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WPO202000039 Calculations 2022-08-24 (2)
CROZET ELEMENTARY SCHOOL COUNTY OF ALBEMARLE, VIRGINIA DESIGN CALCULATIONS & NARRATIVE AMENDMENT #2 TO: WP0202000039 AUGUST 24, 2022 • 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 Tdn D. Cichocki tic. No. 53741 ONIt2 APPROVED by the Albemarle County Community Development Department Date 10/21/2022 File WP0202000039 Amendment #2 Table of Contents Section Title Project Narrative 2 LD 229 — Storm Sewer Design Computations 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 Hydraflow 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. WPO Amendment #2 specifically includes the addition of a U-12 sports field. The stormwater limits consisting of the minimum area of disturbance to install the new permanent improvements totals 7.65 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. With the addition of WPO Amendment #2, the provided reduction exceeds the requirement by 0.01 lb/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 2B 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. S WM 1 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 storm is being detained to less than the pre -developed 10-year, 24-hour storm to meet flood protection requirements. STORM SEWER DESIGN COMPUTATIONS LD•229 STORM SEWER DESIGN COMPUTATIONS STORM FREQUENCY 10 PROJECT: CROZET ES LOCATION: ALBEMARLE COUNTY COUNTY: Free Union Designetl by: ChecBetl by: UNITS ENGLISH PIPE NO. FROM POINT ]OPORJT DRAIN. AREA "A' Acre (3) RUNOFF COEFF. C. (4) CA INLET TIME Min�¢cs (D RAIN FALL INHr (8) RUNOFF INNERTELEVATION$ LENGTH of Pipe Ft (12) SLOPE FUFL (13) SEE (D.. 0, SpaMtis) In. (141 SHAPE Number of Pipes Capscity CFS (15) Friction Slcpe Ft Ft NORMAL FLOW FLOW TIME INCRE- MENT (5) ACCUM- ULATED (6) Lalaal CPS ToWQ CF$ (9) UPPER END (10) LOWER ENO (11) 4pM ofF Fbw,M Ft of M H. Ft Vn FOS- (16) En Ft MERE, MEW M,.rt (17) ACC11MI1 -IATEO Mina (17) REFERENCE (1) $TA REFERENCE (2) $TA. 101 102 IOU OM 000 00o 545 576 000 299 6TL23 6n OO 45.98 0RIPER 21 Circular 1 1214 000030 059 0T2 033 4.IS 086 0.18 9,M 105 126 102 OM 000 OW 529 5SO 000 299 6P 53 67L33 39" 0W502 21 Cireular 1 12.16 0NOV 059 O72 0.33 4.IS 086 0.16 545 107 106 126 OW 00o 0W 5W OW 093 67800 67763 23,50 001574 12 Cucular 1 4.M 000060 030 a20 0.17 476 065 008 508 109 110 108 OW 000 OM 5.17 5.84 0W 127 680.84 6W.50 6849 OWd96 12 Chcular 1 272 000110 048 0.37 024 340 066 034 5.50 113 SWMNI,OU 110 0D0 000 0_M 5OD OW 127 68450 68279 57.15 002992 12 Chcular 1 669 OWIIO 030 0.19 017 655 096 015 5.is 115 116 114 0ED 000 019 567 5]0 0DO 348 67833 67825 10D1 OW797 15 Chcwar. 1 625 ORE60 067 067 033 523 109 003 570 117 118 116 0W 000 009 501 588 OW 056 67874 67843 61.50 0W504 8 Cuculn, 1 093 OWIW 037 020 0.18 279 049 037 5.38 119 ROOF 118 0.11 0.M 009 009 5W 4,93 0.M 056 678.64 67874 4M 0025M 8 Cucular 1 207 0W190 024 Oil 0.13 503 063 001 501 121 @ 116 O,W 000 0.09 539 4,83 0Do 294 67979 67843 7150 0W503 15 Gmular 1 4,% 000180 069 070 033 422 097 028 567 123 ROOF 122 0.11 0% 009 009 5M 5.99 OW 056 67891 678.89 4M OW5W 8 Chcular 1 093 OW190 037 020 0.19 