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WPO202000039 Calculations 2021-02-05
CROZET ELEMENTARY SCHOOL COUNTY OF ALBEMARLE, VIRGINIA DESIGN CALCULATIONS & NARRATIVE WP0202000039 AUGUST 10, 2020 REVISED NOVEMBER 29, 2020 TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. Prepared by: Bryan Cichocki, PE Timmons Group 608 Preston Ave, Suite 200 Charlottesville, VA 22903 434.327.1688 W D. CICHOW Liie./No. 53741 Table of Contents Section Title Project Narrative 2 LD 229 — Storm Sewer Design Computations 3 LD 204 — Storm Inlet Design Computations 4 LD 347 — Hydraulic Grade Line Computations 5 Virginia Runoff Reduction Method Worksheet Summary 6 Pre -Developed Hyrdaflow Calculations 7 Post -Developed Hyddaflow Calculations Project Narrative: This project includes the expansion of the existing school with a new addition, increases to the existing surface parking lot, and associated landscaping, utilities, and drainage facilities. The stormwater limits consisting of the minimum area of disturbance to install the new permanent improvements totals 5.41 acres. Existing areas in the center of the site are excluded from the stormwater limits as they are excluded from the scope of work and will remain. Areas of milling and overlaying asphalt in the existing parking lot and entrance are also excluded from the stormwater limits at they are not land disturbing activities. There are areas of WPO on site with some impacts proposed. The WPO areas proposed to be impacted with this work are areas of managed turf. Mitigation is proposed in the impacted areas through replanting the WPO with meadow plantings to create a better vegetated filter strip. Stormwater Management: Water Quality In the pre -developed condition, the site is a developed property with an existing elementary school. Prior plans of the school show a bioretention installed to treat the parking in the rear of the school. This existing bioretention will be removed with the proposed construction. The simple method was used to determine the required phosphorus removal with the prior plan. The simple method is a performance -based calculation for phosphorus removal but yields slightly different requirements due to the underlying assumption of the average imperviousness of the Chesapeake Bay watershed. The simple method required 0.55lb/yr of phosphorus removal to be provided by this bioretention. To account for the removal of this bioretention and to bring the site in full conformance with the VRRM requirements, the pre/post impervious areas for the prior work were entered into the VRRM redevelopment spreadsheet. The removal requirement for the prior plan in today's regulations would have been 0.64lb/yr. As such the proposed stormwater management practices provided on site provide a phosphorus removal which exceeds the requirements by at least 0.64lb/yr. All water quality requirements are met on site through an ADS Stormtech detention system with isolator row and level two bioretention filters. Notes regarding the pretreatment practices of the bioretention filters are provided on sheet C6.3 of the plan set. Bioretention filter 2A has pretreatment provided by the Stormtech system and gravel flow spreader. The inflow of water to bioretention filter 2A is controlled by a six inch orifice in the side of the 72" control structure of the Stormtech system. The pipe leading to bioretention 2A is 12" such that the approach slope of the system could be minimal to decrease velocity before entering the gravel flow spreader. Bioretention 213 was deleted from the plan set for the second submission as it was no longer necessary with the water quality treatment provided by the isolator row. Bioretention filter 2C has pretreatment provided by an ACF catch basin trash guard (detail on sheet C6.2) and a gravel flow spreader. Bioretention filter 3A has pretreatment provided by a grass channel and a gravel flow spreader. All bioretention filters are proposed with stone sumps and underdrains. Water Quantity In existing condition, the entire site drains towards a stream on the east side of the site by three discrete outfalls and sheet flow. In the proposed condition, these drainage patterns will be generally maintained with minor alterations necessary for grading and stormwater quality treatment. The energy balance method has been applied to each outfall to ensure all site discharges are equal or lower than the existing flows to each release point. Two underground detention systems will be installed to meet stormwater quantity requirements. SWM1 is an arch pipe StormTech system with the isolator row, while SWM2 is 100 linear feet of 48" CMP. Together, these pipes reduce the 1-year, 24-hour stone to meet the requirements of the energy balance equation. Additionally, the 10-year, 24-hour stone is being detained to less than the pre -developed 10-year, 24-hour stone to meet flood protection requirements. STORM SEWER DESIGN COMPUTATIONS LD-229 STORM SEWER DESIGN COMPUTATIONS STORM FREQUENCY 10 PROJECT: CRO=ES LOCATION: ALBEMARLE COUNTY COUNTY: Free Union Designed by: Checked by: UNITS ENGLISH PIPE NO. FROM MINT TO MINT DRAB AREA 'A' Acre (3) RUNOFF COEFF. C. (4) CA PILEI TIME Mini¢es O) RAIN FALL InMr (8) RUNOFF IIWERT ELEVATIONS LENGTH ofNpe Fl. (12) $TAPE Ftff[ (13) SUE (Ou.Or $psNRise) Irt (14) $RAPE Number of Pipes Cepecity CF$ (15) Fnn6m $Icpe Fl1FL NORMAL FLOW FLOW TIME PICRB- MENF (5) ACCUM- ULATED (6) LAnel CF$ Tow Q CF$ (9) UPPER END (10) IAWER END (11) 4pM of Flow,M FL Area of FIow,M $qFt H. FL Vn FN$m (16) Ert FL mcC MENT Mni¢e is (17) ACCUMU -LA D MmWn (17) REFERENCE (1) STA REFERENCE (2) STA. 101 102 100 Olin 0-00 0-W 545 536 0On 299 6n23 6n-00 4598 0-W500 21 Ch w. 1 1214 0W30 059 0n 033 d 18 0-86 018 5M 105 126 102 Olio 0-00 0-W 529 5W 0On 299 6T153 6A33 39M 0.W502 21 Ch w. 1 1216 0W30 059 0n 033 418 0-86 016 545 107 106 126 OW 000 OW 5W OW 093 67800 6W63 23.50 001574 12 Chw. 1 4.M 000060 030 020 017 476 065 008 5.08 109 110 108 OW 0-00 0-W 517 584 Olin 127 680-84 NO50 6849 0-00,1% 12 Chw. 1 292 OWHO 049 039 024 340 0-66 034 550 113 SWMN1,OU 110 OW 0-00 0-W 5On 000 127 68450 682'I9 5215 002992 12 Chw. 1 6-68 OWHO 030 019 Ou 655 096 015 515 115 1116 114 000 0-00 019 569 5W 0On 348 67833 63825 1 ION 0-00299 15 Ch w. 1 625 0M2W 059 063 033 523 1.09 1 003 5W TIT 118 116 1 000 0-00 0-09 501 598 000 056 69894 63843 6150 0-W5W 8 Chw. 1 093 OW190 039 020 018 279 049 039 538 119 ROOF 118 ON 0% 0-09 0-09 5On 493 000 056 69884 63874 4On 002500 8 Chw. 1 209 OW190 ON OD 013 503 0-63 0-01 501 121 in 116 Olio 0-00 0-09 539 4_93 000 294 69879 63843 7150 0-W503 15 Chw. 1 4% OWISO) 069 0m 033 4n 097 028 567 123 ROOF in Oil 0% 009 009 5W 5.99 OW 056 67891 638.89 lW 0 00500 8 Chw. 1 093 OW190 039 020 0.18 278 049 002 5.in 125 126 in OW 000 OW 500 OW OW 250 681.10 638.89 53n OU153 12 Chw. 1 287 000410 039 028 021 8W 162 0.10 5.10 127 128 126 Olio 0-00 0-00 508 586 Olin 299 69832 6n63 6908 0-00"9 21 Ch w. 1 1216 0W30 049 056 029 536 094 0n 529 129 SWM N1, OU 128 OW 000 OW 500 OW OW 299 68450 68398 5473 000"0 21 Chw. 1 1673 0W030 050 059 029 526 093 0.17 5.17 131 132 SWM N1, IN 0.19 0.89 0.17 0.17 500 5.99 OW 100 690.70 68896 2421 008013 12 Chw. 1 1093 OW020 020 012 0.12 866 332 005 5.05 133 134 SWM NI,IN 000 0-00 0-So 631 553 Olin 639 68671 6M57 1759 000 6 18 Cfiw. 1 1015 OW330 0b6 1.05 041 6.09 1" 0-05 635 135 1136 SWM N1, IN 026 0.85 022 023 563 576 OW 326 68838 688.14 1999 001271 12 Chw. 1 435 0W740 065 054 029 608 122 005 548 137 138 136 023 0% 021 039 523 582 Olin 314 689-07 68848 4214 001252 12 Chw. 1 432 OWW Obi 052 029 6On 119 013 536 139 138A 138 0On 0-00 0is 519 593 Olin 193 68929 689.17 1161 001029 12 Chw. 1 391 0W2W 050 039 025 4.97 0-88 004 523 139A 139E 138A 0On 0-00 0is 512 $59 Olin 193 68959 68936 19W 001162 12 Chw. 1 416 0O02W 049 039 024 520 090 0% 519 139E TD 139B 026 0% 023 023 500 589 Olin 138 6"11 689-80 3092 001003 12 Chw. 1 3-89 000130 041 031 022 451 073 Oil 511 145 146 SWM NI,IN 0n 0-85 019 019 500 589 Olin 110 6"99 68896 2269 008017 12 Chw. 1 1093 IOOOOSO 021 012 013 8-92 145 0-05 505 147 148 SWM NI,IN 0On 0-00 024 603 560 Olin 141 69292 69915 10831 003491 15 Chw. 1 13w 0.00040 029 020 Ou 6.95 1.03 026 629 149 ISO 148 021 0_So Ov 023 524 582 Olin 132 6"19 693,02 1R49 0-WW38 15 Chw. 1 576 000040 041 035 023 381 0-63 035 599 151 152 ISO 0.09 0-M 0-06 0-W 5On 589 Olin 035 69500 6M29 %03 0113% 15 Chw. 1 2362 0.00000 0n 005 007 6.95 0-86 023 523 153 154 148 0.02 0% 0-01 0-01 5On 589 Olin 0-09 69536 69490 6133 0-W950 12 Chw. 1 3M 0.00000 Oil 005 007 183 1 016 056 556 205 1206 204 OW 000 0.16 602 560 OW 244 67652 63623 6237 0 00505 18 Chw. 1 809 000450 1.13 143 045 5.19 155 0n 62A 207 208 206 020 038 008 0.16 566 57() OW 244 6P 24 67667 11361 0W502 18 Chw. 1 806 0M50 1.14 144 045 5.18 155 037 bin 209 210 208 005 040 002 008 541 5n OW 691 6P 56 6n.M "98 000489 18 Chw. 1 7% 0W380 108 136 045 507 149 0.15 5.56 211 212 210 003 099 0-03 0_W 515 584 000 680 6n95 6n6 3835 0W956 18 Chw. 1 9-89 OW370 091 1.13 042 603 148 Oil 525 213 214 212 009 041 0-04 110 1066 4.63 000 665 69824 6380 19N 0 00988 18 Chw. 1 1131 00EM Obi 1_00 040 6b6 152 005 1071 215 216 214 0.09 051 0-04 1 k) 1062 4.63 Olin 647 68040 6n96 2176 0020n 15 Ch w. 1 995 0WSW 093 075 034 8b4 1.89 004 10-66 217 B103 216 OW 000 0W 5W OW OW 173 68150 NO 50 5717 001749 15 Chw. 1 926 000060 039 030 021 578 0.89 0.17 5.17 219 218 B103 0On 0-00 134 1043 4.61 0On 634 68294 681_W 4143 003234 15 Chw. 1 1259 OMM Obi 062 031 1029 227 0-09 10-50 221 222 216 032 0% 029 029 5On 589 0On 170 68091 NO50 1338 002975 12 Ch w. 1 6b6 000200 034 024 019 908 112 003 1 503 223 224 208 040 095 030 030 5W 5.99 OW 176 68109 6n.M 4692 007992 12 Chw. 1 1091 0WnO 029 017 0.16 1021 1.89 008 5.08 233 1234 232 382 035 134 134 low 474 OW 634 68520 6M39 8973 0 00903 15 Chw. 1 665 0OOW 098 103 039 6.17 152 024 1024 237 238 236 028 0.88 025 025 5W 5.99 OW 145 68526 685.19 14M 0OoI99 15 Chw. 1 494 000p40 066 041 025 350 065 007 5.W 303 304 302 OW 000 OW 563 5n OW 598 675.85 67522 45.93 0013n 15 Chw. 1 820 OW710 On OW 035 224 159 Oil 574 305 306 304 OW 000 OW 546 575 OW 598 67645 675.85 4299 0013% 15 Chw. 1 827 OW710 On 0" 035 229 160 0.10 5.56 307 308 306 OW 000 OW 5n 5.92 OW 598 6TL98 6ffi 45 8828 001733 15 Chw. 1 921 OW710 OR 073 034 293 169 0.19 541 309 310 308 OW 000 OW 5W OW OW 598 6"22 63808 33.53 0034M 15 Chw. 1 12% OW710 059 059 030 1023 221 0% 506 311 312 310 Olin 0-00 0-W 509 586 00I1 426 6"72 6N32 2127 001891 15 Chw. 1 9_W 000390 059 056 030 959 148 005 5N 313 SWMN2,OU 312 Olin 0-00 0-W 5On 0W 426 680-00 6n-82 U57 OW933 15 Chw. 1 599 000390 079 0W 035 530 122 008 506 315 316 SWMN2, IN 054 078 042 042 5W 5.99 OW 248 69329 68226 12 IS 0OU56 15 Chw. I M35 OW130 030 0n 0.17 1124 226 002 5.in EX is- EX400 134 032 096 024 0_So 625 554 Olin 639 68735 69% 1919 001928 15 Snt 1 899 001020 0]8 0W 235 994 176 ON 629 EX229 EX230 218 Ono 0-00 134 1034 4.68 Olio 634 68352 6MO4 3562 001348 15 C-War 1 11 001010 Ob8 093 033 6M L61 009 1043 EX231 232 EX 230 0On 0-00 134 Ion 4_W 0On 634 68439 6M88 51.06 10 00"9 15 1 ChWar I 1 1 6a6 10010101 101 1 LW 1 038 1 600 156 1 014 1016 LD-229 STORM SEWER DESIGN COMPUTATIONS STORM FREQUENCY 10 PROJECT: CROZET ES LOCATION: ALBEMARLE COUNTY COUNTY: Free Union Designed by: Checked by: UNITS ENGLISH PIPE NO. FROM MINT TO PoINT DRA AREA 'A' Acre (3) RUNOFF COEFF. C. (4) CA MLEF TIME Mimes O) RAIN FALL IN (8) RUNOFF I HRT ELEVATIONS LENGTH ofNpe Ft P2) SHAPE Ft Tt (13) SIZE (Da Or Spe .) In O4) SHAPE Number of Pipes Cepecity CFS 05) Fnn6m Slepe Ft1Ft NORMAL FLOW FLOW TIME PICRE- MENF (5) ACCUM- ULATED (6) LAnel CFS TomIQ CFS (9) UPPER END Po) W=R END (u) 4pM of Flow,M Ft Area of FIow,An SgFt H. Ft Vn FNS¢Mimes P61(17) mcC MENT ACcU -LATTEO Mmun (n) REFERENCE Ol $TA REFERENCE R) STA. EX401 402 EXQ0 032 078 025 055 536 538 0w 503 69162 Nis53 30975 0-00998 15 Chw. 1 645 0W30 Obi 083 036 562 jF 089 625EX403 404 402 0w 000 031 523 592 ODr1 361 69187 69142 3621 001243 15 Cfiw. 1 720 OW330 Obi 00 031 517 1W 514EX405 A06 404 049 075 033 Ob2 518 593 OW 361 692W 69192 1496 000830 15 GaWm 1 589 OW330 031 0n 034 5A4 0-05 5nEX"7 EX 408 406 015 083 013 013 5W 589 OW 094 69233 69204 38M 0-00868 15 GmWm 1 602 000010 030 0n Ou 333 019 519 STORM INLET DESIGN COMPUTATIONS FORM L02N STORMWATER INLET COMPUTATIONS SHEET 1 OF ROUTE PROJECT CR0 ES DESIGNER: & BARNES OATS 12/Y20m CHECKED: UNITS UGLIER mmm�mmmomommmmmmm®m®mmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmommmm®mmm®m® m�m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomommmmmmm®m®mmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmommmm®mmm®®® ��m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomomm�mm�mom®mmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmommmm®mmm®®® ��m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmm®omommmmm®mmm®mmmmmmmmmmm��m� ��m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mm�omomm�mmmmmmmmmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmommmmmm®�mtm® ®�m�®mmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmomomm�®mmm�m®mmmm®mmmmmm��m� ®�m�®mmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmomom��®mmmmm®mmmm®mmm®mm��m� ��m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmomom��®mmm®m®mmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmm�mmmmmmmmmmm®mmmmmmm�mtm® m�m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomomm�®mmm�m®mmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmm®mmmmmmm�mt®® ®�m�mm�mmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mm�mmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmomommmmmmmmmmmmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmm®mmmmmmm�®mmm ®�m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomomm�mmmm®m®mmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmm®mmmmmmmmmmm®mmmmmmm�®m® m�m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmomom®®mmm®gym®mmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmm�mmmmmmmmmmm®mmmmmmm�®m® INLEfSOFT BY ENSOFTEC DATE:iNl(= FORM L02N STORMWATER INLET COMPUTATIONS SHEET 2 OF ROUTE PROJECT CR0 ES DESIGNER: & BARNES OATS lvmom CHECKED: UNITS UGLIER mmm�mmmmomommmmmmmmmmmmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmommmmmmm��m� ®�m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomommmmmmmmmmmmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmommmmmmm��m m�m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomommmmmmmmmmmmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmm®mmmmmmm�mtm m�m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmm®o®ommm�mm�®m®mmmmmmmmmmm��m� m�m�mm®mmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mm®omom®®mm®�®m®mmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmm®mmmmm®®�®m® mmm�®m�mmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmomom®mmm®®mmmmmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmm®mmmm®mm�®m® ��m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mm®omommmmmm�®m®mmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmammmmmmm�®mom ®�m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomommmmmmmmmmmmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmm■■mmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmomm®mmmm�®mom ��m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmomommmmmmm®m®mmmmmmmmmmm��m� mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmm�mmmmmmmmmmmmommmmmmm�®®® ��m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomommmmmmm®m®mmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmommmmmmm®®®® INLEfSOFT BY ENSOFTEC DATE:iNl(M HYDRAULIC GRADE LINE COMPUTATIONS 10.347 PROJECT: CROZET ES HYDRADLIC GRADE LINE ANALYSIS INCIDENCE PROBABILITY 10 Year DESIGNED BY: Checked: INLET OR JUNCTION STA. INVERT EL OUTFLOW PIPE DEPTH OF FLOW OUTFLOW PIPE CUTLET WATER SURFACE ELEV OIA PIPE Do (INmm) DESIGN OISCH. Do (CFSCNS) LENGTH PIPE Lo (FM) FRICTION SLOPE, Wo (FTNT) (MRA) FRICTION ID55 Hf (FYN) JUNCTION LOSS SURFACE AJj.R L3 Hl (FM) IoNt Sffiap,p YM OS Hl (FM) FINAL H (FNQ InW Wale SurNm Eknodon Top