9.83 5.7 56.02 0.5 0.18 0 0 0.41 0 TRUE 0.47 453.28 460.13 OK -6.85 212 454.04 24 9.83 134.67 0.16% 0.22 5.7 0.13 9.02 6.52 58.79 0.66 0.23 0.97 0 0.36 0 TRUE 0.39 454.44 461.42 OK -6.98 214 454.44 18 9.02 231.12 0.63% 1.45 6.52 0.16 7.25 9.26 67.13 1.33 0.47 44.03 0.57 1.2 0 TRUE 2.05 456.49 460.6 OK -4.1 216 457.03 15 7.25 25.46 1.07% 0.27 9.26 0.33 5.96 8.51 50.75 1.12 0.39 45 0.56 1.29 0 TRUE 0.92 457.94 461.01 OK -3.07 218 457.94 15 5.96 191.78 0.73% 1.39 8.51 0.28 3 6.28 18.81 0.61 0.21 0 0 0.5 0.64 TRUE 1.71 459.66 464.08 OK -4.42 220 1 1 461.7 1 15 1 3 1203.451 0.18% 1 0.37 1 6.28 1 0.15 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0.15 1 0.2 1 TRUE 1 0.47 1 462.17 1 467.99 1 OK -5.81 248 434 1 15 1 0 1142.531 0.00% 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 TRUE 1 0 1 434 1 446.51 1 OK -12.51 250 441.29 1 15 1 0 1125.321 0.00% 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 TRUE 1 0 1 441.29 1 445.25 1 OK -3.96 222 1 1 451.E 1 15 1 1.36 1 51.21 1 0.04% 1 0.02 1 9.03 1 0.32 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0.32 1 0.41 1 TRUE 1 0.22 1 451.82 1 459.04 OK -7.21 252 438.85 18 14.2 114.23 1.56% 1.78 20.54 1.64 8.73 10.95 95.6 1.86 0.65 57.19 1.04 3.33 0 TRUE 3.45 442.3 462.94 OK -20.65 254 452.68 18 8.73 47.98 0.59% 0.28 10.95 0.47 8.01 6.39 51.23 0.63 0.22 35.4 0.27 0.96 0 TRUE 0.76 453.44 464.4 OK -10.96 256 461.26 18 8.01 102.32 0.50% 0.51 6.39 0.16 4.78 7.12 34.01 0.79 0.28 50.53 0.39 0.83 1.08 TRUE 1.05 462.31 464.03 OK -1.73 258 462.31 15 4.78 154.42 0.47% 0.72 7.12 0.2 3.51 5.93 20.81 0.55 0.19 60.78 0.31 0.69 0 TRUE 1.07 463.37 466.66 OK -3.29 260 463.37 15 3.51 123.75 0.25% 0.31 5.93 0.14 2.6 4.15 10.79 0.27 0.09 47.63 0.13 0.36 0.47 TRUE 0.55 463.92 465.36 OK -1.44 262 463.92 15 2.6 22.37 0.14% 0.03 4.15 0.07 2.07 3.79 7.87 0.22 0.08 14.66 0.04 0.19 0.24 TRUE 0.15 464.07 465 OK -0.93 264 464.07 15 2.07 118.93 0.09% 0.1 3.79 0.06 0.78 2.97 2.3 0.14 0.05 15.22 0.03 0.13 0.17 TRUE 0.27 464.35 466.2 OK -1.85 266 464.35 15 0.78 76.76 0.01% 0.01 2.97 0.03 0 0 0 0 0 0 0 0.03 0.04 TRUE 0.03 464.38 465.26 OK -0.89 272 452.13 15 5.04 68.13 0.52% 0.35 6.3 0.15 3.26 7.2 23.48 0.81 0.28 38.21 0.35 0.78 1.02 TRUE 0.86 452.99 459.65 OK -6.67 274 456.71 15 3.26 150.3 0.22% 0.33 7.2 0.2 2.24 6.1 13.69 0.58 0.2 48.56 0.29 0.69 0.9 TRUE 0.78 457.49 462.01 OK -4.52 276 458.28 15 2.24 43.16 0.10% 0.04 6.1 0.14 0 0 0 0 0 0 0 0.14 0.19 TRUE 0.14 458.42 462.83 OK -4.41 268 1 1 457.21 1 15 1 3.87 1 124.6 1 0.31% 1 0.38 1 6 1 0.14 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0.14 1 0.18 1 TRUE 1 0.47 1 457.68 1 462.3 1 OK -4.62 242 453.69 15 3.51 72.47 0.25% 0.18 10.09 0.4 2.48 6.72 16.63 0.7 0.25 90.51 0.49 1.13 0 TRUE 0.75 454.43 464.42 OK -9.99 244 458.77 15 2.48 43.64 0.13% 0.05 6.72 0.18 2.05 4.96 10.18 0.38 0.13 80.88 0.25 0.56 0 TRUE 0.34 459.11 464.44 OK -5.33 246 459.75 15 2.05 96.65 0.09% 1 0.08 4.96 0.1 0.28 1 3.23 0.92 0.16 0.06 32.35 0.06 0.21 0.27 TRUE 0.22 459.97 465.21 OK -5.24 282 460.82 15 0.28 42.84 0.00% 0 3.23 0.04 0 0 0 0 0 0 0 0.04 0.05 TRUE 0.03 460.85 464.98 1 OK -4.13 302 422.52 15 5.24 91.82 0.56% 0.52 17.52 1.19 4.25 16.12 68.47 4.03 1.41 9.23 0.52 3.13 0 TRUE 2.08 424.6 438.44 OK -13.84 310 434.92 15 4.25 26.12 0.37% 0.1 16.12 1.01 4.27 10.88 46.5 1.84 0.64 0 0 1.65 0 TRUE 0.92 435.84 450.72 OK -14.88 304 443.58 15 4.27 49.8 0.37% 1 0.19 10.88 0.46 0.82 1 6.94 5.71 0.75 0.26 23.79 0.22 0.95 1.23 TRUE 0.8 444.38 453.66 OK -9.27 306 445.97 12 0.82 44.48 0.05% 0.02 6.94 0.19 0 0 0 0 0 0 0 0.19 0.24 TRUE 0.14 446.11 452.5 OK -6.39 308 435.12 18 0 98.09 0.00% 0 0 0 0 0 0 0 0 0 0 0 0 TRUE 0 435.12 456.82 OK -21.7 312 449.65 12 0 60.77 0.00% 0 0 0 0 0 0 0 0 0 0 0 0 TRUE 0 449.65 457 OK -7.35 702 1 1 440.5 1 15 1 1.03 1 28.66 1 0.02% 1 0.01 1 6.73 1 0.18 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0.18 1 0 1 TRUE 1 0.09 1 440.59 1 445.5 1 OK -4.91 802 446.7 1 18 2.83 1 24.19 0.06% 1 0.01 5.74 1 0.13 1.8 1 3.72 1 6.72 0.22 1 0.08 90 1 0.15 0.35 1 0 TRUE 1 0.19 446.89 1 454.84 OK -7.95 808 446.89 1 15 1 1.8 1213.281 0.07% 1 0.14 1 3.72 1 0.05 1 0.67 1 6.03 1 4.03 1 0.56 1 0.2 1 25.59 1 0.17 1 0.42 1 0 1 TRUE 1 0.35 1 447.25 1 450.59 OK -3.34 810 448.06 1 15 1 0.67 1 41.73 1 0.01% 1 0 1 6.03 1 0.14 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0.14 1 0.18 1 TRUE 1 0.1 1 448.16 1 451.27 OK -3.11 DFq whin, BuswH&eautNon MCMoa Newkvelopmm[CumplbnreSprevGheef IrE 2011 BMP Standards and spetlflatbns O 3013 Draft BMP SImEanks and Bpaleslflsams I Psnlees name: MO MAnt . Date: 1D/wzD22 BMPCeea. 1,n'don.—tin: 2013 DMt Stas & Spats Site Information Post -Development Project (Treatment Volume and Loads) seal re— 1-1 Roils Broils Csoils DSoHs Tdas PmeeVDxnsPew -""at pro umm, ixaa brm/ope ur r..'=lana Om naleemlftlBm�bed Bmdat got r oaMrbrlmtrmowal/managal 28] 6L1 ndkadrmwr(—) Lqs sM 991 fB9E Constants PalnialllmtM1¢I p3 ainlallFmtlbtle� 10) 026 11 eoruDPIEMC lT/tqNIEMCIm IBG iar¢nmmaelleptreNO Om 19Inn mn Rtmrl 090 PoresVopen spaavxrlanesl Bm WeiBMed Pelimenl ODD %Fden D% Managetl Tint Co.erbtrez� 90] We,Wd RI(aIrd O]B %Managetl Turf Im�rvbus rarerbtres� 99] Belimpervbus) D. %Imperviwi 5E% BRe Area(an.d 18.9E 3.0 C." DSeft TrtaMad Vmumeandxmmm Leads rteaameMvolum. lane -RI 09E33 Ttm4nem Volume!-Ntl 1) 40.E19 TP badllb/Ytl E52) na bed llb/pl VRRY N fAml�Lan=_$DreaJsleel_0 =017-1 DAA Drainage Area A Dmina re Area A Land Cover (acres) A Soils BSoils CSoils DSoils Totals Land Cover Rv Forest/Open Spare (arms) 0.00 0.00 Managed Turf(acres) 2.81 4.% 7.71 0.18 Impervious Cover (acres) 1.05 8.24 9.29 0.95 Total 17.00 Total Phosphorus Available for Removal in D.A. A (lb/yr) 23.32 Post Development Treatment Volume in D.A. A (fa) 3],123 btormwater i3est Management Practices (KK = KUnOtt KeOUction) -Select from dropdown lists -- Runoff Managed Turf Impervious Volume from Runoff Remaining Total Phosphorus Phosphorus Untreated Phosphorus Remaining Practice Reduction Credit Area ,over Upstream Reduction Runoff Treatment Removal Load from Phosphorus Removed By Phosphorus Downstream Practice to be Credit % 1) acres (acres) Area acres (acres) (fit) Practice fta fta ( 1 Volume k lifts) Volume fta (fit) Efficiency % q l l Upstream Load to Practice Ib 1) Load Ib 1 1 Emplayed Practices (lb) Practice (lb) r. Vegetated Roof (RR) 1.a. Vegetated ROM N1(Spec K5) OS 0 0 0 0 O.W 0.00 0.00 1.b. Vegetated Roof #2(Spec AS) W 0 0 0 0 O.W 0.00 0.00 Rooftop2. 2a Simple Disconnection to A/B Soils pl) so 0 0 0 0 0 0.00 O.W 0.00 0.00(Spec 2.b. Simple Disconnection to C/D Soils (Spec p1( 25 0 0 0 0 0 0.00 O.W 0.00 0.00 2.r. TO Soil Amended Fiber Path as per so 0 0 0 D 0 0.00 O.W 0.00 0.00 specifications (existing C/D sods) (Spec N4) 2.d. To Dry well or French Drain Al, so 0 0 0 0 25 0.00 0.00 0.00 0.00 Micro-IMlration M3 (Spec p8( 2.e. To Dry Well or French main N2, 90 0 0 0 0 25 0.00 0.00 0.00 0.00 Micro-Infiltration#2(Spec pB) 21 TO gain Garden Al, 0 0 0 0 25 0.000.000.000.00Micro-Bmreten[on Ml(Spec 0) 2, TO Ran Garden K2, 80 0 0 0 0 50 0.00 0.00 0.00 O.W Micro-Bmreten[ on M2 (Spec 0) 2.h. To Rainwater Harsesting(Spec 116) 0 0 0 0 0 0 0.00 0.00 0.00 O.W 2.i. TO S[Ormwater Planter, 40 0 0 0 0 25 0.W am O.W O.W Urban BoreteMton (Spec do, Appendix A) 3. Permeable Pavement (RR) 3.a. Permeable PavemeMM1(Specp]) 0.5 0 0 0 0 25 o.W 0.00 D.W O.W Is. Permeable Pavement 12(Spec KJ) ]S 0 0 0 25 0.00 0.00 O.W 4. Grass Channel (RR) 4.a.Grass Channel A/B Sells (Spec K3) 20 0 0 0 0 15 0.00 0.00 am 0.00 Ch. Grass Channel C/D Soils (Spec N3) 10 0 0 0 0 15 0.00 O.W 0,00 0.00 4.c. Grass Channel wAh Compost Amended Soils 20 0 0 0 0 15 am 0.000.000.00as per specs (see Spec") 0 o.W 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 is 0.00 0.00 0.00 0.00 is 0.00 0.00 0.00 0.00 40 0.00 0.00 0.00 0.00 60 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 40 am 0.01) O.W 0.01) 3. Permeable Pavement (RR) 4. Grass Channel (RR) 5. Dry Swale (RR) 10I1N 22 103 935 PM VRRM_Nee_C rn,, ianre_3p vadsh M v3_0a2012-1 DAA 6.8. Brost ennon#1 or Micm-Bioreten0on#1 or Urban Bioreten0on (Spec #9) 1 0 0 0 0 25 0.00 0.W 0.00 000 13.a.WMPond#1 6.b.Bioretention#2or Micm-Bioretention#2 (Spec #9) 80 0.59 0.81 0 z,533 633 3,166 50 0.00 1.93 LIS) 0.20 13.a. War Pond#1 7. Infiltration (RR) ].a. Infiltration #1(Spec #8) 50 0 0 0 0 25 0.00 0.00 0.00 0.00 ].b. InfiMration#2(Spec #8) 90 0 0 0 0 25 0.00 0.00 0.00 0.00 S. Extended Detention Pond (RR) B.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. Sheatflow to Filter/Open Space (RR) 9.a. Sbeelfl0w 10 Conservat.n Area, A/e Soils (Spec #2) zs 0 0 0 0 0 0.00 0.0c, 0.00 0.00 9.b. SheeMlow to Comenalion Area, C/D Sails (Spec #2) 50 0 0 0 0 0 0.00 0.00 0.00 0.00 9.c. Sheedim to Vegetated Filter Strip, A Soils or Compost Amended B/C✓D Sails (Spec #2 & M) 50 0 0 0 0 n am 0.W am 0.00 TOTAL IMPERVIOUS COVER TREATED fat)M AR EA CHECK: OK. TOTAL MANAGED TURF AREA TREATED lac)AREACHECK: OK. TOTAL RUNOFF REDUCTION IN D.A. A (ft 3) TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. ABb/yr) 23.32 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. A flip/yr) 1.]9 TOTAL PHOSPHORUS REMAINING AFTER APPLYING RUNOFF REDUCTION PRACTICES IN D.A. A(lb/yr) 21.54 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS to.a. Wet Swale#1(Spec #11) 0 0 0 0 0 20 0.00 0.00 0.00 am 10.b. WM Swale#2(Spec #11) 0 0 0 0 0 40 am 0.00 am 0.00 f. Filtering Practices (no RR) 11.a.Filenng P..Tce 41(Spec#12) 0 0 0 0 0 60 0.00 0.W 0.00 0.00 11.b. Fikering practice #2(Spec #12) 0 0 0 0 0 65 0.00 O.W 0.00 0.00 12. Constructed Wetland (no RR) 12.a.COnstructed Wetland #1 (Spec #13) 0 0 0 0 0 50 0.00 O.W 0.00 0.00 12.b. Constructed Watland#2(Spec #13) D D D 0 0 75 0.00 0.00 0.00 0.00 13. Wet Ponds (no RR) 13.a. Wet Pond #1(Spe[#14) 0 6.01 8.47 633 0 33,791 33,291 50 0.20 20.91 10.50 10.50 13.b. War Pond #1 (Coastal Plain) (Spec #14) 0 0 0 0 0 45 0.00 0.00 0.00 0.00 13.c. War 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 am 0.00 0.00 0.00 14. Manufactured Treatment Devices (no RR) 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 0.00 004 000 0.00 14.22 41550.00 am 0.00 0.00 0.00 0.00 S. Extended Detention Pond (RR) 9. Sheetflow to Filter/Open Space (RR) TOTAL RUNOFF REDUCTION IN D.A.A(ft) 2,533 NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. A(lb/yr) 1 13.08 SEE WATER QUALITY COMPLIANCE TAB FOR SITE CALCULATIONS (information Only) 10. Wet Swale (Coastal Plain) (no RR) 11. Filtering Practices (no RR) Bruit zs 000 o DD o.00 o.00 ss red D.00 o.00 D.oD 30 1.14 148.87 95.00 las da 20 0.00 0.0, O.o0 0.an 40 0.00 0.00 0.00 0.00 30 0.00 0.00 0.00 0.00 14. Manufactured BMP RR) (no 10112Q'22 203 935 PM VRRN_Nex mplianre_3pmadOM v�_WM1]-1 DAA 14.c. ManuMdured Tree en[Deic eneric 0 0 0 0 0 20 0.00 O.W 0.00 0.00 TOTAL IMPERVIOUS COVER TREATED)ac) 9.2] AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED (ac) 6.59 AREA CHECK: OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE (Ib/yr) TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. A )Ib/yr) 23.32 TOTAL PHOSPHORUS REMOVED WITHOUT RU NOFF REDUCTION PRACTICES IN D.A. A IIb/yr) 10.50 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. A )Ib/yr) 1.79 TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED IN D.A. A)Ib/yr) 12.29 TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN D.A. A (lb/yr) 1 11.03 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. A )Ib/yr) 13.08 NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. A(Ib/yr) 1 45.00 TOTAL NITROGEN REMOVED IN D.A. A (Ib/yr) 1 58.08 1d13YLm 3d3 93m PM Drainage Area g Drainage Aral A UM Cover acres) ASails BSolls CSolls DWis Ta,als lead Cover Rv ..'roADpen sws crawl 0.00 0.00 si-eava Tm,lavwl oCO los l.as 0.20 ImrerviweCoeeb—) ppo p. 0.60 0.95 Total Pbospboors Available for Removal in D.A.B(lb/Yr) 1.]] Total 1.65 Post Development Treatment Volumein D.A. B)h°) 2,819 2. Rooftop Disconnection (RR� z a. smple Den nnnxinn to No Sol, (slam( so 0 0 0 0 0 n. pan 0.. 000 E. h. Sl mple Dlsnn-n—m C/Ei Bola Sinn( ss 0 0 0 0 0 1t0 oa0 0.00 ot0 z., To I.d Anonlrd F In, Par, w an aifaa[ana ars gC/D sol)(sps ww) w rtn So 0 D D 0 D nal oaD 0.00 A. z 11 Dry wea m 1-1 o.nny Mmrn-mflm(on wl Islas an) 0 0 n 0 zs aCo om 0.00 AM 1, .To Dry wall nr 1-1, Dean .2 m arn M-om bran wz (spaaxet at D D a 0 zs ant oap o.O] Al zr To o,, Garaan wy 1 p,.l ap 0 D n 0 zs oCo oap o.O] AM 4Tn an Garaan wz, se—li earmton w2(1, MI 60 0 D o 0 50 oCo pan o.O] oao z n. To Ralnaats H, rvanng(spaa ws) 0 D D o 0 D oa om 0.00 ow E.. To storan—ter Planter, p rban Oearmt—(Spec N, AppanLa A( B ao 0 0 0 0 Es at0 oN oO] aDo 4. Grass Channel RR) O.a, Gaaa Clonal A/R Sall, (Saw, w3) Eo 0 0 0 aCo oN oO] aC0 an. Grass Clenal C/O soila(Slea 8) to 0 0 0 0 aC0 oM o.O] aC0 a.c Graw CM1amel with Comport Arnervol soil, per alas: lase slaw. of p 0 0 0 0 aC0 con -- In" S., 0ry wale.1(Saver wl0l4. pan 0.00 oC0 s. n Dry Swale wE Rpx N]Ola. 0 0 0 0 w oC0 000 -- oC0 G.a. R'mraton— or or Miam8'mMhati net or urban Him or nlips wa) ao 0 0 0 ES 1-oM a- 0Co O. Grass Channel (RR) S. Dry Swale AR) 6. fiioretention )RR) N Xw_CmxY®iu_9pu1Yr1_✓1_1'd201 ]-1DkB ISptt Vd LCO 126 0.10 ].a.Inflbatiun At lspa ! so 0 o ss o.m oa Pen o.m lb. In611nrmn w2 eaMI BB o o ss D.m oa Bm D.m 8. Extended Detention Pond RR) B.a. Lo.1(1, wls) o o D.m ow Bm D.m ab. En.l Prerwlsl Ss 0 0 0 0 is D.m oa Bm D.m TOTALIMPERNOUS COVER TREATED (ac 0.09 AREA CHECK: OR. TOTAL MANAGED TURF AREA TREAFEE (ac) 0.]5 AREA CHECK: OR. TOTAL RUNOFF REDUCTION IN D.A. B (fl?) TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. B(Ib/yr 1.]] TOTAL PHOSPHOR REMOVED WITH RUNOFF REDUCTION bjirxj CES TOTAL PHOSPHORUS RFMAINNUG AFTER APPLYING RUNOFF REDUCTION PRACTIICES IN D.A. B(Ilb/, 0.51 SEE WATER QUALITY COMPLIANCE TAB FOR SUE COMPLIANCE CALCULATIONS 10.a. wN Swale in V,NIn) n n 0 0 20 OW OLO ON OW IDL wat Swale x2 Praw 411 0 0 0 W n- a- ON O.W .a.Fl[ering Praniapl lSFec Nl21 0 0 m 000 OLO ON 0.0] SLb. Filtering Pori¢w21SFerx12) 0 0 0 0 0 61 r- OLO ON 0.0] 13. Wet Ponds Ino RR) I3.a.w.xard.1lspecxId 0 0 0 0 0 so 0.0] ot0 oN 0.0] ]3.n we Puna xl l[oamlwam)ISprrala 0 0 0 0 0 as 0.00 000 Pen 0.00 I3.ewHPonax2l1px Ma) 0 0 0 0 0 ]s 0.0] ot0 oN 0.0] ] 3.a. wH Fond 92 (ma#zl wa m) Pa -Alai 0 0 0 0 0 65 0.0] ot0 oW 0.0] r. OO] 1003 922 O.B] ]. Infiltration(RR) S. Extended Detention S. Extended Detention Pond (RR) 9. Sheetflow to FiNer/Open Space (RR) TOTAL RUNOFF REDUCTION IN D.A. B(f) NITROGEN REMOVED WITH RUNOFF REDUCTION PRARICES IN D.A. B (Ib/yrj 9.22 SEE WATER QUALITY COMPLIANCE TAB FOR SITE CALCULATIONS (I jarmation Only) 10. Wet Swale (Coastal Plain) (no RR) 11. FiRering Practices(no RR) 12. Constructetl Wetlantl (no RR( Le n re innordw Axs IN N Nw:_CsM®iu_=p..eYM_� IeAI]-1DkB TOTAL IMPERVIOUS COVER TREATED(ae 0.09 AREA CHECK: OR. TOTAL MANAGED TURF AREA TREATED (al)O.]5 AREA CHECK: OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE(Ib/yr TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. B(IbM l.TT RICFS TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRAIN D.A. B (Ib/yr D.OD TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PMLTICFSIN D.A.B(Ib/yr 1.26 TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED INDA B(Ib/yr 1.26 TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN DA. B(lb/yr D.51 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICFSIN D.A. B(Ib/yr 9.22 NITROGEN RFMOVEDWITHOUT RUNOFF REDUCTION PRACTICES IN D.A.B(IDIW D... TOTAL NITROGEN REMOVED IN D.A.6(Ib/yr 9.22 14. Manufactured! BMP (no RR) Site Results (Water Quality Compliance) Area Checks FOREST/OPEN SPACE (at) D.A.A 000 I DA.0 am DA.D 0.m 0.0.E 0.00 AREACHECR OR. IMPERVIOUS COVER)a[) 9.29 MD.A. am 0.m 0.00 OR. IMPERVOUS COVER TREATm)a[) MANAGED TURF AREA(m) 9.2] ]J1 0.00 am 0.m 0.00 0.00 0.00 OR. OR. MANAGED TURF AREA TREATED Ia[) 6.59 0.00 0.00 0.00 OR. ARFACHECR OK OR. OR. OK OR. Site Treatment Volume (ka) 9D219 Runoff Reduction Volume and TP By Drainage Area D.A.A D.A.B DA.0 DA.D 0.0.E TOTAL RUNOFF REDUCTIDAVAILO 2,533 1,]8] 0 0 LE FOR RE OV L (lb/yr) TP LOAD AVAILABLE FOR REMOVAL pb/yil 23.32 1.A 0.00 0.00 O.W 25.10 25.10 TP LOAD REDUCTION ACHIEVED )Ib/yil 1229 1.26 0.00 0.m 0.W 13.55 TPLOAO REMAINING IIb/yr) 11.03 0.51 0.m O.m O.W 11.54 NUTROGENLOADREDUCTONACHIEVED (Ib/yr)II 58.08 9.2 0.00 0.00 O.W 67.30 Total Phosphorus FINAL POST -DEVELOPMENT TP LOAD (11b/yr) 25.27 TP LOAD REDUCTION REQUIRED jib/yr)ll 17.51 TP LOAD REDUCTION ACHIEVED pb/yrl 13.55 TP LOAD REMAINING Qb/yr): 11.72 REMAINING TP LOAD REDUCTION REQUIRED (lb/yr): 3.96 Total Nitrogen (For Information Purposes) POST -DEVELOPMENT LOAD (Ib/I)jj 180.78 NITROGEN LOAD REDUCTON ACHIEVED IIb/yrl 6].30 REMAINING POST -DEVELOPMENT NRRWEN LOAD IIb/yr) 113.0] Runoff Volume and Curve Number Calculations Enter design storm rainfall depths (in(: 1-yearoorm 2ryearsmrm 10y ar storm 3.03 3.66 S53 1/ae NOM Atlm 14 (Mp//Itls.nwtrwvug. /M1LvJpfJyf "Notes (see below): [1] The curve numbers and rumff volumes computed in this spreadsheet for each tlrainage area are limited in their appliabdity br determine and demonstrating mmphance with water quantity requirements. See Mail Biel, GAdo and Bocu trim ion for additica al inbrmaunn. [2]Runoff Volume IR i for pre -and po4Ee elopmee drainage areas must be in volumemc units le.