278 049 002 502 125 126 122 aW 000 OW 5M OW aW 250 681.10 678.89 5322 OOU53 12 Cimular 1 7.87 0M410 039 028 021 8% 162 0.10 5.10 127 128 126 0ED 000 0W 509 586 0DO 299 67832 6A_63 6908 OW999 21 Cuculn, 1 1716 000030 049 056 029 536 094 022 529 129 SWMNI,OU 128 aM 000 0W 5M aW OW 299 68450 68398 5473 0W950 21 Cireular 1 1673 0ROOM 050 057 029 526 093 0.17 5.17 131 132 SWMHI,IN 0,19 099 017 017 5OR 589 0Do 100 69070 NIS76 U21 009013 Q Chcular 1 1093 00W70 020 012 012 866 137 005 505 133 134 SWMN1,IN 000 000 0-W 631 553 0_M 639 69671 68657 1759 0W796 18 Chcular 1 1015 OW330 096 105 041 607 1M 005 6,35 135 136 SWMMI,IN 026 085 022 023 543 576 0DO 326 68839 698.14 1899 001271 12 Omular 1 435 0W740 065 054 029 608 122 005 548 137 138 136 023 0% 021 039 523 5.82 0Do 314 689.07 688&49 47.14 001252 12 Cimular 1 432 000690 063 052 029 600 119 013 536 139 138A 138 OM 000 0.is 5.19 583 OW 193 68929 689,17 1167 001028 12 Cireular 1 391 OW2W 050 O39 025 497 089 ON 5.23 139A 139E 138A OW 00o 0is 512 959 0OR 193 68959 6"36 19.W 001162 12 Durum 1 416 0OR260 048 037 024 520 090 oM 5.19 139E TO 139E 026 0% 023 023 5ED 589 0_M 119 69011 689-80 3092 001W3 12 Chcular 1 3-87 000130 041 031 022 451 073 Oil 5.11 145 146 SWM91,IN 0,22 085 019 019 5OD 589 0DO 110 69098 68876 270 009017 12 Chcular 1 1093 0DW80 021 0.12 013 992 145 005 5.05 147 148 SWMk1,IN ODD 000 024 6_03 560 0DO 141 69292 68915 10831 003491 15 Omni. 1 13DO 0-00040 028 020 017 695 103 026 629 149 ISO 148 021 08O 0.17 023 524 582 OW 132 6M 19 69302 1T2.49 0006]8 15 Cuculn, 1 576 000040 041 035 023 391 063 075 599 151 152 ISO 007 0_M 006 0_M 5OR 589 0DO 035 69500 68429 WO3 0113% 15 Cucular 1 2362 0DWW 011 0.05 007 695 0.86 023 523 153 154 148 0,02 0% 001 0.01 5OR 589 0Do 009 69536 69,190 61,33 0.W750 Q Chcular 1 334 0.00000 Oil 005 007 193 016 056 556 205 206 204 O,W 000 016 602 560 0DO 744 67657 67623 67,37 0W505 18 Chcular. 1 809 0O(A50 113 143 ads 519 155 012 674 207 208 206 020 038 008 0.16 5% 5.70 aW 744 6I7.24 67667 11361 0W502 18 Cimular 1 8M 000450 1.14 144 045 5.18 155 037 602 209 210 208 005 OM 002 008 541 5Tl OW 691 6T1.56 6T1.34 44.98 0W489 18 Cimular 1 7% OW390 108 136 045 507 149 0.15N56 211 212 210 Oo3 0.77 003 OW 5.15 584 OW 680 6TL95 67L66 38,35 0W756 18 Cireular I 989 OW370 091 1.0 042 603 149 oil 213 214 212 0,09 041 004 100 1066 4,63 0Do 665 67924 678W 19M 000"8 18 Oreular 1 1131 0,M3W 093 LW 040 6M 152 005 215 216 214 0.07 051 004 340 10.62 463 0_M 647 68040 6N% 2176 002022 15 Chcular 1 995 0D06% 073 075 034 8M 189 ON 217 9103 216 OW 000 0W 5M OW aW 173 68150 680.50 57.17 001749 15 Cimular 1 926 000060 037 030 021 578 089 0.17 219 218 B103 ODo 000 134 1043 467 ODo 634 68296 6810 4143 003234 15 Gaular 1 1259 000860 063 062 0.31 1027 227 007 221 222 216 032 OW 019 029 SW 589 OW 170 66091 680.50 1376 002975 12 Cireular 1 666 OW2W 034 024 0.19 708 1.12 003 223 224 208 040 O.75 0.30 0.M 5W 589 0.M 176 68109 677.8 46.92 007992 12 Cucular 1 1091 0ORnO 027 017 0.16 1021 1.89 008 233 234 232 382 035 136 Tad 1OW 474 0_M 636 68520 68439 89A 0_W9W 15 Chcular 1 665 ODo860 098 LW 038 617 15) Oid 237 238 236 028 OR$ 025 025 5M 5,99 