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HomeMy WebLinkAboutWPO202200011 Calculations 2022-03-21Rio Point COUNTY OF ALBEMARLE, VIRGINIA VSMP WPO-2022-XXXXX DESIGN CALCULATIONS & NARRATIVE FEBRUARY 7, 2022 TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. Prepared by: Craig Kotarski, PE Timmons Group 608 Preston Ave, Suite 200 Charlottesville, VA 22903 434.327.1688 CRAIGW. I KOTARSKI Lie. No. 0402048507 02/07/22 AL 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, 15 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 18.44 acres was used for the water quality analysis. In the proposed condition there will be 8.22 acres of managed turf, and 10.22 acres of impervious cover. The required phosphorus removal is 18.07 lb/yr. Approximately 14.26 lb/yr of phosphorus shall be removed through the installation of level 1 bioretentions, a level 2 bioretention and a level 1 wet pond. The remaining 3.82 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 18.44 acres. At the Analysis Point the onsite drainage area is 0.6% of the total drainage area. Bioretention basins with additional storage capacity and a level 1 wet pond with additional storage capacity were utilized to meet the Stormwater Quantity requirements for the entire site. Energy balance and channel protection for the analysis point are in compliance with all requirements. FORM ID 201 STORMWATER INLET COMPUTATIONS SHEET I OF ROUTE PROJECT KasvAck FaMly Pool OESIGNER J. CmkO DATE 1M1I/2G2t CHECKED: UNITS ENGLISH mmm�mmmomom��mmo�ommmmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmm�mm®mmmmmmmm®mmmmmmm��®� ®mm�mm�mmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomomm�mmamommmmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmommmmmmm��®� �mm�mm�mmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmo�ommm®mo®ommmmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmomm�mmmm��m� mmm�®m�mmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomommmmm���m®mmmmmmmmmmm��m mmm�mmmooaommmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmm®mm�mmm®��m� ®mm�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomommmmmmmmm®mmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmamm®m®m®�®®� mmm�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomom�mmma�ommmmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmm�mmmmmmmmmmmommmmmm®�m.m� ®®m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomom�mmmomommmmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmommmmmmm��m �®m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomom�mmma�ommmmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmommmmmmm��m� �mm�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomom�mmmo�ommmmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmm�mmmmmmmmmmmommmm®m®��m� ®®m�mm�mmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomom��mmo®ommmmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmm�mmmmmmmmmmmommmmm�m��m ®mm�mm�mmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomommmmmo�ommmmmmmmmmmmm��m mmm�mmmoo®ommmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmomm�mmm®�m.m INLETSOFT BY ENSOFTEC DATE: 1NlN l STRM STORM SEWER DESIGN COMPUTATIONS STORM FREQUENCY 10 PROJECT: Rio Point LOCATION: COUNTY: ADemarle Designed by: J. Denko Checked by: C. Kolalski UNITS ENGLISR PIPE NO FROM POINT WPOMT DRAIN. AREA W (3) RUNOFF COEFF. 1.MENT (4) CA TOTAL R4LET TAME (7) RAIN FALL (8) RUNOFF Q CFS (9) INVERTELEVATIONS LENGTH of Pipe Ft. (12) SLOPE Ft/Ft (13) SIZE (D. Or Spart02iae) m (14) SHAPE Capacity US (15) Fnv Slope Ft/F[. V. VELd(17) FOS.(1) (I6) REMARKS (18) MCR� (5) ACCUM- ULATED (6) ADDTL CA UPPER END (10) LOWER END (11) RFFERENCE STA. REFERENCE (2) STA. 101 102 100 0" OUW 0000 2511 2511 0" 8901 22349 4107M 409529 120623 0.010 48000 CvcWar 143659 0000 8.324 239 NO 238 0220 0.800 0.176 0.176 0000 6.000 6230 LM6 464. 169 460.614 In WS 0020 15W C.O]ar 9.913 0.000 5.331 0.554 237 238 236 0440 0770 0.339 05R 0057 6.554 6OR 34T1 460.510 455.8W In 955 0027 15" C.W. 11471 0002 8209 0.351 235 236 234 0420 0.7W 0.307 1211 0.333 6.905 5W6 7236 455J60 455030 73.191 0.010 18000 Ci¢ 11.362 OA04 6.829 0.179 233 234 232 04" 0970 0.323 1639 O.WS 7.083 5W9 9716 4$k930 452.955 191.4W 0.010 24.000 C,r War 24505 0.002 7364 0"7 231 232 230 0.190 0.3M 0072 1.816 OJOS 6100 6.115 11101 452860 450.870 75539 0.026 24.000 C,mu]. 39773 0.002 10.872 0.116 229 230 228 04W 07M 0.343 2263 0.105 6.516 6092 1376 4N781 450000 78068 0010 24.000 C&War 24505 0003 8043 0.162 227 228 226 0200 0.870 0. 174 2437 0000 6.6711 6038 14714 449.900 447.NO W375 0026 30000 C.W. 716" 0001 11.501 O.IM 243 244 242 0270 04M 0.130 0.130 0000 6.000 6230 080 460.OW 457.774 111286 0.020 15000 Ctrular 9.894 0000 4.867 0.381 241 242 M6 0300 04M 0.129 0316 0.057 6.381 6.120 1931 457670 456 ON 73.507 0.022 15000 Ctr War 10288 0.001 6443 0.190 225 M6 M4 0.180 1 0.900 1 0.162 2915 0000 6.811 6001 17491 447068 4396M 7.320 OA96 30000 C.W. 137749 0002 19273 0067 257 258 256 0000 0000 0000 0NO 0140 6.000 6230 1497 451439 450.870 56921 0.010 15000 CvcWar 6996 0.000 4547 0209 255 256 250 0240 0740 0. 178 0418 0000 6209 610 2578 450.771 450.350 42075 0010 15000 C.W. 6996 0001 5280 0.133 253 254 252 0000 0000 0000 1176 1,176 6.000 6230 7327 453.365 451060 115282 0.020 18000 C.War 16 NO 0.004 8.911 0216 251 252 250 0000 0000 0000 1176 0000 6216 6.167 7253 450.958 449600 MA79 0016 IS.000 C,mWar 14425 OnO4 8.192 0.172 249 250 M4 0000 0.000 0.000 17M 0.190 6387 6118 10915 449500 432.174 128-821 OAM 18000 C,muhn 41n5 0009 19,918 0,I08 223 M4 202 0M 0000 0000 4699 0000 6.878 5993 28.113 431424 418421 58371 0.223 36000 C.War 341034 0On 29207 0033 219 MO 218 0330 0.960 0251 0251 0000 6.000 6230 1563 464.000 460.700 2%IN 0.016 15000 CirtWar 8.853 0.000 5447 0631 217 219 216 0510 0760 0.388 0638 0000 6631 6050 3863 460.500 456700 191781 0021 15000 Ctrular 10229 0.003 7770 0411 215 216 214 0250 0.840 0210 0.849 0000 7042 5940 5039 456600 456.300 25456 0012 15000 C.War 7595 OA05 6634 0064 213 214 212 0380 0.790 0.300 1149 0000 7106 5923 6.803 4%200 453.859 234.116 0010 18000 CvcWar 1137 0004 6739 0.579 211 212 210 0080 0.no 0066 1.328 OJI4 7.685 575 7671 453J60 452443 131675 0010 18000 CvcWar 11377 0005 6.926 0.317 209 210 208 03W 0650 02M 1676 0.114 8002 5698 9552 452,443 451275 116.823 0.010 24.000 C. 24505 0.002 7.331 0266 207 208 2% 02W O7M 0226 1902 0.000 8267 5636 10721 45LI80 450707 47255 0010 24.000 C.War 24505 0.002 75% 0.104 221 222 2% 0.110 0.7% 0087 0087 0000 0000 8901 0773 454.004 453004 53253 0019 15000 C.W. 9.587 OnOO 4701 0.189 205 2W 204 0000 0000 0000 1989 0000 8.3T1 5611 11.163 441.337 4362% 40.312 0.150 24.000 C.War 94.9W 0002 20293 0033 247 2" 246 0000 0000 0000 0722 0722 6.000 6230 4498 439.NO 438.873 125318 0005 15000 C.W. 4%7 0004 4.5M 04M 245 2" 204 0000 0000 0000 0T22 0000 6456 6099 4403 438,770 439143 125301 0.005 15000 C. k%7 0.004 4.567 0457 203 204 202 0250 0.8M Ono 2,931 0.000 8405 5604 16427 435.790 419.303 393559 0.042 1 30000 Cv War 90%3 0.001 14,080 0466 201 202 200 1 0000 0000 0000 7630 0000 8.871 54" 41956 418421 413.5% 59012 OA82 1 36000 C.W. 206.609 0003 22.964 OOU 301 1 302 1 1 10100_DO 1 0.180 1 0900 1 0.162 1 0.162 1 0.000 1 0" 1 8901 1 1442 1 439240 1 413M 1 1749351 0150 1 15000 1 Cularl 27096 1 0000 1 117470248 405 406 404 0340 0.830 02U 0282 0.000 0." 8901 2512 461410 W726 1367W 0.005 1 150W lcw.l 4%7 i 0.001 i 40%l 0.562 403 404 402 0000 0000 0000 03% 0.110 1 0.5U 8538 3383 1 460.630 459.858 154416 1 0.005 15000 1 CscW 4%7 1 0.002 1 4.350 1 0.592 401 402 400 0.130 0680 0088 0485 0000 I 1.154 SJW 3WO 1 4597M 459.501 37707 1 OM7 15W I Ckru]arl 5797 1 0.003 1 5099 10,123 503 504 502 0.170 0.NO 0.136 0.136 0Ono 0.000 i 8901 i 1211 456.885 i 4562W i 100.461 1 0006 1 15000 1C.Ula,l 5.385 1 0000 i 3.918 0472 501 502 SOO 0.180 0860 0.155 0291 0000 O4T1 1 8.594 1 24" 456.190 1 456026 1 37362 1 0004 1 15000 1 C.W.1 4637 1 0.001 1 3,8581 OA61 601 1 602 1 600 1 0390 1 0480 1 0.187 1 0.187 1 0.000 1 0.000 1 8901 1 1666 1 459772 1 459.NO I 54397 1 0005 1 15000 1 C.War 1 4W7 1 0.001 1 3644 1 0249 701 1 902 1 7GO 1 0" 1 0000 1 0," 1 2038 1 2.038 1 0." 1 8901 1 18.138 1 d61.500 1 439.500 1 35.358 1 0.057 1 18" JC& Warj 27059 1 0.025 1 164501 0036 809 810 808 0280 0.900 0252 0252 0000 0.000 8901 2263 "9,0 WB475 26.248 0020 15000 C. %896 0.001 6535 006] 807 808 802 0" 0" 0000 0252 0000 0.06] 8.856 2232 dd8.380 4d6.d30 170811 0011 15000 C.W. 7475 0001 5.329 0.5M 805 806 806 0000 0.000 0000 0000 0000 0.000 8901 0000 W2621 655600 321.OW 0.021 I5000 Ctrulw 10.106 0.000 0000 0000 803 806 802 0.190 0.8d0 0. 160 0.160 0.000 0." 8901 1621 455498 dW.d30 315.198 0.029 15000 CvcWar IL866 0.000 6.5" 0.805 801 802 800 0630 O.SdO 0.361 1310 Oda] 0.805 8392 10.153 dW.328 dd6.000 16385 0.020 IB GGO CirtWar 16p90 0008 9650 0028 BTRM PROJECT: Rio Point DESIGNED BY: J. Denko HYDRAULIC GRADE LINE ANALYSIS Checked: C. Kota.ki INCIDENCE PROBABILITY 10 Year NLET INLET OUTLET WATER OIA PIPE DESIGN DISCH, LENGTH PIPE FRICTION SLOPE. Sto FRICTION LOSS JUNCTION L03S FINPL I- Wal¢i RM Comm¢np 1.3 05 OR STATION SURFACE Do Op Lo HI Vo No ry VI pM N4RB Al Pn81¢ HG HI HI HI H Yrtace EI¢v JUNCTION ELEV (N) (CFS) IF (FT/FT) (Fn IFI) (Ft) EMvation 102 414.2 48 22.35 120% 0.02% 0.03 8.32 02] 0 0 0 0 0 0 0 027 0 TRUE 0.16 414.35 1 418 OK -3.64 202 416 36 41.96 59.01 0.34% 0.2 22.% 2.05 28.11 29.21 821.09 13.25 4.64 90 2.15 8.84 0 TRUE 9.04 425.03 429.07 OK 4.04 224 422.78 36 28.11 58.37 0.15% 0.09 29.21 3.31 17.49 19.27 337.1 5.n 2.02 79.74 4.07 9.4 0 TRUE 4.79 42].5] 448.2 OK -20.63 MIS 441.64 30 17.49 77.32 0.15% 0.12 19.27 1.44 14.71 11.5 169.22 2.05 0.]2 35.39 0.88 3.04 0 TRUE 1.64 H3.28 461.28 OK -18 228 449.5 30 14.71 92.38 0.11% DI 11.5 0.51 13.76 8.04 11011 1 0.35 70.32 0.61 1.48 0 TRUE 0.84 450.34 460.92 OK -10.58 230 451.6 24 1376 78.W 0.32% 0.25 8.04 0.25 11.1 10.87 120.69 1.84 0.64 68.49 1.12 2.01 0 TRUE 1.25 452.85 460.5 OK -7.65 232 452.85 24 11.1 75.54 0.21% 0.15 10.87 0.46 9.72 7.36 71.55 0.84 0.29 91.83 0.59 1.34 0 TRUE 0.83 453.68 460.32 OK �6.64 234 454.56 24 9.72 1917.5 0.16% 0.31 7.36 0.21 Z24 6.83 49.42 0.72 0.25 83.67 0.48 D94 0 TRUE 0.78 455.34 462.36 OK -7.02 236 456.23 18 7.24 73.19 0.4O% 0.3 ISM 0.18 3.47 8.21 28.5 1.05 0.37 6.33 0.06 0.61 0.79 TRUE 0.69 456.92 463.41 OK -6.49 238 456.92 15 3.47 172.95 0.25% M43 821 0.26 i.t 5.33 5.85 0.44 0.15 22.51 0.13 0.55 0.71 TRUE 0.78 45].] 465.53 OK -1.83 240 461.61 15 1.1 177.08 0.02% D04 5.33 0.11 0 0 0 0 0 0 0 0.11 0.14 TRUE 0.12 461.73 468.84 OK -2.11 204 425.03 30 16.43 393.56 0.14% 0.54 14.08 O.77 11.16 20.29 226.53 6.39 224 91.59 4.48 ].48 0 FALSE 8.02 433.06 4 L39 OK -10.33 206 437.89 24 11.16 40.31 0.21% 0.08 20.29 1.6 1072 7.56 81.01 0.89 0.31 46.15 0.44 2.35 0 TRUE 126 439.15 458.47 OK -19.32 208 452.31 24 1 10]2 47.25 0.19% 0.09 7.56 0.22 9.55 7.33 7002 0.83 0.29 412 0.36 0.87 0 TRUE 0.53 452.83 459.11 OK -6.27 210 452.88 24 9.55 116.82 0.15% 0.18 7.33 0.21 ].6] 6.93 53.13 0.74 0.26 0 0 0.47 0 TRUE 0.41 453.29 459.98 OK -6.69 212 453.64 18 T67 13167 OA5% 0.6 6.93 0.19 6.8 674 45.84 0.71 0.25 0.96 0 0.43 0 TRUE 0.81 454.46 461.42 OK -6.96 214 455.06 18 6.8 234A2 0.36% 0.84 6.74 0.18 5.04 6.63 3343 0.68 0.24 44.04 0.29 0.71 0.92 TRUE 1.3 456.36 460.51 OK 4.16 216 457.3 15 5.04 2546 0.52% 0.13 6.63 0.17 3.86 7.]] 30.01 0.94 0.33 45 0.47 0.97 1.26 TRUE 0.76 458.06 460.96 OK -2.9 218 458.06 15 3.86 19118 0.30% 0.58 7.n 0.23 1.56 5.45 8.51 0.46 0.16 0 0 0.4 0.51 TRUE 0.84 458.9 464.9] OK -6.07 220 461.7 15 1.56 206.1 0.05% 0.1 SAS 0.12 0 0 0 0 0 0 0 0.12 0.15 TRUE 0.18 461.88 467.98 OK -6.1 246 439.14 15 4.4 125.3 1 0.40% 0.5 4.57 0.08 4.5 4.58 20.6 0.33 Omit 55.59 0.18 0.38 0 TRUE 0.68 439.83 445.15 OK -5.32 248 439.87 15 4.5 125.32 0.41% D52 4.58 0.08 0 0 0 0 0 0 0 TRUE 0.56 440.43 444 OK -3.57 222 454 15 0.n 53.25 0.01% 0.01 4.] 0.09 0 0 0 0 0 0 0.11 TRUE 0.06 454.07 459.04 OK 4.97 250 433.3] 18 10.92 128.82 DA2% 1.19 19.92 1.54 ].25 8.19 59.42 1.04 0.36 91.86 0 TRUE 2.5 435.88 456 OK -20.12 256 451.35 15 2.58 42.08 OA4% 0.0E 528 0.11 1.5 4.55 6.81 0.32 0.11 31.86 0.43 TRUE 0.2] 451.62 459.54 OK -1.91 258 451.8] 15 1.5 56.92 OA5% DO3 4.55 0.08 0 0 0 0 0 0 l2m63 8 0 TRUE 0.0] 451.94 458 OK 4.06 252 450.8 18 T25 MAS 0.41% 0.34 8.19 0.26 ].33 8.91 65.3 1.23 0.43 81.2]1 0 TRUE 1.1 451.9 462.52 OK -10.62254 452.2E 18 T33 115.28 DAM D48 8.91 D31 0 0 0 0 0 0 1 0 TRUE 0.63 452.89 461 OK -8.11 242 45].08 15 1.93 ]3.51 0.08% D06 6.44 0.16 0.81 4.8] 3.93 0.3] 0.13 32.4] 0.54 TRUE 0.33 45].41 462.]3 OK -5.32 244 458.]] 15 D.81 111.29 D.Ot% 0.01 4.8] 0.09 0 0 0 0 0 0 0.12 TRUE OmW 458.85 464.06 OK -5.21 402 1 1 461.26 15 1 3.97 1 3].]1 1 0.32% 0.12 1 5.1 1 0.1 3.38 1 4.35 1 14.71 0.29 1 0.1 1 66.9 1 0.18 0.38 1 0 1 TRUE 0.31 1 461.57 464.26 OK 2.69 404 1 1 461.57 1 15 1 3.38 1154.421 0.23% 1 0.36 1 4.35 1 0.07 1 2.51 1 4.06 1 10.19 1 0.26 1 0.09 1 63.79 1 0.14 1 0.31 1 0 1 TRUE 1 0.51 1 462.09 1 466.67 OK 4.58 406 1 1 462.09 1 15 1 2.51 1136.761 0.13% 1 0.18 1 4.06 1 0.06 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0.06 1 0.08 1 TRUE 1 0.22 1 462.3 1 465.26 OK -2.96 502 1 457.03 1 15 1 2.5 1 37.36 0.13% 1 0.05 1 3.86 1 0.06 1 1.21 1 3.55 1 4.3 1 0.2 1 0.07 1 76.13 1 0.13 1 0.26 1 0.33 1 TRUE 1 0.21 1 457.24 460.85 1 OK -3.61 504 457.29 15 1.21 100.46 0.03% 0.03 3.55 0.05 0 0 0 0 0 0 0 0.05 0.06 TRUE 0.06 457.35 462.T OK -5.42 602 1 460.5 1 15 1 1.67 1 54.4 1 0.06% 1 0.03 1 3.64 1 0.05 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0.05 1 0.07 1 TRUE 1 0.06 1460.56 1 463.06 OK -2.49 702 1 1 440.7 1 18 1 18.14 1 35.36 1 2.54% 1 0.9 1 16.45 1 1.05 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 1.05 1 0 1 TRUE 1 1.42 1 442.121 446 OK -3.88 802 1 1 40 1 18 1 10.15 1 16.381 0.80% 1 0.13 1 9.65 1 0.36 1 2.23 1 5.33 1 11.89 1 0.44 1 0.15 1 79.66 1 0.44 1 0.95 1 1.24 1 TRUE 1 0.75 1 448.75 451.69 OK -2.94 808 1 448.75 1 15 1 2.23 1170.811 0.10% 1 0.17 1 5.33 1 0.11 1 2.24 1 6.54 1 14.66 1 0.66 1 0.23 1 39.21 1 029 1 0.63 1 0 1 TRUE 1 0.49 1 449.24 1 455.67 1 OK -6. 4 810 1 449.48 1 15 1 2.24 1 26.25 1 0.10% 1 0.03 1 6.54 1 0.17 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0.17 1 0.22 1 TRUE 1 0.13 1 449.61 1 453.12 1 OK -3.51 804 1 448.75 1 15 1 1.42 1 315.2 1 0.04% 1 0.13 1 6.53 1 0.17 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0.17 1 0.22 1 TRUE 1 0.24 1 448.99 1 466.71 1 OK -i].]2 806 456.6 15 0 327.05 0.00% 0 0 0 0 0 0 0 0 0 0 0 0 TRUE 0 456.6 466.91 OK -10.31 DEQ Virginia Runoff Reduction Method New Development Compliance Spreadsheet - Version 3.0 r' 2011 BMP Standards and Specifications 02013 Draft BMP Standards and Specifications Project Name: Rio Point Dale: 2/3/2022 BMP Design Specifications List. 2013 Draft Stds & Specs Site Information Post -Development Project (Treatment Volume and Loads) Land Cover (acres) A Soils BSoils CSoils Dsoils Totals Forest/Open Space (acres) -- undisturbed, protected forest/open space or reforested land 0.00 Managed Turf (acres) -- disturbed, graded for ards or other turf to be mowed/mana ed 2.30 5.92 8.22 Impervious Cover(acres) 1.03 9.19 10.22 8.44 (Constants Annual Rainfall (inches) 43 Target Rainfall Event (inches) 1.00 Total Phosphorus ITT) EMC (mg/L) 0.26 Total Nitrogen (TN) EMC (mg/L) 1.86 Target TP Wad(lb/acre/yr) 0.41 Pj(unitless correction factor) 0.90 Land Cover Forest/Open Space Cover (acres) 0.00 Weighted Rv (forest) 0.00 %Forest 0% Managed Turf Cover (acres) 8.22 Weighted Rv (turf) 0.19 %Managed Turf 45% Impervious Cover (acres) 10.22 Rv (impervious) 0.95 %Impervious 55% Site Area (acres) 18.44 Site Rv 0.61 Runoff Coefficients (Rv) ASoils BSoils CSails DS oils Forest/Open Space 0.02 0.03 0.04 0.05 Managed Turf 0.15 1 0.20 0.22 0.25 Impervious Cover 0.95 1 0.95 0.95 0.95 Treatment Volume and Nutrient Loads Treatment Volume (acne-ft) 0.9365 Treatment Volume (cubic feet) 40,794 TP Load (lb/yr) 25.63 TN Load (Ib/yr) ,._. 