of MIN Top of IN. E. APPROX. A4oN.NV Vo CwN. Ho (FNQ Y Mi S, Hi(Ezpn) 0wmmP M22W SKEW Pigk K HFLOW BCNF(F IFNA) 1 2 3 4 5 8 8 9 10 11 12 13 14 15 18 18 1 18 19 100 678.400 102 MOOD 1.75 678.400 21 2.990 45.98 0.00032 0.015 4.178 0.068 4.184 0.272 0.095 0.0 0.00 0.000 0.163 0.000 0.163 YES 0.081 0.0% 678.496 680.310 O.K. 126 678.890 1.00 879.690 12 2.500 53.22 GLOWS 0.233 8.895 0.307 5.356 0."5 0.156 0.0 0.00 0.000 0.463 0.000 0.463 YES 0.232 0.465 681.487 687.270 O.K. 128 BT MO 1.75 681.487 21 2.990 69.08 0.00032 0.022 5.356 0.111 5.261 0.430 0.150 0.0 0.00 0.000 0.262 0.000 0.262 YES 0.131 0.153 681.640 690.000 O.K. SVdM#1, OUT 683.980 1.75 885.380 21 2.990 54.73 0.00032 0.017 5.261 0.107 0.000 0.000 0.000 0.0 0.00 0.000 0.10] 0.000 0.iW YES 0.054 0.071 685.451 686.500 O.K. 113347 PROJECT: CROZET ES HYDRAULIC GRADE LINE ANALYSIS INCIDENCE PROBABILITY 10 Year DESIGNED BY: Chelied: INLET OR JUNCTION STA INVERT EL CUTFLOW PIPE DEP OF FLOW OUTFLOW PIPE CUT= WATER SURFACE ELEV DIA PIPE Do (INmm) DESIGN OISCH. Do (CFECMS) LENGTH PIPE Lo (FM) FRICTION SLOPE, Wo (FTNT) (MTA) FRICTION IDES M (FYM) JUNCTION LOSS SURFACE FLOW AJj.R L3 Hl (FM) IoNt Shap,p YM A6 Hl (FM) FINALollumt H (FYM) of MH . RO%. AdjuslmeW Vo CwN. Ho (FNQ Y Mi S, Hi pap) 036.mmX (N2QW SKEW Pigk K BCN H (FM) Sum HL (FM) 1 2 3 4 5 6 8 9 10 11 12 13 14 15 18 16 1 19 J1819 108 110 680.500 1.00 681.300 12 1.2T0 68A9 0.00113 0.OTB 3.404 0.045 6.545 0.665 0.233 0.0 0.00 0.000 0.278 0.000 0.2T8 YES 0.139 0.216 9.450 O.K. SWM#1, OUT 683.980 1.T5 685.380 21 2.990 54.73 0.00032 0.017 5.261 0.107 0.000 0.000 0.000 0.0 0.00 0.000 0.107 0.000 0.10T YES 0.054 0.071 6.500 O.K. 113 3 7 PROJECT: CROZET ES DESIGNED BY: HYDRAULIC GRADE LINE ANALYSIS Checked: INCIDENCE PROBABILITY 10 Year INLET OR STA INVERT EL. OUTFLOW PIPE DEPTH OF FLOW OUTFLOW PIPE OUTLET WATER SURFACE EI£V DIA PIPE Do (INmm) DESIGN DISCH. Q. (CF=MS) LENGTH PIPE In (FAS FRICTION SLOPE, Sb (FT/FT) (WM) FRICTION LOSS H( (PaS JUNCTION LOSS SURFACE FLOW Pd. HI 1.3 Hl (FVM) INM SM1apinBl YM 0.5 HI (EMS FINAL H (EMS Inlet Waie, SuR.JUNCTION E fi. T,dMH Tnp MInIM APPROX. PdjittM¢Mi V. Conb Ho (FLM) Vi Y'Z20 Hi (Eqn) 0.35'MAX, A/mg) SKEW Prvdle K RTHHL (F 1 2 3 4 5 6 8 9 10 11 12 13 14 15 16 16 1 18 19 204 6]].430 206 676.230 1.50 677.430 18 7.436 6].3] O.OD446 0.301 5.192 0.105 5.178 0.416 0.146 0.0 0.00 0.000 0.250 0.000 0250 YES 0.125 0.426 677.856 681.190 O.K. 208 676.670 1.50 677.870 18 7.436 113.61 O.OD446 0.507 5.178 0.104 5.072 0.399 0.140 0.0 0.00 0.000 0.2M 0.433 02" YES 0.122 0.629 678.499 681.040 O.K. 224 6T.340 1.00 678.499 12 1.763 46.92 0.00218 0.102 10.209 0.405 0.000 0.000 0.000 0.0 0.00 0.000 0.405 1.763 0.526 YES 0.263 0.365 681.362 690.230 O.K. 210 6T.340 1.50 678.540 18 6.912 44.98 0.00386 0.173 5.0]2 0.100 6.034 0.565 0.198 0.0 0.00 0.000 0.298 0.115 0298 YES 0.149 0.322 678.862 682.060 O.K. 212 6T.660 1.50 678.862 18 6.]9] 38.35 0.00373 0.143 6.034 0.141 6.657 0.688 0.241 0.0 0.00 0.000 0.382 0.152 0.382 YES 0.191 0.334 679.196 683.230 O.K. 214 678.050 1.50 679.250 18 6.645 19.24 0.00356 0.069 6.657 0.172 8.635 1.158 0.405 0.0 0.00 0.000 0.5]] 0.171 0.5T YES 0.289 0.357 679.607 683.750 O.K. 216 679.960 1.25 680.960 15 6.474 21.76 0.00895 0.195 8.635 0.289 7.084 0.]]9 0.273 0.0 0.00 0.000 0.562 0.167 0.562 YES 0.281 0.476 681.436 683.750 O.K. 222 680.500 1.00 681.436 12 1.695 13.78 0.00202 0.028 7.084 0.195 0.000 0.000 0.000 0.0 0.00 0.000 0.195 1.695 0253 YES 0.127 0.154 681.590 685.540 O.K. B1O3 680.500 1.25 681.500 15 1.730 5].1] 0.00064 0.03] 5.T9 0.130 10.274 1.639 0.574 0.0 0.00 0.000 0.703 0.000 0.703 YES 0.352 0.388 681.888 685.750 O.K. 218 681.600 1.25 682.600 15 6.340 41.43 0.00858 0.355 10.274 0.410 6.855 0.730 0.255 0.0 0.00 0.000 0.665 0.000 0.665 YES 0.333 0.688 683.568 687.150 O.K. EX 230 683.040 1.25 684.040 15 6.340 35.62 0.0100] 0.359 6.855 0.182 5.998 0.559 0.196 0.0 0.00 0.000 0.378 0.000 0.378 YES 0.189 0.548 684.588 691.380 O.K. 232 683.880 1.25 684.885 15 6.340 51.06 0.0100] 0.514 5.998 0.140 6.169 0.591 0.207 0.0 0.00 0.000 0.346 0.000 0.346 YES 0.173 0.687 685.572 692.780 O.K. 234 684.390 1.25 685.572 15 6.340 89.]3 0.00858 0.]]0 6.169 0.148 0.000 0.000 0.000 0.0 0.00 0.000 0.148 6.340 0.192 YES 0.096 0.866 686.438 689.300 O.K. LD-30 PROJECT: CROZET ES HYDRAULIC GRADE LINE ANALYSIS INCIDENCE PROBABILITY 10 Year DESIGNED BY: Checked: INLET OR JUNCTION STA INVERT EL. OUTFLOW PIPE DEPTH OF FLOW OUTFLOW PIPE OUTLET WATER SURFACE ELF/. CIA. PIPE Da (INN-) DESIGN DISCH. Qo (CFWMS) LENGTH PIPE In (PON) FRICTION SLOPE, Sb (FT/FT) (MRA) FRICTION LOSS HT (FM) JUNCTION LOSS SURFACE FLOWHI IS (FLM) FINAL H (FLM) IN. Wafer Sulam Elevation TopdMH Tcpolln. H- APPRO%1 MjusOn�g� Vo CoM Ho (FM) Vi vi-mg Hi(Espn) a35-MAK. (Y2/4) SKEW Angle K Be. H (PUM) Sun HL (FM) 2 3 / 5 8 8 9 10 11 12 13 14 15 J(Ft"YM 18 1 18 19302 6]6.M) 304 6]5.220 1.25 6]8.220 15 5.]80 45.93 0.00713 0.328 ].239 0203 ].288 0.825 0.289 0.0 0.00 0.000 0.492 0.000 0.246 0.5]4 676.]94 680,010 O.K. 306 6]5.850 1.25 6]8.850 15 5.]80 42.99 0.00713 0.307 ].288 0206 ].928 0.976 0.342 0.0 0.00 0.000 0.548 0.000 0.274 0.580 6F.430 679,340 O.K. 308 8]8.450 1.25 BT/A50 15 5.780 88.28 0.00713 0.630 7.928 02" 10.226 1.624 0.568 0.0 0.00 0.000 0.812 0.000 0.812 YES 0.406 1.036 678.698 681,830 O.K. 310 6]8.080 1.25 6]9.080 15 5.]80 33.53 0.DW13 0239 10.226 OADB ].588 0.894 0.313 0.0 0.00 0.000 0.719 0.000 0.719 YES 0.359 0.599 879.808 684.000 O.K. 312 679.320 1.25 680.320 15 4.260 21.27 0.00387 0.082 7.588 0224 5.301 0.436 0.153 0.0 0.00 0.000 0.376 0.000 0.376 YES 0.188 0.271 680.591 686.510 O.K. SWM#2, OUT 679.820 125 680.820 15 4.260 24.57 0.0038] 0.095 5.301 0.109 0.000 0.000 DOOR 0.0 0.00 0.000 0.109 0.000 0.109 YES 0.055 0.150 680.970 684.000 O.K. LD-347 PROJECT: CROZET ES DESIGNED BY: HYDRAULIC GRADE LINE ANALYSIS ChePXe INCIDENCE PROBABILITY 10 Year INLET OR JUNCTON STA INVERT EL OUTFI PIPE DEPTH OF FLOW OUTFI PIPE OUTLET WATER SURFACE EI , DIA PIPE Do (INmn) DESIGN DISCH.SLOPE, Q.(FTET) (CMI MS) ;47. FRICTION Sb (MRA) FRICTION LOSS If (FYM) JUNCTION LOSS SURFACE FLOW Pd. HI 13 HI (FLM) I.I. Shapi'? YM 05 HI (EMS FINAL H (FM INM Oh#J SurUm Elea . Top MMH Top Mlnot Elo . APPROk PtljuSw Vo Uoa. Ho (FNA) M Y'2Rg Hi(ExW) 0.3SMAX. (Was) SKEW Angle K Mnd H (FVM) Sum HL (FM) 1 2 3 4 5 T 8 9 10 11 12 13 14 15 16 16 1 18 19 SWM #1, IN 689.000 136 688.140 1.00 689.000 12 3.257 0.00T44 0.141 6.078 0.143 5.997 0.558 0.195 0.0 0.00 0.000 0.339 1.273 0.M1 YES 0.220 0.361 689.361 696.160 O.K. 138 688.480 1.00 689.361 12 3.136 0.00690 0.325 5.997 0.140 4.968 0.383 0.134 0.0 0.00 0.000 0.274 1.205 0.356 YES 0.178 0.503 689.864 696.750 O.K. 138A 689.170 1.00 689.970 12 1.932 11.67 0.00262 0.031 4.968 0.096 5.200 0.420 0.147 0.0 0.00 0.000 0.243 0.000 0.243 YES 0.121 0.152 690.122 697.310 O.K. 139B 689.360 1.00 690.160 12 1.932 19.80 0.00262 0.052 5.200 0.105 4.508 0.316 0.110 0.0 0.00 0.000 0.215 0.000 0.215 YES 0.108 0.160 690.320 697.560 O.K. TO 689.800 1.00 690.600 12 1.377 30.92 0.00133 0.041 4.508 0.O79 0.000 0.000 0.000 0.0 0.00 0.000 0.079 0.000 0.079 YES 0.039 0.081 690.681 692.750 O.K. 134 686.570 1.50 689.000 18 6.385 17.59 0.00329 0.058 6.071 0.143 7.937 0.978 0.342 0.0 0.00 0.000 0.485 0.000 0.485 YES 0.243 0.301 689.301 696.450 O.K. EX 400 686.980 1.25 689.301 15 6.385 19.19 0.01021 0.196 7.937 0.245 5.816 0.525 0.184 0.0 0.00 0.000 0.428 1.353 0.557 YES 0.278 0.474 689.T5 696.680 O.K. 402 688.530 1.25 689.775 15 5.033 309.75 0.00635 1.%6 5.816 0.131 5.870 0.535 0.187 0.0 0.00 0.000 0.319 1.428 0.414 YES 0.207 2.173 692.450 698.380 O.K. 404 691.420 1.25 692.450 15 3.605 36.21 0.00326 0.118 5.870 0.134 5.037 0.394 0.138 0.0 0.00 0.000 0.2T2 0.000 0.272 YES 0.136 0.254 692.704 697.970 O.K. 406 691.920 1.25 692.920 15 3.605 14.46 0.00326 0.047 5.037 0.098 3.328 0.172 0.060 0.0 0.00 0.000 0.159 2.147 0.206 YES 0.103 0.150 693.070 697.860 O.K. EX 408 692.040 1.25 693.070 15 0.736 38.02 0.00014 0.005 3.328 0.043 0.000 0.000 0.000 0.0 0.00 0.000 0.043 0.736 0.056 YES 0.028 0.033 693.103 696.020 O.K. 132 688.760 1.00 689.560 12 0.995 24.21 0.00069 0.017 8.656 0.291 0.000 0.000 0.000 0.0 0.00 0.000 0.291 0.995 0.378 YES 0.189 0.206 690.904 695.320 O.K. 148 689.150 1.25 690.150 15 1.405 108.31 0.00042 0.046 6.954 0.188 3.813 0.226 0.079 0.0 0.00 0.000 0.267 0.000 0.267 YES 0.133 0.179 693.197 700.830 O.K. 150 693.020 1.25 694.020 15 1.324 172.49 0.00037 0.065 3.813 0.056 6.953 0.751 0.263 0.0 0.00 0.000 0.319 0.M 0.415 YES 0.207 0.2T2 694.597 700.110 O.K. 152 684.290 1.25 694.597 15 0.347 94.03 0.00003 0.002 6.953 0.188 0.000 0.000 0.000 0.0 0.00 0.000 0.188 0.347 0.244 YES 0.122 0.124 695.106 699.740 O.K. 146 688.760 1.00 689.560 12 1.100 27.69 0.00085 0.024 8.919 0.309 0.000 0.000 0.000 0.0 0.00 0.000 0.309 1.100 0.401 YES 0.201 0.224 691.194 696.690 O.K. 154 694.900 1.00 695.700 12 0.085 61.33 0.00001 0.000 1.825 0.013 0.000 0.000 0.000 0.0 0.00 0.000 0.013 0.085 0.017 YES 0.008 0.009 695.709 699.530 O.K. LD-347 PROJECT: CROZET ES DESIGNED BY: HYDRAULIC GRACE LINE ANALYSIS Chelicetl: INCIDENCE PROBABILITY 10 Year INLET OR JUNCTION STA INVERT EL OUTFLOW PIPE DEPTH OF FLOW OUTFLOW PIPE OUTLET WATER SURFACE EIEV. DIH. PIPE Da (Io ) DESIGN DISCH. Q. (CF=MS) LENGTH PIPE L. (FM) FRICTION SLOPE, Sib (FTC (MRA) FRICTION LO$$ HI (FUM) JUNCTION LOSS SURFACE FLM Pd. HI 13 Hl (FM) I.I. Shapngi YM 05 H1 (FVK FINPL H (FVK INeI Wale SuRaw Fl M. Top MMH Top ollnkl Flev. APPROk AtljusMe�W V. Cmlc Ho (FiR.t) Vi VI-2Rg Hi (Expo) 0WMM Wall) SKEW AMk K Be. H (FM) Sun HL (FM) 1 2 3 4 5 6 8 9 10 11 12 13 14 15 1 16 1 18 19 SWMA2, IN 683.000 316 682.260 1.25 683.260 15 2.483 12.18 0.00132 0.016 11.238 0.490 0.000 0.000 0.000 0.0 0.00 0.000 0.490 2.483 0.637 YES 0.319 0.335 683.595 687.790 O.K. VIRGINIA RUNOFF REDUCTION METHOD WORKSHEET SUMMARY VRRM FOR REMOVAL OF EXISTING BIORETENTION FACILITY DEQ Virginia Runoff Reduction Method Re -Development Compliance Spreadsheet - Version 3.0 02011 LUMP Standards and Specifications 02013 Draft BM Standards and Specifications Project Name: Crozet ES Ex Biofilter data input cells Date: constant values Linear Development Project? No calculation cells Site Information Post -Development Project (Treatment Volume and Loads) Enter Total Disturbed Area (acres) 1.27 Check., BMP Design Specifications List. 2013 Draft Stds & Specs Maximum reduction required. Lineorproject? No The site's net increase in impervious cover (acres) is: Land cover areas entered correctly? Post -Development '®-' Total disturbed area entered? Pre-ReDevelopment Land Cover (acres) A sails BSoils CSoils Dsoils Totals Forest/Open space (acres) -- undisturbed forest/open space 0A0 Managed Tud (acres) -- disturbed, graded for yards or other turf to be mowmed/anaged 0.76 0.76 Impervious Cover (acres) 0.51 0.51 1.27 Post -Development Land Cover (acres) A Soils BSoils CSoils Dsoils Totals Forest/Open space (acres) -- undisturbed, protected forest/open space or reforested land 0.00 Managed Tud (acres) -- disturbed, graded for yards cur other turf to be mowed/managed 0.55 0.55 Impervious Cover (acres) 0.72 0.72 Area Check OK. OK. OK. OK. 1.27 Constants Runoff Coefficients Rv Annual Rainfall (inches) 43 ASoils BSoils CSoils Dsoils Target Rainfall Event (inches) 1.00 Forest/Open Space 0.02 0.03 0.04 0.05 Total Phosphorus (TP) EMC(mg/L) 0.26 Managed Turf 0.15 0.20 0.22 0.25 Total Nitrogen (TN) EMC (mg/L) 1.86 Impervious Cover 0.95 0.95 0.95 0.95 Target TP Load (lb/acre/W) 0.41 Pj(unitless correction factor) 0.90 mul T,=r= LAND COVER SUMMARY POST DEVELOPMENT Land Cover Summary -Pre Land Cover Summary-Post(Final) Land Cover Summary -Post Land Cover Summrry-Post Pre-ReDevelopment Listed Adjusted' Post ReDev. & New Impervious Pon-ReDevelopment Post -Development New Impervious Forest/Open Space Forest/Open Space Forest/Open Space Cover (acres) 0.00 0.00 000 000 Cover (acres) Cover(acrev) Weighted Rv(fmmt) 0.00 0.00 Weighted Rv(forest) 0.00 Weighted Rv(forest) 0.00 %Forest 0% 0% %Forest 0% %Forest 0% Managed Turf Cover (acres) 0.76 0.55 Managed Turf Cover 0.55 Managed TurfCover 0.55 (acres) (acres) Weighted Rv(turf) 0.20 0.20 Weighted Far (turf) 0.20 Weighted Far (turn 020 %Managed Turf 60% 52% %Managed Turf 43% %Managed Turf 52% Impervious Cover (acres) 0.51 0.51 Impervious Cover (acres) 0.72 ReDev. Impervious 0-51 New Impervious Cover 0.21 Cover (acres) (acres) Rv(impervious) 0.95 0.95 Rv(im"mious) 0.95 Rv(impervious) 0.95 Rv(impervious) 0.95 %Impervious 00% 48% %Impervious 57% %Impervious 48% Total She Area lacteal 1.27 1.05 Final Are Area (acres) 1.27 Total R ; K$he Area 1.05 Site Be 0.50 0.56 Final Post D. Site Be 0.63 ReDev She Re 0.56 Treatment Volume and Nutrient Load Treatment Volume and Post-ReDevelopment Nutrient Load Post -Development amen Pre-Rellevelo t Treatment Volume Final Post -Development (acre-k) 0.0530 0.0495 Treatment Volume (acre-ft) 0.0662 Treatment Volume (acre-ft) 0.0495 Treatment Volume (acre-k) Post -Development 0.0166 amen Pre-Rellevelo t Treatment Volume Final Post -Development Post-ReDevelopment (cubic feet) 21310 2,158 Treatment Volume 2,882 Treatment Volume 2,158 Treatment Volume (cubic 724 (cubic feat) (cubicfeet) feet) Post -Development TP bad Pre-ReDevelopment TP Load Final Post. Post-ReDevelopment (lb/yrj 1.d5 1.36 Development TP Load 1.81 Lead (TP) 1.36 (lb/yr) 0.46 (16/Yr) 116/vrl" Pre-0.enevelopmen[ TP Load per acre Final Poo -Development TP PoaPRenevelopment TP (l6/atte/yr) 1.14 1.28 Load per acre 1.43 Load per acre 116/we/nl 116/acre/nl Baseline TP Load (lb/yr) Max. Reduction Required (D.CS Ibs/acre/yr applied to pre -redevelopment area excluding pervious 0.43 (Below Pre- 70% land proposed for new impervious cover) ReDevelopment bad) 'Adusted Land Covo-Summa % rya TP Load Reduction TP Load Reduction Pre ReDevelopment land rover minus pervious land coverer resL/open spare or monagetl Required for 0.27 Required for New 0.37 turf/ ocreagepmposedfornewimpervious cover Redeveloped Area Impervious Area (lb/yr) (Ib/yr) Adjusted total acreage is consistent wilt Post-ReDevelopment aoeage (minus acreage of new impervious rover). Column lshows loadreductlon requnementforrum impervious cover(hosed on new developmentloadlimiq 0.41 Ihs/acre/year). Post -Development Requirement for TP Load Reduction Required (16/yr) 0.64 Nitrogen Loads (Informational Purposes Only) Final Post -Development TN bad Pre-ReDevelopment TN Wad(lb/yr) 10.39 IPosL-ReDevelopment&Newlmpervious) 12.95 Ib/yr) VRRM SITE COMPUTATIONS DA-A = OUTFALL 1 DA-B = OUTFALL 2 DA-C = OUTFALL 3 DA-D = SHEETFLOW DEQ Virginia Runoff Reduction Method Re -Developer O2011 BMP Standards and Specifications 02013 Draft BMP Standards and Specifications Project Name: Crozet Elementary School Re Information Project (Treatment Volume and Loads) Enter Total Disturbed Area (acres) Pre-ReDevelopment land Cover (acres( A Soils BSoils CSoils DSoils Totals Forest/Open Space (acres) --undisturbed forest/open space 0.01 0.01 Managetl Tudlacres) -- disturbed, graded for yards or other turf to be mawed/managed 3.59 3.59 Impervious Cover(acma) 1.81 1.81 Cover A sons I BSoils I CSoils DSoils Totals Forest/Open Space (acres) -- undisturbed, protected fare van s or reforested land 0.00 Managed Tuff (acres) disturbed, graded for ardsorother turftobm eawed/man ed 2.62 2.62 Impervious Cover (acres) 2.79 2J9 Area Check OK. OK. OK. OK. 5.41 Pre-ReDevelopmem Forest/Open Space Cover (acres) Weighted Rtdforey) %Forest Managed Tuff Cover (acres) Weighted Rv(turf) %Managed Tuff Impervious Cover (acres) Redimpervicus) %Impervious Total She Area (acres) She in, Listed Adjusted' 0.01 0.00 0.03 0.00 0% 0% 3.59 2.62 0.20 0.20 66% 59% 1.81 1.81 0.95 0.95 33% 41% 5.41 9.43 0.45 0.51 Pre-ReDevelopment Treatment Volume 0.2032 0.1870 (acre -fit) Pre-ReDevelopment Treatment Volume 8,M9 8,144 (cubicfeet) Pre-ReDevelopment TP Load 5.56 5.12 (Ib/yr) PmReOevelopmmn TP Load per acre 1.03 1.16 (lb/acre/yr) Baseline TP Load (Ibi a) (0.41 In/ave/yr applied to pre- redevelopment area erduding pervious 1.82 land proposed for new impervious cmreQ 