aW 145 69526 695.19 14M 000499 15 Chcular 1 494 000040 Od6 041 025 350 065 007 303 304 302 OW 000 0M 563 571 OW 578 675.85 67522 45.93 001372 15 Circular 1 820 OW710 077 0SO 035 724 159 0.11 574 305 306 304 0W 000 0W 546 575 OW 578 67645 67595 4299 0013% 15 Cuculn, 1 827 OW710 077 079 035 729 160 0.10 556 307 308 306 OW 00o OW 522 582 OW 578 6P 98 67645 9829 001733 15 Chcular 1 921 0W710 072 073 0.34 793 169 0.19 541 309 310 308 oM 000 0W 5M 0W 0W 578 67922 67809 3313 0034M 15 Circular 1 1290 0W710 059 057 030 1023 221 OW 5M 311 312 310 OW 000 0M 50 5,86 aW 426 67972 6]9,32 2127 001991 15 Chcular 1 9M 0M390 058 O56 030 759 148 005 514 313 SWMN2, OU 312 OM 000 OM 5M 0W 426 68000 69.82 M57 OW733 15 Cimular 1 599 0M390 078 OW 0.35 530 122 008 5,08 315 316 SWMp2, IN 054 078 042 042 5W 589 OM 249 69329 68226 1218 0OU56 15 Cuculn, 1 W35 OW130 030 022 0.17 1124 226 002 5M EX 15" EX400 134 032 0.76 024 0SO 625 554 OW 639 69735 686.99 19.19 001928 15 Cireular 1 897 001020 078 aSO 0.35 7% 176 004 629 EX 229 EX 230 218 0,M 000 134 1034 466 OD0 636 68352 683.04 3562 001348 15 Circular 1 750 001010 088 093 037 6M L61 009 1043 EX231 232 EX230 ODo 000 Tad Ion 470 0_M 614 68439 68388 SI.M 0W999 15 Chcular 1 646 001010 101 1.M 038 6M 156 01d 1036 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 POINT TOPORJT DRAIN AREA 'A' Acre (3) RUNOFF COEFF. "C' (4) CA INLET TIME Mim¢cs (D RAIN FALL INHF (8) RUNOFF INNERTELEVATIONS LENGTH of Pipe Ft (12) SLOPE F✓Ft (13) SEE (D.. 0, S(mt=) In. (I4) SHAPE Nmnber of Pipes Capscity CFS (15) Fncnan Slepe Ft1Ft NORMAL FLOW FLOW TIME INCRE- MENT (5) ACCUM- ULATED (6) Lateral CPS TondQ CF$ (9) UPPER END (10) ED= ENO (11) D nhof Ho ,dn Ft Are Flnw,An SgFt Hm Ft Vn FNSm (16) En Ft INCR& 'ENT Mi.rt (17) ACC11M11 -LATEO Minute (17) REFERENCE 01 $TA REFERENCE (2) STA. EX401 402 EX400 032 028 025 055 536 578 a 503 69162 688.53 30975 0W998 15 Cireulm 1 645 0XR30 083 0.87 036 582 136 0.89 625 EX403 404 4E 0w 000 031 523 582 aW 361 69187 69142 3621 001243 15 Cimulm 1 720 OW33P 063 061 031 597 116 010 5,U EX405 406 404 049 075 037 062 518 593 0co 361 69204 69192 14,6 0W930 15 GmWar 1 589 0W330 0071 aR 034 54 110 005 522 EX 407 EX 408 406 0.15 0.83 0.13 0.13 5W 5.89 0W 074 69237 692.04 3802 0W868 15 Chcolm 1 602 000010 030 022 0.17 333 047 0.14 5.19 STORM INLET DESIGN COMPUTATIONS FORM ID 201 STORMWATER INLET COMPUTATIONS SHEET OF ROUTE PROJECT CR02ET ES DESIGNER: A. BANNER OATS 12 om CHECKED: UNITS NGUSH mmm�mmmomommmmmmm®m®mmmmmmmmmmm��m� mmm�mmmooaommmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmommmm®mm�®m® m�m�®mmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomommmmmm®®m®mmmmmmmmmmm��m� mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmammmm®mm�®®� m�m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomommmmm�mom®mmmmmmmmmmm��m� mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmommmm®mm�®®® ��m�®mmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmm®omom�mmm®mom®mmmmmmmmmmm��m� ��m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mm�omomm�mmmmmmmmmmmmmmmmmm��m� mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmommmmmm®�mtm® ®�m