183.36 data input cells constant values calculation cells Drainage Area A ominage Area A tana Cover, (mads) Aside 11.1h CYIR osoh Toah lana(uaerM Fnreubm'.Sloae(eaes) O.m O.m MaoyNiurflaaal 191 AM 6.00 0.18 Impenarsfaerlavesl Lin Tat 0.69 0.95 Trial 16.69 Stormwater Best Management Practices (RR = Runoff Reduction) 'anda. DAA Total Phmphorus Available%r Removal in DA. A llblW) z135 Post Development Treatment Volume in UA A(n) �•� -Sel. from ampd—n It. - RumH Maedit Impervious Volume hom RumF RMummg Treatme ph -plume; PM1eapM1oms Untrtatea PrdRi[! Reelection Credit Area Area Cover Credit Upstream RNuann RurMl t Treatment Removal Loatl bom PM1ospM1oms temoV Ill bemovetl Ry PM1ospM1oms phosphorus Cownstream Practice tube Credit i%) (acres) Amalacres) Praaire iRr) (ft) Volume(W) Volume(W) nficinry (%) Upstream Loatl to Practice (lb) lwd(lb) Empitel praRiesilb) Practice (lb) z. , Pared Fmtn(Srer as o 0 0 0 it. 0m o.m S b. VegeafalPMNi (SVee MS) m 0 p 0 Om O.m O.m za.slmprlu nmamm naesnua 0 0 0 a o am one o.m am ( x11 znsimpleoia®nee0nm4osna 0 0 0 0 o am o.m nm A. zn Tn ieHAmaiEMF➢MPMaaper 0 0 0 0 0 om end om o.m �Irmnae rJowhl xL E E. TOOryWell°rireM Orainn, m 0 0 0 0 JS O.m one O.m am Mi—lnfiilrati°nnl 98) Le.r°Ory Wellm Frmm Oraintlz, An 0 0 0 0 15 0.m o.m ne, am ednfilbati°nn xB 2fr°Pain Garden Ml, onn mlerz%i°"'i"Ga'°e"xi, p 0 0 0 0 15 0.m om O.m o.m to 0 0 0 o w o.m a..m o.m am .on Rz 6pmx01 zn. T.0ai mntm _-'I'g Rp¢M6 o 0 o a o.m o.m a.0o o.m 1i.T°st°rmwaa 0 0 0 0 15 nin and uman OimPemi°nlspwm, APPeneu Al ,Ap, 3a. Permeame rarmrrcnlspee A>1 As o 0 0 0 zs ..On nm nm Om 3 b. Vermeatle Pawmen[N2(I,-) M 0 0 0 ES o.m am o.m 9-a—CM1annaglelbls .1 10 0 0 0 0 11 O.m and O.m Om I.b.Grm flannel G/Osnils (SFecp3) 30 0 0 0 0 15 0.00 0m 0.m Om a°Graaecmma.m,mmlpn Ammaeasoh �s u m n 0 0 o ss ono p.m am a.m sa. o.ys.aen lspmnpl o p o m one 0m 0.m old,56.0ryswalepE lSl nal m o 0 0 0 b O.m Om 0.m ne, MRmgen Removal Mcirey(%) NRmgen Wd kom Upstream Practiced le Untreated NRmgen Loadto hactee(Ib.) Nilmgen Removatlby Practie(Ibs) Remaining Nilmgen Load (lbs) o am o.ao om nm 000 om pm nm o.m om o pm nao o.m not o and nm o.m om ss om nbo ne, And ss om nm o.m am a om nm o.m om m pm nm a.m pm o nm pm o.m pm ad om am O.m om ss om nm om pm ss om om am zo Om nm O.m om m pm pm o.m pm zo nm am o.m om ss pm pm am pm 35 Om Om Om Om tar] 11 vmu . �PD�A brw�r Vrba n B lore[eml on Sp¢n) v b 1.35 19] 0 3,OJB 4.0 ],656 21 am 4$i lEfi LI] ereno wretentloe. e fsre psloa 0.111 als 0 ]43 ]H6 929 50 am It. A. am ].a.Im'umnwnx9lsP=<XR) m D o 0 o ss am am am o.m ].b.Iri6banm M3(Sptt Ngj ED 0 0 0 0 t5 Om am Om Om Ra.mX11sP=P15I o 0 0 6 It Ls Om am am am e b. Eo 02 oxP #15) ]5 0 0 0 0 t5 Om am om om TOTAL IMPERVIOUS COVER TRFRIFD )ac) 2.22 ARIA CHECK : OR. TOTAL MANAGED TURF AREA 111FAlFO )ar) LOS ARIA CHECK: OR. TOTAL RUNOFF REDUCTION IN OA.AIN) 3A21 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN DA. A(lbM) 21.35 TOTAL PHOSPHORUS REMOVED WRH RUNOFF REDUCTION PFU CTICFS IN D.A. A (:11 3.1R TOTAL PHOSPHORUS REMAINING AFTER APPLYING RUNOFF REDUCTION PRACTICES IN O.A.A(Ib/Yr) 1R.1T SEE WATER QUALT'COMPUANCE TAB FOR SUE COMPLIANCE CALCULATIONS ]O.a. WelSwak M 0, AD) 0 0 0 0 0 MI Om OAt Om Om 10b. Wetswalew2(SEmg1A o 0 0 0 o m om am o.00 om ]f.a.FiMering PraOi¢pl)Spee Ml2) 0 0 0 0 0 an O.m am am am 11.b. FiOeriryPrazTafl215Fec X12) 0 0 0 0 0 IS am am am am 1a- EPA 13 z. welto, lspa ii4) 0 4SS 6A7 — 0 3a]$ 30,]s5 50 — IS 131,. Wat Poitl at p1cowl HI (Space PUQ 0 0 0 0 0 45 Om O.m Om am 13x WNPwntl.Pipan.4) 0 0 0 0 0 75 Om Om Om am 8, Extended Detention Pond DID 9, Shandlowto Filter/Open Spare UUD TOTAL RUNOFF REDUCTION IN D.A. A)Nr) 3,821 NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN DA A Qbi 8.95 SEE WATER QUALITY COMPLIANCE TAB FOR SOE CALCULATIONS (InJOmwti0n Only) 10. Wet Swale (Coastal Pla in) Ina DR) 11. Filtering Prartiresino RR) 11, Construrtetl Welland )no RR) 7 -7. A. PAR w �PI� B� h a �I va..n Pom Rl legal rom) I6P% .) R D D D R 6s — am am — TOTAL IMPERVIOUS COVER TREATED(ac) 8.69 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED(ac) I AGO AREA CHECK: OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE)Ib/yr) 18llJ TOTAL PHOSPHORUS AVAILABLE FDA REMOVAL IN DA.AQb/yr) 3135 TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. AQb/Yr) 9.OJ TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. AQb/yr) 3]8 TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVEDIN D.A.AQb/yr) 122S MAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN D.A.AHb/yr) 9.10 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NIIROGFNREMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A.AQb/yr) 25.95 NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IND.A.AQb1W 3J.9R TOTAL NITROGEN REMOVED IN DA.AQb/yr) 63.93 11 m R.m — Dm R.m 30. ManulaRured BMP RR) (no Drainage Area B Dremage Area Auaa Cover (am) ASWIs Bsolk CYIB OSoh look lama Caum. Boon/epenspaae(aaa) O.m 0.00 MaoyNimflanal D.W 0.0E 0.82 0.20 lmpminrsfaerlvcl am 151 L51 0.95 Total 2.33 Stormwater Best Management Practices (RR = Runoff Reduction) Total PM1mpMms Available for Removal in D.A. B Qblyric 3.65 Post Development Treatment Volume in DA. 6 ift) 1 %W3 -Sel. foam amptlown Ikts- Rumio Maedit Impervious Volume hom RumF RMummg TotalBMp pRemoval pM1espM1oms Untreated Phosphorus PraRi[! Reduction Area Credit Area Cover Credit Upstream RNuatnn Rumfl Treahnen[ Removal Loatl hom PM1ospbe�as bemovetl By PM1ospM1oms phosphorus Cownstream PraRicetobe Credit i%) (acres) Amalacres) Bmetire iRr) (A) Volume (W) Volume (W) Efficienry (%) Upstream tend to Practice(1h) Load (lb) Employetl praRiesilb) Practice(lb) z. a rtoM Fmtn lspen X51 as o 0 0 0 om 0m Are It VegetatolR°m X2(Sper.) 60 0 p 0 Om O.m O.m z.,,Srnple0lemn 0 0 0 a o am DAB o.m A.,t,A/esnua A. ( x11 znsimpleoie®neemnm4osna 0 e e e o am o.m Om A. zn TaiaHAmeiEMF➢MPMaeper 0 0 0 0 0 Dan one Bell �Kvvoern rJowaal Xa 2E.I.,viell—Berne rai"n, 0 0 0 0 25 A. A. O.m am Mirre-In rati°nnl 98) Le, T° Ory Well m Freem Orain#4 on 0 0 0 0 25 Dan o.m ne, nm ti°nn xB r2Ir. T°R.Pain Gartlen Xl, Gan .) Mrrzs*o p 0 0 0 0 25 0.m om O.m one Rain G"°'"az, eo e o e e m e.m o.m e.m am .an X2 (spw.nl zn. Ta no_ter arveiingl51wa X6 0 0 0 a o.m o.m a.00 D. 2i.T°st°rmwatere,App 0 0 0 0 25 Ann o.m BOD o.m umaaeiweremioalslen, APPeneu Al 3.a. Vermnme FrvenrKn Dear-) AS 0 0 0 0 zs Am nm a.00 Om 3b. Bel-eatle0awaent N2(1,-) 25 0 0 0 25 o.m am o.Da 9.a.Graa CM1ann,,mSa zDpervr) 20 0 0 0 0 15 O.m o.m O.m Om I.b. Grm rlumel C/O Sad, (Sine, DD 30 0 0 0 0 is 0.00 0m Ono Om ac Breo Cbamal wan Cwnyan eR Anaa Salero �s n e 0 0 0 1s 0m -an am a.m sa OrySwale Xl lSeeenpl a o 0 p o ro 0.m 0m a.m 0.m s.b. p,vswabxz (slnal m o e o e a BAD em 0.m e.m 6a Biro umntaban X3°rMb°9urten4°n X]°r Bivmlwitianl ran0 p 0 0 p 25 an o.m O.m One Binelormorti°np2m Mua9orMiN°nn ( p9 An OA2 1.51 0 4,642 1,16E Sand 50 O.m 3.69 3.n A. Nkmal Removal Mcirey(%) NBmgen Wtl kom Upstream Practirea Qbs) Uatreatad NNmgen Loacto Practice jib.) NBmgen Removetl By P efie(Ibs) Remaining NitrogenLoa (Ihs) o am e.ae om nm 000 om pm am o.m am 0 pm nao o.m pm e nm nm BAD DAB ss om Den Are A. ss om nm 0.m pm a om nm o.m om m pm pm a.m pm 0 am pm BAD pm b om nm O.m om ss om nm 0m pm ss om em pm M Om nm O.m om 2n pm pm e.m pm ze nm aae o.m om ss am pm em pm 3s pm pm em pm b Om nm O.m Om m nm 26 239E zm tag 11 yp. w�pDA nda�I TOTAL IMPERVIOUS COVER TREATED (ac( 1.51 ARFACHE[K OK TOTAL MANAGEDTURFAREATRFATFD (ar( 0.82 AREA CHECK OK TOTALRUNOFF REDUCTION IN D.A. 0(RI( 4,6M12 TOTAL PHOSPHORUS AVAl1A8LF PoR REMOVALIN O.ABQb/yr( 3.65 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTONPMCDCE51N 0.A B(IB/yr( 3.38 TOTAL PHOSPHORUS MMNNING AFTERAPPLYING RUNOFF REDUCTION PRACTICES IN D.A. B(IB/yr( 0.3T SEE WATER QUALIFY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS ]O.a.WHSwakML5Pa U 0 0 0 0 0 LI OW — 000 — . b. Wet Swale pl(Sure AD 0 0 0 0 0 b ON OW 00] OT l.a.Fil[ering PraN¢XI(Sper Moll 0 0 0 0 0 fA OOt OOT Otll OM 11.L. R., PnN¢4E(1,XIEj 0 0 0 0 0 65 OOT OOT OW OOT . . W... D ern PCD 0 0 0 0 0 50 OM 00] OOT O.W ,dB. Car5butlM WNhM.(Sper OU) 0 0 0 0 0 TS "AS 00] O.NI OIYI 11- Wet wind 41 (Sons, lad) 0 0 0 0 0a. ON ON O.tll ]3 b. WN Prad PI(Cna#al Mind 11, P14( 0 0 0 0 O 45 OJp OW 0� OW 13 c Wat Pmtl. D ws A14( 0 0 0 0 0 TS OAT OM OU] OIYI lld Wrt Pond. D reould Min((1, M41 0 0 0 0 O f5 00] OT OIYI O.OI 14.a Manufaduretl oodur KDxs - Rytl"Bywor 0 0 0 0 0 MI 0.0] OOT 0.00 OOl JAL. Mamfa,Wretl Tmztment Mi¢filRning 0 0 0 0 0 HI OM 0m 00] 0W 9 Extended Detention Pond IRRI 9, ShreUlowta Filter/Open Space IRRI TOTAL RUNOFF REDUCTION IN D.A. R(ffa( 4,W3 NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. O(IB/yr) 1 2EIX SEE WATER QUALINCOMPLYINCE TAB FOR SITE CALMLATIONS(InJpmwtipn Only) 10. Wet Swale (Coastal Plain) ono RE) jjjjj�raotioes (Rfl( ®®® 13. Constructed Worland (no RR( 13, Wet Ponds (no RR( 11, Manu IMP RR( ,durld (no Mal 11 a, Exxx DAB a.�NZMaauroi TrmMMllenxGmai� B A 0 o a m — Om am om TOTALIMPERVIOOSCOVERTREATED(ac) 1.51 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED (ac) 1 0.82 AREA CHECK: OR. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE)Ib/r) 18LJ TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN DABQb/Yr) 3 TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.ABQb/p) D.CU TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. BQb/p) 3.JB TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED IN D.A. BQb1W 3]B TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN D.A. B Qb/Yr) 0.3T SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A BQb/r 3391 NO ROGER REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.ABQb/yr) 0.W TOTAL NITROGEN REMOVED IN DA B Qb/p) 23.91 0 om o.m om o.m Site Results (Water Quality Compliance) Area Checks FOREST/OPEN SPACE (ac) IMPERVIOUS COVER (ac) IMPERVIOUS COVER TREATED (ac) MANAGED TURF AREA (ac) MANAGED TURF AREA TREATED (ac) AREA CHECK Site Treatment Volume (ft') Runoff Reduction Volume and TP By Drainaze Area TP LOAD REDUCTION ACHIEVED TP LOAD REMAINING NITROGEN LOAD REDUCTION ACHIEVED Total Phosoh 0.00M+AdT 00 0.00 8.6900 0.00 8.6900 0.00 6.0000 0.00 6.00.00 0.00 OK. OK. OK. OK. OK. 40,794 12.25 9.10 25.63 18.07 1,6480�� 3.65 0.00 0.00 0.00 3.28 0.00 0.00 0.00 0.37 0.0000.00 AREA CHECK OK. DIM 15.53 9.46 TP LOAD REDUCTION ACHIEVED (Ib/yr) 1 15.53 TP LOAD REMAINING (Ib/yr):1 10.10 REMAINING TP LOAD REDUCTION REQUIRED (Ib/yr): 2.54 Total Nitrogen (For Information Purposes) POST -DEVELOPMENT LOAD (Ib/yr) 183.36 NITROGEN LOAD REDUCTION ACHIEVED (I"b/vril 87.90 Virginia Rurolf Reduction Method Worl sheet DEQ Virginia Runoff Reduction Method New Development Compliance Spreadsheet - Version 3.0 BMP Design Specifications List: 2013 Draft Stds & Specs Site Summary Project Title: Rio Point Date: 44595 Total Rainfall = 43 inches Site Land Cover Summary A soils BSolis CSoils DSolis Totals %of Total Forest/Open(acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf(acres) 2.30 5.92 0.00 0.00 8.22 45 Impervious Cover (acres) 1.03 9.19 0.00 0.00 10.22 55 18.44 100 Site Tv and Land Cover Nutrient Loads She R. 0.61 Treatment Volume ft 40,794 TP Load (Ib/yr) 25.63 TN Load (lb/yr) 183.36 Total TP Load Reduction Required (lb/yr) 18.07 Site Compliance Summary Total Runoff Volume Reduction (ft) 8,464 Total TP Load Reduction Achieved (lb/yr) 15.53 Total TN Load Reduction Achieved (lb/yr) 87.90 Remaining Post Development TP Load 30.10 (lb/yr) Remaining TP Load Reduction (lb/yr) Required 2.54 Drainage Area Summary DA. A D.A. B D.A. C D.A. D D.A. E Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0.00 Managed Turf(acres) 6.00 0.82 0.00 0.00 0.00 6.82 Impervious Cover (acres) 8.69 1.51 0.00 0.00 0.00 10.20 Total Area (acres) 14.69 2.33 0.00 0.00 0.00 17.02 Drainage Area Compliance Summary D.A. A D.A. B D.A. C LA - ,LE D.A. E Total TP Load Reduced (lb/yr) 12.25 3.28 0.00 0.00 0.00 15.53 Summary Print Virginia Punch Reduction Method Wortisheet TN Load Reduced (lb/yr) 1 63.93 1 23.97 1 0.00 1 0.00 1 0.00 1 87.90 Drainage Area A Summary Land Cover Summary A Soils BSoils CSoils DSoils Total %ofTMal Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf(acres) 1.91 4.09 0.00 0.00 6.00 41 Impervious Cover (acres) 1.01 7.68 0.00 0.00 8.69 59 ( 14.69 BMP Selections Managed TurfImperviousCover BMP Treatment TP Load from Downstream Practice Credit Area Credit Area s Volume (k) Upstream I Untreated TP Load to Practice (Ibs) TP Removed (lb/yr) TP Remaining (Ih/yr) Treatment to he (acres) (acres) practices (Ibs) Employed Total Impervious Cover Treated(acres) 8.69 Total Turf Area Treated (acres) 6.00 Total TP Load Reduction Achieved in D.A. 12.25 Ib r Total TN Load Reduction Achieved in D.A. 63.93 Ib Drainage Area B Summary Land Cover Summary A Soils BSoils CSoils DSoils Total %of Total Forest/Open (acres) 0.00 0.00 0.1 0.00 0.00 0 Managed Turt (acres) 0.00 0.82 0.00 0.00 0.82 35 Impervious Cover (aces) 0.00 1.51 0.00 0.00 1.51 65 1 2.33 BMP Selections Managed TurfImperviousCover BMPTrea[men[ TP Load from Downstream Practice Credit Area Credit Area s me Volu(k) Upstream Untreated TP Load to Practice (Ibs) TP Removed (Ib/yr) TP Remaining (Ih/yr) Treatment to he (acres) (acres) practices (Ibs) Employed Total Impervious Cover Treated(acres) 1.51 Total Turf Area Treated (acres) 0.82 Total TP Load Reduction Achieved in D.A. (lb/yr) 3.28 Total TN Load Reduction Achieved in D.A. (Ib/yr) 23.97 Summary Print Virginia Runoff Reduction Method Worksheet Drainage Area C Summary Land Cover Summary A Soils B Soils [.Soils D Soils Total %of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf(acres) 0.00 0.00 0.00 0.00 0.00 0 Impervious Cover (acres) 0.00 0.00 0.00 0.00 0.00 0 0.D0 BMP Selections Managed Turf Impervious Cover BMP Treatment TP Load from Untreated TP Load TP Removed TP Remaining Downstream Practice Credit Area Credit Area Volume (k) Upstream to Practice (Ihs) (Ih/yr) (Ib/yr) Treatment to be (acres) (acres) Practices (Ibs) Employed Total Impervious Cover Treated(acres) 0.00 Total Turf Area Treated (acres) 0.00 Total TP Load Reduction Achieved in D.A. (lb/yr) 0.00 Total TN Load Reduction Achieved in D.A. (lb/yr) 0.00 Drainage Area D Summary Land Cover Summary A Soils BSoils [Soils DSoils Total %of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 0.00 0.00 0.00 0.00 0.00 0 Impervious Cover (acres) 0.00 0.00 0.00 0.00 0.00 0 I 0.00 BMP Selections Managed Turf Impervious Cover BMP Treatment TP Load from Untreated TP Load TP Removed TP Remaining Downstream Practice Credit Area Credit Area Volume (k) Upstream to Practice (Ihs) (Ih/yr) (16/yr) Treatmentto be (acres) (acres) practices Qbs) Employed Total Impervious Cover Treated(acres) 0.00 Total Turf Area Treated (acres) 0.00 Total TP Load Reduction Achieved in D.A. 0.00 b/ r Total TN Load Reduction Achieved in D.A. 0.00 b/ r Summary Print Virginia Runoff Reduction Method Worksheet Drainage Area E Summary Land Cover Summary A Soils BSolis CSoils DSoils Total %of Total Forest/Open(acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf(acres) 0.00 0.00 0.00 0.00 0.00 0 Impervious Cover (acres) 0.00 0.00 0.00 0.00 0.00 0 0.00 BMP Selections Managed Turf Impervious Cover BMP Treatment TP Load from Untreated TP Load TP Removed TP Remaining Downstream Practice Credit Area Cred it Area s Volume (ft ) Upstream to Practice (Ibs) (Ib/yr) (Ib/yr) Treatmentre be (acres) (acres) practices (Ibs) Employed Total Impervious Cover Treated(acres) 0.00 Total Turf Area Treated (acres) 0.00 Total TP Load Reduction Achieved in D.A. 0.00 Ib/ r Total TN Load Reduction Achieved in D.A. 0.00 Ib/ r .__._...__._.__..__._.__..__._.._.__.---------------------------------------------------------------------------- , Runoff Volume and CN Calculations 1-yearstorm 2-year storm 10-year storm Target Rainfall Event (in) 3.03 3.66 5.53 Drainage Areas RV&CN Drainage Area Drainage Area Drainage Area Drainage Area Drainage Arm CN 80 85 0 0 0 RR fta 3,821 4,"2 0 0 0 1-year return period RV wo RR(ws-in) 1.27 1.61 0.00 0.00 0.00 RV wRR(ws-in) 1.20 1.06 0.00 0.00 0.00 CN adjusted 79 76 a 0 0 2-year return period RV wo RR (w n) 1.76 2.16 0.00 0.W 0.W Rvwm(ws-in) 1.69 1.61 0.00 0.00 0.00 Cal adjusted 79 TB 0 0 0 10.year return period RV wo RR (wzin) 3.36 3.86 0.00 0.00 0.00 RVw RR(wsin) 3.29 3.31 0.00 0.00 0.00 CN adjuted 79 79 0 0 0 Summary Print 1S 2S Pre DA Pre Total Subcat Reach Aon Llnk 4S - Rio OFFSITE - Road ons PRE DEV Prepared by Timmons Group Printed 2/3/2022 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 G 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 Printed 2/3/2022 PRE DEV Type 1124-hr 1-Year Rainfall=3.03" Prepared by Timmons Group Printed 2/3/2022 HVdroCADO 10.10-4a s/n 08663 © 2020 HydroCAD Software Solutions LLC Paae 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 Subcatchment 1S: Pre DA 1 Runoff Area=10.675 ac 1.24% Impervious Runoff Depth>0.19" Flow Length=1,024' Tc=9.1 min CN=56 Runoff=1.57 cfs 0.166 of Subcatchment 2S: Pre DA 2 Runoff Area=3.890 ac 1.16% Impervious Runoff Depth>0.32" Flow Length=261' Tc=6.8 min CN=61 Runoff=1.82 cfs 0.104 of Subcatchment 4S: Pre DA 3 Runoff Area=3.879 ac 0.88% Impervious Runoff Depth>0.21" Flow Length=312' Tc=6.4 min CN=57 Runoff=0.87 cfs 0.068 of Subcatchment 5S: 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 Subcatchment 8S: OFFSITE - Rio Commons Runoff Area=4.350 ac 8.05% Impervious Runoff Depth>0.29" Flow Length=457' Tc=6.4 min CN=60 Runoff=1.78 cfs 0.106 of Link 3L: Pre Total Inflow=5.65 cfs 0.444 of Primary=5.65 cfs 0.444 of Total Runoff Area = 23.052 ac Runoff Volume = 0.500 of Average Runoff Depth = 0.26" 96.45% Pervious = 22.233 ac 3.551/6 Impervious = 0.819 ac PRE DEV Prepared by Timmons G Type 1124-hr 1-Year Rainfall=3.03" Summary for Subcatchment 1 S: Pre DA 1 Runoff = 1.57 cfs @ 12.06 hrs, Volume= 0.166 af, Depth> 0.19" Printed 2/3/2022 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 1-Year Rainfall=3.03" Area (ac) CN 0.132 98 Paved parking, HSG B 2.490 39 >75% Grass cover, Good, HSG A 8.053 61 >75% Grass cover, Good, HSG B 10.675 56 Weighted Average 10.543 98.76% Pervious Area 0.132 1.24% 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 Trap/Vee/Rect Channel Flow, Bot.W=5.00' D=1.00' Z= 3.0 7' Top.W=11.00' n= 0.030 Earth, grassed & winding 9.1 1.024 Total Subcatchment 1S: Pre DA 1 Hydrograph ❑ RunoH 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) PRE DEV Prepared by Timmons G Type 1124-hr 1-Year Rainfall=3.03" Printed 2/3/2022 Summary for Subcatchment 2S: Pre DA 2 Runoff = 1.82 cfs @ 12.01 hrs, Volume= 0.104 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 3.845 61 >75% Grass cover, Good, HSG B 3.890 61 Weighted Average 3.845 98.84% Pervious Area 0.045 1.16% 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, Unoaved Kv= 16.1 fos 6.8 261 Total Subcatchment 2S: Pre DA 2 Hydrograph ■ Rurgff 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) PRE DEV Prepared by Timmons G Type 1124-hr 1-Year Rainfall=3.03" Printed 2/3/2022 Summary for Subcatchment 4S: Pre DA 3 Runoff = 0.87 cfs @ 12.02 hrs, Volume= 0.068 af, Depth> 0.21" 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 0.836 39 >75% Grass cover, Good, HSG A 3.009 61 >75% Grass cover, Good, HSG B 3.879 57 Weighted Average 3.845 99.12% Pervious Area 0.034 0.88% 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 4S: Pre DA 3 Hydrograph ❑ RunoH 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) PRE DEV Prepared by Timmons G Type 1124-hr 1-Year Rainfall=3.03" Printed 2/3/2022 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, Subcatchment 5S: OFFSITE - Road Hydrograph ■ Runoff Type II 24-hr 1-Year Rainfall=3.03" Runoff Area=0.258 ac Runoff Volume=0.056 of j Runoff Depth>2.59" III Tc=6.0 min CN=98 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) PRE DEV Prepared by Timmons G Type 1124-hr 1-Year Rainfall=3.03" Summary for Subcatchment 8S: OFFSITE - Rio Commons Runoff = 1.78 cfs @ 12.01 hrs, Volume= 0.106 af, Depth> 0.29" Printed 2/3/2022 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 1-Year Rainfall=3.03" Area (ac) CN 0.350 98 Paved parking, HSG B 0.270 39 >75% Grass cover, Good, HSG A 3.300 61 >75% Grass cover, Good, HSG B 0.280 30 Woods, Good, HSG A 0.150 55 Woods. Good. HSG B 4.350 60 Weighted Average 4.000 91.95% Pervious Area 0.350 8.