'Adjusted Land Cover Summory: ore ReDevelopment land cover minus pervious land cover (forenlapen spare or m paged turf) acreage proposed? r new impervious cover. adjusted total acreage is consistent with Post-ReDevelopment acreage (minus acreage fnewimpervitu:cover). ^afumn I shows bad reduction requnementf rnew impervious cover (based on new levelopment load limit 0.41 Ihs/ocre/year). Post ReDev. & New Impervious Forest/Open Space 0.00 Cover Weighted Redforest) 0.00 %Forest 0% Managed Tuff Cover 262 (acres) Weighted Rv hurf) 0.20 %Managetl Turf 48% Impervious Cover 279 Rt(imperviaus) 0.95 %Impervious 52% Final Site Area (acres) 5.41 Final Post Den Site Rv 0.59 Final Part - Development 0.2645 Treatment Volume (acre-ft) Final Past - Development 11,523 Treatment Volume (cubicfeet) Final Post- )evelopmentTPLoad 7.24 (lb/yr) 'inal Post -De velopnvot TP Load per acre 1.34 (lb/ave/yr) TP Wad Reduction Required (lb/yr) data Input cells constant values calculation cells Linearproject? No Land cover areas entered correctly? Total disturbed area entered? D selli 0.05 0.25 0.95 Post-ReDevelopmem Forest/Open Space Cover (acres) OAO Weighted Rv(fores0 0.00 %Forest 0% Managed Turf Cover (aces) 262 Weighted Re (turl 0.20 %Managed Turf 59% ReDev. Impervious Cover (acres) 1.81 Radimpervious) 0.95 %Impervious 41% Total ReDev. site Area (acres) 4� ReDev Site Rv OSI Treatment Volume and Nutrient Load 2.74 Post-ReDevelopment TreatmentVolume 0.1970 (-pre-fit) Post-ReDevelopment Treatment Volume 81144 (Cubk feet) Port-ReDevelopment Wad (TP) 5.12 (lb/yr)a Post-ReDevelopment TP Load per acre (lb/acre/yr) Ma[. Reduction Required (Below Pre- TO% ReDevelopment Load) TP Load Reduction Required for Redeveloped Area 1.02 (Ib/Yrl Nitrogen Loads (Informational Purposes Only) Final Post -Development TN Load Pre-ReDevelopment TN Load(Ib/yr) 39J) (Past- ReDevelopment&New Impervious) (b/yr) Land Cover Summary -Post Past -Development New Impervious New Impervious Cover 098 (acres) Rv(impervious) 0.95 Port -Development Treatment Valume 0OT76 (acre-ft) Past -Development Treatment Volume (cubic feet) Post-DevelopmentID Wad(lb/yr) TP Load Reduction Required for New 1.72 .pervious Area (lb/vr) Current VRRM D.A.A-Outfall 1 Drainage Area A Drainage Area A Land Cover (acres) A Soils B Soils C Soils D Soils Totals Land Cover Rv Forest/Open Space (acres) 0.00 0.00 Managed Turf (acres) 0.09 0.09 0.20 Impervious Cover (acres) 0.03 0.03 0.95 Total 0.12 Stormwater Best Management Practices (RR = Runoff Reduction) Total Phosphorus Available for Removal in D.A. A (lb/yr) 0.11 Post Development Treatment Volume in D.A. A (ft3) 169 --Select from dropdown lists -- Runoff Managed Impervious Volume from Runoff Remaining Total BMP Phosphorus Phosphorus Load Untreated Phosphorus Remaining Downstream Practice to be Practice Reduction Turf Credit Cover Credit Upstream a Runoff Volume Treatment Removal from Upstream Phosphorus Load Removed By Phosphorus Load Employed Credit (%) Area (acres) Area (acres) Practice (fta) Reduction (ft) (ft3) Volume (ft3) Efficiency (%) Practices (Ib) to Practice (lb) Practice (Ib) (Ib) 1.a. Vegetated Roof #1 (Spec #5) 45 0 0 0 0 0.00 0.00 0.00 1.b. Vegetated Roof #2 (Spec #5) 60 0 0 0 0 0.00 0.00 0.00 Rooftop2. 2.a. Simple Disconnection to A/B Soils 50 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #1) 2.b. Simple Disconnection to C/D Soils 25 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec#1) 2.c. To Soil Amended Filter Path as per specifications (existing C/D soils) (Spec #4) 50 0 0 0 0 0 0.00 0.00 0.00 0.00 2.d. To Dry Well or French Drain #1, 50 0 0 0 0 25 0.00 0.00 0.00 0.00 Micro-Infilration #1(Spec #8) 2.e. To Dry Well or French Drain #2, 90 0 0 0 0 25 0.00 0.00 0.00 0.00 Micro -Infiltration #2 (Spec #8) 2.f. To Rain Garden #1, 40 0 0 0 0 25 0.00 0.00 0.00 0.00 Micro-Bioretention #1 (Spec #9) 2.g. To Rain Garden #2, 80 0 0 0 0 50 0.00 0.00 0.00 0.00 Micro-Bioretention #2 (Spec #9) 2.h. To Rainwater Harvesting (Spec #6) 0 0 0 0 0 0 0.00 0.00 0.00 0.00 2.i. To Stormwater Planter, 40 0 0 0 0 25 0.00 0.00 0.00 0.00 Urban Bioretention (Spec #9, Appendix A) 4. Grass Channel (RR) 4.a. Grass Channel A/B Soils (Spec #3) 20 0 0 0 0 15 0.00 0.00 0.00 0.00 4.b. Grass Channel C/D Soils (Spec #3) 10 0 0 0 0 15 0.00 0.00 0.00 0.00 4.c. Grass Channel with Compost Amended Soils 20 0 0 0 0 15 0.00 0.00 0.00 0.00 as per specs (see Spec #4) 12/1/2020 1 of 7:18 PM Current VRRM D.A.A-Outfall 1 6. Bioretention (RR) 6.a. Bioretention #1 or Micro-Bioretention #1 or 40 0 0 0 0 25 0.00 0.00 0.00 0.00 Urban Bioretention (Spec #9) 6.b. Bioretention #2 or Micro-Bioretention #2 80 0 0 0 0 50 0.00 0.00 0.00 0.00 (Spec #9) 7. Infiltration (RR) 7.a. Infiltration #1 (Spec#8) 50 0 0 0 0 25 0.00 0.00 0.00 0.00 7.1b. Infiltration #2 (Spec#8) 90 0 0 0 0 25 0.00 0.00 0.00 0.00 8. Extended Detention •. 8.a. ED #1 (Spec #15) 0 0 0 0 0 15 0.00 0.00 0.00 0.00 8.b. ED #2 (Spec #15) 15 0 0 0 0 15 0.00 0.00 0.00 0.00 9. Sheetflow to Filter/Open Space (RR) 9.a. Sheetflow to Conservation Area, A/B Soils 75 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #2) 9.b. Sheetflow to Conservation Area, C/D Soils 50 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #2) 9.c. Sheetflow to Vegetated Filter Strip, A Soils or Compost Amended B/C/D Soils 50 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #2 & #4) TOTAL IMPERVIOUS COVER TREATED (ac) 0.00 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED (ac) 0.00 AREA CHECK: OK. TOTAL RUNOFF REDUCTION IN D.A. A (fta) 0 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. A (lb/yr) 0.11 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. A (lb/yr) 0.00 TOTAL PHOSPHORUS REMAINING AFTER APPLYING RUNOFF REDUCTION PRACTICES IN D.A. A (lb/yr) 0.11 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS 12/1/2020 2 of 7:18 PM Current VRRM D.A.A-Outfall 1 13. Wet Ponds (no RR) 13.a. Wet Pond #1 (Spec #14) 0 0 0 0 0 50 0.00 0.00 0.00 0.00 13.b. Wet Pond #1 (Coastal Plain) (Spec #14) 0 0 0 0 0 45 0.00 0.00 0.00 0.00 13.c. Wet Pond #2 (Spec #14) 0 0 0 0 0 75 0.00 0.00 0.00 0.00 13.d. Wet Pond #2 (Coastal Plain) (Spec #14) 0 0 0 0 0 65 0.00 0.00 0.00 0.00 14. Manufactured Treatment Devices 14.a. Manufactured Treatment Device - 0 0 0 0 0 20 0.00 0.00 0.00 0.00 Hydrodynamic 14.b. Manufactured Treatment Device -Filtering 0 0 0 0 0 20 0.00 0.00 0.00 0.00 14.c. Manufactured Treatment Device -Generic 0 0 0 0 0 40 0.00 0.00 0.00 0.00 TOTAL IMPERVIOUS COVER TREATED (ac) 0.00 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED (ac) 0.00 AREA CHECK: OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE (Ib/yr) 2.74 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. A (Ib/yr) 0.11 TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. A (Ib/yr) 0.00 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. A (lb/yr) 0.00 TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED IN D.A. A (Ib/yr) 0.00 TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN D.A. A (Ib/yr) 0.11 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. A (Ib/yr) 0.00 NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. A (lb/yr) 0.00 TOTAL NITROGEN REMOVED IN D.A. A (lb/yr) 0.00 12/1/2020 3 of 7:18 PM Current VRRM D.A.B-Outfall 2 Drainage Area B Drainage Area A Land Cover (acres) A Soils B Soils C Soils D Soils Totals land Cover Rv Forest/Open Space (acres) 0.00 0.00 Managed Turf (acres) 1.50 1.50 0.20 Impervious Cover (acres) 1.95 1.95 0.95 Total 3.45 Stormwater Best Manaeement Practices (RR = Runoff Reduction Total Phosphorus Available for Removal in D.A. B (lb/yr) 4.91 Post Development Treatment Volume in D.A. B (ft3) 7,814 --Select from dropdown lists-- Runoff Managed Impervious Volumefrom Runoff Remaining Total BMP Phosphorus Phosphorus Untreated Phosphorus Remaining Practice Reduction Turf Credit Cover Credit Upstream Reduction Runoff Treatment Removal Load from Phosphorus Removed By Phosphorus Downstream Practice to be Credit % ( ) Area acres (acres) Area acres (acres) ( a) PrPracticeft ( s) ft ( a) Volume ft ( s) Volume ft Efficient % y ( ) Upstream Load to Practice (lb) ( ) Load Ib ( ) Employed Practices (Ib) Practice (lb) 1.a. Vegetated Roof #1 (Spec #5) 45 0 0 0 0 0.00 0.00 0.00 1.b. Vegetated Roof #2 (Spec #5) 60 0 0 0 0 0.00 0.00 0.00 2. Rooftop Disconnection 2.a. Simple Disconnection to A/B Soils 50 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #1) 2.b. Simple Disconnection to C/D Soils 25 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #1) 2.c. To Soil Amended Filter Path as per specifications (existing C/D soils) (Spec #4) 50 0 0 0 0 0 0.00 0.00 0.00 0.00 2.d. To Dry Well or French Drain #1, 50 0 0 0 0 25 0.00 0.00 0.00 0.00 Micro-Infilration #1(Spec #8) 2.e. To Dry Well or French Drain #2, 90 0 0 0 0 25 0.00 0.00 0.00 0.00 Micro -Infiltration #2 (Spec #8) 2.f. To Rain Garden #1, 40 0 0 0 0 25 0.00 0.00 0.00 0.00 Micro-Bioretention #1 (Spec #9) 2.g. To Rain Garden #2, 80 0 0 0 0 50 0.00 0.00 0.00 0.00 Micro-Bioretention #2 (Spec #9) 2.h. To Rainwater Harvesting (Spec #6) 0 0 0 0 0 0 0.00 0.00 0.00 0.00 2.i. To Stormwater Planter, 0 0 0 0 25 0.00 0.00 0.00 0.00 Urban Bioretention (Spec #9, Appendix A) 12/1/2020 1 of 7:19 PM Current VRRM D.A.B-Outfall 2 4.c. Grass Channel with Compost Amended Sails 20 0 0 0 0 15 0.00 0.00 0.00 0.00 as per specs (see Spec #4) 6. Bioretention (RR) 6.a. Bioretention #1 or Micro-Bioretention #1 or 40 0 0 0 0 25 0.00 0.00 0.00 0.00 Urban Bioretention (Spec #9) 6.b. Bioretention #2 or Micro-Bioretention #2 80 0.43 0.33 1,379 2,264 566 2,830 50 0.52 0.91 1.29 0.14 (Spec#9) 7. Infiltration (RR) 7.a. Infiltration #1 (Spec #8) 50 0 0 0 0 25 0.00 0.00 0.00 0.00 7.b. Infiltration #2 (Spec #8) 90 0 0 0 0 25 0.00 0.00 0.00 0.00 8. Extended Detention '. 8.a. ED #1 (Spec #15) 0 0 0 0 0 15 0.00 0.00 0.00 0.00 8.b. ED #2 (Spec #15) 15 0 0 0 0 15 0.00 0.00 0.00 0.00 9. Sheetf low to Filter/Open Space [RR) 9.a. Sheetflow to Conservation Area, A/B Soils 75 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #2) 9.b. Sheetflow to Conservation Area, C/D Soils 50 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #2) 9.c. Sheetflow to Vegetated Filter Strip, A Soils or Compost Amended B/C/D Soils 50 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #2 & #4) TOTAL IMPERVIOUS COVER TREATED (ac) 0.33 AREA CHECK: OK. TOTAL TURF AREA TREATED (ac) 0.43 AREA CHECK: OK. TOTAL RUNOFF REDUCTION IN D.A. B (fta) 2,264 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. B (lb/yr) 4.91 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. B (lb/ yr) 1.29 TOTAL PHOSPHORUS REMAINING AFTER APPLYING RUNOFF REDUCTION PRACTICES IN D.A. B (lb/ yr) 3.62 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS 12/1/2020 2 of 7:19 PM Current VRRM D.A.B-Outfall 2 10.b. Wet Swale #2 (Spec #11) 0 0 0 0 0 40 0.00 0.00 0.00 0.00 Ponds13. Wet r 13.a. Wet Pond #1(Spec #14) 0 0 0 0 0 50 0.00 0.00 0.00 0.00 13.b. Wet Pond #1(Coastal Plain) (Spec #14) 0 0 0 0 0 45 0.00 0.00 0.00 0.00 13.c. Wet Pond #2 (Spec #14) 0 0 0 0 0 75 0.00 0.00 0.00 0.00 13.d. Wet Pond #2 (Coastal Plain) (Spec #14) 0 0 0 0 0 65 0.00 0.00 0.00 0.00 14. Manufactured Treatment Devices 14.a. Manufactured Treatment Device - 0 0 0 0 0 20 0.00 0.00 0.00 0.00 Hydrodynamic 14.b. Manufactured Treatment Device -Filtering 0 0.40 0 0 1,379 1,379 40 0.00 0.87 0.35 0.52 6.b. Bioretention #2 14.c. Manufactured Treatment Device -Generic 0 0.61 1.22 0 0 4,650 4,650 40 0.00 2.92 1.17 1.75 TOTAL IMPERVIOUS COVER TREATED (ac) 1.95 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED (ac) 1.04 AREA CHECK: OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE (lb/yr) 2.74 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. B (lb/yr) 4.91 TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. B (lb/yr) 1.51 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. B (lb/yr) 1.29 TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED IN D.A. B (lb/yr) 2.80 TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN D.A. B (lb/yr) 2.11 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. B (lb/yr) 11.69 NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. B (lb/yr) 0.00 TOTAL NITROGEN REMOVED IN D.A. B (lb/yr) 11.69 12/1/2020 3 Of 7:19 PM Cunt VRRM D.A.C-OUTFALL 3 Drainage Area C Drainage Area A Land Cover (acres) A Soils B Soils C Soils D Soils Totals land Cover Rv Forest/Open Space (acres) 0.00 0.00 Managed Turf (acres) 0.63 0.63 0.20 Impervious Cover (acres) 0.72 0.72 0.95 Total 1.35 Stormwater Best Manaeement Practices (RR = Runoff Reduction Total Phosphorus Available for Removal in D.A. C (lb/yr) 1.85 Post Development Treatment Volume in D.A. C (fta) 2,940 --Select from dropdown lists-- Runoff Managed Impervious Volumefrom Runoff Remaining Total BMP Phosphorus Phosphorus Untreated Phosphorus Remaining Practice Reduction Turf Credit Cover Credit Upstream Reduction Runoff Treatment Removal Load from Phosphorus Removed By Phosphorus Downstream Practice to be Credit % ( ) Area acres (acres) Area acres (acres) ( a) PrPracticeft ( s) ft ( a) Volume ft ( s) Volume ft Efficient % y ( ) Upstream Load to Practice (lb) ( ) Load Ib ( ) Employed Practices (Ib) Practice (lb) 1.a. Vegetated Roof #1 (Spec #5) 45 0 0 0 0 0.00 0.00 0.00 1.b. Vegetated Roof #2 (Spec #5) 60 0 0 0 0 0.00 0.00 0.00 2. Rooftop Disconnection (1111) 2.a. Simple Disconnection to A/B Soils 50 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #1) 2.b. Simple Disconnection to C/D Soils 25 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #1) 2.c. To Soil Amended Filter Path as per specifications (existing C/D soils) (Spec #4) 50 0 0 0 0 0 0.00 0.00 0.00 0.00 2.d. To Dry Well or French Drain #1, 50 0 0 0 0 25 0.00 0.00 0.00 0.00 Micro-Infilration #1(Spec #8) 2.e. To Dry Well or French Drain #2, 90 0 0 0 0 25 0.00 0.00 0.00 0.00 Micro -Infiltration #2 (Spec #8) 2.f. To Rain Garden #1, 40 0 0 0 0 25 0.00 0.00 0.00 0.00 Micro-Bioretention #1 (Spec #9) 2.g. To Rain Garden #2, 80 0 0 0 0 50 0.00 0.00 0.00 0.00 Micro-Bioretention #2 (Spec #9) 2.h. To Rainwater Harvesting (Spec #6) 0 0 0 0 0 0 0.00 0.00 0.00 0.00 2.i. To Stormwater Planter, 0 0 0 0 25 0.00 0.00 0.00 0.00 Urban Bioretention (Spec #9, Appendix A) 12/1/2020 1 of 7:19 PM CurrentVRRM D.A.C-OUTFALL 3 4.c. Grass Channel with Compost Amended Sails 20 0 0 0 0 15 0.00 0.00 0.00 0.00 as per specs (see Spec #4) 6. Bioretention (RR) 6.a. Bioretention #1 or Micro-Bioretention #1 or 40 0 0 0 0 25 0.00 0.00 0.00 0.00 Urban Bioretention (Spec #9) 6.b. Bioretention #2 or Micro-Bioretention #2 80 462 369 92 462 50 0.25 0.00 0.22 0.02 (Spec#9) 7. Infiltration (RR) 7.a. Infiltration #1 (Spec #8) 50 0 0 0 0 25 0.00 0.00 0.00 0.00 7.b. Infiltration #2 (Spec #8) 90 0 0 0 0 25 0.00 0.00 0.00 0.00 8. Extended Detention '. 