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmomommm®mmmm®mmmm®mmmmmm��m� ®�m�m®mmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmomom�m®mmmmm®mmmm®mmm®mm��m� ��m�mm®mmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmomom��®mmm®m®mmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmm�mmmmmmmmmmm®mmmmmmm�mtm® m�m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomommm®mmmm®mmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmm®mmmmmmm�®®® ®�m�mm�mmmmmmmmmmmmmmmmmmmmmmmmm��m mmmm®�mmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmomommmmmmmmmmmmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmmmm®mmmm®mom ®�m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomommmmmm®®m®mmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmm®mmmm®mm�®mom m�m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmmm®mmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmo®am®®mmmm®m®mmmmmmmmmmm��m� mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmm®mmmm®mm�®®® INLETSOFT BY ENSOFTEC LATE :iN1 m FORM ID 201 STORMWATER INLET COMPUTATIONS SHEEf20F2 ROUTE PROJECT CR02ET ES DESIGNER: A. BANNER OATS 12 om CHECKED: UNITS NGUSH mmm�mmmmomommmmmmmmmmmmmmmmmmmmm��m� mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmommmmmmm�mtm� ®�m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmomommmmmmmmmmmmmmmmmmmmm��m� mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmm®®mmmmmmmmmmmommmmmmm�mtm� ®�m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmomommmmmmmmmmmmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmm®mmmmmmm�mtm� m�m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmm®o®om®mmmm®m®mmmmmmmmmmm��m� m�m�mm®mmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mm®omom®®mm®®®m®mmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmm®mmmmmmmmmmm®mmmm®®®�®mom ��m�®m�mmmmmmmmmmmmmmmmmmmmmmmmm��m mmmm®mmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmomom®mmm®®mmmmmmmmmmmmmm��m mmm�mmm000ammmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmm®mmmm®mm�®m® ��m�m®mmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mm®omommmmm�m®m®mmmmmmmmmmm��m� mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmm®mmmmmmm��m� ®�m�mm®mmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmomommmmmmmmmmmmmmmmmmmmm��m� mmm�mmmoo0ommmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmm®mmmmmmmmmmmomm®mmmm®mom ��m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmmm®mmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmomommmmmmm®m®mmmmmmmmmmm��m� mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmm�®mmmmmmmmmmmommmm®mm�®mom ��m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmomommmmmmm®m®mmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmammmmmmm®®®® INLEISOFT BY ENSOFTEC LATE: 12/Y m HYDRAULIC GRADE LINE COMPUTATIONS 113 3 7 PROJECT: CROZET ES HYDRAULIC GRADE LINE ANALYSIS INCIDENCE PROBABILITY 10 Year DESIGNED BY: Chedoed: INIET OR JUNCTION STA INVERT EL OUTFLOW PIPE DEPTH OFFLOW OUTFLOW PIPE WTIET WATER SURFACE ELEV DIA PIPE Do (INmn) DESIGN OISCH. Oo (CFS/ W) LENGTH PIPE Lo (FM) FRICTION SLOPE, S(o (FTFO ("I FRICTION LOSS