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 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 Trap/Vee/Rect Channel Flow, Bot.W=23.00' D=1.00' Z= 3.0'/' Top.W=29.00' n= 0.022 Earth. clean & straiaht 6.4 457 Total PRE DEV Type /I 24-hr 1-Year Rainfall=3.03" Prepared by Timmons Group Printed 2/3/2022 Subcatchment 8S: OFFSITE - Rio Commons Hydrograph ■ Runoff Time (hours) PRE DEV Prepared by Timmons G Type 1124-hr 1-Year Rainfall=3.03" Printed 2/3/2022 Summary for Link 3L: Pre Total Inflow Area = 22.794 ac, 2.46% Impervious, Inflow Depth > 0.23" for 1-Year event Inflow = 5.65 cfs @ 12.02 hrs, Volume= 0.444 of Primary = 5.65 cfs @ 12.02 hrs, Volume= 0.444 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 Hydrograph FE ]—I n—fl.—. ❑ Primary Time (hours) PRE DEV Type 11 24-hr 2-Year Rainfall=3.66" Prepared by Timmons Group Printed 2/3/2022 HydroCADO 10.10-4a s/n 08663 © 2020 HydroCAD Software Solutions LLC Paoe 12 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 Subcatchment 1S: Pre DA 1 Runoff Area=10.675 ac 1.24% Impervious Runoff Depth>0.37" Flow Length=1,024' Tc=9.1 min CN=56 Runoff=4.95 cfs 0.331 of Subcatchment 2S: Pre DA 2 Runoff Area=3.890 ac 1.16% Impervious Runoff Depth>0.56" Flow Length=261' Tc=6.8 min CN=61 Runoff=3.73 cfs 0.183 of Subcatchment 4S: Pre DA 3 Runoff Area=3.879 ac 0.88% Impervious Runoff Depth>0.41" Flow Length=312' Tc=6.4 min CN=57 Runoff=2.42 cfs 0.132 of Subcatchment 5S: 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 Subcatchment 8S: OFFSITE - Rio Commons Runoff Area=4.350 ac 8.05% Impervious Runoff Depth>0.52" Flow Length=457' Tc=6.4 min CN=60 Runoff=3.85 cfs 0.190 of Link 3L: Pre Total Inflow=14.42 cfs 0.836 of Primary=14.42 cfs 0.836 of Total Runoff Area = 23.052 ac Runoff Volume = 0.904 of Average Runoff Depth = 0.47" 96.45% Pervious = 22.233 ac 3.551/6 Impervious = 0.819 ac PRE DEV Prepared by Timmons G Type 11 24-hr 2-Year Rainfall=3.66" Summary for Subcatchment 1 S: Pre DA 1 Runoff = 4.95 cfs @ 12.04 hrs, Volume= 0.331 af, Depth> 0.37" Printed 2/3/2022 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 2-Year Rainfall=3.66" Area (ac) CN 0.132 98 Paved parking, HSG B 2.490 39 >75% Grass cover, Good, HSG A 8.053 61 >75% Grass cover, Good, HSG B 10.675 56 Weighted Average 10.543 98.76% Pervious Area 0.132 1.24% 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 Trap/Vee/Rect Channel Flow, Bot.W=5.00' D=1.00' Z= 3.0 7' Top.W=11.00' n= 0.030 Earth, grassed & winding 9.1 1.024 Total Subcatchment 1S: Pre DA 1 Hydrograph ❑ RunoH 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) PRE DEV Prepared by Timmons G Type 11 24-hr 2-Year Rainfall=3.66" Printed 2/3/2022 Summary for Subcatchment 2S: Pre DA 2 Runoff = 3.73 cfs @ 12.00 hrs, Volume= 0.183 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 3.845 61 >75% Grass cover, Good, HSG B 3.890 61 Weighted Average 3.845 98.84% Pervious Area 0.045 1.16% 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, Unoaved Kv= 16.1 fos 6.8 261 Total Subcatchment 2S: Pre DA 2 Hydrograph 4- 3 73 cfs., Type II 24-hr 2-Year Rainfall=3.66" 3 Runoff Area=3.890 ac Runoff Volume=0.183 of Runoff Depth>0.56" 2 Flow Length=261' Tc=6.8 min CN=61 1- 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) ■ Rurwff PRE DEV Prepared by Timmons G Type 11 24-hr 2-Year Rainfall=3.66" Printed 2/3/2022 Summary for Subcatchment 4S: Pre DA 3 Runoff = 2.42 cfs @ 12.00 hrs, Volume= 0.132 af, Depth> 0.41" 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 0.836 39 >75% Grass cover, Good, HSG A 3.009 61 >75% Grass cover, Good, HSG B 3.879 57 Weighted Average 3.845 99.12% Pervious Area 0.034 0.88% Impervious Area Tc Length Slope Velocity Capacity Description in\ /foof\ /f1/41\ /ff/con\ /-fc\ 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, Unoaved Kv= 16.1 fos 6.4 312 Total Subcatchment 4S: Pre DA 3 Hydrograph ❑ RunoH Type II 24-hr 2-Year Rainfall=3.66" 2 Runoff Area=3.879 ac Runoff Volume=0.132 of Runoff Depth>0.41" U Flow Length=312' 'I 1 11 1 Tc=6.4 min CN=57 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) PRE DEV Prepared by Timmons G Type 11 24-hr 2-Year Rainfall=3.66" Printed 2/3/2022 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 Type II 244hr 2-Year Rainfall=3.66" Runoff r Runoff Vo ume 0 068 of j Runoff Depth>3.16" LL I J I Tc=6.0 min 0 Mzzz Time (houm) ■ Runoff PRE DEV Prepared by Timmons G Type 11 24-hr 2-Year Rainfall=3.66" Summary for Subcatchment 8S: OFFSITE - Rio Commons Runoff = 3.85 cfs @ 12.00 hrs, Volume= 0.190 af, Depth> 0.52" Printed 2/3/2022 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 2-Year Rainfall=3.66" Area (ac) CN 0.350 98 Paved parking, HSG B 0.270 39 >75% Grass cover, Good, HSG A 3.300 61 >75% Grass cover, Good, HSG B 0.280 30 Woods, Good, HSG A 0.150 55 Woods. Good. HSG B 4.350 60 Weighted Average 4.000 91.95% Pervious Area 0.350 8.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 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 Trap/Vee/Rect Channel Flow, Bot.W=23.00' D=1.00' Z= 3.0'/' Top.W=29.00' n= 0.022 Earth. clean & straiaht 6.4 457 Total PRE DEV Type /I 24-hr 2-Year Rainfall=3.66" Prepared by Timmons Group Printed 2/3/2022 Subcatchment 8S: OFFSITE - Rio Commons Hydrograph ■ Runoff Time (hours) PRE DEV Prepared by Timmons G Type 11 24-hr 2-Year Rainfall=3.66" Printed 2/3/2022 Summary for Link 3L: Pre Total Inflow Area = 22.794 ac, 2.46% Impervious, Inflow Depth > 0.44" for 2-Year event Inflow = 14.42 cfs @ 12.01 hrs, Volume= 0.836 of Primary = 14.42 cfs @ 12.01 hrs, Volume= 0.836 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 Hydrograph ■ Inflow ❑ Primary Time (hours) PRE DEV Type 1124-hr 10-Year Rainfall=5.53" Prepared by Timmons Group Printed 2/3/2022 HVdroCADO 10.10-4a s/n 08663 © 2020 HydroCAD Software Solutions LLC Paoe 20 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 Subcatchment 1S: Pre DA 1 Runoff Area=10.675 ac 1.24% Impervious Runoff Depth>1.18" Flow Length=1,024' Tc=9.1 min CN=56 Runoff=20.57 cfs 1.046 of Subcatchment 2S: Pre DA 2 Runoff Area=3.890 ac 1.16% Impervious Runoff Depth>1.53" Flow Length=261' Tc=6.8 min CN=61 Runoff=11.06 cfs 0.495 of Subcatchment 4S: Pre DA 3 Runoff Area=3.879 ac 0.88% Impervious Runoff Depth>1.25" Flow Length=312' Tc=6.4 min CN=57 Runoff=8.97 cfs 0.403 of Subcatchment 5S: 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 Subcatchment 8S: OFFSITE - Rio Commons Runoff Area=4.350 ac 8.05% Impervious Runoff Depth>1.46" Flow Length=457' Tc=6.4 min CN=60 Runoff=11.90 cfs 0.527 of Link 3L: Pre Total Inflow=51.69 cfs 2.471 of Primary=51.69 cfs 2.471 of Total Runoff Area = 23.052 ac Runoff Volume = 2.576 of Average Runoff Depth = 1.34" 96.45% Pervious = 22.233 ac 3.551/6 Impervious = 0.819 ac PRE DEV Prepared by Timmons G Type 1124-hr 10-Year Rainfall=5.53" Printed 2/3/2022 Summary for Subcatchment 1 S: Pre DA 1 Runoff = 20.57 cfs @ 12.02 hrs, Volume= 1.046 af, Depth> 1.18" 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 2.490 39 >75% Grass cover, Good, HSG A 8.053 61 >75% Grass cover, Good, HSG B 10.675 56 Weighted Average 10.543 98.76% Pervious Area 0.132 1.24% 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 Trap/Vee/Rect Channel Flow, Bot.W=5.00' D=1.00' Z= 3.0 7' Top.W=11.00' n= 0.030 Earth, grassed & winding 9.1 1.024 Total Subcatchment 1S: Pre DA 1 ❑ RunoH Type ii 244nr 10-Year Rainfall=5.53" Runoff Area=10.675 ac Runoff Volume=1.046 of Runoff Depth>1.18" Flow Length=1,024' Tc=9.1 min N=56 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) PRE DEV Prepared by Timmons G Type 1124-hr 10-Year Rainfall=5.53" Printed 2/3/2022 Summary for Subcatchment 2S: Pre DA 2 Runoff = 11.06 cfs @ 11.99 hrs, Volume= 0.495 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 3.845 61 >75% Grass cover, Good, HSG B 3.890 61 Weighted Average 3.845 98.84% Pervious Area 0.045 1.16% 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, Unoaved Kv= 16.1 fos 6.8 261 Total Subcatchment 2S: Pre DA 2 Hydrograph Time (hours) ■ RunoH PRE DEV Prepared by Timmons G Type 1124-hr 10-Year Rainfall=5.53" Printed 2/3/2022 Summary for Subcatchment 4S: Pre DA 3 Runoff = 8.97 cfs @ 11.99 hrs, Volume= 0.403 af, Depth> 1.25" 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 0.034 98 Paved parking, HSG B 0.836 39 >75% Grass cover, Good, HSG A 3.009 61 >75% Grass cover, Good, HSG B 3.879 57 Weighted Average 3.845 99.12% Pervious Area 0.034 0.88% Impervious Area Tc Length Slope Velocity Capacity Description in\ /foof\ /f1/41\ /ff/con\ /-fc\ 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, Unoaved Kv= 16.1 fos 6.4 312 Total Subcatchment 4S: Pre DA 3 Hydrograph 0 9 Type II 24-hr 8 10-Year Rainfall=5.53" Runoff Area=3.879 ac 6. Runoff Volume=0.403af Runoff Depth>1.25" LL 5 Flow Length=312' 4 Tc=6.4 min 3 CN=57 2 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) ❑ Runoff PRE DEV Prepared by Timmons G Type 1124-hr 10-Year Rainfall=5.53" Printed 2/3/2022 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 ■ Runoff i 9s s 2- Type II 24-hr 10-Year Rainfall=5.53" Runoff Area=0.258 ac Runoff Volume=0.104 of Runoff Depth>4.85" Tc=6'.0 min CN=98 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) PRE DEV Prepared by Timmons G Type 1124-hr 10-Year Rainfall=5.53" Summary for Subcatchment 8S: OFFSITE - Rio Commons Runoff = 11.90 cfs @ 11.99 hrs, Volume= 0.527 af, Depth> 1.46" Printed 2/3/2022 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 0.350 98 Paved parking, HSG B 0.270 39 >75% Grass cover, Good, HSG A 3.300 61 >75% Grass cover, Good, HSG B 0.280 30 Woods, Good, HSG A 0.150 55 Woods. Good. HSG B 4.350 60 Weighted Average 4.000 91.95% Pervious Area 0.350 8.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 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 Trap/Vee/Rect Channel Flow, Bot.W=23.00' D=1.00' Z= 3.0'/' Top.W=29.00' n= 0.022 Earth. clean & straiaht 6.4 457 Total PRE DEV Type // 24-hr 10-Year Rainfall=5.53" Prepared by Timmons Group Printed 2/3/2022 Subcatchment 8S: OFFSITE - Rio Commons Hydrograph ■ Rurwff Time (hours) PRE DEV Prepared by Timmons G Type 1124-hr 10-Year Rainfall=5.53" Printed 2/3/2022 Summary for Link 3L: Pre Total Inflow Area = 22.794 ac, 2.46% Impervious, Inflow Depth > 1.30" for 10-Year event Inflow = 51.69 cfs @ 12.00 hrs, Volume= 2.471 of Primary = 51.69 cfs @ 12.00 hrs, Volume= 2.471 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 Hydrograph ■ Inflow ❑ Primary Time (hours( PRE DEV Type 11 24-hr 100-Year Rainfall=9.09" Prepared by Timmons Group Printed 2/3/2022 HydroCADO 10.10-4a s/n 08663 © 2020 HydroCAD Software Solutions LLC Paoe 28 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 Subcatchment 1S: Pre DA 1 Runoff Area=10.675 ac 1.24% Impervious Runoff Depth>3.35" Flow Length=1,024' Tc=9.1 min CN=56 Runoff=61.37 cfs 2.978 of Subcatchment 2S: Pre DA 2 Runoff Area=3.890 ac 1.16% Impervious Runoff Depth>3.94" Flow Length=261' Tc=6.8 min CN=61 Runoff=28.47 cfs 1.278 of Subcatchment 4S: Pre DA 3 Runoff Area=3.879 ac 0.88% Impervious Runoff Depth>3.47" Flow Length=312' Tc=6.4 min CN=57 Runoff=25.41 cfs 1.121 of Subcatchment 5S: 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 Subcatchment 8S: OFFSITE - Rio Commons Runoff Area=4.350 ac 8.05% Impervious Runoff Depth>3.82" Flow Length=457' Tc=6.4 min CN=60 Runoff=31.27 cfs 1.386 of Link 3L: Pre Total Inflow=144.75 cfs 6.764 of Primary=144.75 cfs 6.764 of Total Runoff Area = 23.052 ac Runoff Volume = 6.936 of Average Runoff Depth = 3.61" 96.45% Pervious = 22.233 ac 3.551/6 Impervious = 0.819 ac PRE DEV Prepared by Timmons G Type 11 24-hr 100-Year Rainfall=9.09" Printed 2/3/2022 Summary for Subcatchment 1 S: Pre DA 1 Runoff = 61.37 cfs @ 12.01 hrs, Volume= 2.978 af, Depth> 3.35" 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 2.490 39 >75% Grass cover, Good, HSG A 8.053 61 >75% Grass cover, Good, HSG B 10.675 56 Weighted Average 10.543 98.76% Pervious Area 0.132 1.24% 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 Trap/Vee/Rect Channel Flow, Bot.W=5.00' D=1.00' Z= 3.0 7' Top.W=11.00' n= 0.030 Earth, grassed & winding 9.1 1.024 Total Subcatchment 1S: Pre DA 1 ❑ RunoH 65 16137 0 60 Type e II 24-hr _ 55 _ _ 100-Year Rainfall _g IN 50 Runoff Area=10 45 - - Runoff Volume=2 9784f n 40 35 Runoff Depth>3.35" 0 u 30 - - - Flow Length=1,024w 25 Tc=9.1 min 20- CN=5f 15 10 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) PRE DEV Prepared by Timmons G Type 11 24-hr 100-Year Rainfall=9.09" Printed 2/3/2022 Summary for Subcatchment 2S: Pre DA 2 Runoff = 28.47 cfs @ 11.98 hrs, Volume= 1.278 af, Depth> 3.94" 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 3.845 61 >75% Grass cover, Good, HSG B 3.890 61 Weighted Average 3.845 98.84% Pervious Area 0.045 1.16% 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, Unoaved Kv= 16.1 fos 6.8 261 Total Subcatchment 2S: Pre DA 2 Hydrograph ■ Rurwff 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) PRE DEV Prepared by Timmons G Type 11 24-hr 100-Year Rainfall=9.09" Printed 2/3/2022 Summary for Subcatchment 4S: Pre DA 3 Runoff = 25.41 cfs @ 11.98 hrs, Volume= 1.121 af, Depth> 3.47" 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 0.836 39 >75% Grass cover, Good, HSG A 3.009 61 >75% Grass cover, Good, HSG B 3.879 57 Weighted Average 3.845 99.12% Pervious Area 0.034 0.88% 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 4S: Pre DA 3 Hydrograph ❑ RunoH 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) PRE DEV Prepared by Timmons G Type 11 24-hr 100-Year Rainfall=9.09" Printed 2/3/2022 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 ■ Rurroff 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) PRE DEV Prepared by Timmons G Type 11 24-hr 100-Year Rainfall=9.09" Summary for Subcatchment 8S: OFFSITE - Rio Commons Runoff = 31.27 cfs @ 11.98 hrs, Volume= 1.386 af, Depth> 3.82" Printed 2/3/2022 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 0.350 98 Paved parking, HSG B 0.270 39 >75% Grass cover, Good, HSG A 3.300 61 >75% Grass cover, Good, HSG B 0.280 30 Woods, Good, HSG A 0.150 55 Woods. Good. HSG B 4.350 60 Weighted Average 4.000 91.95% Pervious Area 0.350 8.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 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 Trap/Vee/Rect Channel Flow, Bot.W=23.00' D=1.00' Z= 3.0'/' Top.W=29.00' n= 0.022 Earth. clean & straiaht 6.4 457 Total PRE DEV Prepared by Timmons G zu = ,8 Type II 24-hr 100-Year Rainfall=9.09" Printed 2/3/2022 s LLC Paae 34 Subcatchment 8S: OFFSITE - Rio Commons Hydrograph 00-Ye Type 11 24-hr ar Rainfa11=9.09" Runoff Area=4.350 ac Runoff Volume=1.386 of Runoff Depth>3.82" Flow Length=457' Tc=6.4 min CN=60 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) ❑ RunoN PRE DEV Prepared by Timmons G Type 11 24-hr 100-Year Rainfall=9.09" Printed 2/3/2022 Summary for Link 3L: Pre Total Inflow Area = 22.794 ac, 2.46% Impervious, Inflow Depth > 3.56" for 100-Year event Inflow = 144.75 cfs @ 11.99 hrs, Volume= 6.764 of Primary = 144.75 cfs @ 11.99 hrs, Volume= 6.764 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 Hydrograph ■ Inflow ❑ Primary Time (hours) 1S 2S 3S 4S 5 SS 15S O �IA LLLPOSTP08TyA 1D P08T�AIC POSTrlD POSTDA IE POST EESRE-Rio ile-Roetl POS DADA Ilb OI morons ST DA 3 12 13 14 16 DIO 1A 1D 10 1C alO 1D 10 8L ou TaW rovllll PO 17 Wa Ps 14L Taal Subcat Reach On Link Routing Diagram for POST DEV Prepared by Timmons Group, Printed 2/6/2022 HydroCAD010.10-4a s/n 08663 © 2020 HydroCAD Software SDIubonS LLC POST DEV Prepared by Timmons G 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 2/6/2022 POST DEV Prepared by Timmons G 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 25-Year Type II 24-hr Default 24.00 1 6.80 2 5 100-Year Type II 24-hr Default 24.00 1 9.09 2 Printed 2/6/2022 POST DEV Type 1124-hr 1-Year Rainfall=3.03" Prepared by Timmons Group Printed 2/6/2022 HydroCADO 10.10-4a s/n 08663 © 2020 HydroCAD Software Solutions LLC Paae 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 Subcatchment 1S: POST DA 1A Runoff Area=1.158 ac 69.60% Impervious Runoff Depth=1.77" Tc=6.0 min CN=87 Runoff=3.48 cfs 0.170 of Subcatchment 2S: POST DA 1 B Runoff Area=0.346 ac 72.54% Impervious Runoff Depth=1.77" Tc=6.0 min CN=87 Runoff=1.04 cfs 0.051 of Subcatchment 3S: POST DA 1 C Runoff Area=1.416 ac 58.26% Impervious Runoff Depth=1.47" Flow Length=280' Slope=0.0200'/' Tc=9.4 min CN=83 Runoff=3.23 cfs 0.174 of Subcatchment 4S: POST DA 1 D Runoff Area=0.743 ac 45.09% Impervious Runoff Depth=1.15" Tc=6.0 min CN=78 Runoff=1.49 cfs 0.071 of Subcatchment 5S: POST DA 1 E Runoff Area=11.026 ac 58.72% Impervious Runoff Depth=1.21" Tc=9.4 min CN=79 Runoff=20.60 cfs 1.112 of Subcatchment 6S: POST DA 2A Runoff Area=2.330 ac 64.81% Impervious Runoff Depth=1.61" Flow Length=308' Tc=8.7 min CN=85 Runoff=5.98 cfs 0.313 of Subcatchment 7S: POST DA 3 Runoff Area=1.421 ac 1.34% Impervious Runoff Depth=0.20" Flow Length=119' Tc=6.3 min CN=55 Runoff=0.18 cfs 0.024 of Subcatchment 8S: POST OFFSITE - Rio Runoff Area=4.350 ac 44.14% Impervious Runoff Depth=0.93" Tc=6.0 min CN=74 Runoff=6.92 cfs 0.336 of Subcatchment 15S: 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: BIO 2A Peak Elev=446.29' Storage=5,412 cf Inflow=5.98 cfs 0.313 of Outflow=0.90 cfs 0.313 of Pond 12P: BIO 1A Peak Elev=443.94' Storage=2,431 cf Inflow=3.48 cfs 0.170 of Outflow=0.89 cfs 0.170 of Pond 13P: BIO 1B Peak Elev=453.45' Storage=461 cf Inflow=1.04 cfs 0.051 of Outflow=0.56 cfs 0.051 of Pond 14P: BIO 1C Peak Elev=459.73' Storage=2,320 cf Inflow=3.23 cfs 0.174 of Outflow=0.90 cfs 0.174 of Pond 15P: BIO I Peak Elev=445.23' Storage=831 cf Inflow=1.49 cfs 0.071 of Outflow=0.53 cfs 0.071 of Pond 17P: Wet Pond Peak Elev=421.07' Storage=65,634 cf Inflow=30.64 cfs 1.975 of Outflow=0.47 cfs 1.958 of Link 8L: Total to Pond Inflow=30.64 cfs 1.975 of Primary=30.64 cfs 1.975 of POST DEV Prepared by Timmons G Link 14L: Total Type 1124-hr 1-Year Rainfall=3.03" Printed 2/6/2022 Inflow=1.35 cfs 2.295 of Primary=1.35 cfs 2.295 of Total Runoff Area = 23.048 ac Runoff Volume = 2.312 of Average Runoff Depth = 1.20" 46.20% Pervious = 10.649 ac 53.80% Impervious = 12.399 ac POST DEV Prepared by Timmons G Type 1124-hr 1-Year Rainfall=3.03" Printed 2/6/2022 Summary for Subcatchment 1S: POST DA 1A Runoff = 3.48 cfs @ 11.97 hrs, Volume= 0.170 af, Depth= 1.77" 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 0.350 61 >75% Grass cover, Good, HSG B 0.002 39 >75% Grass cover, Good, HSG A 1.158 87 Weighted Average 0.352 30.40% Pervious Area 0.806 69.60% Impervious Area Tc Length Slope Velocity Capacity Description 6.0 Direct Entry, Subcatchment 1S: POST DA 1A Hydrograph Sea dr Type II 24-hr 3 1-Year Rainfall=3.03 Runoff Area=1.158 ac Runoff Volume=0.170 of 2 Runoff Depth=1.77" Tc=6.0 min CN=87 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) 95 ❑ RunoH POST DEV Prepared by Timmons G Type 1124-hr 1-Year Rainfall=3.03" Printed 2/6/2022 Summary for Subcatchment 2S: POST DA 1 B Runoff = 1.04 cfs @ 11.97 hrs, Volume= 0.051 af, Depth= 1.77" 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 0.251 98 Paved parking 0.014 39 >75% Grass cover, Good, HSG A 0.081 61 >75% Grass cover, Good, HSG B 0.346 87 Weighted Average 0.095 27.46% Pervious Area 0.251 72.54% Impervious Area Tc Length Slope Velocity Capacity Description 6.0 Direct Entry, Subcatchment 2S: POST DA 1B Hydrograph ❑ RunoH Time (hours) POST DEV Prepared by Timmons G Type 1124-hr 1-Year Rainfall=3.03" Printed 2/6/2022 Summary for Subcatchment 3S: POST CIA 1 C Runoff = 3.23 cfs @ 12.01 hrs, Volume= 0.174 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 1-Year Rainfall=3.03" Area (ac) CN Description 0.825 98 Paved parking, HSG B 0.591 61 >75% Grass cover, Good, HSG B 1.416 83 Weighted Average 0.591 41.74% Pervious Area 0.825 58.