8.a. ED #1 (Spec #15) 0 0 0 0 0 15 0.00 0.00 0.00 0.00 8.b. ED #2 (Spec #15) 15 0 0 0 0 15 0.00 0.00 0.00 0.00 9. Sheetf low to Filter/Open Space [RR) 9.a. Sheetflow to Conservation Area, A/B Soils 75 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #2) 9.b. Sheetflow to Conservation Area, C/D Soils 50 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #2) 9.c. Sheetflow to Vegetated Filter Strip, A Soils or Compost Amended B/C/D Soils 50 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #2 & #4) TOTAL IMPERVIOUS COVER TREATED (ac) 0.14 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED (ac) 0.13 AREA CHECK: OK. TOTAL RUNOFF REDUCTION IN D.A. C (fta) 485 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. C (Ib/yr) 1.85 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. C (lb/yr) 0.34 TOTAL PHOSPHORUS REMAINING AFTER APPLYING RUNOFF REDUCTION PRACTICES IN D.A. C (Ib/yr) 1.51 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS 12/1/2020 2 of 7:19 PM CurrentVRRM D.A.C-OUTFALL 3 10.b. Wet Swale #2 (Spec #11) 0 0 0 0 0 40 0.00 0.00 0.00 0.00 Ponds13. Wet r 13.a. Wet Pond #1(Spec #14) 0 0 0 0 0 50 0.00 0.00 0.00 0.00 13.b. Wet Pond #1(Coastal Plain) (Spec #14) 0 0 0 0 0 45 0.00 0.00 0.00 0.00 13.c. Wet Pond #2 (Spec #14) 0 0 0 0 0 75 0.00 0.00 0.00 0.00 13.d. Wet Pond #2 (Coastal Plain) (Spec #14) 0 0 0 0 0 65 0.00 0.00 0.00 0.00 14. Manufactured Treatment Devices 14.a. Manufactured Treatment Device - 0 0 0 0 0 20 0.00 0.00 0.00 0.00 Hydrodynamic 14.b. Manufactured Treatment Device -Filtering 0 0 0 0 0 20 0.00 0.00 0.00 0.00 14.c. Manufactured Treatment Device -Generic 0 0.53 0 0 1,828 1,828 40 0.00 1.15 0.46 0.69 TOTAL IMPERVIOUS COVER TREATED (ac) 0.67 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED (ac) 0.13 AREA CHECK: OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE (lb/yr) 2.74 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. C (lb/yr) 1.85 TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. C (lb/yr) 0.46 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. C (lb/yr) 0.34 TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED IN D.A. C (lb/yr) 0.80 TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN D.A. C (lb/yr) 1.05 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. C (lb/yr) 2.46 NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. C (lb/yr) 0.00 TOTAL NITROGEN REMOVED IN D.A. C (lb/yr) 2.46 12/V2020 30f3 7:19 PM Current VRRM D.A.D-SHEET FLOW Drainage Area D Drainage Area A Land Cover (acres) A Soils B Soils C Soils D Soils Totals land Cover Rv Forest/Open Space (acres) 0.00 0.00 Managed Turf (acres) 0.40 0.40 0.20 Impervious Cover (acres) 0.09 0.09 0.95 Total 0.49 Stormwater Best Manaeement Practices (RR = Runoff Reduction Total Phosphorus Available for Removal in D.A. D (lb/yr) 0.38 Post Development Treatment Volume in D.A. D (ft3) 601 --Select from dropdown lists-- Runoff Managed Impervious Volumefrom Runoffion Remaining TotaIBMP Phosphorus Phosphorus Untreated Phosphorus Remaining Practice Reduction Turf Credit Cover Credit Upstream Reduct Runoff Treatment Removal Load from Phosphorus Removed By Phosphorus Downstream Practice to be Credit (% ) Area (acres ) Area acres ( ) PPractice(ft a) (ft 3) Volume (ft 3) Volume (ft 3) Efficiency (% ) Upstream Load to Practice (Ib ) Load (Ib ) Employed Practices (lb) Practice (lb) 1.a. Vegetated Roof #1 (Spec #5) 45 0 0 0 0 0.00 0.00 0.00 1.b. Vegetated Roof #2 (Spec #5) 60 0 0 0 0 0.00 0.00 0.00 2. Rooftop Disconnection (FIR) 2.a. Simple Disconnection to A/B Soils 50 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #1) 2.b. Simple Disconnection to C/D Soils 25 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #1) 2.c. To Soil Amended Filter Path as per specifications (existing C/D soils) (Spec #4) 50 0 0 0 0 0 0.00 0.00 0.00 0.00 2.d. To Dry Well or French Drain #1, 50 0 0 0 0 25 0.00 0.00 0.00 0.00 Micro-Infilration #1(Spec #8) 2.e. To Dry Well or French Drain #2, 90 0 0 0 0 25 0.00 0.00 0.00 0.00 Micro -Infiltration #2 (Spec #8) 2.f. To Rain Garden #1, 40 0 0 0 0 25 0.00 0.00 0.00 0.00 Micro-Bioretention #1 (Spec #9) 2.g. To Rain Garden #2, 80 0 0 0 0 50 0.00 0.00 0.00 0.00 Micro-Bioretention #2 (Spec #9) 2.h. To Rainwater Harvesting (Spec #6) 0 0 0 0 0 0 0.00 0.00 0.00 0.00 2.i. To Stormwater Planter, 0 0 0 0 25 0.00 0.00 0.00 0.00 Urban Bioretention (Spec #9, Appendix A) 12/1/2020 1 of 3 7:20 PM Current VRRM D.A.D-SHEET FLOW 4.c. Grass Channel with Compost Amended Sails 20 0 0 0 0 15 0.00 0.00 0.00 0.00 as per specs (see Spec #4) 6. Bioretention (RR) 6.a. Bioretention #1 or Micro-Bioretention #1 or 40 0 0 0 0 25 0.00 0.00 0.00 0.00 Urban Bioretention (Spec #9) 6.b. Bioretention #2 or Micro-Bioretention #2 80 0 0 0 0 50 0.00 0.00 0.00 0.00 (Spec#9) 7. Infiltration (RR) 7.a. Infiltration #1 (Spec #8) 50 0 0 0 0 25 0.00 0.00 0.00 0.00 7.b. Infiltration #2 (Spec #8) 90 0 0 0 0 25 0.00 0.00 0.00 0.00 8. Extended Detention '. 8.a. ED #1 (Spec #15) 0 0 0 0 0 15 0.00 0.00 0.00 0.00 8.b. ED #2 (Spec #15) 15 0 0 0 0 15 0.00 0.00 0.00 0.00 9. Sheetf low to Filter/Open Space [RR) 9.a. Sheetflow to Conservation Area, A/B Soils 75 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #2) 9.b. Sheetflow to Conservation Area, C/D Soils 50 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #2) 9.c. Sheetflow to Vegetated Filter Strip, A Soils or Compost Amended B/C/D Soils 50 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #2 & #4) TOTAL IMPERVIOUS COVER TREATED (ac) 0.00 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED (ac) 0.00 AREA CHECK: OK. TOTAL RUNOFF REDUCTION IN D.A. D (fta) 0 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. D (Ib/yr) 0.38 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. D (lb/yr) 0.00 TOTAL PHOSPHORUS REMAINING AFTER APPLYING RUNOFF REDUCTION PRACTICES IN D.A. D (Ib/yr) 0.31 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS 12/1/2020 2 of 7:20 PM Current VRRM D.A.D-SHEET FLOW 10.b. Wet Swale #2 (Spec #11) 0 0 0 0 0 40 0.00 0.00 0.00 0.00 Ponds13. Wet r 13.a. Wet Pond #1(Spec #14) 0 0 0 0 0 50 0.00 0.00 0.00 0.00 13.b. Wet Pond #1(Coastal Plain) (Spec #14) 0 0 0 0 0 45 0.00 0.00 0.00 0.00 13.c. Wet Pond #2 (Spec #14) 0 0 0 0 0 75 0.00 0.00 0.00 0.00 13.d. Wet Pond #2 (Coastal Plain) (Spec #14) 0 0 0 0 0 65 0.00 0.00 0.00 0.00 14. Manufactured Treatment Devices 14.a. Manufactured Treatment Device - 0 0 0 0 0 20 0.00 0.00 0.00 0.00 Hydrodynamic 14.b. Manufactured Treatment Device -Filtering 0 0 0 0 0 20 0.00 0.00 0.00 0.00 14.c. Manufactured Treatment Device -Generic 0 0 0 0 0 40 0.00 0.00 0.00 0.00 TOTAL IMPERVIOUS COVER TREATED (ac) 0.00 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED (ac) 0.00 AREA CHECK: OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE (lb/yr) 2.74 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. D (lb/yr) 0.38 TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. D (lb/yr) 0.00 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. D (lb/yr) 0.00 TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED IN D.A. D (lb/yr) 0.00 TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN D.A. D (lb/yr) 0.38 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. D (lb/yr) 0.00 NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. D (lb/yr) 0.00 TOTAL NITROGEN REMOVED IN D.A. D (Ib/yr) 0.00 12/1/2020 3 Of 3 7:20 PM Site Results (Water Quality Compliance) Area Checks D.A. A D.A. B D.A. C D.A. D D.A. E AREA CHECK FOREST/OPEN SPACE (ac) 0.00 K. IMPERVIOUS COVER(ac) 0.03 0.00 OIMPERVIOUS COVER TREATED(ac) 0.00 EFEEAd MANAGED TURF AREA (ac) 0.09 MANAGED TURF AREA TREATED (ac) D.00 0.00 OK. AREA CHECK OK. OK. OK. OK. OK. Site Treatment Volume (ft3) 11,sz3 Runoff Reduction Volume and TP By Drainage Area D.A. A D.A. B D.A. C D.A. D D.A. E TOTAI RUNOFF REDUCTION VOLUME ACHIEVED (R) 0 2,264 485 0 01 2,748 TP LOAD AVAILABLE FOR REMOVAL (Ib/yr) 0.11 4.91 1.85 0.38 0.00 7.24 TP LOAD REDUCTION ACHIEVED (Ib/yr) 0.00 2.80 0.80 0.00 0.00 3.60 TP LOAD REMAINING (Ib/yr) 0.11 2.11 1.05 0.38 0.00 3.64 NITROGEN LOAD REDUCTION ACHIEVED (Ib/yr) D.00 11.69 2.46 0.00 0.00 14.15 Total Phosphorus FINAL POST-DEVELOPMENTTP LOAD(Ib/yr) 7.24 TP LOAD REDUCTION REQUIRED (Ib/yr) 2.74 TP LOAD REDUCTION ACHIEVED (Ib/yr) 3.60 TP LOAD REMAINING (Ib/yr): 3.64 REMAINING TP LOAD REDUCTION REQUIRED (Ib/yr): 0.00 ** ** TARGET TP REDUCTION EXCEEDED BY 0.85 LB/YEAR ** Total Nitrogen (For Information Purposes) POST -DEVELOPMENT LOAD(Ib/yr) 1 51.79 NITROGEN LOAD REDUCTION ACHIEVED (Ib/yr) 14.15 REMAINING POST -DEVELOPMENT NITROGEN LOAD (Ib/yr) 37.65 Runoff Volume and Curve Number Calculations Enter design storm rainfall depths (in): 1-year storm 2-year storm 10-year storm 3.07 3.71 5.58 Use NOAA Atlas 14 (hnp.lAdsc. w .noaa.gov/hdsc/pfd l) *Notes (see below): [1) The curve numbers and runoff volumes computed in this spreadsheet for each drainage area are limited in their applicability for determining and demonstrating compliance with water quantity requirements. See VRRM User's Guide and Documentation for additional information. [2) Runoff Volume (RV) for pre -and post -development drainage areas must be in volumetric units (e.g., acre-feet orcubic feet) when using the Energy Balance Equation. Runoff measured in watershed - inches and shown in the spreadsheet as RV(watershed-inch) can only be used in the Energy Balance Equation when the pre- and post -development drainage areas are equal. Otherwise RV(watershed- inch) must be multiplied by the drainage area. [3) Adjusted CNs are based on runoff reduction volumes as calculated in D.A. tabs. An alternative CN adjustment calculation for Vegetated Roofs is included in BMP specification No. 5. Drainage Area Curve Numbers and Runoff Depths* Curve numbers (CN, CNadj) and runoff depths (RV aeee,,eJ are computed with and without reduction practices. Drainage Area A A Soils B Soils C Soils D Soils Total Area (acres): 0.12 Forest/Open Space-- undisturbed, protected forest/open space or reforested land Area (acres) 0.00 30 0.00 55 0.00 70 0.00 77 Runoff Reduction Volume (ft): 0 CN Managed Turf --disturbed, graded for yards or other turf to be mowed/managed Area (acres) 0.00 39 0.09 61 0.00 74 0.00 80 CN Impervious Cover Area (acres)) 0.00 98 0.03 98 0.00 98 0.00 98 CN CN(DA.A) 70 1-year storm 2-year storm 30-year storm RVoeveloped (watershed -inch) with no Runoff Reduction* 0.75 1.14 2.48 RVDevelaPed (watershed -inch) with Runoff Reduction* 0.75 1.14 2.48 Adjusted CN* 70 70 70 *See Notes above Drainage Area B A Soils B Soils C Soils D Soils Total Area (acres): 3.45 Forest/Open Space-- undisturbed, protected forest/open space or reforested land Area acres 0.00 30 0.00 55 0.00 70 0.00 77 Runoff Reduction Volume k' : 2,264 CN Managed Turf --disturbed, graded for yards or other turf to be mowed/managed Area acres 0.00 39 1.50 61 0.00 74 0.00 80 CN Impervious Cover Area acres 0.00 98 1.95 98 0.00 98 0.00 98 CN CN(,., el 82 1-year storm 2-year storm 30-year storm RVoeveloped (-atershed-inch) with no Runoff Reduction* 1.43 1.96 3.60 RVDemo,cl ("rershed-inch) with Runoff Reduction* 1.25 1.78 3.42 Adjusted CN* 79 so so *See Noes above Drainage Area C A Soils B Soils C Soils D Soils Total Area (acres): 1.35 Forest/Open Space-- undisturbed, protected forest/open space or reforested land Area acres 0.00 30 0.00 55 0.00 70 0.00 77 Runoff Reduction Volume (ft): 485 CN Managed Turf --disturbed, graded for yards or other turf to be mowed/managed Area acres 0.00 39 0.63 61 0.00 74 0.00 80 CN Impervious Cover Area (acres)) 0.00 98 0.72 98 0.00 98 0.00 98 CN CNID.A q 81 1-year storm 2-year storm 30-year storm RVoeveloped (watershed -inch) with no Runoff Reduction* 1.37 1.88 3.50 RVoem.,d (watershed -inch) with Runoff Reduction* 1.27 1.78 3.40 Adjusted CN* 79 80 g0 *See Notes above Drainage Area D A Soils B Soils C Soils D Soils Total Area (acres): 0.49 Forest/Open Space-- undisturbed, protected forest/open space or reforested land Area (acres) 0.00 30 0.00 55 0.00 70 0.00 77 Runoff Reduction Volume (ft): 0 CN Managed Turf --disturbed, graded for yards or other turf to be mowed/managed Area (acres) 0.00 39 0.40 61 0.00 74 0.00 80 CN Impervious Cover Area (acres) 0.00 98 0.09 98 0.00 98 0.00 98 CN CNID.A DI 68 1-year srm 2-year storm 30-year storm RVoeveloped (watershed -inch) with no Runoff Reduction* 0.to66 1.03 2.30 RVDemo,d (watershed -inch) with Runoff Recluction*1 0.66 1.03 1 2.30 Adjusted CN* 1 68 1 68 1 68 *See Notes above PRE -DEVELOPED HYDRAFLOW COMPUTATIONS ONSITE HYDROGRAPHS 7 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 1 EX1.10N Hydrograph type = SCS Runoff Peak discharge = 0.151 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 0.009 acft Drainage area = 0.290 ac Curve number = 61 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 3.07 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q () EX1.1 ON Hyd. No. 1 -- 1 Year Q (Crs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 000 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 2 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 1 EX1.10N Hydrograph type = SCS Runoff Peak discharge = 0.302 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 0.015 acft Drainage area = 0.290 ac Curve number = 61 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 3.71 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q( ) EXIAON Hyd. No. 1 -- 2 Year Q (Crs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 000 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 3 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 1 EX1.10N Hydrograph type = SCS Runoff Peak discharge = 0.850 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 0.039 acft Drainage area = 0.290 ac Curve number = 61 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 EXI A ON Q ( ) Hyd. No. 1 -- 10 Year Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 000 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) Hydrograph Report I Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 3 EX2.1 ON Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 3.010 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 3.07 in Distribution Storm duration = 24 hrs Shape factor Composite (Area/CN) = [(0.960 x 98) + (2.050 x 61)] / 3.010 Q (cfs) 5.00 4.00 SIm 2.00 1.00 EX2.1 ON Hyd. No. 3 -- 1 Year Monday, 08/10/2020 = 4.579 cfs = 718 min = 0.212 acft = 73" = Oft = 5.00 min = Type II = 484 Q (cfs) 5.00 4.00 3.00 2.00 1.00 0.00 ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 3 Time (min) Hydrograph Report 2 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 3 EX2.1 ON Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 3.010 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.71 in Distribution Storm duration = 24 hrs Shape factor Composite (Area/CN) _ [(0.960 x 98) + (2.050 x 61)] / 3.010 Q (Cfs) 7.00 . 11 5.00 4.00 3.00 r M 1.00 EX2.1 ON Hyd. No. 3 -- 2 Year Monday, 08/10/2020 = 6.776 cfs = 718 min = 0.311 acft = 73" = Oft = 5.00 min = Type II = 484 Q (cfs) 7.00 . r1 5.00 4.00 3.00 2.00 1.00 0.00 1 1 1 1 1 1 1 1 1 A 1 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 3 Time (min) 3 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 3D9 2019 by Autodesk, Inc. v2020 Monday, 08 110 / 2020 Hyd. No. 3 EX2.1 ON Hydrograph type = SCS Runoff Peak discharge = 13.92 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 0.645 acft Drainage area = 3.010 ac Curve number = 73" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite (Area/CN) = [(0.960 x 98) + (2.050 x 61)] / 3.010 Q (Cfs) 14.00 12.00 10.00 4.00 2.00 EX2.1 ON Hyd. No. 3 -- 10 Year Q (Cfs) 14.00 12.00 10.00 . II 4.00 2.00 0.00 ' I I -I I IT' 1 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 3 Time (min) Hydrograph Report 1 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 10 EX3.1ON Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 1.270 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cone. (Tc) Total precip. = 3.07 in Distribution Storm duration = 24 hrs Shape factor *Composite (Area/CN) _ [(0.610 x 98) + (0.660 x 61)] / 1.270 EX3.10N Q (c) Hyd. No. 10 — 1 Year Monday, 08 / 10 / 2020 = 2.676 cfs = 718 min = 0.123 acft = 79" = 0 ft = 5.00 min = Type II = 484 Q (Cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 — Hyd No. 10 0.00 1320 1440 1560 Time (min) Hydrograph Report 2 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 10 EX3.1ON Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 1.270 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.71 in Distribution Storm duration = 24 hrs Shape factor *Composite (Area/CN) = [(0.610 x 98) + (0.660 x 61)] / 1.270 Q (cfs) 4.00 3.00 r rM 1.00 120 240 Hyd No. 10 EX3.1 ON Hyd. No. 10 — 2 Year 360 480 600 720 840 Monday, 08/10/2020 = 3.710 cfs = 718 min = 0.172 acft = 79* = Oft = 5.00 min = Type II = 484 Q (cfs) 4.00 3.00 2.00 1.00 0.00 960 1080 1200 1320 1440 1560 Time (min) Hydrograph Report 3 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 10 EX3.1ON Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 1.270 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 5.58 in Distribution Storm duration = 24 hrs Shape factor *Composite (Area/CN) = [(0.610 x 98) + (0.660 x 61)] / 1.270 Q (cfs) 8.00 Alm 4.00 r rM 0.00 0 120 240 Hyd No. 10 EX3.1 ON Hyd. No. 10 -- 10 Year 360 480 600 720 840 Monday, 08/10/2020 = 7.012 cfs = 716 min = 0.328 acft = 79* = Oft = 5.00 min = Type II = 484 Q (cfs) 8.00 4.00 2.00 0.00 960 1080 1200 1320 1440 Time (min) Hydrograph Report I Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Hyd. No. 12 EX4.1ON SHEET FLOW Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.840 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 3.07 in Distribution Storm duration = 24 hrs Shape factor *Composite (Area/CN) = [(0.240 x 98) + (0.010 x 55) + (0.590 x 61)] / 0.840 Q (cfs) 2.00 1.00 0.00 0 2 4 Hyd No. 12 EX4.10N SHEET FLOW Hyd. No. 12 -- 1 Year Sunday, 11/22/2020 = 1.200 cfs = 11.97 hrs = 0.056 acft = 72* = Oft = 5.00 min = Type II = 484 6 8 10 12 14 16 18 20 22 24 Q (cfs) 2.00 1.00 1 0.00 26 Time (hrs) Hydrograph Report 2 Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Hyd. No. 12 EX4.1ON SHEET FLOW Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.840 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 3.71 in Distribution Storm duration = 24 hrs Shape factor *Composite (Area/CN) = [(0.240 x 98) + (0.010 x 55) + (0.590 x 61)] / 0.840 Q (cfs) 2.00 1.00 0.00 0 2 4 Hyd No. 12 EX4.10N SHEET FLOW Hyd. No. 12 -- 2 Year Sunday, 11/22/2020 = 1.800 cfs = 11.97 hrs = 0.083 acft = 72* = Oft = 5.00 min = Type II = 484 6 8 10 12 14 16 18 20 22 24 Q (cfs) 2.00 1.00 . 