w (FUM) JUNCTION LOSS SURFACE FLOW AJj. HI 13 HI (PW) 1. shry , YM AE Hl (FM) FINAL H (FUM) In19 Wala Swam Ekvatim Top o1 MH Topu11M E.e PPPROX. AQuaNCoV Vo Cook. No (FAA) Y Mf 4 Hi papn) AwmAX. A`QO9) SKEW Ao N K Bci! H (E.) Som HL (F.) (1) (2) (3) (4 (5) (6) (]) (8) 9) (10) 11) (12) (13) (14) (15) (16) 16) (17) (18) (19) 100 678.400 102 6]].000 1.75 678.400 21 2.990 45.98 0.00032 0.015 4.1]8 0.06E 4.184 0.272 0095 0.0 0.00 0.000 0.163 0.000 0.163 YES 0.081 0.095 678.4% 680.310 O.K. 126 678.890 1.00 8]9.890 12 2.5W 53.22 0.00439 0133 8.895 0.307 5.358 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. 126 6]].630 1.75 681.487 21 2.990 69.08 OJWO 2 0.022 5.358 0.111 5.261 0.430 0.150 0.0 0.00 0.000 0.262 0.000 0.262 YES 0.131 0.153 681.640 690.090 O.K. SWM#1, OUT 683.980 1.]5 685.380 21 2.990 54.]3 0.00032 0.01] 5.261 0.10] 0.000 0.000 0.000 0.0 0.00 0.000 0.10] 0.000 0.10] YES 0.054 0.071 685.451 616.500 O.K 113 47 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 W= WATER SURFACE ELEV DIA PIPE Do (INmn) DESIGN OISCH. Oo (CFSCMtS) LENGTH PIPE Lo (FM) FRICTION SLOPE, Am (FTFO ("I FRICTION LOSS Hf (PVMA JUNCTION LOSS SURFACE FLOW AJj.R 13 HI (FW) 1. Shrydg, YM AS Ht (FM) FINAL H (PVMA Inlet Wala SurN- Elevation Top o1 MIN Topofluml El PPPRO%. Ad,.smmml Vo COM Ho (FM) Y Mf 4 Hi(Ezpn) AwmA(. (Vi2Og) SKEW Au N K Bci! H (FW) Sum HL (FM) (1) (2) (3) (4) (5) (6) (Y) (8) 9) (10) 11) (12) (13) (14) (15) (16) 16) (17) (18) (19) 108 681.300 110 680.500 1.0 0 681.300 12 1.270 MAR 0.00113 0.078 3.404 0.G45 6.545 0.685 0.233 0.0 0.00 0.000 0.278 0.000 0.278 YES 0.139 0.216 681.516 689.450 O.K. SWM#1, OUT 683.980 1.75 685.380 21 2.90 54.73 0.00032 0.017 5.261 0.107 0.WO 0.000 0.000 0.0 0.00 0.000 0.107 0.000 0.107 YES 0.054 0.071 685.451 686.500 O.K. 113d47 PROJECT: CROZET ES DESIGNED BY: HYDRAULIC GRADE LINE ANALYSIS Checked: INCIDENCE PROBABILITY 10 Year INLET OR JUNCTION STA INVERT EL OUTFLOW PIPE DEPTH OF FLOW OUTFLOW PIPE OUTLET WATER SURFACE EIEV DL4 PIPE Do (INmm) DESIGN DISCH. Q. (CF=MS) IENGTI PIPE Ln (FNA) FRICTION SLOPE, Sb (POET) (I") FRICTION LOSS If (FM) JUNCTION LOSS SURFACE FLOW Adj. HI 1.3 Hl (FVM) INeI sh'i." YM OS R (FM) FINPL H (FLM) Inkl WMer Sukre Ek V. TapMMH T,dInIM Ele, APPROX. Fdislma V. Conp. Ha (FLM) Y Y'22g Hi (Eyn) 035'MAX, (Y22g) SKEW P Ie K Bercl H (FVM) Sum HL (FVM) 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 6]].430 18 7.436 67.37 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 6]].856 681.190 O.K. 208 676.670 1.50 6]].870 18 7.436 113.61 O.OD446 0.507 5.178 0.104 5.O]2 0.399 0.140 0.0 0.00 0.000 0.2M 0.433 0.244 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 M.340 1.50 678.540 18 6.912 44.98 0.00386 0.173 5.072 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 M.