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 85 0.0200 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 3.66" 1.4 195 0.0200 2.28 Shallow Concentrated Flow, Unoaved Kv= 16.1 fos 9.4 280 Total Subcatchment 3S: POST DA 1C Hydrograph Time (hours) ■ Rurgff POST DEV Prepared by Timmons G Type 1124-hr 1-Year Rainfall=3.03" Printed 2/6/2022 Summary for Subcatchment 4S: POST DA 1 D Runoff = 1.49 cfs @ 11.98 hrs, Volume= 0.071 af, Depth= 1.15" 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 0.335 98 Paved parking, HSG B 0.408 61 >75% Grass cover, Good, HSG B 0.743 78 Weighted Average 0.408 54.91 % Pervious Area 0.335 45.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 4S: POST DA 1 D Hydrograph 14 ms i Type II 24-hr 1-Year Rainfall=3.03" i Runoff Area=0.743 ac unoff Volume=0.071 of Runoff Depth=1.15" i Tc=6.0 min j CN=78 Time (hows) ❑ RunoH POST DEV Prepared by Timmons G Type 1124-hr 1-Year Rainfall=3.03" Printed 2/6/2022 Summary for Subcatchment 5S: POST DA 1 E Runoff = 20.60 cfs @ 12.01 hrs, Volume= 1.112 af, Depth= 1.21" 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 6.475 98 Paved parking 1.890 39 >75% Grass cover, Good, HSG A 2.661 61 >75% Grass cover, Good, HSG B 11.026 79 Weighted Average 4.551 41.28% Pervious Area 6.475 58.72% Impervious Area Tc Length Slope Velocity Capacity Description 9.4 23 22 21 20 19 18 17 16 15 14 'm 13 12 0 11 LL 10 9 8 7 6 5 4 3 2 1 0 Direct Entry, Tc from Pipe Calcs Subcatchment 5S: POST DA 1E Hydrograph Time (hours) ❑ RunoH POST DEV Prepared by Timmons G Type 1124-hr 1-Year Rainfall=3.03" Printed 2/6/2022 Summary for Subcatchment 6S: POST DA 2A Runoff = 5.98 cfs @ 12.00 hrs, Volume= 0.313 af, Depth= 1.61" 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 1.510 98 0.820 61 2.330 85 Weighted Average 0.820 35.19% Pervious Area 1.510 64.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.8 100 0.0300 0.21 Sheet Flow, Grass: Short n= 0.150 P2= 3.66" 0.1 53 0.3300 9.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.8 155 0.0400 3.22 Shallow Concentrated Flow, Unpaved Kv= 16.1 fos 8.7 308 Total Subcatchment 6S: POST DA 2A Hydrograph I , I I 1 1 1 1 1 1 1 ❑ ftunoN 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 G Type 1124-hr 1-Year Rainfall=3.03" Printed 2/6/2022 Summary for Subcatchment 7S: POST DA 3 Runoff = 0.18 cfs @ 12.04 hrs, Volume= 0.024 af, Depth= 0.20" 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 0.019 98 Paved parking, HSG B 1.012 61 >75% Grass cover, Good, HSG B 0.390 39 >75% Grass cover, Good, HSG A 1.421 55 Weighted Average 1.402 98.66% Pervious Area 0.019 1.34% Impervious Area Tc Length Slope Velocity Capacity Description in\ /foof\ /f1/f1\ IA-_N /nfc\ 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 7S: POST DA 3 Hydrograph ❑ Runoff 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 G Type 1124-hr 1-Year Rainfall=3.03" Printed 2/6/2022 Summary for Subcatchment 8S: POST OFFSITE - Rio Commons Runoff = 6.92 cfs @ 11.98 hrs, Volume= 0.336 af, Depth= 0.93" 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 1.920 98 Paved parking 0.270 39 >75% Grass cover, Good, HSG A 1.830 61 >75% Grass cover, Good, HSG B 0.280 30 Woods, Good, HSG A 0.050 55 Woods, Good, HSG B 4.350 74 Weighted Average 2.430 55.86% Pervious Area 1.920 44.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 8S: POST OFFSITE - Rio Commons Hydrograph fi dTj 7�,... Type II 24-hr 6 1-Year Rainfall=3.03" Runoff Area=4.350 ac 5 Runoff Volume=0.336 of 4_ Runoff Depth=0.93" Tc=6.0 min 3 T CN=74 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 Time (hours) ❑ RunoN POST DEV Prepared by Timmons G Type 1124-hr 1-Year Rainfall=3.03" Printed 2/6/2022 Summary for Subcatchment 15S: 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, a Subcatchment 15S: Offsite - Road Hydrograph Type II 24-hr 1-Year Rainfall=3.03" Runoff Area=0.258 ac Runoff Volume=0.060 of Runoff Depth=2.80" Tc=6.0 min CN=98 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 Time (hours) ❑ RunoH POST DEV Prepared by Timmons G Type 1124-hr 1-Year Rainfall=3.03" Summary for Pond 10P: BIO 2A Printed 2/6/2022 Inflow Area = 2.330 ac, 64.81 % Impervious, Inflow Depth = 1.61" for 1-Year event Inflow = 5.98 cfs @ 12.00 hrs, Volume= 0.313 of Outflow = 0.90 cfs @ 12.32 hrs, Volume= 0.313 af, Atten= 85%, Lag= 19.2 min Primary = 0.90 cfs @ 12.32 hrs, Volume= 0.313 of Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 446.29' @ 12.32 hrs Surf.Area= 3,370 sf Storage= 5,412 cf Plug -Flow detention time= 71.7 min calculated for 0.313 of (100% of inflow) Center -of -Mass det. time= 70.9 min ( 898.9 - 827.9 ) Volume Invert Avail.Storage Storage Description #1 441.50' 11,163 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 441.50 3,370 0.0 0 0 442.75 3,370 40.0 1,685 1,685 445.75 3,370 25.0 2,528 4,213 446.00 3,370 25.0 211 4,423 446.01 3,370 100.0 34 4,457 448.00 3,370 100.0 6,706 11,163 Device Routing Invert Outlet Devices #1 Primary 441.50' 15.0" Round Culvert L= 25.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 441.50' / 441.00' S= 0.0200 '/' Cc= 0.900 n= 0.010, Flow Area= 1.23 sf #2 Device 1 441.50' 4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 446.50' 1.2' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.90 cfs @ 12.32 hrs HW=446.29' (Free Discharge) t1=Culvert (Passes 0.90 cfs of 12.06 cfs potential flow) _2=Orifice/Grate (Orifice Controls 0.90 cfs @ 10.36 fps) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) POST DEV Prepared by Timmons Pond 10P: BIO 2A Hydrograph Type // 24-hr 1-Year Rainfa&3.03" Printed 2/6/2022 ■ Inflow ■ Primary 1 � 1 5 10 15 20 25 301 45 50 55 61 65 70 75 :1 85 91 95 Will POST DEV Prepared by Timmons G Type 1124-hr 1-Year Rainfall=3.03" Printed 2/6/2022 Summary for Pond 12P: BIO 1A Inflow Area = 1.158 ac, 69.60% Impervious, Inflow Depth = 1.77" for 1-Year event Inflow = 3.48 cfs @ 11.97 hrs, Volume= 0.170 of Outflow = 0.89 cfs @ 12.12 hrs, Volume= 0.170 af, Atten= 74%, Lag= 9.2 min Primary = 0.89 cfs @ 12.12 hrs, Volume= 0.170 of Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 443.94' @ 12.12 hrs Surf.Area= 1,621 sf Storage= 2,431 cf Plug -Flow detention time= 33.1 min calculated for 0.170 of (100% of inflow) Center -of -Mass det. time= 33.1 min ( 851.3 - 818.1 ) Volume Invert Avail.Storage Storage Description #1 439.25' 7,396 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 439.25 1,621 0.0 0 0 440.50 1,621 40.0 811 811 443.50 1,621 25.0 1,216 2,026 443.75 1,621 25.0 101 2,128 443.76 1,621 100.0 16 2,144 447.00 1,621 100.0 5,252 7,396 Device Routing Invert Outlet Devices #1 Primary 439.25' 12.0" Round Culvert L= 25.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 439.25' / 438.75' S= 0.0200 '/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf #2 Device 1 439.25' 4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 444.50' 1.2' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.89 cfs @ 12.12 hrs HW=443.93' (Free Discharge) t1=Culvert (Passes 0.89 cfs of 7.73 cfs potential flow) _2=Orifice/Grate (Orifice Controls 0.89 cfs @ 10.23 fps) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) POST DEV Prepared by Timmons G Pond 12P: BIO 1A Hydrograph Type 1124-hr 1-Year Rainfall=3.03" Printed 2/6/2022 FD—I—nfl-owli ❑ Primary 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 G Type 1124-hr 1-Year Rainfall=3.03" Summary for Pond 13P: BIO 1 B Printed 2/6/2022 Inflow Area = 0.346 ac, 72.54% Impervious, Inflow Depth = 1.77" for 1-Year event Inflow = 1.04 cfs @ 11.97 hrs, Volume= 0.051 of Outflow = 0.56 cfs @ 12.06 hrs, Volume= 0.051 af, Atten= 46%, Lag= 5.7 min Primary = 0.56 cfs @ 12.06 hrs, Volume= 0.051 of Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 453.45' @ 12.06 hrs Surf.Area= 683 sf Storage= 461 cf Plug -Flow detention time= 15.2 min calculated for 0.051 of (100% of inflow) Center -of -Mass det. time= 15.3 min ( 833.4 - 818.1 ) Volume Invert Avail.Storage Storage Description #1 451.50' 2,262 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 451.50 683 0.0 0 0 452.75 683 40.0 342 342 455.75 683 25.0 512 854 456.00 683 25.0 43 896 456.01 683 100.0 7 903 458.00 683 100.0 1,359 2,262 Device Routing Invert Outlet Devices #1 Primary 451.50' 12.0" Round Culvert L= 25.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 451.50' / 451.00' S= 0.0200 '/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf #2 Device 1 451.50' 4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 456.50' 1.2' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.55 cfs @ 12.06 hrs HW=453.41' (Free Discharge) t1=Culvert (Passes 0.55 cfs of 4.49 cfs potential flow) _2=Orifice/Grate (Orifice Controls 0.55 cfs @ 6.36 fps) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) POST DEV Prepared by Timmons Pond 13P: BIO 1 B Hydrograph Time (hours) Type // 24-hr 1-Year Rainfa&3.03" Printed 2/6/2022 ■ Inflow p Primary POST DEV Prepared by Timmons G Type 1124-hr 1-Year Rainfall=3.03" Summary for Pond 14P: BIO 1C Printed 2/6/2022 Inflow Area = 1.416 ac, 58.26% Impervious, Inflow Depth = 1.47" for 1-Year event Inflow = 3.23 cfs @ 12.01 hrs, Volume= 0.174 of Outflow = 0.90 cfs @ 12.21 hrs, Volume= 0.174 af, Atten= 72%, Lag= 11.8 min Primary = 0.90 cfs @ 12.21 hrs, Volume= 0.174 of Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 459.73' @ 12.21 hrs Surf.Area= 1,502 sf Storage= 2,320 cf Plug -Flow detention time= 30.9 min calculated for 0.173 of (100% of inflow) Center -of -Mass det. time= 31.0 min ( 866.4 - 835.5 ) Volume Invert Avail.Storage Storage Description #1 455.00' 4,975 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 455.00 1,502 0.0 0 0 456.25 1,502 40.0 751 751 459.25 1,502 25.0 1,127 1,878 459.50 1,502 25.0 94 1,971 460.51 1,502 100.0 1,517 3,488 461.50 1,502 100.0 1,487 4,975 Device Routing Invert Outlet Devices #1 Primary 455.00' 12.0" Round Culvert L= 25.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 455.00' / 454.50' S= 0.0200 '/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf #2 Device 1 455.00' 4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 460.00' 1.2' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.90 cfs @ 12.21 hrs HW=459.73' (Free Discharge) t1=Culvert (Passes 0.90 cfs of 7.78 cfs potential flow) _2=Orifice/Grate (Orifice Controls 0.90 cfs @ 10.29 fps) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) POST DEV Prepared by Timmons Pond 14P: BIO 1C Hydrograph Time (hours) Type // 24-hr 1-Year Rainfa&3.03" Printed 2/6/2022 ■ Inflow ■ Primary POST DEV Prepared by Timmons G Type 1124-hr 1-Year Rainfall=3.03" Summary for Pond 15P: BIO 1 D Printed 2/6/2022 Inflow Area = 0.743 ac, 45.09% Impervious, Inflow Depth = 1.15" for 1-Year event Inflow = 1.49 cfs @ 11.98 hrs, Volume= 0.071 of Outflow = 0.53 cfs @ 12.11 hrs, Volume= 0.071 af, Atten= 65%, Lag= 7.7 min Primary = 0.53 cfs @ 12.11 hrs, Volume= 0.071 of Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 445.23' @ 12.11 hrs Surf.Area= 1,341 sf Storage= 831 cf Plug -Flow detention time= 26.9 min calculated for 0.071 of (100% of inflow) Center -of -Mass det. time= 26.6 min ( 875.5 - 848.9 ) Volume Invert Avail.Storage Storage Description #1 443.50' 4,442 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 443.50 1,341 0.0 0 0 444.75 1,341 40.0 671 671 447.75 1,341 25.0 1,006 1,676 448.00 1,341 25.0 84 1,760 448.01 1,341 100.0 13 1,773 450.00 1,341 100.0 2,669 4,442 Device Routing Invert Outlet Devices #1 Primary 443.50' 12.0" Round Culvert L= 25.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 443.50' / 443.00' S= 0.0200 '/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf #2 Device 1 443.50' 4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 448.50' 1.2' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.52 cfs @ 12.11 hrs HW=445.22' (Free Discharge) t1=Culvert (Passes 0.52 cfs of 4.18 cfs potential flow) _2=Orifice/Grate (Orifice Controls 0.52 cfs @ 6.00 fps) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) POST DEV Prepared by Timmons Pond 15P: BIO 1 D Hydrograph Time (hours) Type // 24-hr 1-Year Rainfa&3.03" Printed 2/6/2022 ■ Inflow ■ Primary POST DEV Prepared by Timmons G Type 1124-hr 1-Year Rainfall=3.03" Summary for Pond 17P: Wet Pond Printed 2/6/2022 Inflow Area = 19.297 ac, 56.33% Impervious, Inflow Depth = 1.23" for 1-Year event Inflow = 30.64 cfs @ 12.00 hrs, Volume= 1.975 of Outflow = 0.47 cfs @ 24.01 hrs, Volume= 1.958 af, Atten= 98%, Lag= 720.2 min Primary = 0.47 cfs @ 24.01 hrs, Volume= 1.958 of Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 421.07' @ 24.01 hrs Surf.Area= 22,119 sf Storage= 65,634 cf Plug -Flow detention time= 1,631.4 min calculated for 1.958 of (99% of inflow) Center -of -Mass det. time= 1,626.4 min (2,476.9 - 850.5) Volume Invert Avail.Storage Storage Description #1 417.00' 216,350 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 417.00 10,753 0 0 418.00 13,205 11,979 11,979 419.00 15,882 14,544 26,523 420.00 18,782 17,332 43,855 421.00 21,904 20,343 64,198 422.00 25,204 23,554 87,752 423.00 28,589 26,897 114,648 424.00 32,074 30,332 144,980 425.00 35,660 33,867 178,847 426.00 39,346 37,503 216,350 Device Routing Invert Outlet Devices #1 Primary 410.74' 48.0" Round Culvert L= 120.6' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 410.74' / 409.53' S= 0.0100 '/' 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 2 End Contractions) MPrimary OutFlow Max=0.47 cfs @ 24.01 hrs HW=421.07' (Free Discharge) L1=Culvert (Passes 0.47 cfs of 174.58 cfs potential flow) �2=Orifice/Grate (Orifice Controls 0.47 cfs @ 9.56 fps) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) POST DEV Prepared by Timmons Pond 17P: Wet Pond Hydrograph Time (hours) Type // 24-hr 1-Year Rainfa&3.03" Printed 2/6/2022 ■ Inflow ■ Primary POST DEV Prepared by Timmons G Type 1124-hr 1-Year Rainfall=3.03" Printed 2/6/2022 Summary for Link 8L: Total to Pond Inflow Area = 19.297 ac, 56.33% Impervious, Inflow Depth = 1.23" for 1-Year event Inflow = 30.64 cfs @ 12.00 hrs, Volume= 1.975 of Primary = 30.64 cfs @ 12.00 hrs, Volume= 1.975 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 R Inflow ❑ Primary Time (hours) POST DEV Prepared by Timmons G Type 1124-hr 1-Year Rainfall=3.03" Printed 2/6/2022 Summary for Link 14L: Total Inflow Area = 23.048 ac, 53.80% Impervious, Inflow Depth > 1.20" for 1-Year event Inflow = 1.35 cfs @ 12.41 hrs, Volume= 2.295 of Primary = 1.35 cfs @ 12.41 hrs, Volume= 2.295 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Link 14L: Total Hydrograph FE ]—I n—flo—. ❑ Primary Time )hours) POST DEV Type 1124-hr 2-Year Rainfall=3.66" Prepared by Timmons Group Printed 2/6/2022 HydroCADO 10.10-4a s/n 08663 © 2020 HydroCAD Software Solutions LLC Paoe 29 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 Subcatchment 1S: POST DA 1A Runoff Area=1.158 ac 69.60% Impervious Runoff Depth=2.33" Tc=6.0 min CN=87 Runoff=4.55 cfs 0.225 of Subcatchment 2S: POST DA 1 B Runoff Area=0.346 ac 72.54% Impervious Runoff Depth=2.33" Tc=6.0 min CN=87 Runoff=1.36 cfs 0.067 of Subcatchment 3S: POST DA 1 C Runoff Area=1.416 ac 58.26% Impervious Runoff Depth=1.99" Flow Length=280' Slope=0.0200'/' Tc=9.4 min CN=83 Runoff=4.37 cfs 0.235 of Subcatchment 4S: POST DA 1 D Runoff Area=0.743 ac 45.09% Impervious Runoff Depth=1.62" Tc=6.0 min CN=78 Runoff=2.08 cfs 0.100 of Subcatchment 5S: POST DA 1 E Runoff Area=11.026 ac 58.72% Impervious Runoff Depth=1.69" Tc=9.4 min CN=79 Runoff=28.93 cfs 1.554 of Subcatchment 6S: POST DA 2A Runoff Area=2.330 ac 64.81 % Impervious Runoff Depth=2.16" Flow Length=308' Tc=8.7 min CN=85 Runoff=7.94 cfs 0.419 of Subcatchment 7S: POST DA 3 Runoff Area=1.421 ac 1.34% Impervious Runoff Depth=0.40" Flow Length=119' Tc=6.3 min CN=55 Runoff=0.66 cfs 0.048 of Subcatchment 8S: POST OFFSITE - Rio Runoff Area=4.350 ac 44.14% Impervious Runoff Depth=1.35" Tc=6.0 min CN=74 Runoff=10.21 cfs 0.490 of Subcatchment 15S: 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: BIO 2A Peak Elev=446.83' Storage=7,217 cf Inflow=7.94 cfs 0.419 of Outflow=1.65 cfs 0.419 of Pond 12P: BIO 1A Peak Elev=444.52' Storage=3,369 cf Inflow=4.55 cfs 0.225 of Outflow=0.96 cfs 0.225 of Pond 13P: BIO 1B Peak Elev=454.45' Storage=631 cf Inflow=1.36 cfs 0.067 of Outflow=0.70 cfs 0.067 of Pond 14P: BIO 1C Peak EIev=460.31' Storage=3,195 cf Inflow=4.37 cfs 0.235 of Outflow=1.61 cfs 0.235 of Pond 15P: BIO I Peak EIev=446.45' Storage=1,241 cf Inflow=2.08 cfs 0.100 of Outflow=0.70 cfs 0.100 of Pond 17P: Wet Pond Peak EIev=422.05' Storage=88,904 cf Inflow=42.85 cfs 2.745 of Outflow=1.07 cfs 2.705 of Link 8L: Total to Pond Inflow=42.85 cfs 2.745 of Primary=42.85 cfs 2.745 of POST DEV Prepared by Timmons G Link 14L: Total Type 11 24-hr 2-Year Rainfall=3.66" Printed 2/6/2022 Inflow=2.26 cfs 3.172 of Primary=2.26 cfs 3.172 of Total Runoff Area = 23.048 ac Runoff Volume = 3.211 of Average Runoff Depth = 1.67" 46.20% Pervious = 10.649 ac 53.80% Impervious = 12.399 ac POST DEV Prepared by Timmons G Type II 24-hr 2-Year Rainfall=3.66" Printed 2/6/2022 Summary for Subcatchment 1S: POST DA 1A Runoff = 4.55 cfs @ 11.97 hrs, Volume= 0.225 af, Depth= 2.33" 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 0.350 61 >75% Grass cover, Good, HSG B 0.002 39 >75% Grass cover, Good, HSG A 1.158 87 Weighted Average 0.352 30.40% Pervious Area 0.806 69.60% Impervious Area Tc Length Slope Velocity Capacity Description 6.0 Direct Entry, Subcatchment 1S: POST DA 1A Hydrograph ■ Ruiroff Time (hours) POST DEV Prepared by Timmons G Type II 24-hr 2-Year Rainfall=3.66" Printed 2/6/2022 Summary for Subcatchment 2S: POST DA 1 B Runoff = 1.36 cfs @ 11.97 hrs, Volume= 0.067 af, Depth= 2.33" 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 0.251 98 Paved parking 0.014 39 >75% Grass cover, Good, HSG A 0.081 61 >75% Grass cover, Good, HSG B 0.346 87 Weighted Average 0.095 27.46% Pervious Area 0.251 72.54% Impervious Area Tc Length Slope Velocity Capacity Description 6.0 Direct Entry, Subcatchment 2S: POST DA 1B Hydrograph ❑ RunoH Time (hours) POST DEV Prepared by Timmons G Type II 24-hr 2-Year Rainfall=3.66" Printed 2/6/2022 Summary for Subcatchment 3S: POST CIA 1 C Runoff = 4.37 cfs @ 12.01 hrs, Volume= 0.235 af, Depth= 1.99" 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 0.825 98 Paved parking, HSG B 0.591 61 >75% Grass cover, Good, HSG B 1.416 83 Weighted Average 0.591 41.74% Pervious Area 0.825 58.