&, acry-f ct or cubic feet) when wing the Energy Balanre Equation. Runoff measured in watershed - inches and shown in the spreadsheet as RVlwatershed-inch) an only be used in the Energy Balance Equation when the preandpost tlrrelopment drainage areas are equal. Otherwise RVlwatersheGnch) must be mukiplied N the drainage area. [3] Adjusted CN, are based on runoff reduction volumes a, calculated! in Di tabs. An alternative CN adjustment calculation for Vegetated Rooh is included in BMp spenfation No. S. Drainage Area Curve Numbers and Runoff Depths* Curve numbers (CN, Mandl and runoff depths (RV )are computed with and without reduction practices. Drainage AreaA ASoils BSoils CSoils DSoh Teal Area (acres): 17.00 ForesVopen Space- undisturbed, proarded fixtWopen ,pare or rebrested land Area aLfe CN 0.0o 30 R. 55 D.Oo ]B 0.0o ]] Rumff Reduction Volume(R3): 2,533 Mmaged Tuff- di4uNed, leaded b, yards or other tuff to b, mowed/managed Area acre, CN 2.81 39 0.98 61 D.Oo ]< D.Oo BB Impervious Cover Ama(acres) CN 1.05 98 AM 98 D.Oo 9B D.DD 9B CNIow AI N. 1-year storm 2-year storm Myear storm RVpeeebpe (watershed -Nit) with no Runoff Reduction" 1.15 1.fi2 3.v RVpeemlwa lware/Shed-hl[h) with Runoff Reduction" 1.11 1.58 3.13 Adjusted CN" 27 n n *See Notes above Drainage Area ASoils BSoils CSoils DSoh Teal Arm facts): 1.65 Forest/open Space- undisturbed, proarded brest/open Tore or rebrested land Area (acres) CN 0.00 30 0.0o 55 D.DD ]B 0.0o ]] Ruma Reduction Volume R3: 1787 Managed Tuff-d.rt.N d.Sr.dedbry.rds.rothertuf b b, mowed/managed Area acre, CN 0.00 39 1.05 61 D.DD ]< 0.00 BB Impervious Cover Ama(acres) CN 0.00 98 0od 98 D.DD 9B 0.00 Siff CNl0.nn r4 1-yearstorm 2-yearstorm IDyearrtorm RVeeeeepai (Wamrshed-ma) with no Runoff Reduction" 0.93 1.35 v9 RVpoelnyey(Ware/shed-hl[hf with Runoff Reduction" c., 1.05 150 Atli dtL CN" 6RI 69 n *See Notes above Virginia Runoff Reduction Method Worksheet DEq Virginia Runoff Reduction Method New Development Compliance Spreadsheet - Version 3.0 LIMP Design Specifications List: 2013 Draft Stds & Specs Site Summary Project Title: Rio Point Date: 44846 Total Rainfall= 43 inches Site Land Cover Summary A soils B Soils C Soils D Soils Totals %of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf(acres) 2.81 6.20 0.00 0.00 9.01 48 Impervious Cover (acres) 1.05 8.86 0.00 0.00 9.91 52 18.92 100 Site Tv and Land Cover Nutrient Loads Site Rv 0.59 Treatment Volume ft' 40,219 TP Load (lb/yr) 25.27 TN Load (lb/yr) 180.78 Total TP Load Reduction Required (lb/yr) 17.51 Site Compliance Summary Total Runoff Volume Reduction (ft) 4,320 Total TP Load Reduction Achieved (lb/yr) 13.55 Total TN Load Reduction Achieved (lb/yr) 67.30 Remaining Post Development TP Load 11.72 (lb/yr) Remaining TP Load Reduction (lb/yr) 3.96 Required ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Drainage Area Summary DA. A DA. B D.A. C D.A. D DA. E Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0.00 Managed Turf(acres) 7.71 1.05 0.00 0.00 0.00 8.76 Impervious Cover (acres) 9.29 0.60 0.00 0.00 0.00 9.89 Total Area (acres) 17.00 1.65 0.00 0.00 0.00 18.64 Drainage Area Compliance Summary DA. A D.A. B DA. C D.A. D DA. E Total TP Load Reduced Ilb/vrl 12.29 1.26 0.00 0.00 0.00 13.55 Summary Print Virginia Runoff Reduction Method Worksheet TN Load Reduced (Ih/yr) 1 58.08 1 9.22 1 0.00 1 0.00 1 0.00 1 67.30 Drainage Area A Summary Land Cover Summary A Solis BSolis CSoOs Dsulls Total %of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf(acres) 2.81 4.90 0.00 1 0.00 7.71 45 Impervious Cover (acres) 1.05 8.24 0.00 1 0.00 9.29 55 17.00 BMP Selections Managed Turf Impervious BMP Treatment TP Load from TP Load TP Removed TP Remaining Downstream Practice Credit Area [over Credit I Volume (k') I Upstream Upstream to Practice (16s) (16/yr) (Ih/yr) Trebe (acres) Area (acres) practices (Ihz) Employed Total Impervious Cover Treated(acres) 9.27 Total Turf Area Treated (acres) 6.59 Total TP Load Reduction Achieved in D.A. (lb/yr) 12.29 Total TN Load Reduction Achieved in D.A. (lb/yr) 58.08 Drainage Area B Summary Land Cover Summary A Soils B S011s C S011s D Soils Total %of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf(acrez) 0.00 1.05 0.00 0.00 1.05 64 Impervious Cover (acres) 1 0.00 1 0.60 0.00 0.00 0.60 36 1.65 BMP Selections Managed Turf Impervious BMP Treatment TP Load from Untreated TP Load TP Removed TP Remaining Downstream Practice Credit Area [over Credit I s Volume (k) Upstream to Practice (Ihs) (16/yr) (Ih/yr) TreEmploydbe (acres) Area (acres) practices (Ihz) Employed Total Impervious Cover Treated(acres) 0.49 Total Turf Area Treated (acres) 0.75 Total TP Load Reduction Achieved in D.A. (lb/yr) 1.26 Total TN Load Reduction Achieved in D.A. (lb/yr) 9.22 Summary Print Virginia Runoff Retluc on Methotl Woftheet Summary Print 1S 2S 3S 4S 5S Pre DA Pre DA 2 Pre DA 3 FFSITE - Rio Commons OFFSITE -Road 3L Pre Total to Outfall 1 Subcat Reach OD Link Routing Diagram for PRE DEV Prepared by Timmons Group, Printed 10/12/2022 FHydroCADO 10.10-4a s/n 08663 02020 HydroCAD Software Solutions LLC PRE DEV Prepared by Timmons Group Printed 10/12/2022 Project Notes Rainfall events imported from "NRCS-Rain.txt" for 8784 VA Orange Rainfall events imported from "NRCS-Rain.txt" for 8784 VA Orange Rainfall events imported from "Atlas-14-Rain.txt" for 3557 VA Albemarle Zone-1 PRE DEV Prepared by Timmons Group Printed 10/12/2022 Rainfall Events Listing Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 1-Year Type II 24-hr Default 24.00 1 3.03 2 2 2-Year Type II 24-hr Default 24.00 1 3.66 2 3 10-Year Type II 24-hr Default 24.00 1 5.53 2 4 100-Year Type II 24-hr Default 24.00 1 9.09 2 PRE DEV Type // 24-hr 1-Year Rainfall=3.03" Prepared by Timmons Group Printed 10/12/2022 HydroCAD® 10.10-4a s/n 08663 ©2020 HydroCAD Software Solutions LLC Page 4 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1S: Pre DA 1 Runoff Area=10.716 ac 1.23% Impervious Runoff Depth >0.19" Flow Length=1,024' Tc=9.1 min CN=56 Runoff=1.58 cfs 0.167 of Subcatchment2S: Pre DA 2 Runoff Area=3.529 ac 1.28% Impervious Runoff Depth>0.32" Flow Length=261' Tc=6.8 min CN=61 Runoff=1.65 cfs 0.094 of Subcatchment3S: Pre DA 3 Runoff Area=4.678 ac 0.73% Impervious Runoff Depth>0.16" Flow Length=312' Tc=6.4 min CN=55 Runoff=0.58 cfs 0.064 of Subcatchment4S: OFFSITE- Rio Commons Runoff Area=7.100 ac 3.38% Impervious Runoff Depth>0.04" Flow Length=457' Tc=6.4 min CN=48 Runoff=0.05 cfs 0.026 of Subcatchment5S: OFFSITE- Road Runoff Area=0.258 ac 100.00% Impervious Runoff Depth>2.59" Tc=6.0 min CN=98 Runoff=1.07 cfs 0.056 of Link 3L: Pre Total to Outfall 1 Inflow=1.58 cfs 0.193 of Primary=1.58 cfs 0.193 of Total Runoff Area = 26.281 ac Runoff Volume = 0.407 of Average Runoff Depth = 0.19" 97.30% Pervious = 25.572 ac 2.70% Impervious = 0.709 ac PRE DEV Type // 24-hr 1-Year Rainfall=3.03" Prepared by Timmons Group Printed 10/12/2022 Summary for Subcatchment 1S: Pre DA 1 Runoff = 1.58 cfs @ 12.06 hrs, Volume= 0.167 af, Depth> 0.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1-Year Rainfall=3.03" Area (ac) CN Description 0.132 98 Paved parking, HSG B 2.493 39 >75% Grass cover, Good, HSG A 8.091 61 >75% Grass cover, Good, HSG B 10.716 56 Weighted Average 10.584 98.77% Pervious Area 0.132 1.23% Impervious Area Tc Length Slope Velocity Capacity Description 5.9 100 0.0600 0.28 Sheet Flow, Grass: Short n= 0.150 P2= 3.66" 2.7 685 0.0700 4.26 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 239 0.0500 8.79 70.28 TrapNee/Rect Channel Flow, Bot.W=5.00' D=1.00' Z= 3.0'/' Top.W=11.00' n= 0.030 Earth, qrassed & windinq 9.1 1,024 Total Subcatchment 1S: Pre DA 1 ❑ Runoff Type II 24-hr 1-Year Rainfall=3.03" Runoff Area=10.716 ac Runoff Volume=0.167 of 1 Runoff Depth>0.19" r� Flow Length=1,024' I I I n Tc=9.1 min CN=56 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) PRE DEV Type // 24-hr 1-Year Rainfall=3.03" Prepared by Timmons Group Printed 10/12/2022 Summary for Subcatchment 2S: Pre DA 2 Runoff = 1.65 cfs @ 12.01 hrs, Volume= 0.094 af, Depth> 0.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1-Year Rainfall=3.03" Area (ac) CN Description 0.045 98 Paved parking, HSG B 3.484 61 >75% Grass cover, Good, HSG B 3.529 61 Weighted Average 3.484 98.72% Pervious Area 0.045 1.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.4 100 0.0500 0.26 Sheet Flow, Grass: Short n= 0.150 P2= 3.66" 0.4 161 0.1500 6.24 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 6.8 261 Total Subcatchment 2S: Pre DA 2 Hydrograph ❑ Runoff Type II 24-hr 1-Year Rainfall=3.03" Runoff Area=3.529 ac Runoff Volume=0.094 of Runoff Depth>0.32" Flow Length=261' Tc=6.8 min CN=61 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) PRE DEV Type // 24-hr 1-Year Rainfall=3.03" Prepared by Timmons Group Printed 10/12/2022 Summary for Subcatchment 3S: Pre DA 3 Runoff = 0.58 cfs @ 12.04 hrs, Volume= 0.064 af, Depth> 0.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1-Year Rainfall=3.03" Area (ac) CN Description 0.034 98 Paved parking, HSG B 1.365 39 >75% Grass cover, Good, HSG A 3.279 61 >75% Grass cover, Good, HSG B 4.678 55 Weighted Average 4.644 99.27% Pervious Area 0.034 0.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.8 100 0.0620 0.29 Sheet Flow, Grass: Short n= 0.150 P2= 3.66" 0.6 212 0.1400 6.02 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 6.4 312 Total am m Subcatchment 3S: Pre DA 3 Hydrograph i 'i 'i 'i 'i ase ors r Type II 24-hr 1-Year Rainfall=3.03" Runoff Area=4.C78 ac -- -r---- Rur�off;Voljum�=0. 64 p ;af -rr----r ---r r r r---- Runoff De�th70.1;6" __ ___r____i____r____i____ i____r____ Ff loW Lehgth=312' - T06.4_n#n- N=S� 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) ❑ Runoff PRE DEV Timmons Type/1 24-hr 1-Year Rainfall=3.03" Printed 10/12/2022 Summary for Subcatchment 4S: OFFSITE - Rio Commons Runoff = 0.05 cfs @ 14.92 hrs, Volume= 0.026 af, Depth> 0.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1-Year Rainfall=3.03" Area (ac) CN Description 0.240 98 Paved parking, HSG B 3.670 61 >75% Grass cover, Good, HSG B 3.190 30 Woods, Good, HSG A 7.100 48 Weighted Average 6.860 96.62% Pervious Area 0.240 3.38% Impervious Area Tc Length Slope Velocity Capacity Description 5.6 100 0.0700 0.30 Sheet Flow, Grass: Short n= 0.150 P2= 3.66" 0.7 268 0.1400 6.02 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1 89 0.0700 16.49 428.82 TrapNee/Rect Channel Flow, Bot.W=23.00' D=1.00' Z= 3.0 7' Top.W=29.00' n= 0.022 Earth, clean & straight 6.4 457 Total Subcatchment 4S: OFFSITE - Rio Commons Type II 24-hr 0.045 1-Year Rainfall=3.03" 9.9a Runoff Area=7.100 ac °935 Runoff Volume=0.026 of 003 Runoff Depth>0.04 0925 Flow Len th=457' 0.02 Tc=6.4 min 0.015 C N=48 `---J----�---J---- ■Runoff 10 11 12 13 14 15 16 17 18 19 20 Time (hours) PRE DEV Type // 24-hr 1-Year Rainfall=3.03" Prepared by Timmons Group Printed 10/12/2022 Summary for Subcatchment 5S: OFFSITE - Road Runoff = 1.07 cfs @ 11.96 hrs, Volume= 0.056 af, Depth> 2.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1-Year Rainfall=3.03" Area (ac) CN Description 0.258 98 Paved parking, HSG B 0.258 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 5 6 7 8 9 Subcatchment 5S: OFFSITE - Road Hydrograph Type II 24-hr 1-Year Rainfall=3.03" Runoff Area=0.258 ac Runoff Volume=0.056 of Runoff Depth>2.59" Tc=6.0 min CN=98 10 11 12 13 14 15 16 17 18 19 20 Time (hours) ❑ Runoff PRE DEV Type // 24-hr 1-Year Rainfall=3.03" Prepared by Timmons Group Printed 10/12/2022 Summary for Link 3L: Pre Total to Outfall 1 Inflow Area = 17.816 ac, 2.09% Impervious, Inflow Depth > 0.13" for 1-Year event Inflow = 1.58 cfs @ 12.06 hrs, Volume= 0.193 of Primary = 1.58 cfs @ 12.06 hrs, Volume= 0.193 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 3L: Pre Total to Outfall 1 Hydrograph ❑ Inflow ❑ Primary Time (hours) PRE DEV Type 1124-hr 2-Year Rainfall=3.66" Prepared by Timmons Group Printed 10/12/2022 HydroCAD® 10.10-4a s/n 08663 ©2020 HydroCAD Software Solutions LLC Page 11 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1S: Pre DA 1 Runoff Area=10.716 ac 1.23% Impervious Runoff Depth>0.37" Flow Length=1,024' Tc=9.1 min CN=56 Runoff=4.97 cfs 0.333 of Subcatchment2S: Pre DA 2 Runoff Area=3.529 ac 1.28% Impervious Runoff Depth>0.56" Flow Length=261' Tc=6.8 min CN=61 Runoff=3.38 cfs 0.166 of Subcatchment3S: Pre DA 3 Runoff Area=4.678 ac 0.73% Impervious Runoff Depth>0.34" Flow Length=312' Tc=6.4 min CN=55 Runoff=2.17 cfs 0.132 of Subcatchment4S: OFFSITE- Rio Commons Runoff Area=7.100 ac 3.38% Impervious Runoff Depth>0.14" Flow Length=457' Tc=6.4 min CN=48 Runoff=0.41 cfs 0.084 of Subcatchment5S: OFFSITE- Road Runoff Area=0.258 ac 100.00% Impervious Runoff Depth>3.16" Tc=6.0 min CN=98 Runoff=1.30 cfs 0.068 of Link 3L: Pre Total to Outfall 1 Inflow=5.36 cfs 0.417 of Primary=5.36 cfs 0.417 of Total Runoff Area = 26.281 ac Runoff Volume = 0.783 of Average Runoff Depth = 0.36" 97.30% Pervious = 25.572 ac 2.70% Impervious = 0.709 ac PRE DEV Type 1124-hr 2-Year Rainfall=3.66" Prepared by Timmons Group Printed 10/12/2022 Summary for Subcatchment 1S: Pre DA 1 Runoff = 4.97 cfs @ 12.04 hrs, Volume= 0.333 af, Depth> 0.