0.00 26 Time (hrs) 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Sunday, 11 / 22 / 2020 Hyd. No. 12 EX4.1ON SHEET FLOW Hydrograph type = SCS Runoff Peak discharge = 3.757 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 0.174 acft Drainage area = 0.840 ac Curve number = 72* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(0.240 x 98) + (0.010 x 55) + (0.590 x 61)] / 0.840 Q (cfs) 4.00 3.00 2.00 1.00 0.00 0 2 4 Hyd No. 12 6 8 EX4.1ON SHEET FLOW Hyd. No. 12 -- 10 Year Q (Cfs) 4.00 3.00 2.00 1.00 10 12 14 16 18 20 22 24 26 Time (hrs) OFFSITE HYDROGRAPHS Hydrograph Report 7 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 2 EX1.10FF Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.800 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 3.07 in Distribution Storm duration = 24 hrs Shape factor Composite (Area/CN) _ [(0.400 x 98) + (0.400 x 61)] / 0.800 Q (Cfs) 2.00 1.00 EX1.1 OFF Hyd. No. 2 -- 1 Year 120 240 360 480 600 720 840 960 Hyd No. 2 Monday, 08/10/2020 = 1.768 cfs = 718 min = 0.081 acft = 80" = Oft = 5.00 min = Type II = 484 Q (cfs) 2.00 1.00 0.00 1080 1200 1320 1440 1560 Time (min) Hydrograph Report 2 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 2 EX1.10FF Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.800 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cone. (Tc) Total precip. = 3.71 in Distribution Storm duration = 24 hrs Shape factor Composite (Area/CN) _ [(0.400 x 98) + (0.400 x 61)1 / 0.800 EX1.1 OFF Q (cfs) Hyd. No. 2 -- 2 Year Monday, 08 / 10 / 2020 = 2.433 cfs = 716 min = 0.113 acft = 80" = 0 ft = 5.00 min = Type II = 484 Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 — Hyd No. 2 0.00 1320 1440 1560 Time (min) 3 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 2 EX1.10FF Hydrograph type = SCS Runoff Peak discharge = 4.533 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 0.213 acft Drainage area = 0.800 ac Curve number = 80" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(0.400 x 98) + (0.400 x 61)1 / 0.800 Q (cfs) 5.00 4.00 SIm 2.00 1.00 EX1.1 OFF Hyd. No. 2 -- 10 Year 0.00 0 120 240 360 480 600 720 Hyd No. 2 840 Q (cfs) 5.00 4.00 3.00 2.00 1.00 0.00 960 1080 1200 1320 Time (min) Hydrograph Report I Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 4 EX2.00FF Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 4.530 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 3.07 in Distribution Storm duration = 24 hrs Shape factor *Composite (Area/CN) = [(0.610 x 98) + (3.920 x 61)] / 4.530 Q (cfs) 3.00 2.00 1.00 0.00 0 120 240 Hyd No. 4 EX2.00FF Hyd. No. 4 -- 1 Year 360 480 600 720 840 Monday, 08/10/2020 = 2.719 cfs = 724 min = 0.213 acft = 66* = 0 ft = 15.00 min = Type II = 484 Q (cfs) 3.00 2.00 1.00 ' ' ' ' 0.00 960 1080 1200 1320 1440 1560 Time (min) Hydrograph Report 2 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 4 EX2.00FF Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 4.530 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.71 in Distribution Storm duration = 24 hrs Shape factor *Composite (Area/CN) = [(0.610 x 98) + (3.920 x 61)] / 4.530 Q (cfs) 5.00 4.00 SIm 2.00 1.00 EX2.00FF Hyd. No. 4 -- 2 Year Monday, 08/10/2020 = 4.756 cfs = 724 min = 0.337 acft = 66* = 0 ft = 15.00 min = Type II = 484 Q (cfs) 5.00 4.00 3.00 2.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 4 Time (min) Hydrograph Report 3 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 4 EX2.00FF Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 4.530 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 5.58 in Distribution Storm duration = 24 hrs Shape factor *Composite (Area/CN) _ [(0.610 x 98) + (3.920 x 61)] / 4.530 Q (cfs) 12.00 10.00 Alm 4.00 2.00 EX2.00FF Hyd. No. 4 -- 10 Year Monday, 08/10/2020 = 11.92 cfs = 722 min = 0.785 acft = 66* = 0 ft = 15.00 min = Type II = 484 Q (cfs) 12.00 10.00 m 4.00 2.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 4 Time (min) 7 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 5 EX2.1 OFF Hydrograph type = SCS Runoff Peak discharge = 0.068 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 0.004 acft Drainage area = 0.130 ac Curve number = 61 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 3.07 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 EX2.1 OFF Q (cfs) 0 (cfs) Hyd. No. 5 -- 1 Year 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 000 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 5 Time (min) 2 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 5 EX2.1 OFF Hydrograph type = SCS Runoff Peak discharge = 0.135 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 0.007 acft Drainage area = 0.130 ac Curve number = 61 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 3.71 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 EX2.1 OFF Q (cfs) Q (cfs) Hyd. No. 5 -- 2 Year 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 000 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 5 Time (min) 3 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 5 EX2.1 OFF Hydrograph type = SCS Runoff Peak discharge = 0.381 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 0.018 acft Drainage area = 0.130 ac Curve number = 61 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 EX2.1 OFF Q (Cfs) Hyd. No. 5 -- 10 Year Q (Crs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 000 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 5 Time (min) Hydrograph Report 7 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 6 EX2.20FF Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 3.420 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 3.07 in Distribution Storm duration = 24 hrs Shape factor ' Composite (Area/CN) = [(0.330 x 98) + (0.800 x 55) + (2.290 x 61)] / 3.420 Q (cfs) 2.00 1.00 EX2.20FF Hyd. No. 6 -- 1 Year 120 240 360 480 600 720 840 960 Hyd No. 6 Monday, 08/10/2020 = 1.441 cfs = 724 min = 0.128 acft = 63* = 0 ft = 15.00 min = Type II = 484 Q (cfs) 2.00 1.00 ' 0.00 1080 1200 1320 1440 1560 Time (min) Hydrograph Report 2 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 6 EX2.20FF Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 3.420 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 3.71 in Distribution Storm duration = 24 hrs Shape factor Composite (Area/CN) = [(0.330 x 98) + (0.800 x 55) + (2.290 x 61)] / 3.420 Q (cfs) 3.00 1.00 0.00 0 120 240 Hyd No. 6 EX2.20FF Hyd. No. 6 -- 2 Year 360 480 600 720 840 Monday, 08/10/2020 = 2.820 cfs = 724 min = 0.212 acft = 63* = 0 ft = 15.00 min = Type II = 484 Q (cfs) 3.00 2.00 1.00 ' ' ' 'IN 10.00 960 1080 1200 1320 1440 1560 Time (min) Hydrograph Report 3 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 6 EX2.20FF Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 3.420 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 5.58 in Distribution Storm duration = 24 hrs Shape factor Composite (Area/CN) = [(0.330 x 98) + (0.800 x 55) + (2.290 x 61)] / 3.420 Q (cfs) 8.00 . rM 4.00 r rM 0.00 0 120 240 Hyd No. 6 EX2.20FF Hyd. No. 6 -- 10 Year 360 480 600 720 840 960 Monday, 08/10/2020 = 7.851 cfs = 724 min = 0.525 acft = 63* = 0 ft = 15.00 min = Type II = 484 Q (cfs) 8.00 4.00 2.00 'I I M 10.00 1080 1200 1320 1440 1560 Time (min) Hydrograph Report I Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 7 EX2.30FF Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.550 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 3.07 in Distribution Storm duration = 24 hrs Shape factor ' Composite (Area/CN) = [(0.500 x 98) + (0.050 x 61)] / 0.550 Q (cfs) 3.00 2.00 1.00 120 Hyd No. 7 EX2.30FF Hyd. No. 7 -- 1 Year Monday, 08/10/2020 = 2.152 cfs = 716 min = 0.108 acft = 95" = Oft = 5.00 min = Type II = 484 240 360 480 600 720 840 960 1080 Q (cfs) 3.00 2.00 1.00 � 0.00 1200 Time (min) Hydrograph Report 2 Hydraflow Hydrographs Extension for AutodeskO Civil 3D9 2019 by Autodesk, Inc. v2020 Monday, 08 110 / 2020 Hyd. No. 7 EX2.30FF Hydrograph type = SCS Runoff Peak discharge = 2.650 cfs Storm frequency = 2 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 0.135 acft Drainage area = 0.550 ac Curve number = 95" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.71 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 ' Composite (Area/CN) _ [(0.500 x 98) + (0.050 x 61)] / 0.550 EX2.30FF Q (0ft) Hyd. No. 7 -- 2 Year Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 Hyd No. 7 Time (min) 3 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 7 EX2.30FF Hydrograph type = SCS Runoff Peak discharge = 4.090 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 0.215 acft Drainage area = 0.550 ac Curve number = 95" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 ' Composite (Area/CN) = [(0.500 x 98) + (0.050 x 61)] / 0.550 WfACIOM2 Q (cfs) Hyd. No. 7 -- 10 Year Q (eft) 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 — Hyd No. 7 Time (min) 7 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 8 EX2.40FF Hydrograph type = SCS Runoff Peak discharge = 0.290 cfs Storm frequency = 1 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 0.016 acft Drainage area = 0.070 ac Curve number = 98" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 3.07 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite (Area/CN) = [(0.070 x 98)] 10.070 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0 120 EX2.40FF Hyd. No. 8 -- 1 Year 240 360 480 600 720 840 960 Q (cfs) .Iljl: 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 1080 1200 Time (min) 2 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 8 EX2.4OFF Hydrograph type = SCS Runoff Peak discharge = 0.352 cfs Storm frequency = 2 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 0.019 acft Drainage area = 0.070 ac Curve number = 98" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 3.71 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite (Area/CN) _ [(0.070 x 98)] 10.070 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0 120 EX2.4OFF Hyd. No. 8 -- 2 Year 240 360 480 600 720 840 960 Q (cfs) .11%jl: 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 1080 1200 Time (min) 3 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 8 EX2.40FF Hydrograph type = SCS Runoff Peak discharge = 0.531 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 0.029 acft Drainage area = 0.070 ac Curve number = 98" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite (Area/CN) = [(0.070 x 98)] 10.070 Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 0 120 . I. EX2.40FF Hyd. No. 8 -- 10 Year 240 360 480 600 720 840 960 Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 1080 1200 Time (min) Hydrograph Report I Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 9 EX2.50FF Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 1.240 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 3.07 in Distribution Storm duration = 24 hrs Shape factor Composite (Area/CN) _ [(0.900 x 98) + (0.340 x 61)1 / 1.240 Q (Cfs) 4.00 3.00 2.00 1.00 0.00 0 120 240 Hyd No. 9 EX2.50FF Hyd. No. 9 -- 1 Year 360 480 600 720 840 960 Monday, 08/10/2020 = 3.880 cfs = 716 min = 0.182 acft = 88" = Oft = 5.00 min = Type II = 484 Q (cfs) 4.00 3.00 2.00 1.00 0.00 1080 1200 1320 Time (min) 2 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 9 EX2.50FF Hydrograph type = SCS Runoff Peak discharge = 5.022 cfs Storm frequency = 2 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 0.238 acft Drainage area = 1.240 ac Curve number = 88" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 3.71 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(0.900 x 98) + (0.340 x 61)1 / 1.240 OMMOM o Q (cfs) Hyd. No. 9 -- 2 Year Q (cfs) 6.00 6.00 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 Hyd No. 9 Time (min) 3 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 3D9 2019 by Autodesk, Inc. v2020 Monday, 08 110 / 2020 Hyd. No. 9 EX2.50FF Hydrograph type = SCS Runoff Peak discharge = 8.367 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 0.409 acft Drainage area = 1.240 ac Curve number = 88" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 ' Composite (Area/CN) _ [(0.900 x 98) + (0.340 x 61)] / 1.240 EX2.50FF Q (Cfs) Hyd. No. 9 -- 10 Year Q (Cfs) 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 Hyd No. 9 Time (min) 7 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 11 EX3.10FF Hydrograph type = SCS Runoff Peak discharge = 0.251 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 0.014 acft Drainage area = 0.420 ac Curve number = 62" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 3.07 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 ' Composite (Area/CN) = [(0.050 x 98) + (0.210 x 55) + (0.160 x 61)110.420 EX3.1 OFF Q (cfs) Q (cfs) Hyd. No. 11 -- 1 Year 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 000 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 11 Time (min) 2 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 11 EX3.10FF Hydrograph type = SCS Runoff Peak discharge = 0.477 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 0.024 acft Drainage area = 0.420 ac Curve number = 62" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 3.71 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 ' Composite (Area/CN) = [(0.050 x 98) + (0.210 x 55) + (0.160 x 61)110.420 EX3.1 OFF Q (cfs) Q (cfs) Hyd. No. 11 -- 2 Year 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 000 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 11 Time (min) Hydrograph Report 3 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 11 EX3.10FF Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.420 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 5.58 in Distribution Storm duration = 24 hrs Shape factor ' Composite (Area/CN) = [(0.050 x 98) + (0.210 x 55) + (0.160 x 61)110.420 Q (cfs) 2.00 1.00 EX3.1 OFF Hyd. No. 11 -- 10 Year 120 240 360 480 600 720 840 960 Hyd No. 11 Monday, 08/10/2020 = 1.290 cfs = 718 min = 0.059 acft = 62" = Oft = 5.00 min = Type II = 484 Q (cfs) 2.00 1.00 0.00 1080 1200 1320 1440 1560 Time (min) POST -DEVELOPED HYDRAFLOW COMPUTATIONS ONSITE HYDROGRAPHS 7 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 19 PR1.10N Hydrograph type = SCS Runoff Peak discharge = 0.150 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 0.007 acft Drainage area = 0.120 ac Curve number = 70" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 3.07 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(0.030 x 98) + (0.090 x 61)] / 0.120 PR1.1 ON Q () Hyd. No. 19 -- 1 Year Q (Crs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 000 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 19 Time (min) 2 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 19 PR1.10N Hydrograph type = SCS Runoff Peak discharge = 0.232 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 0.011 acft Drainage area = 0.120 