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 85 0.0200 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 3.66" 1.4 195 0.0200 2.28 Shallow Concentrated Flow, Unoaved Kv= 16.1 fos 9.4 280 Total Subcatchment 3S: POST DA 1C Hydrograph Time (hours) ❑ Runoff POST DEV Prepared by Timmons G Type II 24-hr 2-Year Rainfall=3.66" Printed 2/6/2022 Summary for Subcatchment 4S: POST DA 1 D Runoff = 2.08 cfs @ 11.97 hrs, Volume= 0.100 af, Depth= 1.62" 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 0.335 98 Paved parking, HSG B 0.408 61 >75% Grass cover, Good, HSG B 0.743 78 Weighted Average 0.408 54.91 % Pervious Area 0.335 45.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, u LL Subcatchment 4S: POST DA 1 D Hydrograph 20 cisType II 2 yp 4-hr - ear R i 'fall=3.66" A Runoff e =0J413 ac u noff Volt Runoff m =Q.100 of De 06=1.62" i i I i i =0 min CN=78 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 G Type II 24-hr 2-Year Rainfall=3.66" Printed 2/6/2022 Summary for Subcatchment 5S: POST DA 1 E Runoff = 28.93 cfs @ 12.01 hrs, Volume= 1.554 af, Depth= 1.69" 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 6.475 98 Paved parking 1.890 39 >75% Grass cover, Good, HSG A 2.661 61 >75% Grass cover, Good, HSG B 11.026 79 Weighted Average 4.551 41.28% Pervious Area 6.475 58.72% Impervious Area Tc Length Slope Velocity Capacity Description 9.4 Direct Entry, Tc from Pipe Calcs Subcatchment 5S: POST DA 1E Hydrograph Time (hours) ❑ RunoH POST DEV Prepared by Timmons G Type II 24-hr 2-Year Rainfall=3.66" Summary for Subcatchment 6S: POST DA 2A Runoff = 7.94 cfs @ 12.00 hrs, Volume= 0.419 af, Depth= 2.16" Printed 2/6/2022 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 1.510 98 0.820 61 2.330 85 Weighted Average 0.820 35.19% Pervious Area 1.510 64.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.8 100 0.0300 0.21 Sheet Flow, Grass: Short n= 0.150 P2= 3.66" 0.1 53 0.3300 9.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.8 155 0.0400 3.22 Shallow Concentrated Flow, Unpaved Kv= 16.1 fos 8.7 308 Total Subcatchment 6S: POST DA 2A Hydrograph Time (hours) ❑ ftunoH POST DEV Prepared by Timmons G Type II 24-hr 2-Year Rainfall=3.66" Printed 2/6/2022 Summary for Subcatchment 7S: POST DA 3 Runoff = 0.66 cfs @ 12.01 hrs, Volume= 0.048 af, Depth= 0.40" 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 2-Year Rainfall=3.66" Area (ac) CN Description 0.019 98 Paved parking, HSG B 1.012 61 >75% Grass cover, Good, HSG B 0.390 39 >75% Grass cover, Good, HSG A 1.421 55 Weighted Average 1.402 98.66% Pervious Area 0.019 1.34% Impervious Area Tc Length Slope Velocity Capacity Description in\ /foof\ /f1/f1\ IA--N I-fc\ 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 7S: POST DA 3 Hydrograph 0.7 0.65 0.6 0.55 0.5 0.45 u 0.4 _p 0.35 u 0.3 0.25 0.2 0.15 0.1 0.05 0 r EE � .���■����Yiiii�����Qi����� EE � EE ■ .■■■■■■■■■■1_" RRVSi. y!1�Lp fiCM M9 MEMO 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 G Type II 24-hr 2-Year Rainfall=3.66" Printed 2/6/2022 Summary for Subcatchment 8S: POST OFFSITE - Rio Commons Runoff = 10.21 cfs @ 11.98 hrs, Volume= 0.490 af, Depth= 1.35" 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 1.920 98 Paved parking 0.270 39 >75% Grass cover, Good, HSG A 1.830 61 >75% Grass cover, Good, HSG B 0.280 30 Woods, Good, HSG A 0.050 55 Woods, Good, HSG B 4.350 74 Weighted Average 2.430 55.86% Pervious Area 1.920 44.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, m F2 Subcatchment 8S: POST OFFSITE - Rio Commons Hydrograph Type II 24-hr 2-Year Rainfall=3.66" Runoff Area=4.350 ac Runoff Volume=0.490 of Runoff Depth=1.35" c=6.0 min CN=74 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 Time (hours) ❑ ftunoH POST DEV Prepared by Timmons G Type II 24-hr 2-Year Rainfall=3.66" Printed 2/6/2022 Summary for Subcatchment 15S: 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 15S: Offsite - Road Hydrograph ❑ Runoff 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 G Type lI 24-hr 2-Year Rainfall=3.66" Summary for Pond 10P: BIO 2A Printed 2/6/2022 Inflow Area = 2.330 ac, 64.81 % Impervious, Inflow Depth = 2.16" for 2-Year event Inflow = 7.94 cfs @ 12.00 hrs, Volume= 0.419 of Outflow = 1.65 cfs @ 12.23 hrs, Volume= 0.419 af, Atten= 79%, Lag= 13.5 min Primary = 1.65 cfs @ 12.23 hrs, Volume= 0.419 of Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 446.83' @ 12.23 hrs Surf.Area= 3,370 sf Storage= 7,217 cf Plug -Flow detention time= 74.8 min calculated for 0.419 of (100% of inflow) Center -of -Mass det. time= 74.0 min ( 893.6 - 819.6) Volume Invert Avail.Storage Storage Description #1 441.50' 11,163 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 441.50 3,370 0.0 0 0 442.75 3,370 40.0 1,685 1,685 445.75 3,370 25.0 2,528 4,213 446.00 3,370 25.0 211 4,423 446.01 3,370 100.0 34 4,457 448.00 3,370 100.0 6,706 11,163 Device Routing Invert Outlet Devices #1 Primary 441.50' 15.0" Round Culvert L= 25.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 441.50' / 441.00' S= 0.0200 '/' Cc= 0.900 n= 0.010, Flow Area= 1.23 sf #2 Device 1 441.50' 4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 446.50' 1.2' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=1.65 cfs @ 12.23 hrs HW=446.83' (Free Discharge) t1=Culvert (Passes 1.65 cfs of 12.81 cfs potential flow) _2=Orifice/Grate (Orifice Controls 0.95 cfs @ 10.94 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 0.69 cfs @ 1.87 fps) POST DEV Prepared by Timmons Pond 10P: BIO 2A Hydrograph Time (hours) Type // 24-hr 2-Year Rainfall=3.66" Printed 2/6/2022 ■ Inflow ■ Primary POST DEV Prepared by Timmons G Type lI 24-hr 2-Year Rainfall=3.66" Summary for Pond 12P: BIO 1A Printed 2/6/2022 Inflow Area = 1.158 ac, 69.60% Impervious, Inflow Depth = 2.33" for 2-Year event Inflow = 4.55 cfs @ 11.97 hrs, Volume= 0.225 of Outflow = 0.96 cfs @ 12.15 hrs, Volume= 0.225 af, Atten= 79%, Lag= 10.9 min Primary = 0.96 cfs @ 12.15 hrs, Volume= 0.225 of Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 444.52' @ 12.15 hrs Surf.Area= 1,621 sf Storage= 3,369 cf Plug -Flow detention time= 36.8 min calculated for 0.224 of (100% of inflow) Center -of -Mass det. time= 36.9 min ( 847.2 - 810.2 ) Volume Invert Avail.Storage Storage Description #1 439.25' 7,396 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 439.25 1,621 0.0 0 0 440.50 1,621 40.0 811 811 443.50 1,621 25.0 1,216 2,026 443.75 1,621 25.0 101 2,128 443.76 1,621 100.0 16 2,144 447.00 1,621 100.0 5,252 7,396 Device Routing Invert Outlet Devices #1 Primary 439.25' 12.0" Round Culvert L= 25.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 439.25' / 438.75' S= 0.0200 '/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf #2 Device 1 439.25' 4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 444.50' 1.2' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.96 cfs @ 12.15 hrs HW=444.52' (Free Discharge) t1=Culvert (Passes 0.96 cfs of 8.26 cfs potential flow) _2=Orifice/Grate (Orifice Controls 0.95 cfs @ 10.87 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 0.01 cfs @ 0.41 fps) POST DEV Prepared by Timmons G Pond 12P: BIO 1A Hydrograph Time (hours) Type /I 24-hr 2-Year Rainfall=3.66" Printed 2/6/2022 ■ Inflow C Primary POST DEV Prepared by Timmons G Type lI 24-hr 2-Year Rainfall=3.66" Summary for Pond 13P: BIO 1 B Printed 2/6/2022 Inflow Area = 0.346 ac, 72.54% Impervious, Inflow Depth = 2.33" for 2-Year event Inflow = 1.36 cfs @ 11.97 hrs, Volume= 0.067 of Outflow = 0.70 cfs @ 12.07 hrs, Volume= 0.067 af, Atten= 48%, Lag= 5.9 min Primary = 0.70 cfs @ 12.07 hrs, Volume= 0.067 of Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 454.45' @ 12.07 hrs Surf.Area= 683 sf Storage= 631 cf Plug -Flow detention time= 14.8 min calculated for 0.067 of (100% of inflow) Center -of -Mass det. time= 14.8 min ( 825.1 - 810.2 ) Volume Invert Avail.Storage Storage Description #1 451.50' 2,262 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 451.50 683 0.0 0 0 452.75 683 40.0 342 342 455.75 683 25.0 512 854 456.00 683 25.0 43 896 456.01 683 100.0 7 903 458.00 683 100.0 1,359 2,262 Device Routing Invert Outlet Devices #1 Primary 451.50' 12.0" Round Culvert L= 25.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 451.50' / 451.00' S= 0.0200 '/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf #2 Device 1 451.50' 4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 456.50' 1.2' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.69 cfs @ 12.07 hrs HW=454.39' (Free Discharge) t1=Culvert (Passes 0.69 cfs of 5.85 cfs potential flow) _2=Orifice/Grate (Orifice Controls 0.69 cfs @ 7.95 fps) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) POST DEV Prepared by Timmons Pond 13P: BIO 1 B Hydrograph Time (hours) Type // 24-hr 2-Year Rainfall=3.66" Printed 2/6/2022 ■ Inflow ■ Primary POST DEV Prepared by Timmons G Type lI 24-hr 2-Year Rainfall=3.66" Summary for Pond 14P: BIO 1C Printed 2/6/2022 Inflow Area = 1.416 ac, 58.26% Impervious, Inflow Depth = 1.99" for 2-Year event Inflow = 4.37 cfs @ 12.01 hrs, Volume= 0.235 of Outflow = 1.61 cfs @ 12.17 hrs, Volume= 0.235 af, Atten= 63%, Lag= 9.5 min Primary = 1.61 cfs @ 12.17 hrs, Volume= 0.235 of Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 460.31' @ 12.17 hrs Surf.Area= 1,502 sf Storage= 3,195 cf Plug -Flow detention time= 32.0 min calculated for 0.235 of (100% of inflow) Center -of -Mass det. time= 32.1 min ( 858.9 - 826.8 ) Volume Invert Avail.Storage Storage Description #1 455.00' 4,975 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 455.00 1,502 0.0 0 0 456.25 1,502 40.0 751 751 459.25 1,502 25.0 1,127 1,878 459.50 1,502 25.0 94 1,971 460.51 1,502 100.0 1,517 3,488 461.50 1,502 100.0 1,487 4,975 Device Routing Invert Outlet Devices #1 Primary 455.00' 12.0" Round Culvert L= 25.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 455.00' / 454.50' S= 0.0200 '/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf #2 Device 1 455.00' 4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 460.00' 1.2' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=1.57 cfs @ 12.17 hrs HW=460.30' (Free Discharge) t1=Culvert (Passes 1.57 cfs of 8.29 cfs potential flow) _2=Orifice/Grate (Orifice Controls 0.95 cfs @ 10.91 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 0.62 cfs @ 1.80 fps) POST DEV Prepared by Timmons Pond 14P: BIO 1C Hydrograph Type // 24-hr 2-Year Rainfall=3.66" Printed 2/6/2022 114211111111111"', 1111 11111111111;1111;01 1191111111111111111111 II IN ■ Inflow p Primary POST DEV Prepared by Timmons G Type lI 24-hr 2-Year Rainfall=3.66" Summary for Pond 15P: BIO 1 D Printed 2/6/2022 Inflow Area = 0.743 ac, 45.09% Impervious, Inflow Depth = 1.62" for 2-Year event Inflow = 2.08 cfs @ 11.97 hrs, Volume= 0.100 of Outflow = 0.70 cfs @ 12.11 hrs, Volume= 0.100 af, Atten= 66%, Lag= 8.0 min Primary = 0.70 cfs @ 12.11 hrs, Volume= 0.100 of Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 446.45' @ 12.11 hrs Surf.Area= 1,341 sf Storage= 1,241 cf Plug -Flow detention time= 26.3 min calculated for 0.100 of (100% of inflow) Center -of -Mass det. time= 26.4 min ( 865.2 - 838.8 ) Volume Invert Avail.Storage Storage Description #1 443.50' 4,442 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 443.50 1,341 0.0 0 0 444.75 1,341 40.0 671 671 447.75 1,341 25.0 1,006 1,676 448.00 1,341 25.0 84 1,760 448.01 1,341 100.0 13 1,773 450.00 1,341 100.0 2,669 4,442 Device Routing Invert Outlet Devices #1 Primary 443.50' 12.0" Round Culvert L= 25.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 443.50' / 443.00' S= 0.0200 '/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf #2 Device 1 443.50' 4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 448.50' 1.2' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.70 cfs @ 12.11 hrs HW=446.44' (Free Discharge) t1=Culvert (Passes 0.70 cfs of 5.90 cfs potential flow) _2=Orifice/Grate (Orifice Controls 0.70 cfs @ 8.01 fps) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) POST DEV Prepared by Timmons Pond 15P: BIO 1 D Hydrograph Time (hours) Type // 24-hr 2-Year Rainfall=3.66" Printed 2/6/2022 ■ Inflow ❑ Primary POST DEV Prepared by Timmons G Type lI 24-hr 2-Year Rainfall=3.66" Summary for Pond 17P: Wet Pond Printed 2/6/2022 Inflow Area = 19.297 ac, 56.33% Impervious, Inflow Depth = 1.71" for 2-Year event Inflow = 42.85 cfs @ 12.00 hrs, Volume= 2.745 of Outflow = 1.07 cfs @ 17.47 hrs, Volume= 2.705 af, Atten= 98%, Lag= 328.2 min Primary = 1.07 cfs @ 17.47 hrs, Volume= 2.705 of Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 422.05' @ 17.47 hrs Surf.Area= 25,358 sf Storage= 88,904 cf Plug -Flow detention time= 1,772.8 min calculated for 2.705 of (99% of inflow) Center -of -Mass det. time= 1,764.2 min (2,605.8 - 841.7) Volume Invert Avail.Storage Storage Description #1 417.00' 216,350 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 417.00 10,753 0 0 418.00 13,205 11,979 11,979 419.00 15,882 14,544 26,523 420.00 18,782 17,332 43,855 421.00 21,904 20,343 64,198 422.00 25,204 23,554 87,752 423.00 28,589 26,897 114,648 424.00 32,074 30,332 144,980 425.00 35,660 33,867 178,847 426.00 39,346 37,503 216,350 Device Routing Invert Outlet Devices #1 Primary 410.74' 48.0" Round Culvert L= 120.6' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 410.74' / 409.53' S= 0.0100 '/' 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 2 End Contractions) MPrimary OutFlow Max=1.03 cfs @ 17.47 hrs HW=422.05' (Free Discharge) L1=Culvert (Passes 1.03 cfs of 184.58 cfs potential flow) �2=Orifice/Grate (Orifice Controls 0.52 cfs @ 10.68 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 0.51 cfs @ 0.70 fps) POST DEV Prepared by Timmons G Pond 17P: Wet Pond Hydrograph Time )hours) Type /I 24-hr 2-Year Rainfall=3.66" Printed 2/6/2022 ® Inflow ❑ Primary POST DEV Prepared by Timmons G Type II 24-hr 2-Year Rainfall=3.66" Printed 2/6/2022 Summary for Link 8L: Total to Pond Inflow Area = 19.297 ac, 56.33% Impervious, Inflow Depth = 1.71" for 2-Year event Inflow = 42.85 cfs @ 12.00 hrs, Volume= 2.745 of Primary = 42.85 cfs @ 12.00 hrs, Volume= 2.745 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 R Inflow ❑ Primary Time (hours) POST DEV Prepared by Timmons G Type II 24-hr 2-Year Rainfall=3.66" Printed 2/6/2022 Summary for Link 14L: Total Inflow Area = 23.048 ac, 53.80% Impervious, Inflow Depth > 1.65" for 2-Year event Inflow = 2.26 cfs @ 12.22 hrs, Volume= 3.172 of Primary = 2.26 cfs @ 12.22 hrs, Volume= 3.172 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Link 14L: Total Hydrograph ❑ Inflow [IPrimary Time (hours) POST DEV Type 1124-hr 10-Year Rainfall=5.53" Prepared by Timmons Group Printed 2/6/2022 HydroCADO 10.10-4a s/n 08663 © 2020 HydroCAD Software Solutions LLC Paoe 54 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 Subcatchment 1S: POST DA 1A Runoff Area=1.158 ac 69.60% Impervious Runoff Depth=4.07" Tc=6.0 min CN=87 Runoff=7.72 cfs 0.393 of Subcatchment 2S: POST DA 1 B Runoff Area=0.346 ac 72.54% Impervious Runoff Depth=4.07" Tc=6.0 min CN=87 Runoff=2.31 cfs 0.117 of Subcatchment 3S: POST DA 1 C Runoff Area=1.416 ac 58.26% Impervious Runoff Depth=3.66" Flow Length=280' Slope=0.0200'/' Tc=9.4 min CN=83 Runoff=7.87 cfs 0.432 of Subcatchment 4S: POST DA 1 D Runoff Area=0.743 ac 45.09% Impervious Runoff Depth=3.17" Tc=6.0 min CN=78 Runoff=4.02 cfs 0.196 of Subcatchment 5S: POST DA 1 E Runoff Area=11.026 ac 58.72% Impervious Runoff Depth=3.26" Tc=9.4 min CN=79 Runoff=55.40 cfs 2.998 of Subcatchment 6S: POST DA 2A Runoff Area=2.330 ac 64.81 % Impervious Runoff Depth=3.86" Flow Length=308' Tc=8.7 min CN=85 Runoff=13.89 cfs 0.750 of Subcatchment 7S: POST DA 3 Runoff Area=1.421 ac 1.34% Impervious Runoff Depth=1.26" Flow Length=119' Tc=6.3 min CN=55 Runoff=2.90 cfs 0.149 of Subcatchment 8S: POST OFFSITE - Rio Runoff Area=4.350 ac 44.14% Impervious Runoff Depth=2.79" Tc=6.0 min CN=74 Runoff=20.91 cfs 1.013 of Subcatchment 15S: 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: BIO 2A Peak EIev=448.00' Storage=11,155 cf Inflow=13.89 cfs 0.750 of Outflow=6.45 cfs 0.750 of Pond 12P: BIO 1A Peak EIev=445.54' Storage=5,032 cf Inflow=7.72 cfs 0.393 of Outflow=4.49 cfs 0.393 of Pond 13P: BIO 1B Peak EIev=456.49' Storage=1,232 cf Inflow=2.31 cfs 0.117 of Outflow=0.92 cfs 0.117 of Pond 14P: BIO 1C Peak EIev=461.27' Storage=4,624 cf Inflow=7.87 cfs 0.432 of Outflow=5.45 cfs 0.432 of Pond 15P: BIO I Peak EIev=448.70' Storage=2,698 cf Inflow=4.02 cfs 0.196 of Outflow=1.28 cfs 0.196 of Pond 17P: Wet Pond Peak EIev=422.56' Storage=102,393 cf Inflow=86.18 cfs 5.263 of Outflow=22.35 cfs 5.222 of Link 8L: Total to Pond Inflow=86.18 cfs 5.263 of Primary=86.18 cfs 5.263 of POST DEV Prepared by Timmons G Link 14L: Total Type 1124-hr 10-Year Rainfall=5.53" Printed 2/6/2022 Inflow=28.20 cfs 6.120 of Primary=28.20 cfs 6.120 of Total Runoff Area = 23.048 ac Runoff Volume = 6.161 of Average Runoff Depth = 3.21" 46.20% Pervious = 10.649 ac 53.80% Impervious = 12.399 ac POST DEV Prepared by Timmons G Type 1124-hr 10-Year Rainfall=5.53" Printed 2/6/2022 Summary for Subcatchment 1S: POST DA 1A Runoff = 7.72 cfs @ 11.97 hrs, Volume= 0.393 af, Depth= 4.07" 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 0.350 61 >75% Grass cover, Good, HSG B 0.002 39 >75% Grass cover, Good, HSG A 1.158 87 Weighted Average 0.352 30.40% Pervious Area 0.806 69.60% Impervious Area Tc Length Slope Velocity Capacity Description 6.0 Direct Entry, Subcatchment 1S: POST DA 1A Hydrograph ❑ Runoff Time (hours) POST DEV Prepared by Timmons G Type 1124-hr 10-Year Rainfall=5.53" Printed 2/6/2022 Summary for Subcatchment 2S: POST DA 1 B Runoff = 2.31 cfs @ 11.97 hrs, Volume= 0.117 af, Depth= 4.07" 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 0.251 98 Paved parking 0.014 39 >75% Grass cover, Good, HSG A 0.081 61 >75% Grass cover, Good, HSG B 0.346 87 Weighted Average 0.095 27.46% Pervious Area 0.251 72.54% Impervious Area Tc Length Slope Velocity Capacity Description 6.0 Direct Entry, Subcatchment 2S: POST DA 1B Hydrograph ❑ Runoff Time (hours) POST DEV Prepared by Timmons G Type 1124-hr 10-Year Rainfall=5.53" Printed 2/6/2022 Summary for Subcatchment 3S: POST CIA 1 C Runoff = 7.87 cfs @ 12.01 hrs, Volume= 0.432 af, Depth= 3.66" 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 0.825 98 Paved parking, HSG B 0.591 61 >75% Grass cover, Good, HSG B 1.416 83 Weighted Average 0.591 41.74% Pervious Area 0.825 58.