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Rainfall=3.66" Area (ac) CN Description 0.132 98 Paved parking, HSG B 2.493 39 >75% Grass cover, Good, HSG A 8.091 61 >75% Grass cover, Good, HSG B 10.716 56 Weighted Average 10.584 98.77% Pervious Area 0.132 1.23% Impervious Area Tc Length Slope Velocity Capacity Description 5.9 100 0.0600 0.28 Sheet Flow, Grass: Short n= 0.150 P2= 3.66" 2.7 685 0.0700 4.26 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 239 0.0500 8.79 70.28 TrapNee/Rect Channel Flow, Bot.W=5.00' D=1.00' Z= 3.07' Top.W=11.00' n= 0.030 Earth, qrassed & windinq 9.1 1,024 Total Subcatchment 1S: Pre DA 1 ❑ Runoff 5 r I Type II 24-hr I 2-Year Rainfall=3.66" 4 Runoff Area=10.716 ac fl Runoff Volume=0.333 of 3 j J Runoff Depth>0.37" in Flow Length=1,024' 24 1 114 Tc=9.1 min CN=56 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) PRE DEV Type 1124-hr 2-Year Rainfall=3.66" Prepared by Timmons Group Printed 10/12/2022 Summary for Subcatchment 2S: Pre DA 2 Runoff = 3.38 cfs @ 12.00 hrs, Volume= 0.166 af, Depth> 0.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Rainfall=3.66" Area (ac) CN Description 0.045 98 Paved parking, HSG B 3.484 61 >75% Grass cover, Good, HSG B 3.529 61 Weighted Average 3.484 98.72% Pervious Area 0.045 1.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.4 100 0.0500 0.26 Sheet Flow, Grass: Short n= 0.150 P2= 3.66" 0.4 161 0.1500 6.24 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 6.8 261 Total Subcatchment 2S: Pre DA 2 Hydrograph C -Y 3 2 I LL I Type II 24-hr 2-Year Rainfall=3.66" Runoff Area=3.529 ac Runoff Volume=0.166 of Runoff Depth>0.56" Flow Length=261' Tc=6.8 min CN=61 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) ❑ Runoff PRE DEV Type 1124-hr 2-Year Rainfall=3.66" Prepared by Timmons Group Printed 10/12/2022 Summary for Subcatchment 3S: Pre DA 3 Runoff = 2.17 cfs @ 12.01 hrs, Volume= 0.132 af, Depth> 0.34" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Rainfall=3.66" Area (ac) CN Description 0.034 98 Paved parking, HSG B 1.365 39 >75% Grass cover, Good, HSG A 3.279 61 >75% Grass cover, Good, HSG B 4.678 55 Weighted Average 4.644 99.27% Pervious Area 0.034 0.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.8 100 0.0620 0.29 Sheet Flow, Grass: Short n= 0.150 P2= 3.66" 0.6 212 0.1400 6.02 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 6.4 312 Total Subcatchment 3S: Pre DA 3 ❑ Runoff i 2.11 Ce Type II 24-hr 2-Year Rainfall=3.66" Runoff Area=4.678 ac Runoff Volume=0.132 of Runoff Depth>0.34" Flow Length=312' Tc=6.4 min CN=55 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) PRE DEV Timmons Type 11 24-hr 2-Year Rainfall=3.66" Printed 10/12/2022 Summary for Subcatchment 4S: OFFSITE - Rio Commons Runoff = 0.41 cfs @ 12.06 hrs, Volume= 0.084 af, Depth> 0.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Rainfall=3.66" Area (ac) CN Description 0.240 98 Paved parking, HSG B 3.670 61 >75% Grass cover, Good, HSG B 3.190 30 Woods, Good, HSG A 7.100 48 Weighted Average 6.860 96.62% Pervious Area 0.240 3.38% Impervious Area Tc Length Slope Velocity Capacity Description 5.6 100 0.0700 0.30 Sheet Flow, Grass: Short n= 0.150 P2= 3.66" 0.7 268 0.1400 6.02 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1 89 0.0700 16.49 428.82 TrapNee/Rect Channel Flow, Bot.W=23.00' D=1.00' Z= 3.0 7' Top.W=29.00' n= 0.022 Earth, clean & straight 6.4 457 Total Subcatchment 4S: OFFSITE - Rio Commons 042 041 cfs Type II 24-hr 0.36 ;----I ;----; -- - 2-Year Rainfall=3.66" 0.34 ---J----�- -J----L---J----`-- --- `---I----`---I----------------- 0.32------------ --------�-- Runoff Area=7.100 ac 0.3 0.28 ---; -------�-- I I I ; ,------- -----�-------� -- I I --- 41urwff'VOlume=0.084-af- 0.26 _� I I _� _� _4 0.24 --- ;- - - -'r- - ;---- r- - -; - -- Runoff Depth>0.14., 3 0.22 LL 02 -------'i- -----'r-------�-- - --- Length=45T F*lov�------- - --- 0.18 Tc=6.4 min 0.16 --;--- ; ; 0.14. - - - -- -- -- ---ON=48_ 0.1 ; .__-____�� ___��i____r___�___ 0.08 --- i- -- -- -�-------� I I I 0.06 ---J----`- -J----`---J- -- `____�____`___�____`____ --_0.0 10 11 12 13 14 15 16 17 18 19 20 Time (hours) ❑ Runoff PRE DEV Type 1124-hr 2-Year Rainfall=3.66" Prepared by Timmons Group Printed 10/12/2022 Summary for Subcatchment 5S: OFFSITE - Road Runoff = 1.30 cfs @ 11.96 hrs, Volume= 0.068 af, Depth> 3.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Rainfall=3.66" Area (ac) CN Description 0.258 98 Paved parking, HSG B 0.258 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5S: OFFSITE - Road Hydrograph ❑ Runoff Type II 24-hr 2-Year Rainfall=3.66" Runoff r Runoff Vo ume 0 068 of j Runoff Depth>3.16" Tc=6.0 min A `N 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) PRE DEV Type 1124-hr 2-Year Rainfall=3.66" Prepared by Timmons Group Printed 10/12/2022 Summary for Link 3L: Pre Total to Outfall 1 Inflow Area = 17.816 ac, 2.09% Impervious, Inflow Depth > 0.28" for 2-Year event Inflow = 5.36 cfs @ 12.05 hrs, Volume= 0.417 of Primary = 5.36 cfs @ 12.05 hrs, Volume= 0.417 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 3L: Pre Total to Outfall 1 Hydrograph FE ]—I n—fl.—. ❑ Primary Time (hours) PRE DEV Type 1124-hr 10-Year Rainfall=5.53" Prepared by Timmons Group Printed 10/12/2022 HydroCAD® 10.10-4a s/n 08663 ©2020 HydroCAD Software Solutions LLC Page 18 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1S: Pre DA 1 Runoff Area=10.716 ac 1.23% Impervious Runoff Depth>1.18" Flow Length=1,024' Tc=9.1 min CN=56 Runoff=20.65 cfs 1.050 of Subcatchment2S: Pre DA 2 Runoff Area=3.529 ac 1.28% Impervious Runoff Depth>1.53" Flow Length=261' Tc=6.8 min CN=61 Runoff=10.04 cfs 0.449 of Subcatchment3S: Pre DA 3 Runoff Area=4.678 ac 0.73% Impervious Runoff Depth>1.11" Flow Length=312' Tc=6.4 min CN=55 Runoff=9.51 cfs 0.433 of Subcatchment4S: OFFSITE- Rio Commons Runoff Area=7.100 ac 3.38% Impervious Runoff Depth>0.69" Flow Length=457' Tc=6.4 min CN=48 Runoff=7.83 cfs 0.406 of Subcatchment5S: OFFSITE- Road Runoff Area=0.258 ac 100.00% Impervious Runoff Depth>4.85" Tc=6.0 min CN=98 Runoff=1.98 cfs 0.104 of Link 3L: Pre Total to Outfall 1 Inflow=28.33 cfs 1.457 of Primary=28.33 cfs 1.457 of Total Runoff Area = 26.281 ac Runoff Volume = 2.443 of Average Runoff Depth = 1.12" 97.30% Pervious = 25.572 ac 2.70% Impervious = 0.709 ac PRE DEV Timmons Type II 24-hr 10-Year Rainfall=5.53" Summary for Subcatchment 1S: Pre DA 1 Runoff = 20.65 cfs @ 12.02 hrs, Volume= 1.050 af, Depth> 1.18" Printed 10/12/2022 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=5.53" Area (ac) CN Description 0.132 98 Paved parking, HSG B 2.493 39 >75% Grass cover, Good, HSG A 8.091 61 >75% Grass cover, Good, HSG B 10.716 56 Weighted Average 10.584 98.77% Pervious Area 0.132 1.23% Impervious Area Tc Length Slope Velocity Capacity Description 5.9 100 0.0600 0.28 Sheet Flow, Grass: Short n= 0.150 P2= 3.66" 2.7 685 0.0700 4.26 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 239 0.0500 8.79 70.28 TrapNee/Rect Channel Flow, Bot.W=5.00' D=1.00' Z= 3.07' Top.W=11.00' n= 0.030 Earth, qrassed & windinq 9.1 1,024 Total Subcatchment 1S: Pre DA 1 23 -,--------r----r- -1----r----r---r----r---r- 1 ❑Runoff 1 Pe.55 ay 1 21 20 ---------1�----1-- ----1--------1---�, Type II 24-hr - 10-Year Rainfall=5.53" 18 ----------------------I --- -- 7 I - - --' ---, r -;------1'-- --- 1---- Runoff Area=10.716 ac 15 ___J____;____IAL-J ----1- Runoff Volume=1.050 of 14 -1 -T r -1 F 13 ____I____ ____I____ ____1_----1-- ___ -Runoff Depth>1.1.8" 1 -- --- - ----------7----r--- - ---- Flow Length=1,024' 9 ------------------1---------1- -I I I I I I - 1 I I I Trc=9 1 min 7 T CN=56 5 I -y -T -I -Y 4 I 1 I 2 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) PRE DEV Type 1124-hr 10-Year Rainfall=5.53" Prepared by Timmons Group Printed 10/12/2022 Summary for Subcatchment 2S: Pre DA 2 Runoff = 10.04 cfs @ 11.99 hrs, Volume= 0.449 af, Depth> 1.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=5.53" Area (ac) CN Description 0.045 98 Paved parking, HSG B 3.484 61 >75% Grass cover, Good, HSG B 3.529 61 Weighted Average 3.484 98.72% Pervious Area 0.045 1.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.4 100 0.0500 0.26 Sheet Flow, Grass: Short n= 0.150 P2= 3.66" 0.4 161 0.1500 6.24 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 6.8 261 Total Subcatchment 2S: Pre DA 2 Hydrograph � � ' ■Runoff -y`_ll24; - T Pe--24-6hr 10-Year Rainfall=5.53" Runbff Area=3.529 'ac RunoffI off ."9_ of -T -h -Y -I Runo Depth�1. xv Flow l --- ----Lehgth=261' Tc=6.8 min CN=61-- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) PRE DEV Timmons Type 11 24-hr 10-Year Rainfall=5.53" Summary for Subcatchment 3S: Pre DA 3 Runoff = 9.51 cfs @ 11.99 hrs, Volume= 0.433 af, Depth> 1.11" Printed 10/12/2022 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=5.53" Area fac) CN 0.034 98 Paved parking, HSG B 1.365 39 >75% Grass cover, Good, HSG A 3.279 61 >75% Grass cover, Good, HSG B 4.678 55 Weighted Average 4.644 99.27% Pervious Area 0.034 0.73% Impervious Area Tc Length Description 5.8 100 0.0620 0.29 Sheet Flow, Grass: Short n= 0.150 P2= 3.66" 0.6 212 0.1400 6.02 Shallow Concentrated Flow, Unpaved Kv= 16.1 fos 6.4 312 Total Subcatchment 3S: Pre DA 3 ■ Runoff 19 i i i I I I I I I 1 hype 24=hr- 9 I 1 ------ --- 10 Year -Year - I I I -------- ------ Runbff AKezk=4.M-ac- 7 1 1 1 1 1 1 Ru�toff' V-o umq=0.'433 af-- T--- -- 7 ---------i----- i-Runoff Mlpth�1.1'11_' - 1 5 (Flow Leh th=312' LL 4 T1c4�4 rain � -1 -T -1 -� 1 �N=55 J- ---L---- - 2 1 10 11 12 13 14 15 16 17 18 19 20 Time (hours) PRE DEV Timmons Type II 24-hr 10-Year Rainfall=5.53" Printed 10/12/2022 Summary for Subcatchment 4S: OFFSITE - Rio Commons Runoff = 7.83 cfs @ 12.00 hrs, Volume= 0.406 af, Depth> 0.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=5.53" Area (ac) CN Description 0.240 98 Paved parking, HSG B 3.670 61 >75% Grass cover, Good, HSG B 3.190 30 Woods, Good, HSG A 7.100 48 Weighted Average 6.860 96.62% Pervious Area 0.240 3.38% Impervious Area Tc Length Slope Velocity Capacity Description 5.6 100 0.0700 0.30 Sheet Flow, Grass: Short n= 0.150 P2= 3.66" 0.7 268 0.1400 6.02 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1 89 0.0700 16.49 428.82 TrapNee/Rect Channel Flow, Bot.W=23.00' D=1.00' Z= 3.0 7' Top.W=29.00' n= 0.022 Earth, clean & straight 6.4 457 Total Subcatchment 4S: OFFSITE - Rio Commons 8 C 7 6 5 _c q LL I I _J _L _1 _I _1 . r 2 1 i Type II 24-hr 10-Year Rainfall=5.53" Runoff Area=7.100 ac Runoff Volume=0.406 of Runoff Depth>0.69" Flow Length=457' Tc=6.4 min CN=48 10 11 12 13 14 15 16 17 18 19 20 Time (hours) ❑ Runoff PRE DEV Type 1124-hr 10-Year Rainfall=5.53" Prepared by Timmons Group Printed 10/12/2022 Summary for Subcatchment 5S: OFFSITE - Road Runoff = 1.98 cfs @ 11.96 hrs, Volume= 0.104 af, Depth> 4.85" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=5.53" Area (ac) CN Description 0.258 98 Paved parking, HSG B 0.258 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5S: OFFSITE - Road Hydrograph 2-Type II 24-hr 10-Year Rainfall=5.53" Runoff Area=0.258 ac Runoff Volume=0.104 of " Runoff Depth>4.85" I Tc=6.0 min CN=98 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) ❑ Runoff PRE DEV Type 1124-hr 10-Year Rainfall=5.53" Prepared by Timmons Group Printed 10/12/2022 Summary for Link 3L: Pre Total to Outfall 1 Inflow Area = 17.816 ac, 2.09% Impervious, Inflow Depth > 0.98" for 10-Year event Inflow = 28.33 cfs @ 12.01 hrs, Volume= 1.457 of Primary = 28.33 cfs @ 12.01 hrs, Volume= 1.457 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 3L: Pre Total to Outfall 1 Hydrograph I ' I 28.33 c , I I i ' I ----_+___II____L__- I I I I I I I I I I ,� 1e 3 16 o-----------T-------Y-- , , I LL 14 I I I I I ___J--------L-------L--- 1Q I I I , I I 6 4 2 0 5 6 7 8 9 10 11 Time (hours) Inflow Area=117.816ac- I I I I I _L _J _L I I I I I I I I I I I I I I I I I I I I I 4 ❑ Inflow ❑ Primary PRE DEV Type //24-hr 100-Year Rainfall=9.09" Prepared by Timmons Group Printed 10/12/2022 HydroCAD® 10.10-4a s/n 08663 ©2020 HydroCAD Software Solutions LLC Page 25 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1S: Pre DA 1 Runoff Area=10.716 ac 1.23% Impervious Runoff Depth>3.35" Flow Length=1,024' Tc=9.1 min CN=56 Runoff=61.60 cfs 2.989 of Subcatchment2S: Pre DA 2 Runoff Area=3.529 ac 1.28% Impervious Runoff Depth>3.94" Flow Length=261' Tc=6.8 min CN=61 Runoff=25.82 cfs 1.160 of Subcatchment3S: Pre DA 3 Runoff Area=4.678 ac 0.73% Impervious Runoff Depth>3.23" Flow Length=312' Tc=6.4 min CN=55 Runoff=28.62 cfs 1.261 of Subcatchment4S: OFFSITE- Rio Commons Runoff Area=7.100 ac 3.38% Impervious Runoff Depth>2.42" Flow Length=457' Tc=6.4 min CN=48 Runoff=32.40 cfs 1.434 of Subcatchment5S: OFFSITE- Road Runoff Area=0.258 ac 100.00% Impervious Runoff Depth>8.04" Tc=6.0 min CN=98 Runoff=3.26 cfs 0.173 of Link 3L: Pre Total to Outfall 1 Inflow=93.20 cfs 4.424 of Primary=93.20 cfs 4.424 of Total Runoff Area = 26.281 ac Runoff Volume = 7.016 of Average Runoff Depth = 3.20" 97.30% Pervious = 25.572 ac 2.70% Impervious = 0.709 ac PRE DEV Timmons Type/1 24-hr 100-Year Rainfall=9.09" Summary for Subcatchment 1S: Pre DA 1 Runoff = 61.60 cfs @ 12.01 hrs, Volume= 2.989 af, Depth> 3.35" Printed 10/12/2022 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Rainfall=9.09" Area (ac) CN Description 0.132 98 Paved parking, HSG B 2.493 39 >75% Grass cover, Good, HSG A 8.091 61 >75% Grass cover, Good, HSG B 10.716 56 Weighted Average 10.584 98.77% Pervious Area 0.132 1.23% Impervious Area Tc Length Slope Velocity Capacity Description 5.9 100 0.0600 0.28 Sheet Flow, Grass: Short n= 0.150 P2= 3.66" 2.7 685 0.0700 4.26 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 239 0.0500 8.79 70.28 TrapNee/Rect Channel Flow, Bot.W=5.00' D=1.00' Z= 3.0'/' Top.W=11.00' n= 0.030 Earth, qrassed & windinq 9.1 1,024 Total Subcatchment 1S: Pre DA 1 65 ei 60 55 50 45 40 N 3 35 0 30 ------------- 25 20 15 10 Type II 24-hr 100-Year Rainfall=9.09" Runoff Area=10.716 ac Runoff Volume=2.989 of Runoff Depth>3.35" Flow Length=1,024' Tc=9.1 min CN=56 10 11 12 13 14 15 16 17 18 19 20 Time (hours) ❑ Runoff PRE DEV Timmons Type/1 24-hr 100-Year Rainfall=9.09" Summary for Subcatchment 2S: Pre DA 2 Runoff = 25.82 cfs @ 11.98 hrs, Volume= 1.160 af, Depth> 3.94" Printed 10/12/2022 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Rainfall=9.09" Area (ac) CN Description 0.045 98 Paved parking, HSG B 3.484 61 >75% Grass cover, Good, HSG B 3.529 61 Weighted Average 3.484 98.72% Pervious Area 0.045 1.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.4 100 0.0500 0.26 Sheet Flow, Grass: Short n= 0.150 P2= 3.66" 0.4 161 0.1500 6.24 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 6.8 261 Total Subcatchment 2S: Pre DA 2 Hydrograph 28 I I I I I I I I I I I II I I ■Runoff --- ----T T---- r ---- I 25.a----rT---- --- III I... . Type II 24-hr 24 100-Year Rainfall=9.09 22 ,---- T---- -7---- r--- - 20 Runoff Area=3.529 ac 18 ----- --- Runoff Volume=1.160 of 16 `u-' ' ---,----?