ac Curve number = 70" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 3.71 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(0.030 x 98) + (0.090 x 61)1 / 0.120 PR1.1 ON Q () Hyd. No. 19 -- 2 Year Q (Crs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 000 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 19 Time (min) 3 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 19 PR1.10N Hydrograph type = SCS Runoff Peak discharge = 0.503 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 0.023 acft Drainage area = 0.120 ac Curve number = 70" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(0.030 x 98) + (0.090 x 61)] / 0.120 PR1.1 ON Q () Hyd. No. 19 -- 10 Year Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 000 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 19 Time (min) 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Sunday, 11 / 22 / 2020 Hyd. No. 21 PR2.1 ON CN ADJUSTED Hydrograph type = SCS Runoff Peak discharge = 7.271 cfs Storm frequency = 1 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 0.334 acft Drainage area = 3.450 ac Curve number = 79 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 3.07 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (Cfs) 8.00 RIM 4.00 r tr 0.00 0 2 4 Hyd No. 21 6 8 PR2.1ON CN ADJUSTED Hyd. No. 21 -- 1 Year Q (cfs) 8.00 M 4.00 2.00 J-... ow: ' 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) 2 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 31D9 2019 by Autodesk, Inc. v2020 Sunday, 11 / 22 12020 Hyd. No. 21 PR2.1ON CN ADJUSTED Hydrograph type = SCS Runoff Peak discharge = 10.08 cfs Storm frequency = 2 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 0.467 acft Drainage area = 3.450 ac Curve number = 79 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.71 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (Cfs) 12.00 10.00 . rr 4.00 2.00 0.00 0 2 4 Hyd No. 21 6 8 PR2.1ON CN ADJUSTED Hyd. No. 21 -- 2 Year Q (cfs) 12.00 10.00 : 11 M 4.00 2.00 J� ' I I 1 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) 3 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 31D9 2019 by Autodesk, Inc. v2020 Sunday, 11 / 22 12020 Hyd. No. 21 PR2.1ON CN ADJUSTED Hydrograph type = SCS Runoff Peak discharge = 19.05 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 0.891 acft Drainage area = 3.450 ac Curve number = 79 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (Cfs) 21.00 15.00 12.00 • ut . M 3.00 0.00 0 2 4 Hyd No. 21 0 PR2.1ON CN ADJUSTED Hyd. No. 21 -- 10 Year Q (cfs) 21.00 18.00 15.00 12.00 • 1r M 3.00 ' ' 0.00 8 10 12 14 16 18 20 22 24 Time (hrs) Hydrograph Report 1 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 22 PR3.1 ON CN ADJUSTED Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 1.350 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.07 in Distribution Storm duration = 24 hrs Shape factor PR3.1ON CN ADJUSTED Monday, 08/10/2020 = 2.845 cfs = 718 min = 0.131 acft = 79 = Oft = 5.00 min = Type II = 484 Q (cfs) Q (cfs) Hyd. No. 22 -- 1 Year 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 22 Time (min) Hydrograph Report 2 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 22 PR3.1 ON CN ADJUSTED Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 1.350 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.71 in Distribution Storm duration = 24 hrs Shape factor Q (Cfs) 4.00 3.00 r rM 1.00 0.00 0 120 240 Hyd No. 22 PR3.1 ON CN ADJUSTED Hyd. No. 22 -- 2 Year 360 480 600 720 840 Monday, 08/10/2020 = 3.943 cfs = 718 min = 0.183 acft = 79 = Oft = 5.00 min = Type II = 484 Q (cfs) 4.00 3.00 2.00 1.00 ' 0.00 960 1080 1200 1320 1440 1560 Time (min) Hydrograph Report 3 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 22 PR3.1 ON CN ADJUSTED Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 1.350 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 5.58 in Distribution Storm duration = 24 hrs Shape factor Q (Cfs) 8.00 . M 4.00 r rM 0.00 0 120 240 Hyd No. 22 PR3.1 ON CN ADJUSTED Hyd. No. 22 -- 10 Year 360 480 600 720 840 960 Monday, 08/10/2020 = 7.453 cfs = 716 min = 0.349 acft = 79 = Oft = 5.00 min = Type II = 484 Q (cfs) 8.00 4.00 2.00 0.00 1080 1200 1320 1440 Time (min) 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Sunday, 11 / 22 / 2020 Hyd. No. 26 PR4.10N Hydrograph type = SCS Runoff Peak discharge = 0.528 cfs Storm frequency = 1 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 0.025 acft Drainage area = 0.490 ac Curve number = 68" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.07 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite (Area/CN) = [(0.090 x 98) + (0.400 x 61)1 / 0.490 Q (S) PR4.1 ON Hyd. No. 26 — 1 Year Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 0 2 4 Hyd No. 26 �titititititititititi t . t �tititi tititititititi t t �tititi tititititititi t , t �tititi i tititititititi t t �fifi� I �fifififififi 1 1 t � 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Sunday, 11 / 22 / 2020 Hyd. No. 26 PR4.1ON Hydrograph type = SCS Runoff Peak discharge = 0.845 cfs Storm frequency = 2 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 0.039 acft Drainage area = 0.490 ac Curve number = 68" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.71 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 ' Composite (Area/CN) _ [(0.090 x 98) + (0.400 x 61)] / 0.490 Hydrograph Report 3 Hydraflow Hydrographs Extension for Autodesk® Civil 31 by Autodesk, Inc. v2020 Hyd. No. 26 PR4.1ON Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.490 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 5.58 in Distribution Storm duration = 24 hrs Shape factor *Composite (Area/CN) _ [(0.090 x 98) + (0.400 x 61)1 / 0.490 Q (cfs) 2.00 1.00 0.00 0 2 4 Hyd No. 26 PR4.1 ON Hyd. No. 26 -- 10 Year Sunday, 11/22/2020 = 1.917 cfs = 11.97 hrs = 0.088 acft = 68" = Oft = 5.00 min = Type II = 484 6 8 10 12 14 16 18 20 22 24 Q (cfs) 2.00 1.00 . 0.00 26 Time (hrs) OFFSITE HYDROGRAPHS Hydrograph Report 7 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 20 PR1.10FF Hydrograph type = SCS Runoff Peak discharge = 1.623 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 0.075 acft Drainage area = 0.770 ac Curve number = 79" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 3.07 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite (Area/CN) = [(0.380 x 98) + (0.390 x 61)] / 0.770 PR1.10FF Q (cfs) Q (cfs) Hyd. No. 20 -- 1 Year 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 20 Time (min) Hydrograph Report 2 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 20 PR1.10FF Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.770 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.71 in Distribution Storm duration = 24 hrs Shape factor ' Composite (Area/CN) = [(0.380 x 98) + (0.390 x 61)] / 0.770 Q (cfs) 3.00 2.00 1.00 0.00 0 120 240 Hyd No. 20 PR1.10FF Hyd. No. 20 -- 2 Year 360 480 600 720 840 960 Monday, 08/10/2020 = 2.249 cfs = 718 min = 0.104 acft = 79* = Oft = 5.00 min = Type II = 484 Q (cfs) 3.00 2.00 1.00 0.00 1080 1200 1320 1440 1560 Time (min) Hydrograph Report 3 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 20 PR1.10FF Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.770 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 5.58 in Distribution Storm duration = 24 hrs Shape factor *Composite (Area/CN) = [(0.380 x 98) + (0.390 x 61)] / 0.770 Q (cfs) 5.00 4.00 SIm 2.00 1.00 PR1.10FF Hyd. No. 20 -- 10 Year Monday, 08/10/2020 = 4.251 cfs = 716 min = 0.199 acft = 79* = Oft = 5.00 min = Type II = 484 Q (cfs) 5.00 4.00 3.00 2.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 — Hyd No. 20 Time (min) CMP SWM & BIORETENTION ROUTINGS 1 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 31D9 2019 by Autodesk, Inc. v2020 Sunday, 11 / 22 12020 Hyd. No. 28 SWM 1 INFLOW Hydrograph type = SCS Runoff Peak discharge = 9.295 cfs Storm frequency = 1 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 0.442 acft Drainage area = 2.760 ac Curve number = 90" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.07 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(2.150 x 98) + (0.610 x 61)] / 2.760 SWM 1 INFLOW Q (cfs) Hyd. No. 28 -- 1 Year (1 (cfs) 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 — Hyd No. 28 Time (hrs) 2 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 31D9 2019 by Autodesk, Inc. v2020 Sunday, 11 / 22 12020 Hyd. No. 28 SWM 1 INFLOW Hydrograph type = SCS Runoff Peak discharge = 11.85 cfs Storm frequency = 2 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 0.570 acft Drainage area = 2.760 ac Curve number = 90" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.71 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(2.150 x 98) + (0.610 x 61)] / 2.760 Q (Cfs) 12.00 10.00 . M 4.00 2.00 0.00 0.0 2.0 4.0 Hyd No. 28 6.0 SWM 1 INFLOW Hyd. No. 28 -- 2 Year Q (Cfs) 12.00 10.00 4.00 2.00 —0--Mmom= ' ' ' 0.00 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Time (hrs) 3 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 31DO 2019 by Autodesk, Inc. v2020 Sunday, 11 / 22 12020 Hyd. No. 28 SWM 1 INFLOW Hydrograph type = SCS Runoff Peak discharge = 19.26 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 0.957 acft Drainage area = 2.760 ac Curve number = 90" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(2.150 x 98) + (0.610 x 61)] / 2.760 Q (cfs) SWM 1 INFLOW Q (cfs) Hyd. No. 28 -- 10 Year 21.00 21.00 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 Time (hrs) - Hyd No. 28 Hydrograph Report I Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Hyd. No. 30 SWM 1 OUTFLOW Hydrograph type = Reservoir Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 28 - SWM 1 INFLOW Max. Elevation Reservoir name = STORMTECH Max. Storage Storage Indication method used. Lyggt4f[911>t1�11011A Tuesday, 1211 12020 = 3.653 cfs = 12.03 hrs = 0.442 acft = 687.48 ft = 0.107 acft Q (cfs) Hyd. No. 30 -- 1 Year Q (Crs) 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) — Hyd No. 30 —Hyd No. 28 ®Total storage used = 0.107 acft Hydrograph Report 2 Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Hyd. No. 30 SWM 1 OUTFLOW Hydrograph type = Reservoir Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 28 - SWM 1 INFLOW Max. Elevation Reservoir name = STORMTECH Max. Storage Storage Indication method used. Q (cfs) 12.00 10.00 4.00 r tr 2 4 Hyd No. 30 SWM 1 OUTFLOW Hyd. No. 30 -- 2 Year Tuesday, 1211 12020 = 5.201 cfs = 12.03 hrs = 0.570 acft = 688.21 ft = 0.143 acft Q (cfs) 12.00 10.00 : 11 . tt 4.00 2.00 0.00 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) — Hyd No. 28 ®Total storage used = 0.143 acft Hydrograph Report 3 Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Hyd. No. 30 SWM 1 OUTFLOW Hydrograph type = Reservoir Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 28 - SWM 1 INFLOW Max. Elevation Reservoir name = STORMTECH Max. Storage Storage Indication method used. Q (cfs 21.00 18.00 15.00 12.00 '• t t . t� 3.00 SWM 1 OUTFLOW Hyd. No. 30 -- 10 Year Tuesday, 1211 12020 = 12.67 cfs = 12.00 hrs = 0.957 acft = 690.09 ft = 0.217 acft Q (cfs) 21.00 18.00 15.00 12.00 Ill . tr 3.00 0.00 - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 30 —Hyd No. 28 ®Total storage used = 0.217 acft Pond No. 8 - STORMTECH Hydraflow Hydrographs Extension for Autodesk®Civil 3D02019 by Autodesk, Inc. v2020 7.00 Top of pond Elev. 691.00 6.00 5.00 3.42 ft Broad crested weir WeirB - Elev. 690.08 4.00 0.0 LF of 8.0 in@0.00% 3.00 CulvA - Inv. 684.75 6.96 in Broad crested weir WeirA - Elev. 687.50 2.00 6.00 in culvert CulvB - Inv. 684.75 1.00 0.00 Stage (ft) Bottom of pond Elev. 684.75 Front View NTS - Looking Downstream 10-yr 2-yr 1-yr Inflow hydrograph = 28. SCS Runoff - SWIM 1 INFLOW Project: Crozet ES.gpw Sunday, 11 / 22 / 2020 Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Sunday, 11 / 22 12020 Pond No. 8 - STORMTECH Pond Data Pond storage is based on user -defined values. Stage / Storage Table Stage (ft) Elevation (R) Contour area (sgft) Incr. Storage (acft) Total storage (acft) 0.00 684.75 n/a 0.000 0.000 1.00 685.75 n/a 0.029 0.029 2.00 686.75 n/a 0.041 0.070 3.00 687.75 n/a 0.052 0.122 4.00 688.75 n/a 0.048 0.169 5.00 689.75 n/a 0.040 0.209 6.00 690.75 n/a 0.029 0.238 6.25 691.00 n/a 0.007 0.246 Culvert / Orifice Structures [A] [B] [C] [PrfRsr] Rise (in) = 8.00 6.00 0.00 0.00 Span (in) = 8.00 6.00 0.00 0.00 No. Barrels = 1 1 0 0 Invert El. (ft) = 684.75 684.75 0.00 0.00 Length (ft) = 0.00 150.00 0.00 0.00 Slope I%) = 0.00 2.50 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Multistage = n/a No No No Stage (ft) 7.00 6.00 5.00 4.00 3.00 2.00 1.00 0.00 r 0.00 3.00 Total 0 Weir Structures [A] [B] [C] [D] Crest Len (ft) = 0.58 3.42 0.00 0.00 Crest El. (ft) = 687.50 690.08 0.00 0.00 Weir Coeff. = 3.33 3.33 3.33 3.33 Weir Type = Broad Broad --- Multi-Stage = No No No No Exfil.(in/hr) = 0.000 (by Wet area) TIN Elev. (ft) = 0.00 Note: Culwrl/Onfioe outBovs are analyzed under inlet (ic) and outlet (oc) control. Weir nsera checked for orifice conditions (ic) and submergence (a). Stage / Discharge 6.00 9.00 12.00 15.00 18.00 21.00 24.00 27.00 Elev (ft) 691.75 690.75 689.75 688.75 687.75 [:?TW 685.75 ' 684.75 30.00 Discharge (cfs) Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Sunday, 11 / 22 12020 Pond No. 8 - STORMTECH Pond Data Pond storage is based on user -defined values. Stage / Storage Table Stage (ft) Elevation (R) Contour area (sgft) Incr. Storage (acft) Total storage (acft) 0.00 684.75 n/a 0.000 0.000 1.00 685.75 n/a 0.029 0.029 2.00 686.75 n/a 0.041 0.070 3.00 687.75 n/a 0.052 0.122 4.00 688.75 n/a 0.048 0.169 5.00 689.75 n/a 0.040 0.209 6.00 690.75 n/a 0.029 0.238 6.25 691.00 n/a 0.007 0.246 Culvert / Orifice Structures [A] [B] [C] [PrfRsr] Rise (in) = 8.00 6.00 0.00 0.00 Span (in) = 8.00 6.00 0.00 0.00 No. Barrels = 1 1 0 0 Invert El. (ft) = 684.75 684.75 0.00 0.00 Length (ft) = 0.00 150.00 0.00 0.00 Slope I%) = 0.00 2.50 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Mu10-Stage = n/a No No No Stage (ft) 7.00 6.00 5.00 4.00 3.00 2.00 1.00 0.00 v 0.000 0.025 Storage Weir Structures [A] [B] [C] [D] Crest Len (ft) = 0.58 3.42 0.00 0.00 Crest El. (ft) = 687.50 690.08 0.00 0.00 Weir Coeff. = 3.33 3.33 3.33 3.33 Weir Type = Broad Broad --- Multi-Stage = No No No No Exfil.