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 85 0.0200 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 3.66" 1.4 195 0.0200 2.28 Shallow Concentrated Flow, Unoaved Kv= 16.1 fos 9.4 280 Total Subcatchment 3S: POST DA 1C Hydrograph Time (hours) ■ Rurgff POST DEV Prepared by Timmons G Type 1124-hr 10-Year Rainfall=5.53" Printed 2/6/2022 Summary for Subcatchment 4S: POST DA 1 D Runoff = 4.02 cfs @ 11.97 hrs, Volume= 0.196 af, Depth= 3.17" 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 0.335 98 Paved parking, HSG B 0.408 61 >75% Grass cover, Good, HSG B 0.743 78 Weighted Average 0.408 54.91 % Pervious Area 0.335 45.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 4S: POST DA 1 D 4- Type II 24-hr 10-Year Rainfall=5.53" Runoff Area=0.743� 3 Runoff Volume=0.196 of Runoff Depth=3.17" LL 2 T Tc=6.0 min CN=78 r 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 Time (home) ❑ RunoH POST DEV Prepared by Timmons G Type 1124-hr 10-Year Rainfall=5.53" Printed 2/6/2022 Summary for Subcatchment 5S: POST DA 1 E Runoff = 55.40 cfs @ 12.01 hrs, Volume= 2.998 af, Depth= 3.26" 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 6.475 98 Paved parking 1.890 39 >75% Grass cover, Good, HSG A 2.661 61 >75% Grass cover, Good, HSG B 11.026 79 Weighted Average 4.551 41.28% Pervious Area 6.475 58.72% Impervious Area Tc Length Slope Velocity Capacity Description 9.4 Direct Entry, Tc from Pipe Calcs Subcatchment 5S: POST DA 1E Hydrograph ■ Runoff Time (hours) POST DEV Prepared by Timmons G Type 1124-hr 10-Year Rainfall=5.53" Summary for Subcatchment 6S: POST DA 2A Runoff = 13.89 cfs @ 12.00 hrs, Volume= 0.750 af, Depth= 3.86" Printed 2/6/2022 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 1.510 98 0.820 61 2.330 85 Weighted Average 0.820 35.19% Pervious Area 1.510 64.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.8 100 0.0300 0.21 Sheet Flow, Grass: Short n= 0.150 P2= 3.66" 0.1 53 0.3300 9.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.8 155 0.0400 3.22 Shallow Concentrated Flow, Unpaved Kv= 16.1 fos 8.7 308 Total Subcatchment 6S: POST DA 2A Hydrograph Time (hours) ■ Rurwff POST DEV Prepared by Timmons G Type 1124-hr 10-Year Rainfall=5.53" Printed 2/6/2022 Summary for Subcatchment 7S: POST DA 3 Runoff = 2.90 cfs @ 11.99 hrs, Volume= 0.149 af, Depth= 1.26" 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 0.019 98 Paved parking, HSG B 1.012 61 >75% Grass cover, Good, HSG B 0.390 39 >75% Grass cover, Good, HSG A 1.421 55 Weighted Average 1.402 98.66% Pervious Area 0.019 1.34% Impervious Area Tc Length Slope Velocity Capacity Description in\ /foof\ /f1/f1\ IA--N I-fc\ 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 7S: POST DA 3 Hydrograph i 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 101 Time (houm) • ' Runoff Runoff • Runoff 1 ' • Flow Length=1 ❑ Runoff POST DEV Prepared by Timmons G Type 1124-hr 10-Year Rainfall=5.53" Printed 2/6/2022 Summary for Subcatchment 8S: POST OFFSITE - Rio Commons Runoff = 20.91 cfs @ 11.97 hrs, Volume= 1.013 af, Depth= 2.79" 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 1.920 98 Paved parking 0.270 39 >75% Grass cover, Good, HSG A 1.830 61 >75% Grass cover, Good, HSG B 0.280 30 Woods, Good, HSG A 0.050 55 Woods, Good, HSG B 4.350 74 Weighted Average 2.430 55.86% Pervious Area 1.920 44.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 8S: POST OFFSITE - Rio Commons Hydrograph ❑ RunoH 2, za _. Type II 24-hr _ --- - - - 10-Year Rainfall=5.53" 167 Runoff Area=4.350 ac_ 14 Runoff Volume=1.013 of ;z Runoff Depth=2.79" ° 11 Tc=6.0 min _ a - CN=74 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 Time (hours) POST DEV Prepared by Timmons G Type 1124-hr 10-Year Rainfall=5.53" Printed 2/6/2022 Summary for Subcatchment 15S: 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 15S: Offsite - Road Hydrograph 0 0 5 10 15 20 25 30 35 40 45 50 55 50 4 TO 75 80 85 90 95 160 Time (hours) I Type II 24-hr •... 1 98 cfs 10-Year Rainfall=5.53" uoff A e =0 2`�08 ac u 0: VOIL MI =C1.114 �f RnffDpt=.20" _ .0mn CPI=98 ❑ RunoH POST DEV Prepared by Timmons G Type 1124-hr 10-Year Rainfall=5.53" Summary for Pond 10P: BIO 2A Printed 2/6/2022 Inflow Area = 2.330 ac, 64.81 % Impervious, Inflow Depth = 3.86" for 10-Year event Inflow = 13.89 cfs @ 12.00 hrs, Volume= 0.750 of Outflow = 6.45 cfs @ 12.12 hrs, Volume= 0.750 af, Atten= 54%, Lag= 7.5 min Primary = 6.45 cfs @ 12.12 hrs, Volume= 0.750 of Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 448.00' @ 12.12 hrs Surf.Area= 3,370 sf Storage= 11,155 cf Plug -Flow detention time= 60.8 min calculated for 0.749 of (100% of inflow) Center -of -Mass det. time= 61.0 min ( 864.1 - 803.1 ) Volume Invert Avail.Storage Storage Description #1 441.50' 11,163 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 441.50 3,370 0.0 0 0 442.75 3,370 40.0 1,685 1,685 445.75 3,370 25.0 2,528 4,213 446.00 3,370 25.0 211 4,423 446.01 3,370 100.0 34 4,457 448.00 3,370 100.0 6,706 11,163 Device Routing Invert Outlet Devices #1 Primary 441.50' 15.0" Round Culvert L= 25.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 441.50' / 441.00' S= 0.0200 '/' Cc= 0.900 n= 0.010, Flow Area= 1.23 sf #2 Device 1 441.50' 4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 446.50' 1.2' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=6.34 cfs @ 12.12 hrs HW=447.97' (Free Discharge) t1=Culvert (Passes 6.34 cfs of 14.29 cfs potential flow) _2=Orifice/Grate (Orifice Controls 1.06 cfs @ 12.09 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 5.28 cfs @ 3.97 fps) POST DEV Prepared by Timmons G Pond 10P: BIO 2A Hydrograph Time (hours) Type 1124-hr 10-Year Rainfall=5.53" Printed 2/6/2022 ■ Inflow ■ Primary POST DEV Prepared by Timmons G Type 1124-hr 10-Year Rainfall=5.53" Summary for Pond 12P: BIO 1A Printed 2/6/2022 Inflow Area = 1.158 ac, 69.60% Impervious, Inflow Depth = 4.07" for 10-Year event Inflow = 7.72 cfs @ 11.97 hrs, Volume= 0.393 of Outflow = 4.49 cfs @ 12.06 hrs, Volume= 0.393 af, Atten= 42%, Lag= 5.5 min Primary = 4.49 cfs @ 12.06 hrs, Volume= 0.393 of Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 445.54' @ 12.06 hrs Surf.Area= 1,621 sf Storage= 5,032 cf Plug -Flow detention time= 31.8 min calculated for 0.393 of (100% of inflow) Center -of -Mass det. time= 32.1 min ( 826.5 - 794.4 ) Volume Invert Avail.Storage Storage Description #1 439.25' 7,396 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 439.25 1,621 0.0 0 0 440.50 1,621 40.0 811 811 443.50 1,621 25.0 1,216 2,026 443.75 1,621 25.0 101 2,128 443.76 1,621 100.0 16 2,144 447.00 1,621 100.0 5,252 7,396 Device Routing Invert Outlet Devices #1 Primary 439.25' 12.0" Round Culvert L= 25.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 439.25' / 438.75' S= 0.0200 '/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf #2 Device 1 439.25' 4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 444.50' 1.2' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=4.41 cfs @ 12.06 hrs HW=445.52' (Free Discharge) t1=Culvert (Passes 4.41 cfs of 9.09 cfs potential flow) _2=Orifice/Grate (Orifice Controls 1.04 cfs @ 11.90 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 3.37 cfs @ 3.31 fps) POST DEV Prepared by Timmons Pond 12P: BIO 1A Hydrograph Time (hours) Type // 24-hr 10-Year Rainfall=5.53" Printed 2/6/2022 ■ InfiM— ■ Primary POST DEV Prepared by Timmons G Type 1124-hr 10-Year Rainfall=5.53" Summary for Pond 13P: BIO 1 B Printed 2/6/2022 Inflow Area = 0.346 ac, 72.54% Impervious, Inflow Depth = 4.07" for 10-Year event Inflow = 2.31 cfs @ 11.97 hrs, Volume= 0.117 of Outflow = 0.92 cfs @ 12.09 hrs, Volume= 0.117 af, Atten= 60%, Lag= 7.2 min Primary = 0.92 cfs @ 12.09 hrs, Volume= 0.117 of Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 456.49' @ 12.09 hrs Surf.Area= 683 sf Storage= 1,232 cf Plug -Flow detention time= 15.3 min calculated for 0.117 of (100% of inflow) Center -of -Mass det. time= 15.3 min ( 809.7 - 794.4 ) Volume Invert Avail.Storage Storage Description #1 451.50' 2,262 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 451.50 683 0.0 0 0 452.75 683 40.0 342 342 455.75 683 25.0 512 854 456.00 683 25.0 43 896 456.01 683 100.0 7 903 458.00 683 100.0 1,359 2,262 Device Routing Invert Outlet Devices #1 Primary 451.50' 12.0" Round Culvert L= 25.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 451.50' / 451.00' S= 0.0200 '/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf #2 Device 1 451.50' 4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 456.50' 1.2' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.92 cfs @ 12.09 hrs HW=456.48' (Free Discharge) t1=Culvert (Passes 0.92 cfs of 8.00 cfs potential flow) _2=Orifice/Grate (Orifice Controls 0.92 cfs @ 10.56 fps) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) POST DEV Prepared by Timmons G 2 r Type 1124-hr 10-Year Rainfall=5.53" Printed 2/6/2022 Pond 13P: BIO 1 B Hydrograph FE-11—nfl—owli ❑ Primary Inflow Area=0.346 ac Peak Elev=456.49' Storage=1,232 cf 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 1 Time (hours) POST DEV Prepared by Timmons G Type 1124-hr 10-Year Rainfall=5.53" Summary for Pond 14P: BIO 1C Printed 2/6/2022 Inflow Area = 1.416 ac, 58.26% Impervious, Inflow Depth = 3.66" for 10-Year event Inflow = 7.87 cfs @ 12.01 hrs, Volume= 0.432 of Outflow = 5.45 cfs @ 12.09 hrs, Volume= 0.432 af, Atten= 31%, Lag= 5.2 min Primary = 5.45 cfs @ 12.09 hrs, Volume= 0.432 of Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 461.27' @ 12.09 hrs Surf.Area= 1,502 sf Storage= 4,624 cf Plug -Flow detention time= 26.4 min calculated for 0.431 of (100% of inflow) Center -of -Mass det. time= 26.5 min ( 836.0 - 809.5 ) Volume Invert Avail.Storage Storage Description #1 455.00' 4,975 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 455.00 1,502 0.0 0 0 456.25 1,502 40.0 751 751 459.25 1,502 25.0 1,127 1,878 459.50 1,502 25.0 94 1,971 460.51 1,502 100.0 1,517 3,488 461.50 1,502 100.0 1,487 4,975 Device Routing Invert Outlet Devices #1 Primary 455.00' 12.0" Round Culvert L= 25.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 455.00' / 454.50' S= 0.0200 '/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf #2 Device 1 455.00' 4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 460.00' 1.2' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=5.38 cfs @ 12.09 hrs HW=461.25' (Free Discharge) t1=Culvert (Passes 5.38 cfs of 9.07 cfs potential flow) _2=Orifice/Grate (Orifice Controls 1.04 cfs @ 11.88 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 4.35 cfs @ 3.66 fps) POST DEV Prepared by Timmons Pond 14P: BIO 1C Hydrograph Time (hours) Type // 24-hr 10-Year Rainfall=5.53" Printed 2/6/2022 ■ Inflow ■ Primary POST DEV Prepared by Timmons G Type 1124-hr 10-Year Rainfall=5.53" Summary for Pond 15P: BIO 1 D Printed 2/6/2022 Inflow Area = 0.743 ac, 45.09% Impervious, Inflow Depth = 3.17" for 10-Year event Inflow = 4.02 cfs @ 11.97 hrs, Volume= 0.196 of Outflow = 1.28 cfs @ 12.11 hrs, Volume= 0.196 af, Atten= 68%, Lag= 8.5 min Primary = 1.28 cfs @ 12.11 hrs, Volume= 0.196 of Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 448.70' @ 12.11 hrs Surf.Area= 1,341 sf Storage= 2,698 cf Plug -Flow detention time= 29.1 min calculated for 0.196 of (100% of inflow) Center -of -Mass det. time= 29.2 min ( 848.7 - 819.6) Volume Invert Avail.Storage Storage Description #1 443.50' 4,442 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 443.50 1,341 0.0 0 0 444.75 1,341 40.0 671 671 447.75 1,341 25.0 1,006 1,676 448.00 1,341 25.0 84 1,760 448.01 1,341 100.0 13 1,773 450.00 1,341 100.0 2,669 4,442 Device Routing Invert Outlet Devices #1 Primary 443.50' 12.0" Round Culvert L= 25.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 443.50' / 443.00' S= 0.0200 '/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf #2 Device 1 443.50' 4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 448.50' 1.2' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=1.25 cfs @ 12.11 hrs HW=448.69' (Free Discharge) t1=Culvert (Passes 1.25 cfs of 8.19 cfs potential flow) _2=Orifice/Grate (Orifice Controls 0.94 cfs @ 10.79 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 0.31 cfs @ 1.42 fps) POST DEV Prepared by Timmons G Pond 15P: BIO 1 D Hydrograph Time (hours) Type 1124-hr 10-Year Rainfall=5.53" Printed 2/6/2022 FD—I—nfl-owli ❑ Primary POST DEV Prepared by Timmons G Type 1124-hr 10-Year Rainfall=5.53" Summary for Pond 17P: Wet Pond Printed 2/6/2022 Inflow Area = 19.297 ac, 56.33% Impervious, Inflow Depth = 3.27" for 10-Year event Inflow = 86.18 cfs @ 12.00 hrs, Volume= 5.263 of Outflow = 22.35 cfs @ 12.25 hrs, Volume= 5.222 af, Atten= 74%, Lag= 14.7 min Primary = 22.35 cfs @ 12.25 hrs, Volume= 5.222 of Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 422.56' @ 12.25 hrs Surf.Area= 27,099 sf Storage= 102,393 cf Plug -Flow detention time= 951.5 min calculated for 5.219 of (99% of inflow) Center -of -Mass det. time= 948.5 min ( 1,771.4 - 822.9 ) Volume Invert Avail.Storage Storage Description #1 417.00' 216,350 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 417.00 10,753 0 0 418.00 13,205 11,979 11,979 419.00 15,882 14,544 26,523 420.00 18,782 17,332 43,855 421.00 21,904 20,343 64,198 422.00 25,204 23,554 87,752 423.00 28,589 26,897 114,648 424.00 32,074 30,332 144,980 425.00 35,660 33,867 178,847 426.00 39,346 37,503 216,350 Device Routing Invert Outlet Devices #1 Primary 410.74' 48.0" Round Culvert L= 120.6' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 410.74' / 409.53' S= 0.0100 '/' 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 2 End Contractions) MPrimary OutFlow Max=22.29 cfs @ 12.25 hrs HW=422.56' (Free Discharge) L1=Culvert (Passes 22.29 cfs of 189.60 cfs potential flow) �2=Orifice/Grate (Orifice Controls 0.55 cfs @ 11.22 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 21.74 cfs @ 2.45 fps) POST DEV Prepared by Timmons Pond 17P: Wet Pond Hydrograph Time (hours) Type // 24-hr 10-Year Rainfall=5.53" Printed 2/6/2022 ■ Inflow ■ Primary POST DEV Prepared by Timmons G Type 1124-hr 10-Year Rainfall=5.53" Printed 2/6/2022 Summary for Link 8L: Total to Pond Inflow Area = 19.297 ac, 56.33% Impervious, Inflow Depth = 3.27" for 10-Year event Inflow = 86.18 cfs @ 12.00 hrs, Volume= 5.263 of Primary = 86.18 cfs @ 12.00 hrs, Volume= 5.263 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 ❑ Primary Time (hours) POST DEV Prepared by Timmons G Type 1124-hr 10-Year Rainfall=5.53" Printed 2/6/2022 Summary for Link 14L: Total Inflow Area = 23.048 ac, 53.80% Impervious, Inflow Depth > 3.19" for 10-Year event Inflow = 28.20 cfs @ 12.23 hrs, Volume= 6.120 of Primary = 28.20 cfs @ 12.23 hrs, Volume= 6.120 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Link 14L: Total Hydrograph ■ Inflow ❑ Primary Time (hours( POST DEV Type 1124-hr 25-Year Rainfall=6.80" Prepared by Timmons Group Printed 2/6/2022 HydroCADO 10.10-4a s/n 08663 © 2020 HydroCAD Software Solutions LLC Paoe 79 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 Subcatchment 1S: POST DA 1A Runoff Area=1.158 ac 69.60% Impervious Runoff Depth=5.29" Tc=6.0 min CN=87 Runoff=9.88 cfs 0.510 of Subcatchment 2S: POST DA 1 B Runoff Area=0.346 ac 72.54% Impervious Runoff Depth=5.29" Tc=6.0 min CN=87 Runoff=2.95 cfs 0.152 of Subcatchment 3S: POST DA 1 C Runoff Area=1.416 ac 58.26% Impervious Runoff Depth=4.84" Flow Length=280' Slope=0.0200'/' Tc=9.4 min CN=83 Runoff=10.28 cfs 0.571 of Subcatchment 4S: POST DA 1 D Runoff Area=0.743 ac 45.09% Impervious Runoff Depth=4.29" Tc=6.0 min CN=78 Runoff=5.39 cfs 0.266 of Subcatchment 5S: POST DA 1 E Runoff Area=11.026 ac 58.72% Impervious Runoff Depth=4.40" Tc=9.4 min CN=79 Runoff=74.00 cfs 4.044 of Subcatchment 6S: POST DA 2A Runoff Area=2.330 ac 64.81 % Impervious Runoff Depth=5.06" Flow Length=308' Tc=8.7 min CN=85 Runoff=17.95 cfs 0.983 of Subcatchment 7S: POST DA 3 Runoff Area=1.421 ac 1.34% Impervious Runoff Depth=2.00" Flow Length=119' Tc=6.3 min CN=55 Runoff=4.81 cfs 0.237 of Subcatchment 8S: POST OFFSITE - Rio Runoff Area=4.350 ac 44.14% Impervious Runoff Depth=3.87" Tc=6.0 min CN=74 Runoff=28.74 cfs 1.402 of Subcatchment 15S: Offsite - Road Runoff Area=0.258 ac 100.00% Impervious Runoff Depth=6.56" Tc=6.0 min CN=98 Runoff=2.43 cfs 0.141 of Pond 10P: BIO 2A Peak Elev=458.52' Storage=11,163 cf Inflow=17.95 cfs 0.983 of Outflow=23.96 cfs 0.983 of Pond 12P: BIO 1A Peak EIev=446.04' Storage=5,847 cf Inflow=9.88 cfs 0.510 of Outflow=6.67 cfs 0.510 of Pond 13P: BIO 1B Peak EIev=456.90' Storage=1,512 cf Inflow=2.95 cfs 0.152 of Outflow=1.89 cfs 0.152 of Pond 14P: BIO 1C Peak EIev=462.41' Storage=4,975 cf Inflow=10.28 cfs 0.571 of Outflow=9.91 cfs 0.568 of Pond 15P: BIO I Peak EIev=449.19' Storage=3,351 cf Inflow=5.39 cfs 0.266 of Outflow=2.96 cfs 0.266 of Pond 17P: Wet Pond Peak EIev=423.18' Storage=119,752 cf Inflow=119.41 cfs 7.084 of Outflow=66.32 cfs 7.044 of Link 8L: Total to Pond Inflow=119.41 cfs 7.084 of Primary=119.41 cfs 7.084 of POST DEV Prepared by Timmons G Link 14L: Total Type 11 24-hr 25-Year Rainfall=6.80" Printed 2/6/2022 Inflow=80.82 cfs 8.263 of Primary=80.82 cfs 8.263 of Total Runoff Area = 23.048 ac Runoff Volume = 8.307 of Average Runoff Depth = 4.32" 46.20% Pervious = 10.649 ac 53.80% Impervious = 12.399 ac POST DEV Prepared by Timmons G Type 11 24-hr 25-Year Rainfall=6.80" Printed 2/6/2022 Summary for Subcatchment 1S: POST DA 1A Runoff = 9.88 cfs @ 11.96 hrs, Volume= 0.510 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 25-Year Rainfall=6.80" Area (ac) CN Description 0.806 98 Paved parking, HSG B 0.350 61 >75% Grass cover, Good, HSG B 0.002 39 >75% Grass cover, Good, HSG A 1.158 87 Weighted Average 0.352 30.40% Pervious Area 0.806 69.60% Impervious Area Tc Length Slope Velocity Capacity Description 6.0 Direct Entry, Subcatchment 1S: POST DA 1A Hydrograph ❑ Runoff Time (hours) POST DEV Prepared by Timmons G Type 11 24-hr 25-Year Rainfall=6.80" Printed 2/6/2022 Summary for Subcatchment 2S: POST DA 1 B Runoff = 2.95 cfs @ 11.96 hrs, Volume= 0.152 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 25-Year Rainfall=6.80" Area (ac) CN Description 0.251 98 Paved parking 0.014 39 >75% Grass cover, Good, HSG A 0.081 61 >75% Grass cover, Good, HSG B 0.346 87 Weighted Average 0.095 27.46% Pervious Area 0.251 72.54% Impervious Area Tc Length Slope Velocity Capacity Description 6.0 Direct Entry, Subcatchment 2S: POST DA 1B Hydrograph ❑ Runoff Time (hours) POST DEV Prepared by Timmons G Type 11 24-hr 25-Year Rainfall=6.80" Printed 2/6/2022 Summary for Subcatchment 3S: POST DA 1 C Runoff = 10.28 cfs @ 12.00 hrs, Volume= 0.571 af, Depth= 4.84" 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 25-Year Rainfall=6.80" Area (ac) CN Description 0.825 98 Paved parking, HSG B 0.591 61 >75% Grass cover, Good, HSG B 1.416 83 Weighted Average 0.591 41.74% Pervious Area 0.825 58.