----I----,----r ----I-Runoff Depth>3.94" 14 - --------- ----- Flow Length=261' LL ,2 I I I I I J----1----,--- Tc=6.8 min ,9 I I I 8 I- CN=61 ----T----�-------II ---'I 6 I I 4 I 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) PRE DEV Type //24-hr 100-Year Rainfall=9.09" Prepared by Timmons Group Printed 10/12/2022 Summary for Subcatchment 3S: Pre DA 3 Runoff = 28.62 cfs @ 11.98 hrs, Volume= 1.261 af, Depth> 3.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Rainfall=9.09" Area (ac) CN Description 0.034 98 Paved parking, HSG B 1.365 39 >75% Grass cover, Good, HSG A 3.279 61 >75% Grass cover, Good, HSG B 4.678 55 Weighted Average 4.644 99.27% Pervious Area 0.034 0.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.8 100 0.0620 0.29 Sheet Flow, Grass: Short n= 0.150 P2= 3.66" 0.6 212 0.1400 6.02 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 6.4 312 Total E 1 Subcatchment 3S: Pre DA 3 Hydrograph 2862 ch Type II 24-hr --- ---- --- I I I I I I ___I----- ----- --- ----I----7— I I— I I 100-Year Rainfall=9.09" I I I I I I "-------- I I I Runoff Area=4.678 ac I I I I I I I I I Runoff Volume=1.261 of --- _L _I I I I I I I Runoff Depth>3.23" 7 ---- ---,-- Flow Length=312' I I I I I I I I I i ----I—--- ----I---- ---- Tc=6.4 min I I I I "---- --- CN=55 I I I I I I I I I 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) ❑ Runoff PRE DEV Timmons Type/1 24-hr 100-Year Rainfall=9.09" Printed 10/12/2022 Summary for Subcatchment 4S: OFFSITE - Rio Commons Runoff = 32.40 cfs @ 11.99 hrs, Volume= 1.434 af, Depth> 2.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Rainfall=9.09" Area (ac) CN Description 0.240 98 Paved parking, HSG B 3.670 61 >75% Grass cover, Good, HSG B 3.190 30 Woods, Good, HSG A 7.100 48 Weighted Average 6.860 96.62% Pervious Area 0.240 3.38% Impervious Area Tc Length Slope Velocity Capacity Description 5.6 100 0.0700 0.30 Sheet Flow, Grass: Short n= 0.150 P2= 3.66" 0.7 268 0.1400 6.02 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1 89 0.0700 16.49 428.82 TrapNee/Rect Channel Flow, Bot.W=23.00' D=1.00' Z= 3.0 7' Top.W=29.00' n= 0.022 Earth, clean & straight 6.4 457 Total Subcatchment 4S: OFFSITE - Rio Commons 36 34 3s. 32 30 28 26 i 24 ' 22 N 3 18 G LL16 ------------'-----------'-- a ' I 12 i ---- L. ---;--- -J, - -- Type II 24-hr ---__ 400-Year Rainfall=9.09rr Runoff Area=7.100 ac --- Runoff Volume=1.434 of Runoff Depth>2.42" Flow Len ffth=457' I tN=.48 _L L _- _1 10 11 12 13 14 15 16 17 18 19 20 Time (hours) ❑ Runoff PRE DEV Type //24-hr 100-Year Rainfall=9.09" Prepared by Timmons Group Printed 10/12/2022 Summary for Subcatchment 5S: OFFSITE - Road Runoff = 3.26 cfs @ 11.96 hrs, Volume= 0.173 af, Depth> 8.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Rainfall=9.09" Area (ac) CN Description 0.258 98 Paved parking, HSG B 0.258 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5S: OFFSITE - Road Hydrograph 3 N .2 .V.. I LL I I 1 i II I Type II 24-hr 100-Year Rainfall=9.09" Runoff Area=0.258 ac Runoff Volume=0.173 of Runoff Depth>8.04" Tc=6.0 min CN=98 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) ❑ Runoff PRE DEV Type //24-hr 100-Year Rainfall=9.09" Prepared by Timmons Group Printed 10/12/2022 Summary for Link 3L: Pre Total to Outfall 1 Inflow Area = 17.816 ac, 2.09% Impervious, Inflow Depth > 2.98" for 100-Year event Inflow = 93.20 cfs @ 12.00 hrs, Volume= 4.424 of Primary = 93.20 cfs @ 12.00 hrs, Volume= 4.424 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 3L: Pre Total to Outfall 1 Hydrograph ❑Inflow ____11____ L___,____I_ L___ ❑PrimaryI as20a100 _ _ -,--------r_ _ _ 1 --3 I 1 ' lnf1oLw::AM'a=j7.Q-16ac 95 90 .' --- 1----1i _------1---_ 65 ,' i I _J _I _L _J _I 80 75 - '- ---r----r---r-------1--- ---r---r---r---r-------r--r--- 70 ' 1 1 I I ,' -------1r--r-------i1____1____r____1____ r--- r--- 65 ' 1 1 1 1 1 1 1 1 1 1 1 ________________________________ 60 i 1 1 I _J _I _L _J _I I I 55 •' 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 c50 , E 45 1 1 1 1 1 I 40 I I I I 35 i L _J _I _30 I I I I I I 25 . 1 1 1 1 I____r_ 1 I __r____I L___r____r___r___ 20' 1 1 1 10 5 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1S 2S 6S 7S 4S 3S SS POST A 1A POST DA 1 B POST FFSITE - Rio ffsite - Road P ST DA 1 C POS DA 2A pOS DA 2B ommons 12 BIO 1A\\ 10 8L SO Total Pond 17 Wet and 14L 15L Total to Outfall 2 Total to Outfall 1 Subcat Reach OD Link Routing Diagram for POST DEV Prepared by Timmons Group, Printed 10/1212022 HydroCADO 10.10-4a s/n 08663 02020 HydroCAD Software Solutions LLC POST DEV Timmons Project Notes Rainfall events imported from "NRCS-Rain.txt" for 8784 VA Orange Rainfall events imported from "NRCS-Rain.txt" for 8784 VA Orange Rainfall events imported from "Atlas-14-Rain.txt" for 3557 VA Albemarle Zone-1 Printed 10/12/2022 POST DEV Timmons Rainfall Events Listing (selected events) Printed 10/12/2022 Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 1-Year Type II 24-hr Default 24.00 1 3.03 2 2 2-Year Type II 24-hr Default 24.00 1 3.66 2 3 10-Year Type II 24-hr Default 24.00 1 5.53 2 4 100-Year Type II 24-hr Default 24.00 1 9.09 2 POST DEV Type/1 24-hr 1-Year Rainfall=3.03" Prepared by Timmons Group Printed 10/12/2022 HydroCAD® 10.10-4a s/n 08663 ©2020 HydroCAD Software Solutions LLC Page 4 Time span=0.00-100.00 hrs, dt=0.05 hrs, 2001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentlS: POST DA 1A Runoff Area=1.392 ac 57.90% Impervious Runoff Depth=1.40" Tc=6.0 min CN=82 Runoff=3.37 cfs 0.163 of Subcatchment2S: POST DA 1 B Runoff Area=14.471 ac 58.50% Impervious Runoff Depth=1.27" Tc=9.4 min CN=80 Runoff=28.49 cfs 1.535 of Subcatchment3S: POST DA 2A Runoff Area=1.239 ac 39.55% Impervious Runoff Depth=1.04" Flow Length=255' Tc=8.3 min CN=76 Runoff=2.05 cfs 0.107 of Subcatchment4S: POST DA 1C Runoff Area=1.132 ac 1.59% Impervious Runoff Depth=0.03" Flow Length=119' Tc=6.3 min CN=45 Runoff=0.00 cfs 0.003 of Subcatchment5S: POST DA 2B Runoff Area=0.411 ac 25.79% Impervious Runoff Depth=0.78" Tc=6.0 min CN=71 Runoff=0.54 cfs 0.027 of Subcatchment6S: POST OFFSITE - Rio Runoff Area=7.100 ac 30.42% Impervious Runoff Depth=0.28" Tc=6.0 min CN=58 Runoff=2.07 cfs 0.168 of Subcatchment7S: Offsite- Road Runoff Area=0.258 ac 100.00% Impervious Runoff Depth=2.80" Tc=6.0 min CN=98 Runoff=1.07 cfs 0.060 of Pond 10P: BID 2A Peak EIev=440.20' Storage=1,686 cf Inflow=2.05 cfs 0.107 of Outflow=0.30 cfs 0.107 of Pond 12P: BID 1A Peak EIev=444.43' Storage=2,328 cf Inflow=3.37 cfs 0.163 of Outflow=0.77 cfs 0.163 of Pond 17P: Wet Pond Peak EIev=420.24' Storage=66,098 cf Inflow=32.18 cfs 1.925 of Outflow=0.42 cfs 1.879 of Link 8L: Total to Pond Inflow=32.18 cfs 1.925 of Primary=32.18 cfs 1.925 of Link 14L: Total to Outfall 1 Inflow=0.42 cfs 1.881 of Primary=0.42 cfs 1.881 of Link 15L: Total to Outfall 2 Inflow=0.74 cfs 0.134 of Primary=0.74 cfs 0.134 of Total Runoff Area = 26.003 ac Runoff Volume = 2.061 of Average Runoff Depth = 0.95" 52.68% Pervious = 13.699 ac 47.32% Impervious = 12.304 ac POST DEV Prepared by Timmons Type/1 24-hr 1-Year Rainfall=3.03" Printed 10/12/2022 Summary for Subcatchment 1S: POST DA 1A Runoff = 3.37 cfs @ 11.97 hrs, Volume= 0.163 af, Depth= 1.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 1-Year Rainfall=3.03" Area (ac) CN Description 0.806 98 Paved parking, HSG B 0.536 61 >75% Grass cover, Good, HSG B 0.050 39 >75% Grass cover, Good, HSG A 1.392 82 Weighted Average 0.586 42.10% Pervious Area 0.806 57.90% Impervious Area Tc Length Capacity Description t-f..x 6.0 Direct Entry, Subcatchment 1S: POST DA 1A Hydrograph Type II 24-hr 31 H 1-Year Rainfall=3.03" Runoff Area=1.392 ac Runoff Volume=0.163 of 2 I Runoff Depth=1.40" Tc=6.0 min 1 I 1 II 1 CN=82 30 35 40 60 65 70 i5 80 85 90 95 101 ❑ Runoff POST DEV Timmons Type/1 24-hr 1-Year Rainfall=3.03" Summary for Subcatchment 2S: POST DA 1 B Runoff = 28.49 cfs @ 12.01 hrs, Volume= 1.535 af, Depth= 1.27" Printed 10/12/2022 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 1-Year Rainfall=3.03" Area (ac) CN Description 8.466 98 Paved parking 1.890 39 >75% Grass cover, Good, HSG A 4.115 61 >75% Grass cover, Good, HSG B 14.471 80 Weighted Average 6.005 41.50% Pervious Area 8.466 58.50% Impervious Area Tc Length Capacity Description 9.4 Direct Entry, Tc from Pipe Calcs Subcatchment 2S: POST DA 1B Hydrograph 30 2849 crs I I I I I I I I I I I za y p I I I I I I I I I I e - r 26 -,---I___------ -- --- -- ----I___ 1- Year Rairt€alb-143' I I I I I za I I I I I I I I I I I I I --,-- -T---------r--,---; -- rRlinbffrAraa=1464T'C c1c - 22 I___ L___ I___ L___I___L__J___ I I I I I I I I I I I C 20 nO II = J-I - Ru-nbftDept --C2 - 16 3 — I -- I_ 14 , I I I c=9A min _ ICN=90 12 �I_L______L______L__!___!__!___I___!___I___!__ �_ L I I I I I I I I I I I I I I I I I 10 I I I I I I I I I I I I I 8 --1-- -1---I---L---I---L--J---L__1_--L--1---I---L---I---L--J---L--J-- I I I I I I I I I I I I I I I I 6 I I 4 I _I _L _I _L _J _I _1 _I L _I _I 2 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 Time (hours) ❑ Runoff POST DEV Type/1 24-hr 1-Year Rainfall=3.03" Prepared by Timmons Group Printed 10/12/2022 Summary for Subcatchment 3S: POST DA 2A Runoff = 2.05 cfs @ 12.00 hrs, Volume= 0.107 af, Depth= 1.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 1-Year Rainfall=3.03" Area (ac) CN Description ' 0.490 98 ' 0.749 61 1.239 76 Weighted Average 0.749 60.45% Pervious Area 0.490 39.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.7 100 0.0800 0.22 Sheet Flow, Grass: Dense n= 0.240 P2= 3.66" 0.2 52 0.0770 4.47 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.4 103 0.0780 4.50 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 8.3 255 Total Subcatchment 3S: POST DA 2A Hydrograph ❑ Runoff 21 I r I Type II 24-hr 1-Year Rainfall=3.03" Runoff Area=1.239 ac Runoff Volume=0.107 of 1A Runoff Depth=1.04" Flow Length=255' Tc=8.3 min CN=76 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 Time (hours) POST DEV Prepared by Timmons Type/1 24-hr 1-Year Rainfall=3.03" Printed 10/12/2022 Summary for Subcatchment 4S: POST DA 1 C Runoff = 0.00 cfs @ 23.95 hrs, Volume= 0.003 af, Depth= 0.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 1-Year Rainfall=3.03" Area (ac) CN Description 0.018 98 Paved parking, HSG B 0.248 61 >75% Grass cover, Good, HSG B 0.866 39 >75% Grass cover, Good, HSG A 1.132 45 Weighted Average 1.114 98.41 % Pervious Area 0.018 1.59% Impervious Area Tc Length Capacity Description t-f..x 6.2 100 0.0530 0.27 Sheet Flow, Grass: Short n= 0.150 P2= 3.66" 0.1 19 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 6.3 119 Total Subcatchment 4S: POST DA 1C Hydrograph c 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 E 0.00 0.001 0.001 0.001 0.001 0.001 0.000 0.000 I 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 160 Time (hours) ❑ Runoff POST DEV Timmons Type/1 24-hr 1-Year Rainfall=3.03" Summary for Subcatchment 5S: POST DA 2B Runoff = 0.54 cfs @ 11.98 hrs, Volume= 0.027 af, Depth= 0.78" Printed 10/12/2022 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 1-Year Rainfall=3.03" Area (ac) CN Description 0.106 98 Paved parking, HSG B 0.305 61 >75% Grass cover, Good, HSG B 0.411 71 Weighted Average 0.305 74.21 % Pervious Area 0.106 25.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5S: POST DA 2B Hydrograph 0.6 i i I I I I i i I I I I 0.5�cb 0.55 Type II 24-hr 0.5 I I I I i i I I I 1-Year Rainfall=3.03" 0.45 Runoff Area=0.411 ac Runoff Volume=0.027 of _ 0.35 i i I J L Runoff Depth=0.78" 0.3 Tc=6.0 min- u. 0.25 --- -,-- - I ---- --- -I---F -----I -- CN=71- 0.2 I I I I � � I I I I � � I I 0.15 i i I I I I i i I I I I i 0.1 005 I I I I I I I I I I I I 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 Time (hours) ❑ Runoff POST DEV Prepared by Timmons Type/1 24-hr 1-Year Rainfall=3.03" Printed 10/12/2022 Summary for Subcatchment 6S: POST OFFSITE - Rio Commons Runoff = 2.07 cfs @ 12.01 hrs, Volume= 0.168 af, Depth= 0.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 1-Year Rainfall=3.03" Area (ac) CN Description 2.160 98 Paved parking 1.750 61 >75% Grass cover, Good, HSG B 3.190 30 Woods, Good, HSG A 7.100 58 Weighted Average 4.940 69.58% Pervious Area 2.160 30.42% Impervious Area Tc Length Capacity Description 6.0 Direct Entry, Subcatchment 6S: POST OFFSITE - Rio Commons Hydrograph ❑ Runoff 2 Type II 24-hr 1-Year Rainfall=3.03" Runoff Area=7.100 ac Runoff Volume=0.168 of LL I Runoff Depth=0.28" Tc=6.0 min CN=58 30 35 40 60 65 70 i5 80 85 90 95 101 POST DEV Prepared by Timmons Type/1 24-hr 1-Year Rainfall=3.03" Printed 10/12/2022 Summary for Subcatchment 7S: Offsite - Road Runoff = 1.07 cfs @ 11.96 hrs, Volume= 0.060 af, Depth= 2.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 1-Year Rainfall=3.03" Area (ac) CN Description 0.258 98 Paved parking, HSG B 0.258 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 7S: Offsite - Road Hydrograph ❑ Runoff Type II 24-hr 1 1-Year Rainfall=3.03" Runoff Area=0.258 ac Runoff Volume=0.060 of Runoff Depth=2.80" Tc=6.0 min I I I I CN=98 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 Time (hours) POST DEV Type/1 24-hr 1-Year Rainfall=3.03" Prepared by Timmons Group Printed 10/12/2022 Summary for Pond 10P: BIO 2A Inflow Area = 1.239 ac, 39.55% Impervious, Inflow Depth = 1.04" for 1-Year event Inflow = 2.05 cfs @ 12.00 hrs, Volume= 0.107 of Outflow = 0.30 cfs @ 12.38 hrs, Volume= 0.107 af, Atten= 86%, Lag= 22.8 min Primary = 0.30 cfs @ 12.38 hrs, Volume= 0.107 of Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 440.20' @ 12.38 hrs Surf.Area= 2,482 sf Storage= 1,686 cf Plug -Flow detention time= 75.1 min calculated for 0.107 of (100% of inflow) Center -of -Mass det. time= 74.6 min ( 932.2 - 857.6 ) Volume Invert Avail.Storage Storage Description #1 438.50' 9,869 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 438.50 2,482 0.0 0 0 438.51 2,482 40.0 10 10 440.75 2,482 40.0 2,224 2,234 440.76 2,482 25.0 6 2,240 445.00 2,482 25.0 2,631 4,871 445.01 2,482 100.0 25 4,896 445.50 3,040 100.0 1,353 6,249 446.50 4,201 100.0 3,621 9,869 Device Routing Invert Outlet Devices #1 Primary 438.50' 15.0" Round Culvert L= 28.7' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 438.50' / 437.50' S= 0.0348 '/' Cc= 0.900 n= 0.010, Flow Area= 1.23 sf #2 Device 1 438.50' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 445.50' 1.2' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.30 cfs @ 12.38 hrs HW=440.20' (Free Discharge) t1=Culvert (Passes 0.30 cfs of 6.12 cfs potential flow) �2=Orifice/Grate (Orifice Controls 0.30 cfs @ 6.04 fps) 3=S harp-C rested Rectangular Weir( Controls 0.00 cfs) POST DEV Prepared by Timmons Type/1 24-hr 1-Year Rainfall=3.03" Printed 10/12/2022 Pond 10P: BIO 2A Hydrograph ■Inflow 20 crs _ _ ■ Primary InflpwArea=7.239 aic 2 Peak Elev=440'; 2Q' Storage�1,686 cf 0 LL 1 0 3� ch 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 1 Time (hours) POST DEV Type 11 24-hr 1-Year Rainfall=3.03" Prepared by Timmons Group Printed 10/12/2022 Summary for Pond 12P: BIO 1A Inflow Area = 1.392 ac, 57.90% Impervious, Inflow