(in/hr) = 0.000 (by Wet area) TIN Elev. (ft) = 0.00 Note: Culwrl/Onfioe outBovs are analyzed under inlet (ic) and outlet (oc) control. Weir nsera checked for orifice conditions (ic) and submergence (a). Stage / Storage 0.049 0.074 0.098 0.123 0.147 0.172 0.196 0.221 Elev (ft) 691.75 690.75 689.75 688.75 687.75 686.75 685.75 ' 684.75 0.246 Storage (acft) 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 31 by Autodesk, Inc. v2020 Sunday, 11 / 22 / 2020 Hyd. No. 31 PR2.1ON UNDET Hydrograph type = SCS Runoff Peak discharge = 0.924 cfs Storm frequency = 1 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 0.043 acft Drainage area = 0.690 ac Curve number = 71* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 3.07 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite (Area/CN) _ [(0.190 x 98) + (0.500 x 61)] / 0.690 PR2.1ON UNDET Hyd. No. 31 -- 1 Year Q (cfs) 0 2 4 Hyd No. 31 Hydrograph Report 2 Hydraflow Hydrographs Extension for Autodesk® Civil 31 by Autodesk, Inc. v2020 Hyd. No. 31 PR2.1ON UNDET Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.690 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.71 in Distribution Storm duration = 24 hrs Shape factor *Composite (Area/CN) _ [(0.190 x 98) + (0.500 x 61)1 / 0.690 Q (cfs) 2.00 1.00 0.00 0 2 4 Hyd No. 31 PR2.10N UNDET Hyd. No. 31 -- 2 Year Sunday, 11/22/2020 = 1.405 cfs = 11.97 hrs = 0.065 acft = 71* = Oft = 5.00 min = Type II = 484 6 8 10 12 14 16 18 20 22 24 Q (cfs) 2.00 1.00 1 0.00 26 Time (hrs) 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 31 by Autodesk, Inc. v2020 Sunday, 11 / 22 / 2020 Hyd. No. 31 PR2.1ON UNDET Hydrograph type = SCS Runoff Peak discharge = 2.989 cfs Storm frequency = 10 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 0.138 acft Drainage area = 0.690 ac Curve number = 71* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite (Area/CN) _ [(0.190 x 98) + (0.500 x 61)] / 0.690 Q (cfs) 3.00 2.00 1.00 0.00 0 2 4 Hyd No. 31 6 8 PR2.1ON UNDET Hyd. No. 31 -- 10 Year Q (Cfs) 3.00 2.00 1.00 i� 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) 7 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 23 SWM 2 INFLOW Hydrograph type = SCS Runoff Peak discharge = 2.012 cfs Storm frequency = 1 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 0.093 acft Drainage area = 0.910 ac Curve number = 80" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 3.07 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite (Area/CN) = [(0.490 x 98) + (0.210 x 61) + (0.210 x 55)] / 0.910 Q (cfs) 3.00 2.00 1.00 0.00 0 2 4 Hyd No. 23 6 8 SWM 2 INFLOW Hyd. No. 23 -- 1 Year Q (cfs) 3.00 2.00 1.00 ' — 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) 2 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 23 SWM 2 INFLOW Hydrograph type = SCS Runoff Peak discharge = 2.768 cfs Storm frequency = 2 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 0.128 acft Drainage area = 0.910 ac Curve number = 80" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 3.71 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite (Area/CN) _ [(0.490 x 98) + (0.210 x 61) + (0.210 x 55)] / 0.910 Q (cfs) 3.00 2.00 1.00 0.00 0 2 4 Hyd No. 23 6 8 SWM 2 INFLOW Hyd. No. 23 -- 2 Year Q (cfs) 3.00 2.00 1.00 i� 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) 3 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 23 SWM 2 INFLOW Hydrograph type = SCS Runoff Peak discharge = 5.157 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 0.242 acft Drainage area = 0.910 ac Curve number = 80" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite (Area/CN) = [(0.490 x 98) + (0.210 x 61) + (0.210 x 55)] / 0.910 SWM 2 INFLOW Q (cfs) Q (cfs) Hyd. No. 23 -- 10 Year 6.00 6.00 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Hyd No. 23 Time (hrs) Hydrograph Report 7 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 25 SWM 2 Outflow Hydrograph type = Reservoir Peak discharge = 1.437 cfs Storm frequency = 1 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 0.093 acft Inflow hyd. No. = 23 - SWM 2 INFLOW Max. Elevation = 681.57 ft Reservoir name = SWM 2 Max. Storage = 0.010 acft Storage Indication method used Q (cfs) 3.00 2.00 1.00 0.00 0 2 4 Hyd No. 25 SWM 2 Outflow Hyd. No. 25 -- 1 Year 6 8 10 12 14 16 18 20 22 24 Hyd No. 23 ® Total storage used = 0.010 acft Q (cfs) 3.00 2.00 1.00 1 0.00 26 Time (hrs) Hydrograph Report 2 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 25 SWM 2 Outflow Hydrograph type = Reservoir Peak discharge = 2.393 cfs Storm frequency = 2 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 0.128 acft Inflow hyd. No. = 23 - SWM 2 INFLOW Max. Elevation = 681.97 ft Reservoir name = SWM 2 Max. Storage = 0.014 acft Storage Indication method used Q (cfs) 3.00 2.00 1.00 0.00 0 2 4 Hyd No. 25 SWM 2 Outflow Hyd. No. 25 -- 2 Year 6 8 10 12 14 16 18 20 22 24 Hyd No. 23 ® Total storage used = 0.014 acft Q (cfs) 3.00 2.00 1.00 1 0.00 26 Time (hrs) Hydrograph Report 3 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 25 SWM 2 Outflow Hydrograph type = Reservoir Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 23 - SWM 2 INFLOW Max. Elevation Reservoir name = SWM 2 Max. Storage Storage Indication method used. Syr/1� Ifl f'��)Rii� mr* Monday, 08/10/2020 = 4.262 cfs = 12.00 hrs = 0.242 acft = 683.45 ft = 0.026 acft Q (Cfs) Q (Cfs) Hyd. No. 25 -- 10 Year 6.00 6.00 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 25 —Hyd No. 23 ®Total storage used = 0.026 acft Pond No. 2 — $WM 2 Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc. v2020 500 Top of pond Elev. 684.00 4.00 3.87 It Broad crested weir 3.00 WeirA - Elev. 683.50 4.0 x 11.5 in orifice CulvB - Inv. 681.55 2.00 0.0. LF of 7.0in@0.00% 1.00 0.00 Fr w Stage (ft) /�� ����, g ownstEpjrom n of pond Elev. 680.00 10-yr 2-yr 1-yr Inflow hydrograph = 23. SCS Runoff - SWM 2 INFLOW Project: Crozet ES.gpw Monday, 08 / 10 / 2020 Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3170 2019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Pond No. 2 - SWM 2 Pond Data UG Chambers -Invert elev. = 680.00 ft Rise x Span = 4.00 x 4.00 ft, Barrel Len = 100.00 ft, No. Barrels = 1, Slope = 0.00%, Headers = No Stage / Storage Table Stage (ft) Elevation (ft) Contour area (scift) Incr. Storage (acft) Total storage (acft) 0.00 680.00 n/a 0.000 0.000 0.40 680.40 n/a 0.002 0.002 0.80 680.80 n/a 0.003 0.004 1.20 681.20 n/a 0.003 0.007 1.60 681.60 n/a 0.003 0.011 2.00 682.00 n/a 0.004 0.014 2.40 682.40 n/a 0.004 0.018 2.80 682.80 n/a 0.003 0.022 3.20 683.20 n/a 0.003 0.025 3.60 683.60 n/a 0.003 0.027 4.00 684.00 n/a 0.001 0.029 Culvert / Orifice Structures [A] [B] Rise (in) = 7.00 4.00 Span (in) = 7.00 11.50 No. Barrels = 1 1 Invert El. (ft) = 680.00 681.55 Length (ft) = 0.00 0.00 Slope (%) = 0.00 0.00 N-Value = .013 .013 Orifice Coeff. = 0.60 0.60 Multistage = n/a No [C] 0.00 0.00 0 0.00 0.00 0.00 .013 0.60 No [PrfRsr] 0.00 0.00 0 0.00 0.00 n/a n/a 0.60 No Weir Structures [A] [B] Crest Len (ft) = 3.87 0.00 Crest El. (ft) = 683.50 0.00 Weir Coeff. = 2.60 3.33 Weir Type = Broad -- Multistage = No No EAL(inlin" = 0.000 (by Wet area) TW Elev. (ft) = 0.00 [C] 0.00 0.00 3.33 -- No [D] 0.00 0.00 3.33 -- No Stage (ft) 4.00 Note: CulwrVOnfice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for onfice conditions (ic) and submergence (s). Stage / Discharge Elev (11) 684.00 3.00 683.00 2.00 682.00 1.00 681.00 0.00 680.00 0.00 1.00 2.00 Total Q 3.00 4.00 5.00 6.00 7.00 8.00 9.00 Discharge (cfs) Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3170 2019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Pond No. 2 - SWM 2 Pond Data UG Chambers -Invert elev. = 680.00 ft Rise x Span = 4.00 x 4.00 ft, Barrel Len = 100.00 ft, No. Barrels = 1, Slope = 0.00%, Headers = No Stage / Storage Table Stage (ft) Elevation (ft) Contour area (scift) Incr. Storage (acft) Total storage (acft) 0.00 680.00 n/a 0.000 0.000 0.40 680.40 n/a 0.002 0.002 0.80 680.80 n/a 0.003 0.004 1.20 681.20 n/a 0.003 0.007 1.60 681.60 n/a 0.003 0.011 2.00 682.00 n/a 0.004 0.014 2.40 682.40 n/a 0.004 0.018 2.80 682.80 n/a 0.003 0.022 3.20 683.20 n/a 0.003 0.025 3.60 683.60 n/a 0.003 0.027 4.00 684.00 n/a 0.001 0.029 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 7.00 4.00 0.00 0.00 Crest Len (ft) = 3.87 0.00 0.00 0.00 Span (in) = 7.00 11.50 0.00 0.00 Crest El. (ft) = 683.50 0.00 0.00 0.00 No. Barrels = 1 1 0 0 Weir Coeff. = 2.60 3.33 3.33 3.33 Invert El. (ft) = 680.00 681.55 0.00 0.00 Weir Type = Broad -- -- -- Length (ft) = 0.00 0.00 0.00 0.00 Multistage = No No No No Slope (%) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 EAL(inlin" = 0.000 (by Wet area) Multistage = n/a No No No TW Elev. (ft) = 0.00 Stage (ft) 4.00 3.00 2.00 1.00 0.00 Y 0.000 0.003 Storage Note: CulwrVOnfice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for onfice conditions (ic) and submergence (s). Stage / Storage 0.006 0.009 0.012 0.014 0.017 0.020 0.023 0.026 Elev (ft) 684.00 682.00 681.00 1 680.00 0.029 Storage (acft) Hydrograph Report 7 Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Tuesday, 1211 12020 Hyd. No. 42 BIO 2A CONTROLLED INFLOW Hydrograph type = Diversion1 Peak discharge = 1.059 cfs Storm frequency = 1 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 0.172 acft Inflow hydrograph = 30 - SWM 1 OUTFLOW 2nd diverted hyd. = 48 Diversion method = Pond - STORMTECH Pond structure = Culy/Orf B BIO 2A CONTROLLED INFLOW Q (efS) Hyd. No. 42 -- 1 Year Q (cfs) 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 42 -- Pond outlet — Hyd No. 30 -- Inflow — Hyd No. 48 -- 30 minus 42 Hydrograph Report 2 Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Tuesday, 1211 12020 Hyd. No. 42 BIO 2A CONTROLLED INFLOW Hydrograph type = Diversion1 Peak discharge = 1.123 cfs Storm frequency = 2 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 0.213 acft Inflow hydrograph = 30 - SWM 1 OUTFLOW 2nd diverted hyd. = 48 Diversion method = Pond - STORMTECH Pond structure = Culy/Orf B BIO 2A CONTROLLED INFLOW 5.00 4.00 2.00 1.00 _____�. �■ ice_____ some .. r Hydrograph Report 3 Hydraflow Hydrographs Extension for AutodeskO Civil 31D9 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 1 / 2020 Hyd. No. 42 BIO 2A CONTROLLED INFLOW Hydrograph type = Diversion'! Peak discharge = 1.266 cfs Storm frequency = 10 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 0.314 acft Inflow hydrograph = 30 - SWM 1 OUTFLOW 2nd diverted hyd. = 48 Diversion method = Pond - STORMTECH Pond structure = Culy/Orf B Q (cfs) 14.00 12.00 10.00 4.00 2.00 0.00 0 2 4 6 8 Hyd No. 42 -- Pond outlet BIO 2A CONTROLLED INFLOW Hyd. No. 42 -- 10 Year 10 12 14 16 — Hyd No. 30 -- Inflow Q (cfs) 14.00 12.00 10.00 it . 11 4.00 2.00 0.00 18 20 22 24 26 Time (hrs) — Hyd No. 48 -- 30 minus 42 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Sunday, 11 / 22 / 2020 Hyd. No. 43 BIO 2A SHEET INFLOW Hydrograph type = SCS Runoff Peak discharge = 0.136 cfs Storm frequency = 1 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 0.008 acft Drainage area = 0.260 ac Curve number = 61 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 3.07 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0 2 4 Hyd No. 43 BIO 2A SHEET INFLOW Hyd. No. 43 -- 1 Year Q (Cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Sunday, 11 / 22 / 2020 Hyd. No. 43 BIO 2A SHEET INFLOW Hydrograph type = SCS Runoff Peak discharge = 0.271 cfs Storm frequency = 2 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 0.014 acft Drainage area = 0.260 ac Curve number = 61 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 3.71 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 :• 2A SHEET INFLOW • • • � titi■ tits■ tits■ tits■ 0.45 tits■ tits■ tits■ tits■ 0.40 t titttttttttttt�■ tttttttttttt�ti■ titttttttttttt�■ titttttttttttt�■ titttttttttttt�■ titttttttttttt�■ titttttttttttt�■ tits■ tits■ titttttttttttt�■ tttttttttttt�ti■ titttttttttttt�■ tits■ tits■ titttttttttttt�■ titttttttttttt�■ tip■ t t t ��■ 0 Hyd No. 43 �ti��titirititititi � • �titttttttttttt� tititititititi �titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� �titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� � , � �titttttttttttt�tttttttttttt�tifitttttttttttt�tttttttttttt�tttttttttttt�ti �titttttttttttt�tttttttttttt�tifitttttttttttt�tttttttttttt�tttttttttttt�ti �titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt�tttttttttttt�tttttttttttt�ti t �titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� �titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� �titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� �titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� 1 1 �titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� I��i tttttttttttt�titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� I��i �titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� t I��i ttttttttttt�titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� I��i ttttttttttt�titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� I��i ititttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� I��i ititttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� t t 1��� ititttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� 1��� ititttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� 1��� ititttttttttttt�tttttttttttt��tttttttttttt�tttttttttttt� 1��� I ititttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� t 1��� � ttttt�titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� 1��� � ititttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� 1��� � ititttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� 1��� I ttttttttttt�titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� 1 1 1��� I ititttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� 1��� I ttttttttttt�titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� 1��� I ititttttttttttt�tttttttttttt�tttttttttttt�tttttttttttt�ttttttttttt� 1��� II ttttttttttt�titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� 1���11 �tttttt�tttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� 1 1 1��� t►�titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� 1��� t<�titttttttttttt�tttttttttttt�tttttttttttt�titttttttttttt� �tititttttttttt� �--�tititititi .�tittttttttt��titttttttt�� � t t t t t 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Sunday, 11 / 22 / 2020 Hyd. No. 43 BIO 2A SHEET INFLOW Hydrograph type = SCS Runoff Peak discharge = 0.762 cfs Storm frequency = 10 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 0.035 acft Drainage area = 0.260 ac Curve number = 61 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 BIO 2A SHEET INFLOW Hyd. No. 43 -- 10 Year Q (cfs) 0 2 4 Hyd No. 43 Hydrograph Report 7 Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Sunday, 11 / 22 / 2020 Hyd. No. 44 BIO 2A TOTAL INFLOW Hydrograph type = Combine Peak discharge = 1.175 cfs Storm frequency = 1 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 0.180 acft Inflow hyds. = 42, 43 Contrib. drain. area = 0.260 ac Q (cfs) 2.00 1.00 0.00 0 2 4 Hyd No. 44 BIO 2A TOTAL INFLOW Hyd. No. 44 -- 1 Year 6 8 10 Hyd No. 42 12 14 16 — Hyd No. 43 18 20 22 24 Q (cfs) 2.00 1.00 —4- 0.00 26 Time (hrs) Hydrograph Report 2 Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Sunday, 11 / 22 / 2020 Hyd. No. 44 BIO 2A TOTAL INFLOW Hydrograph type = Combine Peak discharge = 1.353 cfs Storm frequency = 2 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 0.227 acft Inflow hyds. = 42, 43 Contrib. drain. area = 0.260 ac Q (cfs) 2.00 1.00 0.00 0 2 4 Hyd No. 44 BIO 2A TOTAL INFLOW Hyd. No. 44 -- 2 Year 6 8 10 Hyd No. 42 12 14 16 — Hyd No. 43 18 20 22 24 Q (cfs) 2.00 1.00 —4- 0.00 26 Time (hrs) Hydrograph Report 3 Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Sunday, 11 / 22 / 2020 Hyd. No. 44 BIO 2A TOTAL INFLOW Hydrograph type = Combine Peak discharge = 1.997 cfs Storm frequency = 10 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 0.349 acft Inflow hyds. = 42, 43 Contrib. drain. area = 0.260 ac Q (cfs) 2.00 1.00 0.00 0 2 4 Hyd No. 44 BIO 2A TOTAL INFLOW Hyd. No. 44 -- 10 Year 6 8 10 Hyd No. 42 12 14 16 — Hyd No. 43 18 20 22 24 Q (cfs) 2.00 1.00 --.J- 0.00 26 Time (hrs) Hydrograph Report 7 Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Sunday, 11 / 22 / 2020 Hyd. No. 45 BIO 2A OUTFLOW Hydrograph type = Reservoir Peak discharge = 0.764 cfs Storm frequency = 1 yrs Time to peak = 12.57 hrs Time interval = 2 min Hyd. volume = 0.180 acft Inflow hyd. No. = 44 - BIO 2A TOTAL INFLOW Max. Elevation = 680.23 ft Reservoir name = BIO 2A Max. Storage = 0.036 acft Storage Indication method used Q (cfs) 2.00 1.00 0.00 --1- 0 2 4 Hyd No. 45 BIO 2A OUTFLOW Hyd. No. 45 -- 1 Year 6 8 10 12 14 16 18 20 22 24 Hyd No. 44 ® Total storage used = 0.036 acft Q (cfs) 2.00 1.00 N- ~ 0.00 26 Time (hrs) Hydrograph Report 2 Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Sunday, 11 / 22 / 2020 Hyd. No. 45 BIO 2A OUTFLOW Hydrograph type = Reservoir Peak discharge = 0.844 cfs Storm frequency = 2 yrs Time to peak = 12.70 hrs Time interval = 2 min Hyd. volume = 0.227 acft Inflow hyd. No. = 44 - BIO 2A TOTAL INFLOW Max. Elevation = 680.95 ft Reservoir name = BIO 2A Max. Storage = 0.042 acft Storage Indication method used Q (cfs) 2.00 1.00 0.00 0 2 4 Hyd No. 45 BIO 2A OUTFLOW Hyd. No. 45 -- 2 Year 6 8 10 12 14 16 18 20 22 24 Hyd No. 44 ® Total storage used = 0.042 acft Q (cfs) 2.00 1.00 MORI- 0.00 26 Time (hrs) Hydrograph Report 3 Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Sunday, 11 / 22 / 2020 Hyd. No. 45 BIO 2A OUTFLOW Hydrograph type = Reservoir Peak discharge = 0.927 cfs Storm frequency = 10 yrs Time to peak = 12.90 hrs Time interval = 2 min Hyd. volume = 0.349 acft Inflow hyd. No. = 44 - BIO 2A TOTAL INFLOW Max. Elevation = 681.51 ft Reservoir name = BIO 2A Max. Storage = 0.059 acft Storage Indication method used Q (cfs) 2.00 1.00 0.00 0 2 