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 85 0.0200 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 3.66" 1.4 195 0.0200 2.28 Shallow Concentrated Flow, Unoaved Kv= 16.1 fos 9.4 280 Total Subcatchment 3S: POST DA 1C Hydrograph Time (hours) ■ Rurwff POST DEV Prepared by Timmons G Type 11 24-hr 25-Year Rainfall=6.80" Printed 2/6/2022 Summary for Subcatchment 4S: POST DA 1 D Runoff = 5.39 cfs @ 11.97 hrs, Volume= 0.266 af, Depth= 4.29" 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 25-Year Rainfall=6.80" Area (ac) CN Description 0.335 98 Paved parking, HSG B 0.408 61 >75% Grass cover, Good, HSG B 0.743 78 Weighted Average 0.408 54.91 % Pervious Area 0.335 45.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 4S: POST DA 1 D b 5.39 d. - Type II 24-hr 5 25-Year Rainfall=6.80" - - - Runoff Area=0.743 ac 4-Runoff Volume=0.266 of - Runoff Depth=4.2r 3 Tc=6.0 min f 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 Time (home) ❑ RunoH POST DEV Prepared by Timmons G Type 11 24-hr 25-Year Rainfall=6.80" Printed 2/6/2022 Summary for Subcatchment 5S: POST DA 1 E Runoff = 74.00 cfs @ 12.01 hrs, Volume= 4.044 af, Depth= 4.40" 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 25-Year Rainfall=6.80" Area (ac) CN Description 6.475 98 Paved parking 1.890 39 >75% Grass cover, Good, HSG A 2.661 61 >75% Grass cover, Good, HSG B 11.026 79 Weighted Average 4.551 41.28% Pervious Area 6.475 58.72% Impervious Area Tc Length Slope Velocity Capacity Description 9.4 Direct Entry, Tc from Pipe Calcs 80 75 70 65 60 55 50 N � 45 3 40 0 35 30 25 20 15 10 5 0 Subcatchment 5S: POST DA 1E Hydrograph Time (hours) ■ Ruiroff POST DEV Prepared by Timmons G Type 11 24-hr 25-Year Rainfall=6.80" Printed 2/6/2022 Summary for Subcatchment 6S: POST DA 2A Runoff = 17.95 cfs @ 12.00 hrs, Volume= 0.983 af, Depth= 5.06" 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 25-Year Rainfall=6.80" Area (ac) CN 1.510 98 0.820 61 2.330 85 Weighted Average 0.820 35.19% Pervious Area 1.510 64.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.8 100 0.0300 0.21 Sheet Flow, Grass: Short n= 0.150 P2= 3.66" 0.1 53 0.3300 9.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.8 155 0.0400 3.22 Shallow Concentrated Flow, Unpaved Kv= 16.1 fos 8.7 308 Total Subcatchment 6S: POST DA 2A Hydrograph ■ Rurroff 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 G Type 11 24-hr 25-Year Rainfall=6.80" Printed 2/6/2022 Summary for Subcatchment 7S: POST DA 3 Runoff = 4.81 cfs @ 11.99 hrs, Volume= 0.237 af, Depth= 2.00" 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 25-Year Rainfall=6.80" Area (ac) CN Description 0.019 98 Paved parking, HSG B 1.012 61 >75% Grass cover, Good, HSG B 0.390 39 >75% Grass cover, Good, HSG A 1.421 55 Weighted Average 1.402 98.66% Pervious Area 0.019 1.34% Impervious Area Tc Length Slope Velocity Capacity Description in\ /foof\ /f1/f1\ IA--N I-fc\ 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 7S: POST DA 3 Hydrograph ❑ Runoff 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 G Type 11 24-hr 25-Year Rainfall=6.80" Printed 2/6/2022 Summary for Subcatchment 8S: POST OFFSITE - Rio Commons Runoff = 28.74 cfs @ 11.97 hrs, Volume= 1.402 af, Depth= 3.87" 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 25-Year Rainfall=6.80" Area (ac) CN Description 1.920 98 Paved parking 0.270 39 >75% Grass cover, Good, HSG A 1.830 61 >75% Grass cover, Good, HSG B 0.280 30 Woods, Good, HSG A 0.050 55 Woods, Good, HSG B 4.350 74 Weighted Average 2.430 55.86% Pervious Area 1.920 44.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 8S: POST OFFSITE - Rio Commons Hydrograph ❑ ftunoH Time (hours) POST DEV Prepared by Timmons G Type 11 24-hr 25-Year Rainfall=6.80" Printed 2/6/2022 Summary for Subcatchment 15S: Offsite - Road Runoff = 2.43 cfs @ 11.96 hrs, Volume= 0.141 af, Depth= 6.56" 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 25-Year Rainfall=6.80" 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 15S: Offsite - Road Hydrograph ❑ RunoH Type II 24-hr 25-Year Rainfall=6.80" Runoff Area=0.258 ac Runoff Volume=0.141 of Runoff Depth=6.56" Tc=6.0 min WIF 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 G Type // 24-hr 25-Year Rainfall=6.80" Summary for Pond 10P: BIO 2A [93] Warning: Storage range exceeded by 10.52' [88] Warning: Qout>Qin may require smaller dt or Finer Routing Printed 2/6/2022 Inflow Area = 2.330 ac, 64.81 % Impervious, Inflow Depth = 5.06" for 25-Year event Inflow = 17.95 cfs @ 12.00 hrs, Volume= 0.983 of Outflow = 23.96 cfs @ 12.05 hrs, Volume= 0.983 af, Atten= 0%, Lag= 3.1 min Primary = 23.96 cfs @ 12.05 hrs, Volume= 0.983 of Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 458.52' @ 12.05 hrs Surf.Area= 3,370 sf Storage= 11,163 cf Plug -Flow detention time= 55.4 min calculated for 0.983 of (100% of inflow) Center -of -Mass det. time= 55.0 min ( 850.5 - 795.4 ) Volume Invert Avail.Storage Storage Description #1 441.50' 11,163 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 441.50 3,370 0.0 0 0 442.75 3,370 40.0 1,685 1,685 445.75 3,370 25.0 2,528 4,213 446.00 3,370 25.0 211 4,423 446.01 3,370 100.0 34 4,457 448.00 3,370 100.0 6,706 11,163 Device Routing Invert Outlet Devices #1 Primary 441.50' 15.0" Round Culvert L= 25.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 441.50' / 441.00' S= 0.0200 '/' Cc= 0.900 n= 0.010, Flow Area= 1.23 sf #2 Device 1 441.50' 4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 446.50' 1.2' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=23.56 cfs @ 12.05 hrs HW=458.02' (Free Discharge) t1=Culvert (Inlet Controls 23.56 cfs @ 19.20 fps) �2=Orifice/Grate (Passes < 1.70 cfs potential flow) 3=Sharp-Crested Rectangular Weir (Passes < 76.75 cfs potential flow) POST DEV Prepared by Timmons 0 LL Type // 24-hr 25-Year Rainfall=6.80" Printed 2/6/2022 Pond 10P: BIO 2A Hydrograph r1IEEE Storage=11,163cf MEN M ■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■ ■ Inflow ■ Primary POST DEV Prepared by Timmons G Type 11 24-hr 25-Year Rainfall=6.80" Summary for Pond 12P: BIO 1A Printed 2/6/2022 Inflow Area = 1.158 ac, 69.60% Impervious, Inflow Depth = 5.29" for 25-Year event Inflow = 9.88 cfs @ 11.96 hrs, Volume= 0.510 of Outflow = 6.67 cfs @ 12.04 hrs, Volume= 0.510 af, Atten= 32%, Lag= 4.6 min Primary = 6.67 cfs @ 12.04 hrs, Volume= 0.510 of Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 446.04' @ 12.04 hrs Surf.Area= 1,621 sf Storage= 5,847 cf Plug -Flow detention time= 29.3 min calculated for 0.510 of (100% of inflow) Center -of -Mass det. time= 29.6 min ( 816.7 - 787.1 ) Volume Invert Avail.Storage Storage Description #1 439.25' 7,396 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 439.25 1,621 0.0 0 0 440.50 1,621 40.0 811 811 443.50 1,621 25.0 1,216 2,026 443.75 1,621 25.0 101 2,128 443.76 1,621 100.0 16 2,144 447.00 1,621 100.0 5,252 7,396 Device Routing Invert Outlet Devices #1 Primary 439.25' 12.0" Round Culvert L= 25.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 439.25' / 438.75' S= 0.0200 '/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf #2 Device 1 439.25' 4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 444.50' 1.2' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=6.57 cfs @ 12.04 hrs HW=446.02' (Free Discharge) t1=Culvert (Passes 6.57 cfs of 9.47 cfs potential flow) _2=Orifice/Grate (Orifice Controls 1.08 cfs @ 12.37 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 5.49 cfs @ 4.03 fps) POST DEV Prepared by Timmons Pond 12P: BIO 1A Hydrograph Time )hours) Type // 24-hr 25-Year Rainfall=6.80" Printed 2/6/2022 ■ Inflow ■ Primary POST DEV Prepared by Timmons G Type 11 24-hr 25-Year Rainfall=6.80" Summary for Pond 13P: BIO 1 B Printed 2/6/2022 Inflow Area = 0.346 ac, 72.54% Impervious, Inflow Depth = 5.29" for 25-Year event Inflow = 2.95 cfs @ 11.96 hrs, Volume= 0.152 of Outflow = 1.89 cfs @ 12.05 hrs, Volume= 0.152 af, Atten= 36%, Lag= 5.4 min Primary = 1.89 cfs @ 12.05 hrs, Volume= 0.152 of Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 456.90' @ 12.05 hrs Surf.Area= 683 sf Storage= 1,512 cf Plug -Flow detention time= 14.6 min calculated for 0.152 of (100% of inflow) Center -of -Mass det. time= 14.7 min ( 801.8 - 787.1 ) Volume Invert Avail.Storage Storage Description #1 451.50' 2,262 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 451.50 683 0.0 0 0 452.75 683 40.0 342 342 455.75 683 25.0 512 854 456.00 683 25.0 43 896 456.01 683 100.0 7 903 458.00 683 100.0 1,359 2,262 Device Routing Invert Outlet Devices #1 Primary 451.50' 12.0" Round Culvert L= 25.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 451.50' / 451.00' S= 0.0200 '/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf #2 Device 1 451.50' 4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 456.50' 1.2' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=1.86 cfs @ 12.05 hrs HW=456.89' (Free Discharge) t1=Culvert (Passes 1.86 cfs of 8.36 cfs potential flow) _2=Orifice/Grate (Orifice Controls 0.96 cfs @ 11.01 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 0.90 cfs @ 2.05 fps) POST DEV Prepared by Timmons G Pond 13P: BIO 1 B Hydrograph Time (hours) Type // 24-hr 25-Year Rainfall=6.80" Printed 2/6/2022 ■ Inflow e Primary POST DEV Prepared by Timmons G Type // 24-hr 25-Year Rainfall=6.80" Summary for Pond UP: BIO 1C [93] Warning: Storage range exceeded by 0.91' Printed 2/6/2022 Inflow Area = 1.416 ac, 58.26% Impervious, Inflow Depth = 4.84" for 25-Year event Inflow = 10.28 cfs @ 12.00 hrs, Volume= 0.571 of Outflow = 9.91 cfs @ 12.05 hrs, Volume= 0.568 af, Atten= 4%, Lag= 2.8 min Primary = 9.91 cfs @ 12.05 hrs, Volume= 0.568 of Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 462.41' @ 12.05 hrs Surf.Area= 1,502 sf Storage= 4,975 cf Plug -Flow detention time= 28.4 min calculated for 0.568 of (99% of inflow) Center -of -Mass det. time= 24.9 min ( 826.4 - 801.6 ) Volume Invert Avail.Storage Storage Description #1 455.00' 4,975 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 455.00 1,502 0.0 0 0 456.25 1,502 40.0 751 751 459.25 1,502 25.0 1,127 1,878 459.50 1,502 25.0 94 1,971 460.51 1,502 100.0 1,517 3,488 461.50 1,502 100.0 1,487 4,975 Device Routing Invert Outlet Devices #1 Primary 455.00' 12.0" Round Culvert L= 25.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 455.00' / 454.50' S= 0.0200 '/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf #2 Device 1 455.00' 4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 460.00' 1.2' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=9.86 cfs @ 12.05 hrs HW=462.39' (Free Discharge) t1=Culvert (Passes 9.86 cfs of 9.93 cfs potential flow) �2=Orifice/Grate (Orifice Controls 1.13 cfs @ 12.94 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 8.74 cfs @ 5.06 fps) POST DEV Prepared by Timmons Pond 14P: BIO 1C Hydrograph Type // 24-hr 25-Year Rainfall=6.80" Printed 2/6/2022 ■ Inflow ■ Primary POST DEV Prepared by Timmons G Type 11 24-hr 25-Year Rainfall=6.80" Summary for Pond 15P: BIO 1 D Printed 2/6/2022 Inflow Area = 0.743 ac, 45.09% Impervious, Inflow Depth = 4.29" for 25-Year event Inflow = 5.39 cfs @ 11.97 hrs, Volume= 0.266 of Outflow = 2.96 cfs @ 12.07 hrs, Volume= 0.266 af, Atten= 45%, Lag= 5.8 min Primary = 2.96 cfs @ 12.07 hrs, Volume= 0.266 of Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 449.19' @ 12.07 hrs Surf.Area= 1,341 sf Storage= 3,351 cf Plug -Flow detention time= 26.7 min calculated for 0.266 of (100% of inflow) Center -of -Mass det. time= 26.8 min ( 837.7 - 810.9 ) Volume Invert Avail.Storage Storage Description #1 443.50' 4,442 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 443.50 1,341 0.0 0 0 444.75 1,341 40.0 671 671 447.75 1,341 25.0 1,006 1,676 448.00 1,341 25.0 84 1,760 448.01 1,341 100.0 13 1,773 450.00 1,341 100.0 2,669 4,442 Device Routing Invert Outlet Devices #1 Primary 443.50' 12.0" Round Culvert L= 25.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 443.50' / 443.00' S= 0.0200 '/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf #2 Device 1 443.50' 4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 448.50' 1.2' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=2.84 cfs @ 12.07 hrs HW=449.16' (Free Discharge) t1=Culvert (Passes 2.84 cfs of 8.59 cfs potential flow) _2=Orifice/Grate (Orifice Controls 0.98 cfs @ 11.28 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 1.86 cfs @ 2.65 fps) POST DEV Prepared by Timmons Pond 15P: BIO 1 D Hydrograph Time (hours) Type // 24-hr 25-Year Rainfall=6.80" Printed 2/6/2022 ■ InfiM— ■ Primary POST DEV Prepared by Timmons G Type 11 24-hr 25-Year Rainfall=6.80" Summary for Pond 17P: Wet Pond Printed 2/6/2022 Inflow Area = 19.297 ac, 56.33% Impervious, Inflow Depth = 4.41" for 25-Year event Inflow = 119.41 cfs @ 12.00 hrs, Volume= 7.084 of Outflow = 66.32 cfs @ 12.12 hrs, Volume= 7.044 af, Atten= 44%, Lag= 7.0 min Primary = 66.32 cfs @ 12.12 hrs, Volume= 7.044 of Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 423.18' @ 12.12 hrs Surf.Area= 29,205 sf Storage= 119,752 cf Plug -Flow detention time= 715.6 min calculated for 7.044 of (99% of inflow) Center -of -Mass det. time= 711.9 min ( 1,526.1 - 814.2 ) Volume Invert Avail.Storage Storage Description #1 417.00' 216,350 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 417.00 10,753 0 0 418.00 13,205 11,979 11,979 419.00 15,882 14,544 26,523 420.00 18,782 17,332 43,855 421.00 21,904 20,343 64,198 422.00 25,204 23,554 87,752 423.00 28,589 26,897 114,648 424.00 32,074 30,332 144,980 425.00 35,660 33,867 178,847 426.00 39,346 37,503 216,350 Device Routing Invert Outlet Devices #1 Primary 410.74' 48.0" Round Culvert L= 120.6' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 410.74' / 409.53' S= 0.0100 '/' 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 2 End Contractions) MPrimary OutFlow Max=64.15 cfs @ 12.12 hrs HW=423.15' (Free Discharge) L1=Culvert (Passes 64.15 cfs of 195.22 cfs potential flow) �2=Orifice/Grate (Orifice Controls 0.58 cfs @ 11.82 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 63.57 cfs @ 3.51 fps) POST DEV Prepared by Timmons Pond 17P: Wet Pond Hydrograph Time (hours) Type // 24-hr 25-Year Rainfall=6.80" Printed 2/6/2022 ■ Inflow ■ Primary POST DEV Prepared by Timmons G Type 11 24-hr 25-Year Rainfall=6.80" Printed 2/6/2022 Summary for Link 8L: Total to Pond Inflow Area = 19.297 ac, 56.33% Impervious, Inflow Depth = 4.41" for 25-Year event Inflow = 119.41 cfs @ 12.00 hrs, Volume= 7.084 of Primary = 119.41 cfs @ 12.00 hrs, Volume= 7.084 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 ❑ Primary Time (hours) POST DEV Prepared by Timmons G Type 11 24-hr 25-Year Rainfall=6.80" Printed 2/6/2022 Summary for Link 14L: Total Inflow Area = 23.048 ac, 53.80% Impervious, Inflow Depth > 4.30" for 25-Year event Inflow = 80.82 cfs @ 12.07 hrs, Volume= 8.263 of Primary = 80.82 cfs @ 12.07 hrs, Volume= 8.263 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Link 14L: Total Hydrograph ■ Inflow ❑ Primary Time (hours) POST DEV Type Il 24-hr 100-Year Rainfall=9.09" Prepared by Timmons Group Printed 2/6/2022 HydroCAD® 10.10-4a s/n 08663 © 2020 HydroCAD Software Solutions LLC Paoe 104 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 Subcatchment 1S: POST DA 1A Runoff Area=1.158 ac 69.60% Impervious Runoff Depth=7.51" Tc=6.0 min CN=87 Runoff=13.72 cfs 0.725 of Subcatchment 2S: POST DA 1 B Runoff Area=0.346 ac 72.54% Impervious Runoff Depth=7.51" Tc=6.0 min CN=87 Runoff=4.10 cfs 0.217 of Subcatchment 3S: POST DA 1 C Runoff Area=1.416 ac 58.26% Impervious Runoff Depth=7.02" Flow Length=280' Slope=0.0200'/' Tc=9.4 min CN=83 Runoff=14.62 cfs 0.829 of Subcatchment 4S: POST DA 1 D Runoff Area=0.743 ac 45.09% Impervious Runoff Depth=6.41" Tc=6.0 min CN=78 Runoff=7.88 cfs 0.397 of Subcatchment 5S: POST DA 1 E Runoff Area=11.026 ac 58.72% Impervious Runoff Depth=6.53" Tc=9.4 min CN=79 Runoff=107.83 cfs 6.000 of Subcatchment 6S: POST DA 2A Runoff Area=2.330 ac 64.81 % Impervious Runoff Depth=7.27" Flow Length=308' Tc=8.7 min CN=85 Runoff=25.22 cfs 1.411 of Subcatchment 7S: POST DA 3 Runoff Area=1.421 ac 1.34% Impervious Runoff Depth=3.55" Flow Length=119' Tc=6.3 min CN=55 Runoff=8.72 cfs 0.421 of Subcatchment 8S: POST OFFSITE - Rio Runoff Area=4.350 ac 44.14% Impervious Runoff Depth=5.91" Tc=6.0 min CN=74 Runoff=43.23 cfs 2.143 of Subcatchment 15S: 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=463.32' Storage=11,163 cf Inflow=25.22 cfs 1.411 of Outflow=28.05 cfs 1.411 of Pond 12P: BIO 1A Peak Elev=446.89' Storage=7,223 cf Inflow=13.72 cfs 0.725 of Outflow=9.89 cfs 0.725 of Pond 13P: BIO 1B Peak Elev=457.31' Storage=1,791 cf Inflow=4.10 cfs 0.217 of Outflow=3.47 cfs 0.217 of Pond 14P: BIO 1C Peak Elev=475.26' Storage=4,975 cf Inflow=14.62 cfs 0.829 of Outflow=16.80 cfs 0.838 of Pond 15P: BIO I Peak Elev=449.82' Storage=4,202 cf Inflow=7.88 cfs 0.397 of Outflow=5.69 cfs 0.397 of Pond 17P: Wet Pond Peak Elev=423.98' Storage=144,317 cf Inflow=180.95 cfs 10.509 of Outflow=142.65 cfs 10.468 of Link 8L: Total to Pond Inflow=180.95 cfs 10.509 of Primary=180.95 cfs 10.509 of POST DEV Prepared by Timmons G Link 14L: Total Type Il 24-hr 100-Year Rainfall=9.09" Printed 2/6/2022 Inflow=172.66 cfs 12.300 of Primary=172.66 cfs 12.300 of Total Runoff Area = 23.048 ac Runoff Volume = 12.332 of Average Runoff Depth = 6.42" 46.20% Pervious = 10.649 ac 53.80% Impervious = 12.399 ac POST DEV Prepared by Timmons G Type Il 24-hr 100-Year Rainfall=9.09" Printed 2/6/2022 Summary for Subcatchment 1S: POST DA 1A Runoff = 13.72 cfs @ 11.96 hrs, Volume= 0.725 af, Depth= 7.51" 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 0.350 61 >75% Grass cover, Good, HSG B 0.002 39 >75% Grass cover, Good, HSG A 1.158 87 Weighted Average 0.352 30.40% Pervious Area 0.806 69.60% Impervious Area Tc Length Slope Velocity Capacity Description 6.0 Direct Entry, Subcatchment 1S: POST DA 1A Hydrograph 0 Ruiroff Time (hours) POST DEV Prepared by Timmons G Type Il 24-hr 100-Year Rainfall=9.09" Printed 2/6/2022 Summary for Subcatchment 2S: POST DA 1 B Runoff = 4.10 cfs @ 11.96 hrs, Volume= 0.217 af, Depth= 7.51" 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 3 E 0.251 98 Paved parking 0.014 39 >75% Grass cover, Good, HSG A 0.081 61 >75% Grass cover, Good, HSG B 0.346 87 Weighted Average 0.095 27.46% Pervious Area 0.251 72.54% Impervious Area Tc Length Slope Velocity Capacity Description Direct Entry, Subcatchment 2S: POST DA 1B Hydrograph 14.10a 4 Type II 24-hr 100-Year Rainfall=9.09" Runoff Area=0.346 ac 3 Runoff Volume=0.217 of Runoff Depth=7.51" 2 Tc=6.0 min CN=87 i 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 Prepared by Timmons G Type Il 24-hr 100-Year Rainfall=9.09" Printed 2/6/2022 Summary for Subcatchment 3S: POST DA 1 C Runoff = 14.62 cfs @ 12.00 hrs, Volume= 0.829 af, Depth= 7.02" 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 0.825 98 Paved parking, HSG B 0.591 61 >75% Grass cover, Good, HSG B 1.416 83 Weighted Average 0.591 41.74% Pervious Area 0.825 58.