Depth = 1.40" for 1-Year event Inflow = 3.37 cfs @ 11.97 hrs, Volume= 0.163 of Outflow = 0.77 cfs @ 12.15 hrs, Volume= 0.163 af, Atten= 77%, Lag= 10.3 min Primary = 0.77 cfs @ 12.15 hrs, Volume= 0.163 of Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 444.43' @ 12.15 hrs Surf.Area= 2,650 sf Storage= 2,328 cf Plug -Flow detention time= 36.8 min calculated for 0.163 of (100% of inflow) Center -of -Mass det. time= 37.6 min ( 873.3 - 835.7 ) Volume Invert Avail.Storage Storage Description #1 440.92' 7,510 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 440.92 2,650 0.0 0 0 440.93 2,650 40.0 11 11 441.50 2,650 25.0 378 388 445.25 2,650 25.0 2,484 2,873 445.26 2,650 100.0 26 2,899 447.00 2,650 100.0 4,611 7,510 Device Routing Invert Outlet Devices #1 Primary 440.92' 15.0" Round Culvert L= 125.3' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 440.92' / 440.29' S= 0.0050 '/' Cc= 0.900 n= 0.010, Flow Area= 1.23 sf #2 Device 1 440.92' 4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 446.00' 1.2' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.77 cfs @ 12.15 hrs HW=444.43' (Free Discharge) t1=Culvert (Passes 0.77 cfs of 9.31 cfs potential flow) �2=Orifice/Grate (Orifice Controls 0.77 cfs @ 8.80 fps) 3=S harp-C rested Rectangular Weir( Controls 0.00 cfs) POST DEV Prepared by Timmons Type/1 24-hr 1-Year Rainfall=3.03" Printed 10/12/2022 Pond 12P: BIO 1A Hydrograph ■Inflow 33 Primary Inflow Area=1.392 aic 3 Peak Elev=444; 43' Storage=2,328 cf 2 LL 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 1 Time (hours) POST DEV Timmons Type/1 24-hr 1-Year Rainfall=3.03" Summary for Pond 17P: Wet Pond Printed 10/12/2022 Inflow Area = 23.221 ac, 50.34% Impervious, Inflow Depth = 0.99" for 1-Year event Inflow = 32.18 cfs @ 12.01 hrs, Volume= 1.925 of Outflow = 0.42 cfs @ 24.06 hrs, Volume= 1.879 af, Atten= 99%, Lag= 723.1 min Primary = 0.42 cfs @ 24.06 hrs, Volume= 1.879 of Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 420.24' @ 24.06 hrs Surf.Area= 25,375 sf Storage= 66,098 cf Plug -Flow detention time=1,811.3 min calculated for 1.878 of (98% of inflow) Center -of -Mass det. time= 1,798.7 min ( 2,652.1 - 853.4 ) Volume Invert Avail.Storage Storage Description #1 417.00' 269,279 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 417.00 15,636 0 0 418.00 18,443 17,040 17,040 419.00 21,467 19,955 36,995 420.00 24,591 23,029 60,024 421.00 27,815 26,203 86,227 422.00 31,141 29,478 115,705 423.00 35,467 33,304 149,009 424.00 38,093 36,780 185,789 425.00 41,720 39,907 225,695 426.00 45,447 43,584 269,279 Device Routing Invert Outlet Devices #1 Primary 410.74' 48.0" Round Culvert L= 128.7' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 410.74' / 409.53' S= 0.0094 '/' Cc= 0.900 n= 0.013, Flow Area= 12.57 sf #2 Device 1 417.00' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 422.00' 16.0' long Sharp -Crested Rectangular Weir End Contraction(s) Primary OutFlow Max=0.42 cfs @ 24.06 hrs HW=420.24' (Free Discharge) L1=Culvert (Passes 0.42 cfs of 165.74 cfs potential flow) �2=Orifice/Grate (Orifice Controls 0.42 cfs @ 8.50 fps) 3=S harp-C rested Rectangular Weir( Controls 0.00 cfs) POST DEV 32 30 28 26 24 22 20 3 18 LL 16 14 12 10 8 6 Timmons Pond 17P: Wet Pond Hydrograph Type 1124-hr 1-Year Rainfall=3.03" Printed 10/12/2022 I ~ yl I I I I I I I nflpw,'Area= 3: 2 ap - I -';Pdak-Elev-=420.24' - ------------ I I I I -- I I -___I- T I I 7 I I I ; gage=_ C099-6f - I I I I I I I I I I I I I --�I-- I I -r--}--___'---------------------�--r--Ir-----Ir--Ir I I I I I I I I I I I I I I I I __I__ _r__r___I___ r__ --r --- r--r--7 --- r__r--1--- I___r--1---I---r-- --r-- --r--r---r--r__r__r---r__r__r---r--r--I---r--r--r---I---r-- I I I I I I I I I I I I I I I I I I I I _Y I _I _♦ I I I I I _, _r _. _y _r I I _r I I I I I I I _y _I _r _y _, _r _y _I _r I I I I I I I I I I I I 25 30 35 40 45 50 55 60 65 70 75 Time (hours) ■ Inflow ■ Primary POST DEV Prepared by Timmons Type/1 24-hr 1-Year Rainfall=3.03" Printed 10/12/2022 Summary for Link 8L: Total to Pond Inflow Area = 23.221 ac, 50.34% Impervious, Inflow Depth = 0.99" for 1-Year event Inflow = 32.18 cfs @ 12.01 hrs, Volume= 1.925 of Primary = 32.18 cfs @ 12.01 hrs, Volume= 1.925 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Link 8L: Total to Pond Hydrograph �, __ ___I___I___t__ ,__-r-----�---r--*--�---I---*__�__ ,___r__�___I___r__ ___-__ ■Inflow ■Pnmary 3z,a�, } 1rr#Ipw;Area=23::2t ao I I I I I I I I I I I I i _-f T -i -T 1 Ir IIT 7 -T -1 - IIT IIT ---r__r__T---r--r------r--r--T---r--r-- ' ____.__ --- __r__-__y___r__.____ y__--- __ t__ y___I___ r__ 45 50 55 60 65 70 75 80 85 90 95 1 Time (hours) POST DEV Prepared by Timmons Type/1 24-hr 1-Year Rainfall=3.03" Printed 10/12/2022 Summary for Link 14L: Total to Outfall 1 Inflow Area = 24.353 ac, 48.08% Impervious, Inflow Depth > 0.93" for 1-Year event Inflow = 0.42 cfs @ 24.00 hrs, Volume= 1.881 of Primary = 0.42 cfs @ 24.00 hrs, Volume= 1.881 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Link 14L: Total to Outfall 1 Hydrograph r--T r - -T — —T T__I———I___r__ I___ L__ J__J___L I___L__ I I ■Inflow 0.46 oat era __y___r--r--r__y____. I___r__ ■Pnmary 0.44 --L--J--- 0.42 ch J————__J__ Area=24.353-K- 0.42 ''; __;__,_ __I -__,____Inflow 0.4 , 0.36 _ _ I__ I__ _I _r _T _T. _T _l _I _r _T _1 _I _r 0.34_L _L _J _L _J _I _L _L _J _I _L 0.32 ' ,T ----r--t--7———I I——— _____"_ I---r--+--r---I---r-_ 0.28 _ Lam^ 0.26 __r ---T--T---i---i T__. " 0.24 i ,' p 0.22 . , --T __r--r--T--T---I-rTT-r-- __r-r---r--r- v_ 0.2 __1 __I___ L__i__J___ I___ L__i__J--- I___. _i__J___I___ L__ 0.18 0.16 I I I I I I I I I I 0.14 _L _J 0.12 0.1 , _I _L _1 _J _I _L _1 _J _L _L _J _I _L L 0.08 0.06 ,' __! ________L__J__-I___LLJL1!__ J__- 0.04 0.02 Time (hours) POST DEV Prepared by Timmons Type/1 24-hr 1-Year Rainfall=3.03" Printed 10/12/2022 Summary for Link 15L: Total to Outfall 2 Inflow Area = 1.650 ac, 36.12% Impervious, Inflow Depth = 0.97" for 1-Year event Inflow = 0.74 cfs @ 11.99 hrs, Volume= 0.134 of Primary = 0.74 cfs @ 11.99 hrs, Volume= 0.134 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Link 15L: Total to Outfall 2 Hydrograph -L--L--J---'---L--L--L---`--`--'------`--`--L---'---L-- ■Inflow o]acfa --1 1 _ ---I� ' ■Primary 0.8 ' 0 J6 _I ___ ch _5fi aic - 1.6l--inflow Area= 0.75 r7__,�---II---r--f--r 0.7 I I I I I I I I 0.65 0.6 li 0.55 7__,______'r__r__r___r__r__I___i___7__r__7___i___�__ I I I I I I I I I I I 0.5 I I I I I I I I I I I I I I I I I � u 0.45 L__L__J___ L__1__J___I___ L__L__J___I___ L__ p 0'4 1 _ - ___I___I __ __ I___I___1 _ - _ - I__ - I__ I __ - - -I -I - LL 0.35 I I I I I I I 1 1 1 1 1 1 1 1 1 1 0.3 I I I I I I I I 1 I I I I I I -- 0.25 I I I I I I I I I I I I I I I I 02 I 0.15 _ _ -I _7___I___I-__r__ 0.1 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 Time (hours) POST DEV Type 11 24-hr 2-Year Rainfall=3.66" Prepared by Timmons Group Printed 10/12/2022 HydroCAD® 10.10-4a s/n 08663 ©2020 HydroCAD Software Solutions LLC Page 21 Time span=0.00-100.00 hrs, dt=0.05 hrs, 2001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentlS: POST DA 1A Runoff Area=1.392 ac 57.90% Impervious Runoff Depth=1.92" Tc=6.0 min CN=82 Runoff=4.58 cfs 0.222 of Subcatchment2S: POST DA 1 B Runoff Area=14.471 ac 58.50% Impervious Runoff Depth=1.76" Tc=9.4 min CN=80 Runoff=39.62 cfs 2.128 of Subcatchment3S: POST DA 2A Runoff Area=1.239 ac 39.55% Impervious Runoff Depth=1.48" Flow Length=255' Tc=8.3 min CN=76 Runoff=2.97 cfs 0.153 of Subcatchment4S: POST DA 1C Runoff Area=1.132 ac 1.59% Impervious Runoff Depth=0.11" Flow Length=119' Tc=6.3 min CN=45 Runoff=0.02 cfs 0.010 of Subcatchment5S: POST DA 2B Runoff Area=0.411 ac 25.79% Impervious Runoff Depth=1.17" Tc=6.0 min CN=71 Runoff=0.83 cfs 0.040 of Subcatchment6S: POST OFFSITE - Rio Runoff Area=7.100 ac 30.42% Impervious Runoff Depth=0.52" Tc=6.0 min CN=58 Runoff=5.14 cfs 0.306 of Subcatchment7S: Offsite- Road Runoff Area=0.258 ac 100.00% Impervious Runoff Depth=3.43" Tc=6.0 min CN=98 Runoff=1.30 cfs 0.074 of Pond 10P: BID 2A Peak Elev=441.37' Storage=2,616 cf Inflow=2.97 cfs 0.153 of Outflow=0.39 cfs 0.153 of Pond 12P: BID 1A Peak Elev=445.44' Storage=3,380 cf Inflow=4.58 cfs 0.222 of Outflow=0.88 cfs 0.222 of Pond 17P: Wet Pond Peak Elev=421.41' Storage=97,860 cf Inflow=46.68 cfs 2.730 of Outflow=0.49 cfs 2.553 of Link 8L: Total to Pond Inflow=46.68 cfs 2.730 of Primary=46.68 cfs 2.730 of Link 14L: Total to Outfall 1 Inflow=0.50 cfs 2.563 of Primary=0.50 cfs 2.563 of Link 15L: Total to Outfall2 Inflow=1.09 cfs 0.193 of Primary=1.09 cfs 0.193 of Total Runoff Area = 26.003 ac Runoff Volume = 2.933 of Average Runoff Depth = 1.35" 52.68% Pervious = 13.699 ac 47.32% Impervious = 12.304 ac POST DEV Prepared by Timmons Type 11 24-hr 2-Year Rainfall=3.66" Printed 10/12/2022 Summary for Subcatchment 1S: POST DA 1A Runoff = 4.58 cfs @ 11.97 hrs, Volume= 0.222 af, Depth= 1.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Rainfall=3.66" Area (ac) CN Description 0.806 98 Paved parking, HSG B 0.536 61 >75% Grass cover, Good, HSG B 0.050 39 >75% Grass cover, Good, HSG A 1.392 82 Weighted Average 0.586 42.10% Pervious Area 0.806 57.90% Impervious Area Tc Length Capacity Description t-f..x 6.0 Direct Entry, 5 Subcatchment 1S: POST DA 1A Hydrograph Type II 24-hr 4 2-Year Rainfall=3.66" Runoff Area=1.392 ac Runoff Volume=0.222 of 3 Runoff Depth=1.92" Tc=6.0 min 21 I 1 I CN=82 1 6 5 10 15 iO i5 30 35 40 60 65 70 i5 80 85 90 11 ❑ Runoff POST DEV Timmons Type 11 24-hr 2-Year Rainfall=3.66" Summary for Subcatchment 2S: POST DA 1 B Runoff = 39.62 cfs @ 12.01 hrs, Volume= 2.128 af, Depth= 1.76" Printed 10/12/2022 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Rainfall=3.66" Area (ac) CN Description 8.466 98 Paved parking 1.890 39 >75% Grass cover, Good, HSG A 4.115 61 >75% Grass cover, Good, HSG B 14.471 80 Weighted Average 6.005 41.50% Pervious Area 8.466 58.50% Impervious Area Tc Length Capacity Description 9.4 Direct Entry, Tc from Pipe Calcs Subcatchment 2S: POST DA 1B Hydrograph 44 --1---��---;. 42 ___ i ____r--r---r--r------r----- --- 39.82 Cs r--rr--r--- 4638 --�-- I I I I I I I I I I I I -�---I---�---'---L--L---L--1---�--�---'---L---TYpe II 24-hr 36 ' --,-- -------r-----------------'�- 2-Year Rainfa1,1=3.66rr I 32 30 -- __a__ -1------L---L- L--1 RtarnbffA-rea-j 4J474 A0 _+______y______H______H__a______1___I___y___I___+--- I --- +__a___ 28 --r- —Y---I---r---I---r--Y—__r__-__ - Rupoft Vo10mV=2=928- - _ ��Twqio 26 - T - - -r___r__r__7___---r___r____r L___L__1_L__uI--- —Ru__ 24 _1___ --- 3 22 9 20 _ _- y _4_-I _.I -m_y in Hi -Y-I 18 __�I__ _�I___I___I___I___I__�___I __I___L__I___I___I___I___I__I I _ I r I r I r � I r I r I r I_I______ 16 __1__ _1___I___1___ILJ_L__1_L_ 1_ I_ L_ I_ L_ IGN=8a_ i 12 __Y__ I I _Y___I___r___I___r___I___�__Y___I___Y___I___r___I___r___I_ I 10 7__ I _r___�__r___I___r___I___r__7___r__r___I___r___I___r___I___r__1. __L__ _1______L______L______L__1___ i q __y___I___Y___I___r___I___r___I___I 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 Time (hours) ❑ Runoff POST DEV Type 11 24-hr 2-Year Rainfall=3.66" Prepared by Timmons Group Printed 10/12/2022 Summary for Subcatchment 3S: POST DA 2A Runoff = 2.97 cfs @ 12.00 hrs, Volume= 0.153 af, Depth= 1.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Rainfall=3.66" Area (ac) CN Description 0.490 98 0.749 61 1.239 76 Weighted Average 0.749 60.45% Pervious Area 0.490 39.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.7 100 0.0800 0.22 Sheet Flow, Grass: Dense n= 0.240 P2= 3.66" 0.2 52 0.0770 4.47 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.4 103 0.0780 4.50 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 8.3 255 Total Subcatchment 3S: POST DA 2A Hydrograph ❑ Runoff 01 Type II 24-hr 2-Year Rainfall=3.66" Runoff Area=1.239 ac 21 1 1 1 Runoff Volume=0.153 of Runoff Depth=1.48" Flow Length=255' Tc=8.3 min 11 1 Ir I CN=76 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 Time (hours) POST DEV Type 11 24-hr 2-Year Rainfall=3.66" Prepared by Timmons Group Printed 10/12/2022 Summary for Subcatchment 4S: POST DA 1 C Runoff = 0.02 cfs @ 12.92 hrs, Volume= 0.010 af, Depth= 0.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Rainfall=3.66" Area (ac) CN Description 0.018 98 Paved parking, HSG B 0.248 61 >75% Grass cover, Good, HSG B 0.866 39 >75% Grass cover, Good, HSG A 1.132 45 Weighted Average 1.114 98.41 % Pervious Area 0.018 1.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.2 100 0.0530 0.27 Sheet Flow, Grass: Short n= 0.150 P2= 3.66" 0.1 19 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 6.3 119 Total Subcatchment 4S: POST DA 1C Hydrograph 0.017 0.016 002 ch Type II 24-hr 0.015- 0014 2-Year Rainfall=3.66" 0.013 ----------- 7---r--r--7-----__-- - - ____ - 0.012 RunoffA�ea= C+ f32 ac ' -Runoff Volume--Q,.410 of - 0.01 = 0.00s --,---�--,---� --�--,---� --� nth=0.11•' Runoff De� s 0.00a ' Flow Lefl iih=119' ---�--�---�---�--�---�- __: 9 0.007 3;Ill1;n 0.005 rilY 0.002 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 Time (hours) ❑ Runoff POST DEV Timmons Type 11 24-hr 2-Year Rainfall=3.66" Summary for Subcatchment 5S: POST DA 2B Runoff = 0.83 cfs @ 11.98 hrs, Volume= 0.040 af, Depth= 1.17" Printed 10/12/2022 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Rainfall=3.66" Area (ac) CN Description 0.106 98 Paved parking, HSG B 0.305 61 >75% Grass cover, Good, HSG B 0.411 71 Weighted Average 0.305 74.21 % Pervious Area 0.106 25.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5S: POST DA 2B Hydrograph 0.85 o.m. CC! YRe_4-far 0.75 'I --,-- -`--`---`--`---------`------`--g I Year-Rainfafl=166` RurtoffAke�-&49'Ii 0.65 -- I-- - -----I--- -- i---- -- I- I- allc- os J.II I I I I I I I I I I�� I {II� �jI I I I I 1CU o•r vNfMi� �f 0.55 .0 N u 0.5 _ -1 -T __ -I __ -T _ __ -T __ -I -r I I -r __ __ _ __ _ T -I -r -1 T -T I I T---rRunoff 0.45 LL O4 _}------r--{---'---r---------r--{---I---}--I --- LV- F 0.3 I 0.2 I I I I I I I I I I I I I I I I I 0.15 .! -- `---I--- -- -----I --- I -- `--- �----- -- `---I -- 0.1 I I I I I I I I I---�I I I I I I I I I I---I I I--- I I I I I I I I I I I I I I I I I I I I I I I I 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 Time (hours) ■ Runoff POST DEV Prepared by Timmons Type 11 24-hr 2-Year Rainfall=3.66" Printed 10/12/2022 Summary for Subcatchment 6S: POST OFFSITE - Rio Commons Runoff = 5.14 cfs @ 12.00 hrs, Volume= 0.306 af, Depth= 0.