4 Hyd No. 45 BIO 2A OUTFLOW Hyd. No. 45 -- 10 Year 6 8 10 12 14 16 18 20 22 24 Hyd No. 44 ® Total storage used = 0.059 acft Q (cfs) 2.00 1.00 Masi— 0.00 26 Time (hrs) Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Sunday, 11 / 22 12020 Pond No. 5 - BIO 2A Pond Data Pond storage is based on user -defined values. Stage / Storage Table Stage (ft) Elevation (R) Contour area (scift) Incr. Storage (acft) Total storage (acft) 0.00 676.75 n/a 0.000 0.000 1.25 678.00 n/a 0.017 0.017 4.25 681.00 n/a 0.025 0.042 4.75 681.50 n/a 0.017 0.059 5.25 682.00 n/a 0.017 0.076 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrtRsr] [A] [B] [C] [D] Rise (in) = 4.00 0.00 0.00 0.00 Crest Len (ft) = 6.28 0.00 0.00 0.00 Span (in) = 4.00 0.00 0.00 0.00 Crest El. (ft) = 681.50 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El. (ft) = 676.75 0.00 0.00 0.00 Weir Type = Broad Length (ft) = 0.00 0.00 0.00 0.00 Multi -Stage = No No NO No Slope (%) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Wet area) Multi -Stage = n/a No No No TW Elev. (ft) = 0.00 Stage (ft) 6.00 5.00 4.00 3.00 2.00 1.00 Note: Culwrl/Onfice outflows are analyzed under inlet(ic) and outlet(oc) central. Weir nsem checked for orifice maddens(ic) and suboiergence(a). Stage / Discharge Elev (ft) 682.75 681.75 680.75 679.75 678.75 677.75 0.00 1 1 1 1 1 1 1 1 1 1676.75 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 Total Q Discharge (cfs) Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Sunday, 11 / 22 12020 Pond No. 5 - BIO 2A Pond Data Pond storage is based on user -defined values. Stage / Storage Table Stage (ft) Elevation (R) Contour area (sgft) Incr. Storage (acft) Total storage (acft) 0.00 676.75 n/a 0.000 0.000 1.25 678.00 n/a 0.017 0.017 4.25 681.00 n/a 0.025 0.042 4.75 681.50 n/a 0.017 0.059 5.25 682.00 n/a 0.017 0.076 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 4.00 0.00 0.00 0.00 Crest Len (ft) = 6.28 0.00 0.00 0.00 Span (in) = 4.00 0.00 0.00 0.00 Crest El. (ft) = 681.50 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El. (ft) = 676.75 0.00 0.00 0.00 Weir Type = Broad Length (ft) = 0.00 0.00 0.00 0.00 Multi -Stage = No No No No Slope (%) = 0.00 0.00 0.00 Na N-Value = .013 .013 .013 Na Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Wet area) Multi -Stage = n/a No No No TW Elev. (ft) = 0.00 Stage (ft) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 = 0.000 0.008 Storage Note: Culwrl/Onfice outflows are analyzed under inlet(ic) and outlet(oc) central. Weir nsem checked for orifice maddens(ic) and suboiergence(a). Stage / Storage 0.015 0.023 0.030 0.038 0.046 0.053 0.061 0.068 Elev (ft) 682.75 681.75 680.75 679.75 678.75 677.75 1 676.75 0.076 Storage (acf ) Hydrograph Report I Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 40 BIO 2C INFLOW Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.500 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 3.07 in Distribution Storm duration = 24 hrs Shape factor *Composite (Area/CN) = [(0.330 x 98) + (0.170 x 61)] / 0.500 Q (cfs) 2.00 1.00 0.00 0 2 4 Hyd No. 40 BIO 2C INFLOW Hyd. No. 40 -- 1 Year Monday, 08/10/2020 = 1.385 cfs = 11.93 hrs = 0.064 acft = 85" = Oft = 5.00 min = Type II = 484 6 8 10 12 14 16 18 20 22 Q (cfs) 2.00 1.00 � 0.00 24 Time (hrs) Hydrograph Report 2 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 40 BIO 2C INFLOW Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.500 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.71 in Distribution Storm duration = 24 hrs Shape factor ' Composite (Area/CN) _ [(0.330 x 98) + (0.170 x 61)] / 0.500 Q (cfs) 2.00 1.00 0.00 0 2 4 Hyd No. 40 BIO 2C INFLOW Hyd. No. 40 -- 2 Year Monday, 08/10/2020 = 1.837 cfs = 11.93 hrs = 0.086 acft = 85" = Oft = 5.00 min = Type II = 484 6 8 10 12 14 16 18 20 22 Q (cfs) 2.00 1.00 � 0.00 24 Time (hrs) Hydrograph Report 3 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 40 BIO 2C INFLOW Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.500 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 5.58 in Distribution Storm duration = 24 hrs Shape factor *Composite (Area/CN) _ [(0.330 x 98) + (0.170 x 61)] / 0.500 BIO 2C INFLOW Monday, 08/10/2020 = 3.183 cfs = 11.93 hrs = 0.153 acft = 85` = Oft = 5.00 min = Type II = 484 Q (Cfs) Hyd. No. 40 -- 10 Year Q (Cfs) 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Hyd No. 40 Time (hrs) Hydrograph Report 7 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 41 BIO 2C OUTFLOW Hydrograph type = Reservoir Peak discharge = 0.599 cfs Storm frequency = 1 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 0.064 acft Inflow hyd. No. = 40 - BIO 2C INFLOW Max. Elevation = 682.98 ft Reservoir name = BIO 2C Max. Storage = 0.016 acft Storage Indication method used Q (cfs) 2.00 1.00 0.00 0 2 4 Hyd No. 41 BIO 2C OUTFLOW Hyd. No. 41 -- 1 Year 6 8 10 12 14 16 18 20 22 24 Hyd No. 40 ® Total storage used = 0.016 acft Q (cfs) 2.00 1.00 1 0.00 26 Time (hrs) Hydrograph Report 2 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 41 BIO 2C OUTFLOW Hydrograph type = Reservoir Peak discharge = 0.746 cfs Storm frequency = 2 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 0.086 acft Inflow hyd. No. = 40 - BIO 2C INFLOW Max. Elevation = 684.11 ft Reservoir name = BIO 2C Max. Storage = 0.023 acft Storage Indication method used Q (cfs) 2.00 1.00 0.00 0 2 4 Hyd No. 41 BIO 2C OUTFLOW Hyd. No. 41 -- 2 Year 6 8 10 12 14 16 18 20 22 24 Hyd No. 40 ® Total storage used = 0.023 acft Q (cfs) 2.00 1.00 1 0.00 26 Time (hrs) Hydrograph Report 3 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 41 BIO 2C OUTFLOW Hydrograph type = Reservoir Peak discharge = 1.729 cfs Storm frequency = 10 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 0.153 acft Inflow hyd. No. = 40 - BIO 2C INFLOW Max. Elevation = 685.65 ft Reservoir name = BIO 2C Max. Storage = 0.042 acft Storage Indication method used Q (cfs) 4.00 S 11 r 11 1.00 0.00 0 2 4 Hyd No. 41 BIO 2C OUTFLOW Hyd. No. 41 -- 10 Year 6 8 10 12 14 16 18 20 22 24 Hyd No. 40 ® Total storage used = 0.042 acft Q (cfs) 4.00 3.00 2.00 1.00 1 0.00 26 Time (hrs) Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3130 2019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Pond No. 3 - BIO 2C Pond Data Pond storage is based on user -defined values. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (acft) Total storage (soft) 0.00 680.75 n/a 0.000 0.000 1.25 682.00 n/a 0.011 0.011 4.25 685.00 n/a 0.017 0.028 4.75 685.50 n/a 0.011 0.039 5.25 686.00 n/a 0.012 0.051 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfIRS r] [A] [B] [C] [D] Rise (in) = 4.00 0.00 0.00 0.00 Crest Len (ft) = 6.28 0.00 0.00 0.00 Span (in) = 4.00 0.00 0.00 0.00 Crest EI. (ft) = 685.50 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 2.60 3.33 3.33 3.33 Invert El. (it) = 680.75 0.00 0.00 0.00 Weir Type = Broad -- -- -- Length (ft) = 0.00 0.00 0.00 0.00 Multi -Stage = No No No No Slope I%) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Wet area) Multi -Stage = n/a No No No TW Elev. (ft) = 0.00 Stage (ft) 6.00 5.00 4.00 3.00 2.00 1.00 000 Note: CulwrVOrifim outflows are analyzed under inlet (ic) and outlet (oc) watrol. Weir risers checked for orifice mnditions (ic) and submergence (s). Stage / Discharge Elev (ft) 686.75 685.75 684.75 683.75 682.75 681.75 68075 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 Total 0 Discharge (cfs) Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 31702019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Pond No. 3 - BIO 2C Pond Data Pond storage is based on user -defined values. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (acft) Total storage (soft) 0.00 680.75 n/a 0.000 0.000 1.25 682.00 n/a 0.011 0.011 4.25 685.00 n/a 0.017 0.028 4.75 685.50 n/a 0.011 0.039 5.25 686.00 n/a 0.012 0.051 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfIRS r] [A] [B] [C] [D] Rise (in) = 4.00 0.00 0.00 0.00 Crest Len (ft) = 6.28 0.00 0.00 0.00 Span (in) = 4.00 0.00 0.00 0.00 Crest EI. (ft) = 685.50 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 2.60 3.33 3.33 3.33 Invert El. (it) = 680.75 0.00 0.00 0.00 Weir Type = Broad -- -- -- Length (ft) = 0.00 0.00 0.00 0.00 Multi -Stage = No No No No Slope I%) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Wet area) Multi -Stage = n/a No No No TW Elev. (ft) = 0.00 Stage (it) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 = 0.000 0.005 Storage Note: CulwrVOrifim outflows are analyzed under inlet (ic) and outlet (oc) watrol. Weir risers checked for orifice mnditions (ic) and submergence (s). Stage / Storage 0.010 0.015 0.020 0.025 0.031 0.036 0.041 0.046 Elev (ft) 686.75 685.75 684.75 683.75 682.75 681.75 1 680.75 0.051 Storage (acft) 7 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 46 BIO 3A INFLOW Hydrograph type = SCS Runoff Peak discharge = 0.597 cfs Storm frequency = 1 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 0.027 acft Drainage area = 0.270 ac Curve number = 80" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 3.07 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite (Area/CN) = [(0.140 x 98) + (0.130 x 61)] / 0.270 Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 0 2 4 Hyd No. 46 BIO 3A INFLOW Hyd. No. 46 -- 1 Year Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) 2 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 46 BIO 3A INFLOW Hydrograph type = SCS Runoff Peak discharge = 0.821 cfs Storm frequency = 2 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 0.038 acft Drainage area = 0.270 ac Curve number = 80" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cone. (Tc) = 5.00 min Total precip. = 3.71 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite (Area/CN) _ [(0.140 x 98) + (0.130 x 61)] / 0.270 BIO 3A INFLOW Hyd. No. 46 -- 2 Year Q (cfs) 0 2 4 Hyd No. 46 Cross Section for Grass Channel 2YR FLOW Project Description Friction Method Solve For Input Data Roughness Coefficient Channel Slope Normal Depth Left Side Slope Right Side Slope Bottom Width Discharge Cross Section Image Manning Formula Normal Depth i 2.00 ft 0.200 0.01500 ftit 0.51 ft 3.00 ft/ft(H:V) 3.00 ft/ft(H:V) 2.00 ft 0.82 ft-/s T 0.51 ft T Bentley Systems, Inc. Haestad Methods Sol ®etMIE}eFtawMaster V8i (SELECTseries 1) [08.11.01.03] 12/1/2020 7:51:24 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Worksheet for Grass Channel 2YR FLOW Project Description 0 Friction Method Manning Formula Solve For Normal Depth Input Data - Roughness Coefficient 0.200 Channel Slope 0.01500 fti t Left Side Slope 3.00 ft/ft (H:V) Right Side Slope 3.00 ft/ft (H:V) Bottom Width 2.00 ft Discharge 0.82 ft/s Results Normal Depth 0.51 ft Flow Area 1.82 ft2 Wetted Perimeter 5.26 ft Hydraulic Radius 0.35 ft Top Width 5.09 ft Critical Depth 0.16 ft Critical Slope 1.16670 ft/ft Velocity 0.45 ft/s Velocity Head 0.00 ft Specific Energy 0.52 ft Froude Number 0.13 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.51 ft Critical Depth 0.16 ft Channel Slope 0.01500 ftRt Bentley Systems, Inc. Haestad Methods Sol ®etMIE}eFtawMaster V8i (SELECTseries 1) [08.11.01.03] 12/1/2020 7:50:20 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Hydrograph Report 3 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 46 BIO 3A INFLOW Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.270 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 5.58 in Distribution Storm duration = 24 hrs Shape factor *Composite (Area/CN) = [(0.140 x 98) + (0.130 x 61)] / 0.270 Q (cfs) 2.00 1.00 0.00 0.0 2.0 Hyd No. 46 BIO 3A INFLOW Hyd. No. 46 -- 10 Year Monday, 08/10/2020 = 1.530 cfs = 11.93 hrs = 0.072 acft = 80" = Oft = 5.00 min = Type II = 484 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 Q (cfs) 2.00 1.00 � 0.00 22.0 Time (hrs) Hydrograph Report I Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 47 BIO 3A OUTFLOW Hydrograph type = Reservoir Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 46 - BIO 3A INFLOW Max. Elevation Reservoir name = BIO 3A Max. Storage Storage Indication method used. Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 0 2 4 Hyd No. 47 Monday, 08/10/2020 = 0.068 cfs = 12.37 hrs = 0.013 acft = 683.01 ft = 0.014 acft BIO 3A OUTFLOW Hyd. No. 47 -- 1 Year Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) — Hyd No. 46 ®Total storage used = 0.014 acft Hydrograph Report 2 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 47 BIO 3A OUTFLOW Hydrograph type = Reservoir Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 46 - BIO 3A INFLOW Max. Elevation Reservoir name = BIO 3A Max. Storage Storage Indication method used Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 0 2 4 Hyd No. 47 Monday, 08/10/2020 = 0.624 cfs = 12.00 hrs = 0.024 acft = 683.1Oft = 0.015 acft BIO 3A OUTFLOW Hyd. No. 47 -- 2 Year Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) — Hyd No. 46 ®Total storage used = 0.015 acft Hydrograph Report 3 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 47 BIO 3A OUTFLOW Hydrograph type = Reservoir Peak discharge = 1.522 cfs Storm frequency = 10 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 0.058 acft Inflow hyd. No. = 46 - BIO 3A INFLOW Max. Elevation = 683.18 ft Reservoir name = BIO 3A Max. Storage = 0.015 acft Storage Indication method used Q (cfs) 2.00 1.00 0.00 0.0 2.0 4.0 Hyd No. 47 BIO 3A OUTFLOW Hyd. No. 47 -- 10 Year 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 — Hyd No. 46 Total storage used = 0.015 acft Q (cfs) 2.00 1.00 � 0.00 22.0 Time (hrs) Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3170 2019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Pond No. 7 - BIO 3A Pond Data Pond storage is based on user -defined values. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (acft) Total storage (acft) 0.00 678.25 n/a 0.000 0.000 1.25 679.50 n/a 0.004 0.004 4.25 682.50 n/a 0.006 0.010 4.75 683.00 n/a 0.004 0.014 5.25 683.50 n/a 0.004 0.018 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfIRS r] [A] [B] [C] [D] Rise (in) Inactive 0.00 0.00 0.00 Crest Len (ft) = 6.28 0.00 0.00 0.00 Span (in) = 4.00 0.00 0.00 0.00 Crest EI. (ft) = 683.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El. (it) = 678.25 0.00 0.00 0.00 Weir Type = Broad -- -- -- Length (ft) = 0.00 0.00 0.00 0.00 Multi -Stage = No No No No Slope I%) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Wet area) Multi -Stage = n/a No No No TW Elev. (ft) = 0.00 Stage (ft) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 0.00 1.00 Total Q Note: CulwrVOrifim outflows are analyzed under inlet (ic) and outlet (oc) watrol. Weir risers checked for orifice mnditions (ic) and submergence (s). 2.00 3.00 Stage / Discharge 4.00 5.00 6.00 7.00 Elev (ft) 684.25 683.25 682.25 681.25 680.25 679.25 1 678.25 8.00 Discharge (cfs) Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3170 2019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Pond No. 7 - BIO 3A Pond Data Pond storage is based on user -defined values. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (acft) Total storage (acft) 0.00 678.25 n/a 0.000 0.000 1.25 679.50 n/a 0.004 0.004 4.25 682.50 n/a 0.006 0.010 4.75 683.00 n/a 0.004 0.014 5.25 683.50 n/a 0.004 0.018 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfIRS r] [A] [B] [C] [D] Rise (in) = 4.00 0.00 0.00 0.00 Crest Len (ft) = 6.28 0.00 0.00 0.00 Span (in) = 0.00 0.00 0.00 0.00 Crest EI. (ft) = 683.00 0.00 0.00 0.00 No. Barrels = 0 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El. (it) = 0.00 0.00 0.00 0.00 Weir Type = Broad -- -- -- Length (ft) = 0.00 0.00 0.00 0.00 Multi -Stage = No No No No Slope I%) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Wet area) Multi -Stage = n/a No No No TW Elev. (ft) = 0.00 Stage (it) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 = 0.000 0.002 Storage Note: CulwrVOrifim outflows are analyzed under inlet (ic) and outlet (oc) watrol. Weir risers checked for orifice mnditions (ic) and submergence (s). Stage / Storage 0.004 0.005 0.007 0.009 0.011 0.013 0.014 0.016 Elev (ft) 684.25 683.25 682.25 681.25 680.25 679.25 1 678.25 0.018 Storage (acft)