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 85 0.0200 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 3.66" 1.4 195 0.0200 2.28 Shallow Concentrated Flow, Unoaved Kv= 16.1 fos 9.4 280 Total Subcatchment 3S: POST DA 1C Hydrograph ■ Rurwff 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 G Type Il 24-hr 100-Year Rainfall=9.09" Printed 2/6/2022 Summary for Subcatchment 4S: POST DA 1 D Runoff = 7.88 cfs @ 11.97 hrs, Volume= 0.397 af, Depth= 6.41" 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 0.335 98 Paved parking, HSG B 0.408 61 >75% Grass cover, Good, HSG B 0.743 78 Weighted Average 0.408 54.91 % Pervious Area 0.335 45.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 4S: POST DA 1 D ❑ Runoff Type II 24-hr 100-Year Rainfall=9.09" Runoff Area=0.743 ac tunoff Volume=0.397 of Runoff Depth=6.41" Tc=6.0 min �1 1 'CN=78 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 Time (home) POST DEV Prepared by Timmons G Type Il 24-hr 100-Year Rainfall=9.09" Printed 2/6/2022 Summary for Subcatchment 5S: POST DA 1 E Runoff = 107.83 cfs @ 12.00 hrs, Volume= 6.000 af, Depth= 6.53" 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 6.475 98 Paved parking 1.890 39 >75% Grass cover, Good, HSG A 2.661 61 >75% Grass cover, Good, HSG B 11.026 79 Weighted Average 4.551 41.28% Pervious Area 6.475 58.72% Impervious Area Tc Length Slope Velocity Capacity Description in\ /foof\ /f1/41\ /f 1—N /-fc\ 9.4 Direct Entry, Tc from Pipe Calcs Subcatchment 5S: POST DA 1E Hydrograph __._ _ _ _. _ ❑ Runoff Type II 24-hr 100-Year Rainfall=9.09" - Runoff Area=11.026 ac Runoff Volume=6.000 of Runoff Depth=6.53" Tc=9.4 min - I i CN=79 45 50 55 60 65 70 75 80 85 90 95 100 Time (hours) POST DEV Prepared by Timmons G Type Il 24-hr 100-Year Rainfall=9.09" Printed 2/6/2022 Summary for Subcatchment 6S: POST DA 2A Runoff = 25.22 cfs @ 12.00 hrs, Volume= 1.411 af, Depth= 7.27" 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 1.510 98 0.820 61 2.330 85 Weighted Average 0.820 35.19% Pervious Area 1.510 64.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.8 100 0.0300 0.21 Sheet Flow, Grass: Short n= 0.150 P2= 3.66" 0.1 53 0.3300 9.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.8 155 0.0400 3.22 Shallow Concentrated Flow, Unpaved Kv= 16.1 fos 8.7 308 Total h I Subcatchment 6S: POST DA 2A Hydrograph Type II 24-hr 100-Year Rainfall=9.09 Runoff Area=2.330 ac Runoff Volume=1.411 of I I Runoff Depth=7.27" 1— Flowtenath=3W Tc=8.7 min _J__CN=85 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 Time (hours) ■ Rurroff POST DEV Prepared by Timmons G Type Il 24-hr 100-Year Rainfall=9.09" Printed 2/6/2022 Summary for Subcatchment 7S: POST DA 3 Runoff = 8.72 cfs @ 11.98 hrs, Volume= 0.421 af, Depth= 3.55" 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 0.019 98 Paved parking, HSG B 1.012 61 >75% Grass cover, Good, HSG B 0.390 39 >75% Grass cover, Good, HSG A 1.421 55 Weighted Average 1.402 98.66% Pervious Area 0.019 1.34% Impervious Area Tc Length Slope Velocity Capacity Description in\ /foof\ /f1/f1\ IA--N I-fc\ 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 7S: POST DA 3 Hydrograph ❑ Runoff 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 G Type Il 24-hr 100-Year Rainfall=9.09" Printed 2/6/2022 Summary for Subcatchment 8S: POST OFFSITE - Rio Commons Runoff = 43.23 cfs @ 11.97 hrs, Volume= 2.143 af, Depth= 5.91" 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 1.920 98 Paved parking 0.270 39 >75% Grass cover, Good, HSG A 1.830 61 >75% Grass cover, Good, HSG B 0.280 30 Woods, Good, HSG A 0.050 55 Woods, Good, HSG B 4.350 74 Weighted Average 2.430 55.86% Pervious Area 1.920 44.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 48 46 44 42 40 38 36 34 32 30 m 28 26 3 24 -2 22 20 18 16 14 12 10 8 6 4 2 0 0 Subcatchment 8S: POST OFFSITE - Rio Commons Hydrograph 4323 f - - Type 11 24-hr 1100-Year Rainfall=9.09" - Runoff Area=4.350 ac Runoff Volume=2.143 of Runoff Depth=5.91" Tc=6.0 min CN=74 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 Time (hours) ❑ ftunoH POST DEV Prepared by Timmons G Type Il 24-hr 100-Year Rainfall=9.09" Printed 2/6/2022 Summary for Subcatchment 15S: 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 15S: Offsite - Road Hydrograph ■ Rurroff 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 G Type 11 24-hr 100-Year Rainfall=9.09" Summary for Pond 10P: BIO 2A [93] Warning: Storage range exceeded by 15.32' [88] Warning: Qout>Qin may require smaller dt or Finer Routing Printed 2/6/2022 Inflow Area = 2.330 ac, 64.81 % Impervious, Inflow Depth = 7.27" for 100-Year event Inflow = 25.22 cfs @ 12.00 hrs, Volume= 1.411 of Outflow = 28.05 cfs @ 11.96 hrs, Volume= 1.411 af, Atten= 0%, Lag= 0.0 min Primary = 28.05 cfs @ 11.96 hrs, Volume= 1.411 of Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 463.32' @ 11.96 hrs Surf.Area= 3,370 sf Storage= 11,163 cf Plug -Flow detention time= 49.4 min calculated for 1.411 of (100% of inflow) Center -of -Mass det. time= 49.5 min ( 834.9 - 785.4 ) Volume Invert Avail.Storage Storage Description #1 441.50' 11,163 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 441.50 3,370 0.0 0 0 442.75 3,370 40.0 1,685 1,685 445.75 3,370 25.0 2,528 4,213 446.00 3,370 25.0 211 4,423 446.01 3,370 100.0 34 4,457 448.00 3,370 100.0 6,706 11,163 Device Routing Invert Outlet Devices #1 Primary 441.50' 15.0" Round Culvert L= 25.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 441.50' / 441.00' S= 0.0200 '/' Cc= 0.900 n= 0.010, Flow Area= 1.23 sf #2 Device 1 441.50' 4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 446.50' 1.2' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=25.50 cfs @ 11.96 hrs HW=460.74' (Free Discharge) t1=Culvert (Inlet Controls 25.50 cfs @ 20.78 fps) �2=Orifice/Grate (Passes < 1.84 cfs potential flow) 3=Sharp-Crested Rectangular Weir (Passes < 105.47 cfs potential flow) POST DEV Prepared by Timmons Pond 10P: BIO 2A Hydrograph Time )hours) Type 1124-hr 100-Year Rainfall=9.09" Printed 2/6/2022 ■ Inflow ■ Primary POST DEV Prepared by Timmons G Type Il 24-hr 100-Year Rainfall=9.09" Summary for Pond 12P: BIO 1A Printed 2/6/2022 Inflow Area = 1.158 ac, 69.60% Impervious, Inflow Depth = 7.51" for 100-Year event Inflow = 13.72 cfs @ 11.96 hrs, Volume= 0.725 of Outflow = 9.89 cfs @ 12.03 hrs, Volume= 0.725 af, Atten= 28%, Lag= 4.1 min Primary = 9.89 cfs @ 12.03 hrs, Volume= 0.725 of Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 446.89' @ 12.03 hrs Surf.Area= 1,621 sf Storage= 7,223 cf Plug -Flow detention time= 27.3 min calculated for 0.725 of (100% of inflow) Center -of -Mass det. time= 27.2 min ( 804.8 - 777.6) Volume Invert Avail.Storage Storage Description #1 439.25' 7,396 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 439.25 1,621 0.0 0 0 440.50 1,621 40.0 811 811 443.50 1,621 25.0 1,216 2,026 443.75 1,621 25.0 101 2,128 443.76 1,621 100.0 16 2,144 447.00 1,621 100.0 5,252 7,396 Device Routing Invert Outlet Devices #1 Primary 439.25' 12.0" Round Culvert L= 25.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 439.25' / 438.75' S= 0.0200 '/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf #2 Device 1 439.25' 4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 444.50' 1.2' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=9.73 cfs @ 12.03 hrs HW=446.84' (Free Discharge) t1=Culvert (Passes 9.73 cfs of 10.07 cfs potential flow) _2=Orifice/Grate (Orifice Controls 1.15 cfs @ 13.12 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 8.58 cfs @ 5.01 fps) POST DEV Prepared by Timmons Pond 12P: BIO 1A Hydrograph Time )hours) Type 1124-hr 100-Year Rainfall=9.09" Printed 2/6/2022 ■ Inflow ■ Primary POST DEV Prepared by Timmons G Type Il 24-hr 100-Year Rainfall=9.09" Summary for Pond 13P: BIO 1 B Printed 2/6/2022 Inflow Area = 0.346 ac, 72.54% Impervious, Inflow Depth = 7.51" for 100-Year event Inflow = 4.10 cfs @ 11.96 hrs, Volume= 0.217 of Outflow = 3.47 cfs @ 12.02 hrs, Volume= 0.217 af, Atten= 15%, Lag= 3.3 min Primary = 3.47 cfs @ 12.02 hrs, Volume= 0.217 of Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 457.31' @ 12.02 hrs Surf.Area= 683 sf Storage= 1,791 cf Plug -Flow detention time= 13.2 min calculated for 0.217 of (100% of inflow) Center -of -Mass det. time= 13.1 min ( 790.7 - 777.6) Volume Invert Avail.Storage Storage Description #1 451.50' 2,262 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 451.50 683 0.0 0 0 452.75 683 40.0 342 342 455.75 683 25.0 512 854 456.00 683 25.0 43 896 456.01 683 100.0 7 903 458.00 683 100.0 1,359 2,262 Device Routing Invert Outlet Devices #1 Primary 451.50' 12.0" Round Culvert L= 25.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 451.50' / 451.00' S= 0.0200 '/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf #2 Device 1 451.50' 4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 456.50' 1.2' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=3.30 cfs @ 12.02 hrs HW=457.27' (Free Discharge) t1=Culvert (Passes 3.30 cfs of 8.68 cfs potential flow) _2=Orifice/Grate (Orifice Controls 0.99 cfs @ 11.40 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 2.31 cfs @ 2.87 fps) POST DEV Prepared by Timmons G Pond 13P: BIO 1 B Hydrograph Time (hours) Type Il 24-hr 100-Year Rainfall=9.09" Printed 2/6/2022 ❑ Inflow ❑ Primary POST DEV Prepared by Timmons G Type 11 24-hr 100-Year Rainfall=9.09" Summary for Pond UP: BIO 1C [93] Warning: Storage range exceeded by 13.76' [88] Warning: Qout>Qin may require smaller dt or Finer Routing Printed 2/6/2022 Inflow Area = 1.416 ac, 58.26% Impervious, Inflow Depth = 7.02" for 100-Year event Inflow = 14.62 cfs @ 12.00 hrs, Volume= 0.829 of Outflow = 16.80 cfs @ 12.05 hrs, Volume= 0.838 af, Atten= 0%, Lag= 2.8 min Primary = 16.80 cfs @ 12.05 hrs, Volume= 0.838 of Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 475.26' @ 12.05 hrs Surf.Area= 1,502 sf Storage= 4,975 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 21.0 min ( 812.1 - 791.1 ) Volume Invert Avail.Storage Storage Description #1 455.00' 4,975 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 455.00 1,502 0.0 0 0 456.25 1,502 40.0 751 751 459.25 1,502 25.0 1,127 1,878 459.50 1,502 25.0 94 1,971 460.51 1,502 100.0 1,517 3,488 461.50 1,502 100.0 1,487 4,975 Device Routing Invert Outlet Devices #1 Primary 455.00' 12.0" Round Culvert L= 25.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 455.00' / 454.50' S= 0.0200 '/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf #2 Device 1 455.00' 4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 460.00' 1.2' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=16.80 cfs @ 12.05 hrs HW=475.24' (Free Discharge) t1=Culvert (Inlet Controls 16.80 cfs @ 21.39 fps) �2=Orifice/Grate (Passes < 1.88 cfs potential flow) 3=Sharp-Crested Rectangular Weir (Passes < 116.71 cfs potential flow) POST DEV Prepared by Timmons Pond 14P: BIO 1C Hydrograph Time (hours) Type 1124-hr 100-Year Rainfall=9.09" Printed 2/6/2022 ■ Inflow ■ Primary POST DEV Prepared by Timmons G Type Il 24-hr 100-Year Rainfall=9.09" Summary for Pond 15P: BIO 1 D Printed 2/6/2022 Inflow Area = 0.743 ac, 45.09% Impervious, Inflow Depth = 6.41" for 100-Year event Inflow = 7.88 cfs @ 11.97 hrs, Volume= 0.397 of Outflow = 5.69 cfs @ 12.04 hrs, Volume= 0.397 af, Atten= 28%, Lag= 4.3 min Primary = 5.69 cfs @ 12.04 hrs, Volume= 0.397 of Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 449.82' @ 12.04 hrs Surf.Area= 1,341 sf Storage= 4,202 cf Plug -Flow detention time= 23.5 min calculated for 0.396 of (100% of inflow) Center -of -Mass det. time= 23.6 min ( 823.1 - 799.5 ) Volume Invert Avail.Storage Storage Description #1 443.50' 4,442 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic -feet) (cubic -feet) 443.50 1,341 0.0 0 0 444.75 1,341 40.0 671 671 447.75 1,341 25.0 1,006 1,676 448.00 1,341 25.0 84 1,760 448.01 1,341 100.0 13 1,773 450.00 1,341 100.0 2,669 4,442 Device Routing Invert Outlet Devices #1 Primary 443.50' 12.0" Round Culvert L= 25.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 443.50' / 443.00' S= 0.0200 '/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf #2 Device 1 443.50' 4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 448.50' 1.2' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=5.57 cfs @ 12.04 hrs HW=449.79' (Free Discharge) t1=Culvert (Passes 5.57 cfs of 9.10 cfs potential flow) _2=Orifice/Grate (Orifice Controls 1.04 cfs @ 11.92 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 4.53 cfs @ 3.72 fps) POST DEV Prepared by Timmons Pond 15P: BIO 1 D Hydrograph Time (hours) Type 1124-hr 100-Year Rainfall=9.09" Printed 2/6/2022 ■ Inflow ■ Primary POST DEV Prepared by Timmons G Type 11 24-hr 100-Year Rainfall=9.09" Summary for Pond 17P: Wet Pond Printed 2/6/2022 Inflow Area = 19.297 ac, 56.33% Impervious, Inflow Depth = 6.54" for 100-Year event Inflow = 180.95 cfs @ 11.99 hrs, Volume= 10.509 of Outflow = 142.65 cfs @ 12.07 hrs, Volume= 10.468 af, Atten= 21%, Lag= 4.4 min Primary = 142.65 cfs @ 12.07 hrs, Volume= 10.468 of Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 423.98' @ 12.07 hrs Surf.Area= 32,002 sf Storage= 144,317 cf Plug -Flow detention time= 492.7 min calculated for 10.468 of (100% of inflow) Center -of -Mass det. time= 490.2 min ( 1,292.9 - 802.7 ) Volume Invert Avail.Storage Storage Description #1 417.00' 216,350 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 417.00 10,753 0 0 418.00 13,205 11,979 11,979 419.00 15,882 14,544 26,523 420.00 18,782 17,332 43,855 421.00 21,904 20,343 64,198 422.00 25,204 23,554 87,752 423.00 28,589 26,897 114,648 424.00 32,074 30,332 144,980 425.00 35,660 33,867 178,847 426.00 39,346 37,503 216,350 Device Routing Invert Outlet Devices #1 Primary 410.74' 48.0" Round Culvert L= 120.6' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 410.74' / 409.53' S= 0.0100 '/' 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 2 End Contractions) MPrimary OutFlow Max=139.42 cfs @ 12.07 hrs HW=423.95' (Free Discharge) L1=Culvert (Passes 139.42 cfs of 202.57 cfs potential flow) �2=Orifice/Grate (Orifice Controls 0.62 cfs @ 12.58 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 138.80 cfs @ 4.56 fps) POST DEV Prepared by Timmons Pond 17P: Wet Pond Hydrograph Time (hours) Type // 24-hr 100-Year Rainfall=9.09" Printed 2/6/2022 ■ Inflow ■ Primary POST DEV Prepared by Timmons G Type Il 24-hr 100-Year Rainfall=9.09" Printed 2/6/2022 Summary for Link 8L: Total to Pond Inflow Area = 19.297 ac, 56.33% Impervious, Inflow Depth = 6.54" for 100-Year event Inflow = 180.95 cfs @ 11.99 hrs, Volume= 10.509 of Primary = 180.95 cfs @ 11.99 hrs, Volume= 10.509 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 ❑ Primary Time (hours) POST DEV Prepared by Timmons G Type Il 24-hr 100-Year Rainfall=9.09" Printed 2/6/2022 Summary for Link 14L: Total Inflow Area = 23.048 ac, 53.80% Impervious, Inflow Depth > 6.40" for 100-Year event Inflow = 172.66 cfs @ 12.05 hrs, Volume= 12.300 of Primary = 172.66 cfs @ 12.05 hrs, Volume= 12.300 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Link 14L: Total Hydrograph ■ Inflow ❑ Primary Time (hours) CAHM11 Chesapeake Bay Nutrient Land Trust, LLC. January 7, 2022 Timmons Group ATTN: Jessica Denko, 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 Dear Ms. Denko, 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). 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 has been authorized to provide nutrient credits for use in the James River watershed including IIUCs 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 133.11 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. '••. 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