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Rainfall=3.66" Area (ac) CN Description 2.160 98 Paved parking 1.750 61 >75% Grass cover, Good, HSG B 3.190 30 Woods, Good, HSG A 7.100 58 Weighted Average 4.940 69.58% Pervious Area 2.160 30.42% Impervious Area Tc Length Capacity Description t-f..x 6.0 Direct Entry, Subcatchment 6S: POST OFFSITE - Rio Commons Hydrograph 5 1 1 r i Type II 24-hr 4 2-Year Rainfall=3.66" Runoff Area=7.100 ac Runoff Volume=0.306 of 3j I I Runoff Depth=0.52" Tc=6.0 min 21 1 1/1 CN=58 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 Time (hours) ❑ Runoff POST DEV Prepared by Timmons Type 11 24-hr 2-Year Rainfall=3.66" Printed 10/12/2022 Summary for Subcatchment 7S: Offsite - Road Runoff = 1.30 cfs @ 11.96 hrs, Volume= 0.074 af, Depth= 3.43" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Rainfall=3.66" Area (ac) CN Description 0.258 98 Paved parking, HSG B 0.258 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 7S: Offsite - Road Hydrograph ❑ Runoff Type II 24-hr 2-Year Rainfall=3.66" Runoff Area=0.258 ac Runoff Volume=0.074 of j Runoff Depth=3.43" Tc=6.0 min A `N 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 Time (hours) POST DEV Type 11 24-hr 2-Year Rainfall=3.66" Prepared by Timmons Group Printed 10/12/2022 Summary for Pond 10P: BIO 2A Inflow Area = 1.239 ac, 39.55% Impervious, Inflow Depth = 1.48" for 2-Year event Inflow = 2.97 cfs @ 12.00 hrs, Volume= 0.153 of Outflow = 0.39 cfs @ 12.41 hrs, Volume= 0.153 af, Atten= 87%, Lag= 24.4 min Primary = 0.39 cfs @ 12.41 hrs, Volume= 0.153 of Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 441.37' @ 12.41 hrs Surf.Area= 2,482 sf Storage= 2,616 cf Plug -Flow detention time= 83.7 min calculated for 0.153 of (100% of inflow) Center -of -Mass det. time= 84.6 min ( 931.4 - 846.8 ) Volume Invert Avail.Storage Storage Description #1 438.50' 9,869 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 438.50 2,482 0.0 0 0 438.51 2,482 40.0 10 10 440.75 2,482 40.0 2,224 2,234 440.76 2,482 25.0 6 2,240 445.00 2,482 25.0 2,631 4,871 445.01 2,482 100.0 25 4,896 445.50 3,040 100.0 1,353 6,249 446.50 4,201 100.0 3,621 9,869 Device Routing Invert Outlet Devices #1 Primary 438.50' 15.0" Round Culvert L= 28.7' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 438.50' / 437.50' S= 0.0348 '/' Cc= 0.900 n= 0.010, Flow Area= 1.23 sf #2 Device 1 438.50' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 445.50' 1.2' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.39 cfs @ 12.41 hrs HW=441.37' (Free Discharge) t1=Culvert (Passes 0.39 cfs of 8.85 cfs potential flow) �2=Orifice/Grate (Orifice Controls 0.39 cfs @ 7.97 fps) 3=S harp-C rested Rectangular Weir( Controls 0.00 cfs) POST DEV Prepared by Timmons Pond 10P: BIO 2A Hydrograph Type 1124-hr 2-Year Rainfall=3.66" Printed 10/12/2022 2.. 1 1 1 1 1 3 Infl1 w Are6=7. 39 aic Peek Elev=441':37' - -- -- -- Storage:;2,616-ef 2 LL 1 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 1 Time (hours) ■ Inflow ■ Primary POST DEV Type 11 24-hr 2-Year Rainfall=3.66" Prepared by Timmons Group Printed 10/12/2022 Summary for Pond 12P: BIO 1A Inflow Area = 1.392 ac, 57.90% Impervious, Inflow Depth = 1.92" for 2-Year event Inflow = 4.58 cfs @ 11.97 hrs, Volume= 0.222 of Outflow = 0.88 cfs @ 12.17 hrs, Volume= 0.222 af, Atten= 81 %, Lag= 11.7 min Primary = 0.88 cfs @ 12.17 hrs, Volume= 0.222 of Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 445.44' @ 12.17 hrs Surf.Area= 2,650 sf Storage= 3,380 cf Plug -Flow detention time= 41.0 min calculated for 0.222 of (100% of inflow) Center -of -Mass det. time= 41.6 min ( 868.4 - 826.7 ) Volume Invert Avail.Storage Storage Description #1 440.92' 7,510 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 440.92 2,650 0.0 0 0 440.93 2,650 40.0 11 11 441.50 2,650 25.0 378 388 445.25 2,650 25.0 2,484 2,873 445.26 2,650 100.0 26 2,899 447.00 2,650 100.0 4,611 7,510 Device Routing Invert Outlet Devices #1 Primary 440.92' 15.0" Round Culvert L= 125.3' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 440.92' / 440.29' S= 0.0050 '/' Cc= 0.900 n= 0.010, Flow Area= 1.23 sf #2 Device 1 440.92' 4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 446.00' 1.2' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.88 cfs @ 12.17 hrs HW=445.44' (Free Discharge) t1=Culvert (Passes 0.88 cfs of 10.82 cfs potential flow) �2=Orifice/Grate (Orifice Controls 0.88 cfs @ 10.04 fps) 3=S harp-C rested Rectangular Weir( Controls 0.00 cfs) POST DEV Prepared by Timmons Pond 12P: BIO 1A Hydrograph Type 1124-hr 2-Year Rainfall=3.66" Printed 10/12/2022 -T--rT--rr---------r--------rT---rr---r-- 5 I I I I InflpHi Area=!1.392 ac I I I I 4 Pe#k;Elevi="5,44' Storae�3,380 �f _ _l I _I _L _1_ J L _1 8 2 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 1 Time (hours) ■ Inflow ■ Primary POST DEV Timmons Type 11 24-hr 2-Year Rainfall=3.66" Summary for Pond 17P: Wet Pond Printed 10/12/2022 Inflow Area = 23.221 ac, 50.34% Impervious, Inflow Depth = 1.41" for 2-Year event Inflow = 46.68 cfs @ 12.01 hrs, Volume= 2.730 of Outflow = 0.49 cfs @ 24.08 hrs, Volume= 2.553 af, Atten= 99%, Lag= 724.7 min Primary = 0.49 cfs @ 24.08 hrs, Volume= 2.553 of Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 421.41' @ 24.08 hrs Surf.Area= 29,173 sf Storage= 97,860 cf Plug -Flow detention time= 2,093.5 min calculated for 2.553 of (94% of inflow) Center -of -Mass det. time= 2,058.2 min ( 2,903.0 - 844.8 ) Volume Invert Avail.Storage Storage Description #1 417.00' 269,279 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 417.00 15,636 0 0 418.00 18,443 17,040 17,040 419.00 21,467 19,955 36,995 420.00 24,591 23,029 60,024 421.00 27,815 26,203 86,227 422.00 31,141 29,478 115,705 423.00 35,467 33,304 149,009 424.00 38,093 36,780 185,789 425.00 41,720 39,907 225,695 426.00 45,447 43,584 269,279 Device Routing Invert Outlet Devices #1 Primary 410.74' 48.0" Round Culvert L= 128.7' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 410.74' / 409.53' S= 0.0094 '/' Cc= 0.900 n= 0.013, Flow Area= 12.57 sf #2 Device 1 417.00' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 422.00' 16.0' long Sharp -Crested Rectangular Weir End Contraction(s) Primary OutFlow Max=0.49 cfs @ 24.08 hrs HW=421.41' (Free Discharge) L1=Culvert (Passes 0.49 cfs of 178.14 cfs potential flow) �2=Orifice/Grate (Orifice Controls 0.49 cfs @ 9.96 fps) 3=S harp-C rested Rectangular Weir( Controls 0.00 cfs) POST DEV 50 45 40 35 30 u e 25 LL 20 15 Timmons Pond 17P: Wet Pond Hydrograph Type 1124-hr 2-Year Rainfall=3.66" Printed 10/12/2022 -'-----1-1--'------L--J-L--L--J------L--J----- L-- J---'-L-- I I I I I I I I I I I I I I I I I 46fiB C I I I I I I I I I I I I I I I I I [fiflpw;Area= 3: 2 ap _ i I I _ Paalt E1eV=42'f .41 1 Siorage= 7,860 cf I I I 7_____________ __ ______ __ __1_________ ___ _ __ I- � I r I I I I I I I I I I I I I I I I I I I L _J _I _L I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 25 30 35 40 45 50 55 60 65 70 75 Time (hours) ■ Inflow ■ Primary POST DEV Prepared by Timmons Type 11 24-hr 2-Year Rainfall=3.66" Printed 10/12/2022 LC Page 35 Summary for Link 8L: Total to Pond Inflow Area = 23.221 ac, 50.34% Impervious, Inflow Depth = 1.41" for 2-Year event Inflow = 46.68 cfs @ 12.01 hrs, Volume= 2.730 of Primary = 46.68 cfs @ 12.01 hrs, Volume= 2.730 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Link 8L: Total to Pond Hydrograph FE ]—I n—fl.—. ❑ Primary 6687fInflow Area=23.221 ac 45 a 35 i i i c 2511 __- ---r--r------r- 10 5 45 50 55 60 65 70 75 80 85 90 95 1 Time (hours) POST DEV Type 11 24-hr 2-Year Rainfall=3.66" Prepared by Timmons Group Printed 10/12/2022 Summary for Link 14L: Total to Outfall 1 Inflow Area = 24.353 ac, 48.08% Impervious, Inflow Depth > 1.26" for 2-Year event Inflow = 0.50 cfs @ 24.00 hrs, Volume= 2.563 of Primary = 0.50 cfs @ 24.00 hrs, Volume= 2.563 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Link 14L: Total to Outfall 1 Hydrograph ■ Inflow ■ Primary Time (hours) POST DEV Type 11 24-hr 2-Year Rainfall=3.66" Prepared by Timmons Group Printed 10/12/2022 Summary for Link 15L: Total to Outfall 2 Inflow Area = 1.650 ac, 36.12% Impervious, Inflow Depth = 1.40" for 2-Year event Inflow = 1.09 cfs @ 11.99 hrs, Volume= 0.193 of Primary = 1.09 cfs @ 11.99 hrs, Volume= 0.193 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Link 15L: Total to Outfall 2 Hydrograph FE ]—I n—fl.—. ❑ Primary Time (hours) POST DEV Type 1124-hr 10-Year Rainfall=5.53" Prepared by Timmons Group Printed 10/12/2022 HydroCAD® 10.10-4a s/n 08663 ©2020 HydroCAD Software Solutions LLC Page 38 Time span=0.00-100.00 hrs, dt=0.05 hrs, 2001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentlS: POST DA 1A Runoff Area=1.392 ac 57.90% Impervious Runoff Depth=3.56" Tc=6.0 min CN=82 Runoff=8.34 cfs 0.413 of Subcatchment2S: POST DA 1 B Runoff Area=14.471 ac 58.50% Impervious Runoff Depth=3.36" Tc=9.4 min CN=80 Runoff=74.68 cfs 4.052 of Subcatchment3S: POST DA 2A Runoff Area=1.239 ac 39.55% Impervious Runoff Depth=2.98" Flow Length=255' Tc=8.3 min CN=76 Runoff=5.96 cfs 0.308 of Subcatchment4S: POST DA 1C Runoff Area=1.132 ac 1.59% Impervious Runoff Depth=0.62" Flow Length=119' Tc=6.3 min CN=45 Runoff=0.84 cfs 0.059 of Subcatchment5S: POST DA 2B Runoff Area=0.411 ac 25.79% Impervious Runoff Depth=2.52" Tc=6.0 min CN=71 Runoff=1.79 cfs 0.086 of Subcatchment6S: POST OFFSITE - Rio Runoff Area=7.100 ac 30.42% Impervious Runoff Depth=1.47" Tc=6.0 min CN=58 Runoff=17.63 cfs 0.871 of Subcatchment7S: Offsite- Road Runoff Area=0.258 ac 100.00% Impervious Runoff Depth=5.29" Tc=6.0 min CN=98 Runoff=1.98 cfs 0.114 of Pond 10P: BID 2A Peak Elev=445.38' Storage=5,883 cf Inflow=5.96 cfs 0.308 of Outflow=0.61 cfs 0.308 of Pond 12P: BID 1A Peak Elev=446.59' Storage=6,423 cf Inflow=8.34 cfs 0.413 of Outflow=2.59 cfs 0.413 of Pond 17P: Wet Pond Peak Elev=422.31' Storage=125,632 cf Inflow=94.84 cfs 5.449 of Outflow=9.63 cfs 5.128 of Link 8L: Total to Pond Inflow=94.84 cfs 5.449 of Primary=94.84 cfs 5.449 of Link 14L: Total to Outfall 1 Inflow=9.75 cfs 5.186 of Primary=9.75 cfs 5.186 of Link 15L: Total to Outfall 2 Inflow=2.26 cfs 0.394 of Primary=2.26 cfs 0.394 of Total Runoff Area = 26.003 ac Runoff Volume = 5.902 of Average Runoff Depth = 2.72" 52.68% Pervious = 13.699 ac 47.32% Impervious = 12.304 ac POST DEV Timmons Type II 24-hr 10-Year Rainfall=5.53" Summary for Subcatchment 1S: POST DA 1A Runoff = 8.34 cfs @ 11.97 hrs, Volume= 0.413 af, Depth= 3.56" Printed 10/12/2022 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=5.53" Area (ac) CN Description 0.806 98 Paved parking, HSG B 0.536 61 >75% Grass cover, Good, HSG B 0.050 39 >75% Grass cover, Good, HSG A 1.392 82 Weighted Average 0.586 42.10% Pervious Area 0.806 57.90% Impervious Area Tc Length Capacity Description 6.0 Direct Entry, Subcatchment 1S: POST DA 1A Hydrograph 9 ❑Runoff B.S1 Cs $ Type II 24-hr - - - -10-Year Rainfall=5.53" 7 Runoff Area=1.392 ac 6 Runoff Volume=0.413 of 5 ' Runoff Depth=3.56" Tc=6.0 min CN=$2 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 Time (hours) POST DEV Timmons Type II 24-hr 10-Year Rainfall=5.53" Summary for Subcatchment 2S: POST DA 1 B Runoff = 74.68 cfs @ 12.01 hrs, Volume= 4.052 af, Depth= 3.36" Printed 10/12/2022 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=5.53" Area (ac) CN Description 8.466 98 Paved parking 1.890 39 >75% Grass cover, Good, HSG A 4.115 61 >75% Grass cover, Good, HSG B 14.471 80 Weighted Average 6.005 41.50% Pervious Area 8.466 58.50% Impervious Area Tc Length L 75 --a-- 70 _-;-- 65 60 55 50 N l 45 c 40 L u 35 --r-- 30 25 20 15 10 Capacity Description Direct Entry, Tc from Pipe Calcs Subcatchment 2S: POST DA 1B Hydrograph --------- -' - Type II 24-hr I I I - L---I- ---------L--L--I - - 10-Year Rainfall=5.53" r---r r - - -r r--r---r--1---r -{--- :---------- Runoff Area=14.471 ac I _L--- IL___I___L__L___�__ Runoff Volume=4.052 of I I I I I I I _r- --r--r---I--- r--r--- r-- r-- -r - -r_ - : Runoff Depth=3.36„ I I I I I I I I I I - ---I--- --- L--L---L--1---L--1 ---I--- Tc=9.4 min /'� pp _r--- r--r--- r--r--r--- r--7--- r--r--- r--r--- __ C N CVO -} -I -} -I -{ -{ -r -y -� -{ -I -} -I -{ -I I I I I I I I I I I I I I I I _1___I___L---I---L--J---L__1---L--1---I---1--J---L--I_. r I- - T r t -h -{ -F -Y -F -{ -I------------- I -F 1 i ___I___L__ �I___i __i___I___ 1___I_. L__J___L 60 65 70 i5 iO 85 90 95 161 ❑ Runoff POST DEV Type 1124-hr 10-Year Rainfall=5.53" Prepared by Timmons Group Printed 10/12/2022 Summary for Subcatchment 3S: POST DA 2A Runoff = 5.96 cfs @ 12.00 hrs, Volume= 0.308 af, Depth= 2.98" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=5.53" Area (ac) CN Description 0.490 98 0.749 61 1.239 76 Weighted Average 0.749 60.45% Pervious Area 0.490 39.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.7 100 0.0800 0.22 Sheet Flow, Grass: Dense n= 0.240 P2= 3.66" 0.2 52 0.0770 4.47 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.4 103 0.0780 4.50 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 8.3 255 Total Subcatchment 3S: POST DA 2A Hydrograph ❑ Runoff Type II 24-hr 10-Year Rainfall=5.53"- 5 Runoff Area=1.239 ac 4 Runoff Volume=0.308 af- Runoff Depth=2.98" 3 Flow Length=255' Tc=$.3, min _ 2 CN=76 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 Time (hours) POST DEV Timmons Type II 24-hr 10-Year Rainfall=5.53" Summary for Subcatchment 4S: POST DA 1 C Runoff = 0.84 cfs @ 12.01 hrs, Volume= 0.059 af, Depth= 0.62" Printed 10/12/2022 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=5.53" Area (ac) CN Description 0.018 98 Paved parking, HSG B 0.248 61 >75% Grass cover, Good, HSG B 0.866 39 >75% Grass cover, Good, HSG A 1.132 45 Weighted Average 1.114 98.41 % Pervious Area 0.018 1.59% Impervious Area Tc Length Capacity Description 6.2 100 0.0530 0.27 Sheet Flow, Grass: Short n= 0.150 P2= 3.66" 0.1 19 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 6.3 119 Total Subcatchment 4S: POST DA 1C I I I I I I I I I I I 0.85 - _ Type II 24-hr 0.8 - 0.75 _r__�__Jr__7___i __r__i__Jr--r-10-Xear-RainfaR-5.53"- 0.7 I I I I I I I I I I I I r _ _ - - T - 0.65 r--r------r-- Ru rj0ff AFee-TA32dc= _r�'1__ 06 __r___I___r__r_ Runoff Voltame=a.00 of 0.55 -7 r -Y i i -7 -I - I Depth= 0.5 ----- -Runoff-I 0 I 1 __II 'I.62"- ffo�w______IItei th'-fi1.9' LLo0a.53 0.4 l - 0.35 _ Tc- . -mFn ''ll _I 0.25 .-----'----=--------------------------�CNI=45 0.2----- I I --------i----------'---i-----L--'------i----------- I I I I I I I I I I I I I I 0.15 I I 0.1 I I I I 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 Time (hours) ❑ Runoff POST DEV Prepared by Timmons Type II 24-hr 10-Year Rainfall=5.53" Printed 10/12/2022 Summary for Subcatchment 5S: POST DA 2B Runoff = 1.79 cfs @ 11.97 hrs, Volume= 0.086 af, Depth= 2.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=5.53" Area (ac) CN Description 0.106 98 Paved parking, HSG B 0.305 61 >75% Grass cover, Good, HSG B 0.411 71 Weighted Average 0.305 74.21 % Pervious Area 0.106 25.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5S: POST DA 2B Hydrograph ❑ Runoff Type II 24-hr 10-Year Rainfall=5.53" Runoff Area=0.411 ac Runoff Volume=0.086 of LL 1� I I Runoff Depth=2.52" Tc=6.0 min CN=71 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 Time (hours) POST DEV Timmons Type II 24-hr 10-Year Rainfall=5.53" Printed 10/12/2022 Summary for Subcatchment 6S: POST OFFSITE - Rio Commons Runoff = 17.63 cfs @ 11.98 hrs, Volume= 0.871 af, Depth= 1.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=5.53" Area (ac) CN Description 2.160 98 Paved parking 1.750 61 >75% Grass cover, Good, HSG B 3.190 30 Woods, Good, HSG A 7.100 58 Weighted Average 4.940 69.58% Pervious Area 2.160 30.42% Impervious Area Tc Length Capacity Description 6.0 Direct Entry, Subcatchment 6S: POST OFFSITE - Rio Commons Hydrograph 18 --�-- ---------------------a------------�- Type II 24-hr 16 --,-- -{-------------------;--- :--10-Year Rainfall=5.53" 15- 14 ' Runoff Area=7.100 --�-- ------------------- ------- ac 13 ' _-�-- ------------------"------:---Runoff Volume=0.871 of =_ 11 --,-- -T--- ---r--- ---Y--Y ---r--Y --- 'Y--,-Runoff Depth=1.47" -Y -Y -I -Y -I -Y -Y -Y -Y -Y -I -t - Tc=6.0 min . LL ' -Y 8 I _T---r--r___r__r__Y___r__T___r__Y___r__r___. /1 7 t! N -58 __�__ _T---r--r___r--r__T---r-7---r--T---r--r---r --r-- _'i 6 _ T---r-- r___r--r__T---r--r--r-T --- -�_-.- -ri---rr----- 5 '_ 1 1 I I 1 1 I I '--T-- -T--- r--r--- rr--T --- r--7--- r--T--- rr--rr--- _ -Ir --�17-- 4 1 1 I I 1 1 I I 1 I -T--- r--r--- rr--T --- r--7--- r--T--- rr--- rr--T--- r--7 - 3 - ___--- ------- -- --- r__ 2 1 r--r__T --- r__7--- r--T---r--r--- r--r--T--- r--7--- 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 Time (hours) ❑ Runoff POST DEV Prepared by Timmons Type II 24-hr 10-Year Rainfall=5.53" Printed 10/12/2022 Summary for Subcatchment 7S: Offsite - Road Runoff = 1.98 cfs @ 11.96 hrs, Volume= 0.114 af, Depth= 5.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=5.53" Area (ac) CN Description 0.258 98 Paved parking, HSG B 0.258 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 7S: Offsite - Road Hydrograph ❑ Runoff 2 1 Type II 24-hr 10-Year Rainfall=5.53" Runoff Area=0.258 ac Runoff Volume=0.114 of Runoff Depth=5.29" Tc=6.0 min A `N 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 Time (hours) POST DEV Type 1124-hr 10-Year Rainfall=5.53" Prepared by Timmons Group Printed 10/12/2022 Summary for Pond 10P: BIO 2A Inflow Area = 1.239 ac, 39.55% Impervious, Inflow Depth = 2.98" for 10-Year event Inflow = 5.96 cfs @ 12.00 hrs, Volume= 0.308 of Outflow = 0.61 cfs @ 12.50 hrs, Volume= 0.308 af, Atten= 90%, Lag= 30.2 min Primary = 0.61 cfs @ 12.50 hrs, Volume= 0.308 of Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 445.38' @ 12.50 hrs Surf.Area= 2,900 sf Storage= 5,883 cf Plug -Flow detention time=109.8 min calculated for 0.307 of (100% of inflow) Center -of -Mass det. time= 110.4 min ( 937.1 - 826.7 ) Volume Invert Avail.Storage Storage Description #1 438.50' 9,869 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 438.50 2,482 0.0 0 0 438.51 2,482 40.0 10 10 440.75 2,482 40.0 2,224 2,234 440.76 2,482 25.0 6 2,240 445.00 2,482 25.0 2,631 4,871 445.01 2,482 100.0 25 4,896 445.50 3,040 100.0 1,353 6,249 446.50 4,201 100.0 3,621 9,869 Device Routing Invert Outlet Devices #1 Primary 438.50' 15.0" Round Culvert L= 28.7' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 438.50' / 437.50' S= 0.0348 '/' Cc= 0.900 n= 0.010, Flow Area= 1.23 sf #2 Device 1 438.50' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 445.50' 1.2' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.61 cfs @ 12.50 hrs HW=445.38' (Free Discharge) t1=Culvert (Passes 0.61 cfs of 14.77 cfs potential flow) �2=Orifice/Grate (Orifice Controls 0.61 cfs @ 12.51 fps) 3=S harp-C rested Rectangular Weir( Controls 0.00 cfs) POST DEV Type 1124-hr 10-Year Rainfall=5.53" Prepared by Timmons Group Printed 10/12/2022 Pond 10P: BIO 2A Hydrograph 1 f= I fl%� r ■ Inflow 6 o I------n--N�A e��_ '7 .3�'d--- .Pdmary Pe#k Erevi::445,3Q� 5 r--, a I I I I I I I I I I I I I I I I I 8 I I I I I I I I I I I I I I I I I I I I I I I 2 I i i i I I I I I I i i i I I I I I 1 nai .k I I I 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 1 Time (hours) POST DEV Type 1124-hr 10-Year Rainfall=5.53" Prepared by Timmons Group Printed 10/12/2022 Summary for Pond 12P: BIO 1A Inflow Area = 1.392 ac, 57.90% Impervious, Inflow Depth = 3.56" for 10-Year event Inflow = 8.34 cfs @ 11.97 hrs, Volume= 0.413 of Outflow = 2.59 cfs @ 12.11 hrs, Volume= 0.413 af, Atten= 69%, Lag= 8.6 min Primary = 2.59 cfs @ 12.11 hrs, Volume= 0.413 of Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 446.59' @ 12.11 hrs Surf.Area= 2,650 sf Storage= 6,423 cf Plug -Flow detention time= 47.8 min calculated for 0.412 of (100% of inflow) Center -of -Mass det. time= 48.4 min ( 857.5 - 809.1 ) Volume Invert Avail.Storage Storage Description #1 440.92' 7,510 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 440.92 2,650 0.0 0 0 440.93 2,650 40.0 11 11 441.50 2,650 25.0 378 388 445.25 2,650 25.0 2,484 2,873 445.26 2,650 100.0 26 2,899 447.00 2,650 100.0 4,611 7,510 Device Routing Invert Outlet Devices #1 Primary 440.92' 15.0" Round Culvert L= 125.3' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 440.92' / 440.29' S= 0.0050 '/' Cc= 0.900 n= 0.010, Flow Area= 1.23 sf #2 Device 1 440.92' 4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 446.00' 1.2' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=2.55 cfs @ 12.11 hrs HW=446.58' (Free Discharge) t1=Culvert (Passes 2.55 cfs of 12.30 cfs potential flow) �2=Orifice/Grate (Orifice Controls 0.98 cfs @ 11.28 fps) 3=S harp-C rested Rectangular Weir(Weir Controls 1.56 cfs @ 2.49 fps) POST DEV Type 1124-hr 10-Year Rainfall=5.53" Prepared by Timmons Group Printed 10/12/2022 Pond 12P: BIO 1A Hydrograph ■Inflow 9 e.aa �h li li li li li li li li li li ■Primary I I I I I I I I I I I I I I I Inf pw Area=�. J arc $ I I I I I I I I I I -----I, ----Peok;Erev�=446,5$�'- 7' �I Storaje 6-423-ef- 6 I I I I I I I I I I I I I I I I I I I I I I I I I I I I 4- 3- 2 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 1 Time (hours) POST DEV Timmons Type II 24-hr 10-Year Rainfall=5.53" Summary for Pond 17P: Wet Pond Printed 10/12/2022 Inflow Area = 23.221 ac, 50.34% Impervious, Inflow Depth = 2.82" for 10-Year event Inflow = 94.84 cfs @ 12.00 hrs, Volume= 5.449 of Outflow = 9.63 cfs @ 12.60 hrs, Volume= 5.128 af, Atten= 90%, Lag= 35.7 min Primary = 9.63 cfs @ 12.60 hrs, Volume= 5.128 of Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 422.31' @ 12.60 hrs Surf.Area= 32,491 sf Storage= 125,632 cf Plug -Flow detention time=1,289.1 min calculated for 5.128 of (94% of inflow) Center -of -Mass det. time= 1,256.2 min ( 2,083.8 - 827.6 ) Volume Invert Avail.Storage Storage Description #1 417.00' 269,279 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 417.00 15,636 0 0 418.00 18,443 17,040 17,040 419.00 21,467 19,955 36,995 420.00 24,591 23,029 60,024 421.00 27,815 26,203 86,227 422.00 31,141 29,478 115,705 423.00 35,467 33,304 149,009 424.00 38,093 36,780 185,789 425.00 41,720 39,907 225,695 426.00 45,447 43,584 269,279 Device Routing Invert Outlet Devices #1 Primary 410.74' 48.0" Round Culvert L= 128.7' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 410.74' / 409.53' S= 0.0094 '/' Cc= 0.900 n= 0.013, Flow Area= 12.57 sf #2 Device 1 417.00' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 422.00' 16.0' long Sharp -Crested Rectangular Weir End Contraction(s) Primary OutFlow Max=9.62 cfs @ 12.60 hrs HW=422.31' (Free Discharge) L1=Culvert (Passes 9.62 cfs of 187.20 cfs potential flow) �2=Orifice/Grate (Orifice Controls 0.54 cfs @ 10.97 fps) 3=S harp-C rested Rectangular Weir(Weir Controls 9.08 cfs @ 1.83 fps) POST DEV Timmons Pond 17P: Wet Pond Type 11 24-hr 10-Year Rainfall=5.53" Printed 10/12/2022 Hydrograph -- ------ -- -- I I I I +flow are=:-Oc- --1---`--L--J------L--;--J---'-- - I IIIIIIIIII - - - { - - , -Peat-Ehev--422.31'- r__r__r__r--- r__r__r--- �___r__r__r--- I___r__r__ L L L J J ' L %QTa9eJ_ -1 %63g gf- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I 1 1 I _11 _I _L 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 I I I I I I I 1 1 I I I I I 1 1 1 1 _L _1 I I I I I I I I I I I I 1 1 1 1 I I I I I I I I I I I I 1 1 1 1 1 1 1 1 1 1 I 1 1 9.83J___L__I 40 45 50 55 60 65 70 75 80 85 90 95 1 Time (hours) ■ Inflow ■ Primary POST DEV Prepared by Timmons Type II 24-hr 10-Year Rainfall=5.53" Printed 10/12/2022 Summary for Link 8L: Total to Pond Inflow Area = 23.221 ac, 50.34% Impervious, Inflow Depth = 2.82" for 10-Year event Inflow = 94.84 cfs @ 12.00 hrs, Volume= 5.449 of Primary = 94.84 cfs @ 12.00 hrs, Volume= 5.449 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Link 8L: Total to Pond Hydrograph ' --------- ■Inflow 105 r sa each _r_ T___I___r__r__r__ 1 1 ■Pnmary 10095 ', I 1 I I I I 1 Inflow Area=23.221 ac- - 90 85 '/- T T--T---- r--T-- ao I I I I I I I I I I I I I I I I 75 /' __� _L--`--'---1---L--1--J---1---L--1-- '---`--L--J---1---L--1-- 70 '� 1 65 I I I -r__r__�___r--r__T--T---r--r-r--r--r-T--T---r--r--T-- I I I I I I I I I I I I I I 1 .@ 60 / - - -1---__1------ 1---1------ L--i--------��------ V / 50 I 1 _1 E 45 1 1 1 1 1 1 1 1 ' --T -1--r--___1---r__T--T---r--r-- ---r--r--T--T---1---r--T- - 40 / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 35 / ' / _ 300 25 / 1 1 1 1 � - T _T -T -1 -r -T -T -1 -r _1-1 -r -r _' -1 -r _, PO �/ __1 I__I__ I__I__ I I 1 15 45 50 55 60 65 70 75 80 85 90 95 100 Time (hours) POST DEV Prepared by Timmons Type II 24-hr 10-Year Rainfall=5.53" Printed 10/12/2022 LLC Page 53 Summary for Link 14L: Total to Outfall 1 Inflow Area = 24.353 ac, 48.08% Impervious, Inflow Depth > 2.56" for 10-Year event Inflow = 9.75 cfs @ 12.59 hrs, Volume= 5.186 of Primary = 9.75 cfs @ 12.59 hrs, Volume= 5.186 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Link 14L: Total to Outfall 1 Hydrograph ❑ InHow ❑ Primary 9 75 ah 0 9750` Inflow Area=24.353 ac 9 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 7 I I I I I I I I I I I I I I I I LF" 6 I I I I I I I I I I I I I I I I I I I I I I I 3 I I I I I I I I I I I I I I I I I LL I I I I I I I I I I I I I I I I 4 I I I I I I I I I I I i I 1 45 50 55 60 65 70 75 80 85 90 95 1 Time (hours) POST DEV Type 1124-hr 10-Year Rainfall=5.53" Prepared by Timmons Group Printed 10/12/2022 Summary for Link 15L: Total to Outfall 2 Inflow Area = 1.650 ac, 36.12% Impervious, Inflow Depth = 2.87" for 10-Year event Inflow = 2.26 cfs @ 11.98 hrs, Volume= 0.394 of Primary = 2.26 cfs @ 11.98 hrs, Volume= 0.394 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Link 15L: Total to Outfall 2 Hydrograph FE ]—I n—fl.—. ❑ Primary Time (hours) POST DEV Type // 24-hr 100-Year Rainfall=9.09" Prepared by Timmons Group Printed 10/12/2022 HydroCAD® 10.10-4a s/n 08663 ©2020 HydroCAD Software Solutions LLC Page 55 Time span=0.00-100.00 hrs, dt=0.05 hrs, 2001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentlS: POST DA 1A Runoff Area=1.392 ac 57.90% Impervious Runoff Depth=6.90" Tc=6.0 min CN=82 Runoff=15.61 cfs 0.800 of Subcatchment2S: POST DA 1 B Runoff Area=14.471 ac 58.50% Impervious Runoff Depth=6.65" Tc=9.4 min CN=80 Runoff=143.59 cfs 8.024 of Subcatchment3S: POST DA 2A Runoff Area=1.239 ac 39.55% Impervious Runoff Depth=6.16" Flow Length=255' Tc=8.3 min CN=76 Runoff=12.01 cfs 0.636 of Subcatchment4S: POST DA 1C Runoff Area=1.132 ac 1.59% Impervious Runoff Depth=2.34" Flow Length=119' Tc=6.3 min CN=45 Runoff=4.41 cfs 0.221 of Subcatchment5S: POST DA 2B Runoff Area=0.411 ac 25.79% Impervious Runoff Depth=5.54" Tc=6.0 min CN=71 Runoff=3.86 cfs 0.190 of Subcatchment6S: POST OFFSITE - Rio Runoff Area=7.100 ac 30.42% Impervious Runoff Depth=3.92" Tc=6.0 min CN=58 Runoff=48.53 cfs 2.321 of Subcatchment7S: Offsite- Road Runoff Area=0.258 ac 100.00% Impervious Runoff Depth=8.85" Tc=6.0 min CN=98 Runoff=3.26 cfs 0.190 of Pond 10P: BIO 2A Peak Elev=448.18' Storage=9,869 cf Inflow=12.01 cfs 0.636 of Outflow=10.25 cfs 0.636 of Pond 12P: BIO 1A Peak Elev=455.11' Storage=7,510 cf Inflow=15.61 cfs 0.800 of Outflow=20.40 cfs 0.822 of Pond 17P: Wet Pond Peak Elev=423.90' Storage=181,884 cf Inflow=203.96 cfs 11.358 of Outflow=134.08 cfs 11.032 of Link 8L: Total to Pond Inflow=203.96 cfs 11.358 of Primary=203.96 cfs 11.358 of Link 14L: Total to Outfall 1 Inflow=136.06 cfs 11.253 of Primary=136.06 cfs 11.253 of Link 15L: Total to Outfall2 Inflow=11.46 cfs 0.826 of Primary=11.46 cfs 0.826 of Total Runoff Area = 26.003 ac Runoff Volume = 12.382 of Average Runoff Depth = 5.71" 52.68% Pervious = 13.699 ac 47.32% Impervious = 12.304 ac POST DEV Timmons Type/1 24-hr 100-Year Rainfall=9.09" Summary for Subcatchment 1S: POST DA 1A Runoff = 15.61 cfs @ 11.96 hrs, Volume= 0.800 af, Depth= 6.90" Printed 10/12/2022 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Rainfall=9.09" Area (ac) CN Description 0.806 98 Paved parking, HSG B 0.536 61 >75% Grass cover, Good, HSG B 0.050 39 >75% Grass cover, Good, HSG A 1.392 82 Weighted Average 0.586 42.10% Pervious Area 0.806 57.90% Impervious Area Tc Length Capacity Description 6.0 Direct Entry, Subcatchment 1S: POST DA 1A Hydrograph 17 16 1 15.81 cfa 1 ' -1 -I _1 _L 11_Type II 24-hr 16 --=---11-- 14 1 �11-------;---11�100-Year Rainfall=9.09" - 13 1 '-- 1---r-----r--'-- 1 Runoff Area=1.392 ac 12 Runoff Volume=0.800 of 1 1 1 1 I y 1 1 I I 1 1 1 I I 1 1 -------------------1 -Runoff Depth=6.90" 9 1 1 1 1 1 1 6 -- - ------ ------ -- --- -----'�-- --� - Tc=6.0 min LL ' 1 1 1 1 1 1 1 1 1 1 1 L--L---L--1-- 1 CN=82 6 1 1 1 1 1 1 1 1 1 1 1 1 5 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ' 7__ _7___i__r___1___r___1___1r__ �___r__r___1___r___1___r___1___r. 4 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 _T---1---r---1---r--r---r--'---r__T___r__r__--- __r__-___r__y__ 3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 1 1 �11LJL__J___L_____1___1___1___L__J___L__J___L__J___ I I I I I I I I I I I I I I I I I 60 65 70 i5 iO 85 90 95 161 ❑ Runoff POST DEV Timmons Type/1 24-hr 100-Year Rainfall=9.09" Summary for Subcatchment 2S: POST DA 1 B Runoff = 143.59 cfs @ 12.00 hrs, Volume= 8.024 af, Depth= 6.65" Printed 10/12/2022 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Rainfall=9.09" Area (ac) CN Description 8.466 98 Paved parking 1.890 39 >75% Grass cover, Good, HSG A 4.115 61 >75% Grass cover, Good, HSG B 14.471 80 Weighted Average 6.005 41.50% Pervious Area 8.466 58.50% Impervious Area Tc Length Capacity Description 9.4 Direct Entry, Tc from Pipe Calcs Subcatchment 2S: POST DA 1B Hydrograph 160 150 lase - I I I I I I I I c� 140 ; Type II 24-hr ,36 I I I I I I I Rainfall=9.09" _-100-Year 120 I I __ �i-_I I Runoff Area=14.471 ac- 10 Runoff Volurnqz�024#_ 90 -i-- - ---------------;--;-----J,---'ll-Runoff!Dptb=6.0'- 1I I I I 86 I I I I I I I — I F 70 60 _ I__ ___I___I __ I___I___I ___I___I __ I_ --I-- C- $a - 50 I I r- I I I I I I I I I I I I I I I I _f _y _t _y _I _i y 40 I 30 I I I I I I I I I I I I I I I I I I 20 I I I I I 10 I I I I I I I I I I I I I I I I I 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) ❑ Runoff POST DEV Timmons Type/1 24-hr 100-Year Rainfall=9.09" Summary for Subcatchment 3S: POST DA 2A Runoff = 12.01 cfs @ 11.99 hrs, Volume= 0.636 af, Depth= 6.16" Printed 10/12/2022 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Rainfall=9.09" Area (ac) CN Description 0.490 98 0.749 61 1.239 76 Weighted Average 0.749 60.45% Pervious Area 0.490 39.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.7 100 0.0800 0.22 Sheet Flow, Grass: Dense n= 0.240 P2= 3.66" 0.2 52 0.0770 4.47 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.4 103 0.0780 4.50 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 8.3 255 Total Subcatchment 3S: POST DA 2A Hydrograph 13 ❑Runoff 12 -' --' --' -- Type II 24-hr I r Rainfall=9.09rr --,-- - r--- - - - ------r--; -----;---'r400-Year Runoff Area=1.239 ac ---- '--- ---'- - --Runoff Volume=0.636 of 8 Runoff Depth=6.16" r6 6 ' Flow Length=255' Tc=8.3 min 4 -- CN=76 3 r------------- r-- -i- - -- r--------'___i 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 Time (hours) POST DEV Prepared by Timmons Type/1 24-hr 100-Year Rainfall=9.09" Printed 10/12/2022 Summary for Subcatchment 4S: POST DA 1 C Runoff = 4.41 cfs @ 11.99 hrs, Volume= 0.221 af, Depth= 2.34" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Rainfall=9.09" Area (ac) CN Description 0.018 98 Paved parking, HSG B 0.248 61 >75% Grass cover, Good, HSG B 0.866 39 >75% Grass cover, Good, HSG A 1.132 45 Weighted Average 1.114 98.41 % Pervious Area 0.018 1.59% Impervious Area Tc Length Capacity Description t-f..x 6.2 100 0.0530 0.27 Sheet Flow, Grass: Short n= 0.150 P2= 3.66" 0.1 19 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 6.3 119 Total Subcatchment 4S: POST DA 1C Hydrograph 4 3 1 Type II 24-hr 100-Year Rainfall=9.09" Runoff Area=1.132 ac Runoff Volume=0.221 of Runoff Depth=2.34" Flow Length=119' Tc=6.3 min CN=45 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 Time (hours) ❑ Runoff POST DEV Prepared by Timmons Type/1 24-hr 100-Year Rainfall=9.09" Printed 10/12/2022 Summary for Subcatchment 5S: POST DA 2B Runoff = 3.86 cfs @ 11.97 hrs, Volume= 0.190 af, Depth= 5.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Rainfall=9.09" Area (ac) CN Description 0.106 98 Paved parking, HSG B 0.305 61 >75% Grass cover, Good, HSG B 0.411 71 Weighted Average 0.305 74.21 % Pervious Area 0.106 25.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5S: POST DA 2B Hydrograph 4 3.88 Cs Type II 24-hr 100-Year Rainfall=9.09" 3 Runoff Area=0.411 ac Runoff Volume=0.190 of Runoff Depth=5.54" 2 Tc=6.0 min CN=71 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 Time (hours) ❑ Runoff POST DEV Timmons Type/1 24-hr 100-Year Rainfall=9.09" Printed 10/12/2022 Summary for Subcatchment 6S: POST OFFSITE - Rio Commons Runoff = 48.53 cfs @ 11.98 hrs, Volume= 2.321 af, Depth= 3.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Rainfall=9.09" Area (ac) CN Description 2.160 98 Paved parking 1.750 61 >75% Grass cover, Good, HSG B 3.190 30 Woods, Good, HSG A 7.100 58 Weighted Average 4.940 69.58% Pervious Area 2.160 30.42% Impervious Area Tc Length Capacity Description 6.0 Direct Entry, Subcatchment 6S: POST OFFSITE - Rio Commons Hydrograph I I I I I i i i i i i 50 aria cfs Type II 24-hr I I I 45 - -_I _.---100-Year Rainfall=9.09" 40 , Runoff Area=7.100 ac 35 Runoff Volume=2.321 of I I I I I Runoff Depth=3.92" w 3° V 0 25 Tc=6.0 min LL I I I I I I I I z° �CN=58 r__y--- I___r--- I___r___i___r__.I 15 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 10 I I I I I I I I I I I I I I I I - 5 I I I I I I I I 0 5 10 15 20 1 35 40 0 60 65 70 i5 :1 85 90 95 101 ❑ Runoff POST DEV Prepared by Timmons Type/1 24-hr 100-Year Rainfall=9.09" Printed 10/12/2022 Summary for Subcatchment 7S: Offsite - Road Runoff = 3.26 cfs @ 11.96 hrs, Volume= 0.190 af, Depth= 8.85" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Rainfall=9.09" Area (ac) CN Description 0.258 98 Paved parking, HSG B 0.258 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 7S: Offsite - Road Hydrograph Type II 24-hr 3 100-Year Rainfall=9.09" Runoff Area=0.258 ac Runoff Volume=0.190 of 2 Runoff Depth=8.85" Tc=6.0 min CN=98 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 Time (hours) ❑ Runoff POST DEV Timmons Type/1 24-hr 100-Year Rainfall=9.09" Summary for Pond 10P: BIO 2A [931 Warning: Storage range exceeded by 1.68' Printed 10/12/2022 Inflow Area = 1.239 ac, 39.55% Impervious, Inflow Depth = 6.16" for 100-Year event Inflow = 12.01 cfs @ 11.99 hrs, Volume= 0.636 of Outflow = 10.25 cfs @ 12.10 hrs, Volume= 0.636 af, Atten= 15%, Lag= 6.3 min Primary = 10.25 cfs @ 12.10 hrs, Volume= 0.636 of Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 448.18' @ 12.10 hrs Surf.Area= 4,201 sf Storage= 9,869 cf Plug -Flow detention time= 92.9 min calculated for 0.636 of (100% of inflow) Center -of -Mass det. time= 92.1 min ( 898.1 - 806.0 ) Volume Invert Avail.Storage Storage Description #1 438.50' 9,869 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 438.50 2,482 0.0 0 0 438.51 2,482 40.0 10 10 440.75 2,482 40.0 2,224 2,234 440.76 2,482 25.0 6 2,240 445.00 2,482 25.0 2,631 4,871 445.01 2,482 100.0 25 4,896 445.50 3,040 100.0 1,353 6,249 446.50 4,201 100.0 3,621 9,869 Device Routing Invert Outlet Devices #1 Primary 438.50' 15.0" Round Culvert L= 28.7' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 438.50' / 437.50' S= 0.0348 '/' Cc= 0.900 n= 0.010, Flow Area= 1.23 sf #2 Device 1 438.50' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 445.50' 1.2' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=10.22 cfs @ 12.10 hrs HW=448.17' (Free Discharge) L1=Culvert (Passes 10.22 cfs of 17.77 cfs potential flow) �2=Orifice/Grate (Orifice Controls 0.73 cfs @ 14.87 fps) 3=S harp-C rested Rectangular Weir(Weir Controls 9.49 cfs @ 5.34 fps) POST DEV 0 LL Timmons Pond 10P: BIO 2A Hydrograph Type 11 24-hr 100-Year Rainfall=9.09" Printed 10/12/2022 I I I I I I I I I I I I I I ---I- ,--- a-nfllovv Aire I I I- I I I I I I I I I I r r Storage=9,868_ef_ I I I I I I I I I I I I I I I I I I I I I I i i i I I I I I I I I I I I I I I I I I I I I I I I I I I r--r--r--- r--r--- r --r-- I I I I I I I I I I I I I I I I I -I--------I_ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 25 30 35 40 45 50 55 60 65 70 75 Time (hours) ■ Inflow ■ Primary POST DEV Type 11 24-hr 100-Year Rainfall=9.09" Prepared by Timmons Group Printed 10/12/2022 Summary for Pond 12P: BIO 1A [931 Warning: Storage range exceeded by 8.11' [881 Warning: Qout>Qin may require smaller dt or Finer Routing Inflow Area = 1.392 ac, 57.90% Impervious, Inflow Depth = 6.90" for 100-Year event Inflow = 15.61 cfs @ 11.96 hrs, Volume= 0.800 of Outflow = 20.40 cfs @ 11.96 hrs, Volume= 0.822 af, Atten= 0%, Lag= 0.0 min Primary = 20.40 cfs @ 11.96 hrs, Volume= 0.822 of Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 455.11' @ 11.95 hrs Surf.Area= 2,650 sf Storage= 7,510 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 35.1 min ( 825.5 - 790.4 ) Volume Invert Avail.Storage Storage Description #1 440.92' 7,510 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 440.92 2,650 0.0 0 0 440.93 2,650 40.0 11 11 441.50 2,650 25.0 378 388 445.25 2,650 25.0 2,484 2,873 445.26 2,650 100.0 26 2,899 447.00 2,650 100.0 4,611 7,510 Device Routing Invert Outlet Devices #1 Primary 440.92' 15.0" Round Culvert L= 125.3' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 440.92' / 440.29' S= 0.0050 '/' Cc= 0.900 n= 0.010, Flow Area= 1.23 sf #2 Device 1 440.92' 4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 446.00' 1.2' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=19.52 cfs @ 11.96 hrs HW=454.22' (Free Discharge) t1=Culvert (Barrel Controls 19.52 cfs @ 15.90 fps) �2=Orifice/Grate (Passes < 1.52 cfs potential flow) 3=S harp-C rested Rectangular Weir(Passes < 46.27 cfs potential flow) POST DEV Type 11 24-hr 100-Year Rainfall=9.09" d by Timmons Group Printed 10/12/2022 D010.10-4a s/n 08663 02020 HydroCAD Software Solutions LLC Page 66 Pond 12P: BIO 1A Hydrograph --'------{-----`--`-----'-----`--11 --------�----�-- I I I I I I I I I I I I I I I I I I I ■Inflow __r---r--r--r---r--r__r__r---r__r__r---r--r-----r--r--r---r--r-- _-----L--J-----Jr---J---- --�-r -- ---- I--L----Il-}-�n#I'oWAre-4.392ac- Primary --- -- -- -- ------- _'T i =1lL.. __ --- '', Storage7T,51:0=ef= , -r__r___I___r__r__-___ I --r___I___r__r__�___r__r__r___r__r__11 ___1___r__�___I___r__ L__J___L__L__J___L__L__ J___I___L__J__J___L__J__J___L__ -t -Y -I -Y -Y -I -Y I I I I I I I I I I I I I -r--r---r--r--r---I---r--r--r---r--r--�---r--r--�---r--r-- ,'_L _J _I _L ' , , ' I r__r__-__--- __r__-___I___r__ I I 1 1 I I I I I 1 1 1 I I I I ' X1 1 1 1 1 1 1 1 7 -_r__r___I___r__r__1___r1___1___r__�___I___r__ I i I i i i i I 1 1 1 I i i i 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 Time (hours) POST DEV Timmons Type/1 24-hr 100-Year Rainfall=9.09" Summary for Pond 17P: Wet Pond Printed 10/12/2022 Inflow Area = 23.221 ac, 50.34% Impervious, Inflow Depth = 5.87" for 100-Year event Inflow = 203.96 cfs @ 11.99 hrs, Volume= 11.358 of Outflow = 134.08 cfs @ 12.09 hrs, Volume= 11.032 af, Atten= 34%, Lag= 5.9 min Primary = 134.08 cfs @ 12.09 hrs, Volume= 11.032 of Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 423.90' @ 12.09 hrs Surf.Area= 37,823 sf Storage= 181,884 cf Plug -Flow detention time= 618.9 min calculated for 11.032 of (97% of inflow) Center -of -Mass det. time= 601.6 min ( 1,409.4 - 807.8 ) Volume Invert Avail.Storage Storage Description #1 417.00' 269,279 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 417.00 15,636 0 0 418.00 18,443 17,040 17,040 419.00 21,467 19,955 36,995 420.00 24,591 23,029 60,024 421.00 27,815 26,203 86,227 422.00 31,141 29,478 115,705 423.00 35,467 33,304 149,009 424.00 38,093 36,780 185,789 425.00 41,720 39,907 225,695 426.00 45,447 43,584 269,279 Device Routing Invert Outlet Devices #1 Primary 410.74' 48.0" Round Culvert L= 128.7' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 410.74' / 409.53' S= 0.0094 '/' Cc= 0.900 n= 0.013, Flow Area= 12.57 sf #2 Device 1 417.00' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 422.00' 16.0' long Sharp -Crested Rectangular Weir End Contraction(s) Primary OutFlow Max=131.84 cfs @ 12.09 hrs HW=423.88' (Free Discharge) L1=Culvert (Passes 131.84 cfs of 201.91 cfs potential flow) �2=Orifice/Grate (Orifice Controls 0.61 cfs @ 12.51 fps) 3=S harp-C rested Rectangular Weir(Weir Controls 131.23 cfs @ 4.48 fps) POST DEV Type 11 24-hr 100-Year Rainfall=9.09" Prepared by Timmons Group Printed 10/12/2022 Pond 17P: Wet Pond Hydrograph �r--�r--7--;---�i�---r--7--�---�r--r--�-- ■Inflow __7-----r--r--;-- --r--�-- ■Primary 220 -- zos.eear ----L--__L---L--�J------L_jJ--------�__ �_qI^_yL__ �__ 190 , _1 _L _L _J _J _L _1 _J _I _L _1_FkAA_Eli V.423.-q0r r_ CC �1_CC JJ W_ 180 17U ,' � �,' - + _``_ -r -, -T -I -r -T -r -I -r -+ -I -r _ _ ------;--_---Ir---------r--�tQ7e=11$$gf_ 160 � -L _L _L _J _I _L _L _J __ I L 150 ,' � , r r T _� _I _r _T _T _I _r _140 ' 131.08 ch I__ I I ,� .V.. 120 ' , � r -r__r__�___,___r__T--�___r --r--r--r--r--r-r--r--r--T-- G110 J___I___L__1__J___L__L__J__ LL 100 ---r--T--r---i---r—"___I___r__T--y-- 90 I _r__r__,--- ,___r__r__r--- r__r__�___I___r__r__r___,___r__r--- 80 .' __1 _L__L_—J--____L__1__J___L__L__1__J___L__1__J___I___L__1__ 70 , ,� _ _r__r__�___,___r__T__r___,___r__T___I___r__T__r___,___r__T__ 60 ___I _ l r l l r r_ 50 40r__r__1 I --- I___r__T_30 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 1 Time (hours) POST DEV Prepared by Timmons Type/1 24-hr 100-Year Rainfall=9.09" Printed 10/12/2022 Summary for Link 8L: Total to Pond Inflow Area = 23.221 ac, 50.34% Impervious, Inflow Depth = 5.87" for 100-Year event Inflow = 203.96 cfs @ 11.99 hrs, Volume= 11.358 of Primary = 203.96 cfs @ 11.99 hrs, Volume= 11.358 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Link 8L: Total to Pond Hydrograph ■Inflow ■Pnmary 220 __ism.eeas ---------------�i-- 210 � Inflow Area=23.221-ac 200 --r -r--r--, --,- r--,--,-- -- --- - 180 '; r-----'T--t--------r - T -- -� --� 170 _ --- - 160 ','' --i -`--`-- ------ --i-- ------ --i-----`--i-- ------i--'-- 150 140 __i y__i .@ 130 ,'�' 120 c 110 v. 100 _ t _r__,__y___i___r__t__y___i___r__,___,_ 90 80 70 . ,' -T -r -Y -T -I -r -T -T -I -r -T 60 - __ 50 0 45 50 55 60 65 70 75 80 85 90 95 1 Time (hours) POST DEV Prepared by Timmons Type/1 24-hr 100-Year Rainfall=9.09" Printed 10/12/2022 Summary for Link 14L: Total to Outfall 1 Inflow Area = 24.353 ac, 48.08% Impervious, Inflow Depth > 5.55" for 100-Year event Inflow = 136.06 cfs @ 12.08 hrs, Volume= 11.253 of Primary = 136.06 cfs @ 12.08 hrs, Volume= 11.253 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Link 14L: Total to Outfall 1 Hydrograph I I ' 150 -I--I --- --1----- ❑❑ Primary 3606�g L J of ow re�4:5 ac,40 ,� I I r--,-- IIIIIIIIIIIIIII ,20 IIIIIII IIIII II I I IIIIIIIII IIIIIII 110 ,, - - -r--r--,---I---i----,---i --i -- �- - 100 i I I I I I I I I I I I I I I I I 90 __ _I_ __ I___I___I___ I ___I_ -----I--_ i-- i___I___ __ I___I___I I I I I I I I I I I I .LL0.. 80 r__t__y___ _ _ 70 60 __1__r _r___7___Y__ 50 40 �____r_r_r___ rr____r__r___ 30 20 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 Time (hours) POST DEV Prepared by Timmons Type/1 24-hr 100-Year Rainfall=9.09" Printed 10/12/2022 Summary for Link 15L: Total to Outfall 2 Inflow Area = 1.650 ac, 36.12% Impervious, Inflow Depth = 6.00" for 100-Year event Inflow = 11.46 cfs @ 12.10 hrs, Volume= 0.826 of Primary = 11.46 cfs @ 12.10 hrs, Volume= 0.826 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Link 15L: Total to Outfall 2 Hydrograph . _________ --- ____------ �__ -11 ■Inflow I I 1__ 1 1 ■ Primary n ae �r: 12 nae __1___{___I___`__`__�___�__` `__ I I I p Inflow Area 1.630 a crs I I I I I I v I I I 1 I I I 1 I I I 1 1 I I r__r__-___r I I I I 1 1 8 I I I I I I .r__r___I___r__r__r___r__r__7___I___r__1___I___r__r___1___r__ 1 I I I I I I I I I I I I I I 1 I � I I I I I I 6 / I I 5 I I 1 I I I I I I I I I I I 4 I 1 I I I .1___1__J___I___1__J--- 1 I I I I I I I I I I I I I 3 I 1 I I _L _L _J--- L _1 _J _I I I I 1 1 1 1 1 I I I 1 1 1 1 45 50 55 60 65 70 75 80 85 90 95 1 Time (hours) CAN11 Chesapeake Bay Nutrient Land Trust, LLC. July 18, 2022 Timmons Group ATTN: Riki van Niekerk, P.E. 608 Preston Avenue, Suite 200 Charlottesville, VA 22903 "Tomorrow's Natural Resources Today" RE: CBNLT/Reynolds Farm Nutrient Facility — Nutrient Credit Availability Project Reference: Rio Point, Albemarle County This letter is to confirm the availability of authorized nutrient credits sufficient to meet your project requirements at our Reynolds Farm nutrient facility, which is registered with the Virginia Department of Environmental Quality (DEQ). Reynolds Farm is located at 3038 Wildway Road (SR 616) in Appomattox County, Virginia. These nutrient credits are generated and managed under the terms of the Reynolds Farm Nutrient Reduction Implementation Plan dated October 16, 2019 which was authorized by VADEQ on December 1, 2020. The Reynolds Farm project is located in HUC 02080203 and has been authorized to provide nutrient credits for use in the James River watershed including HUCs 02080201, 02080202, 02080203, 02080204, 02080205 and 02080207. These credits are transferable to those entities regulated under DEQ's Stormwater Management Program in accordance with VA Code § 62.1-44.15:35. Currently the Reynolds Farm facility has 123.81 pounds of phosphorus credits available and will be able to meet the phosphorus removal requirement for your project. If we can provide further assistance please feel free to contact our office. Sincerely, Chesapeake Bay Nutrient Land Trust, LLC By Its Manager EarthSource Solutions, Inc. -.I Scott A. Reed Vice President Chesapeake Bay Nutrient Land Trust, LLC. • 5735 S. Laburnum Avenue • Richmond, VA 23231 • P: 804.222.5114 • www.cbnit.com