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 0.5] YES 0.289 0.357 6]9.60] 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 0.388 581.888 685.750 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.ODO 0.665 YES 0.333 0.688 683.568 687.150 O.K. EX 230 683.040 1.25 684.040 15 6.340 35.82 0.0100] 0.359 6.855 0.182 5.998 0.559 0.196 0.0 0.00 0.000 0.378 0.ODO 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 0.1]3 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-347 PROJECT: CROZET ES HYDRAULIC GRADE LINE ANALYSIS INCIDENCE PROBABILITY 10 Year DESIGNED BY: Checked: MIST OR JUNCTION STA INVERT EL. OUTFLOW PIPE DEPTH OF FLOW OUTFLOW PIPE OU= WATER SURFACE ELF/. DIN. PIPE Do Pn ) DESIGN DIWK Do (CFSCMS) LENGTH PIPE In (RUN) FRICTION SLOPE, Slo (FTIM (MIM) FRICTION LOSS W (FM) JUN ION LOSS SURFACE FLOW Mj M 13 HI (FILM) low Shapira YM DS Hl (FM) FINAL H (FM) Intl Wale, 3ufa¢ Ekration Topof MH Topofln. Bev. APPRO%. NdusMailT Vo COM Ho (FLM) 6 Vi-Mg Hi (Espn) 035'MAK. (Vaug) SKHW Angle K Be. H (PUM) Sun HL (FAD (1) (2) 3) (4) 5) (8) (7) (8) (9) (10) (11) (12) 3) (15) (16) (16) 1]) (18) (19) 302 6 &M) 304 6]5.220 1.25 8WL= 15 5.780 45.93 0.00713 0.328 7.239 0.203 7.288 0.825 0.289 OD 0.00 OA92 0.000 0.492 YES 0.246 0.574 616.]94 680.010 O.K. 306 675.850 1.25 676.850 15 5.]80 42.99 0.00713 0.30] ].288 0.206 ].928 026 0.342 0.0 0.00 0.548 0.000 0.548 YES 0.2]4 0.580 6T].430 679.340 O.K. 308 8]8.450 1.25 BT/.450 15 5]80 88.28 0.00]i3 0.830 ].928 0.244 10.226 1.824 0.588 0.0 0.00 JODDD 0.812 0.000 0.812 YES 0.406 1.036 e]8.698 681.830 O.K. 6]8.0801.25 B19.080 15 5.]80 33.53 0.00713 0.239 10.MI DAN ].588 0.894 0.313 0.0 0.00 0.]19 0.000 0.719 YES 0.359 0.599 6]9.806 684.000 O.K. 679.320 1.25 680.320 15 4.260 21.2] 0.00387 0.082 ].588 0224 5.301 0.436 0.153 0.0 0.00 0.3]6 0.000 0.3]6 YES 0.188 0.2]1 680.591 686.510 O.K 679.820 1.25 680.820 15 4.280 24.5] 0.00387 0.095 5.301 0.109 0.000 0.000 0.000 0.0 0.00 0.109 0.000 0.109 YES 0.055 0.150 680.970 684.000 O.K. LD-MT PROJECT: CROZET ES DESIGNED BY: HYDRAULIC GRADE LINE ANALYSIS Cherketl: INCIDENCE PROBABILITY 10 Year INLET OR JUNCTON STA INVERT EL OUTFL PIPE DEPTH OFFLOW OUTFL PIPE OUTLET WATER SURFACE EL£V DIA PIPE Do (IMmn) DESIGN DISCH.SLOPE, OoL.(FTFT) (CM MS) ;47. FRICTION Sao (MRA) FRICTION LOSS If (NM) JUNCTION LOSS SURFACE FLOW Pd.K 13 HI (FLM) Inlet Shapi�? YM 05 HI (PM) FINAL H (FMa IrVel Wma SMare BevAm Topo(MH Top of lnkl Ekv. APPRO%. mjusMw V. Cmp. Ho (PM) N Y'3Rg Hi(Eaa O.3SMAK. Was) SKEW Alle K MM H (FVM) Sum HL (FVM) 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 0.00]44 0.141 6.078 0.143 5.997 0.558 0.195 0.0 0.00 0.000 0.339 1.273 O. l YES 0.220 0.361 68SW1 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 OAU 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. TD 689.800 1.00 690.600 12 1.377 30.92 0.00133 0.041 4.508 0.079 0.000 0.000 0.000 0.0 0.00 OODO 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.O71 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 OAM 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]T5 15 5.033 309.75 0.00635 1.966 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 OAM 5.037 0.394 0.138 0.0 0.00 0.000 O.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 (LOOMS 0.017 8.6% 0.291 0.000 0.000 0.000 0.0 0.00 0.000 0.291 0.995 0.378 YES 0.189 0." 690.9041 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 OM 0.415 YES 0.207 0.272 694.597 700.110 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 Cherketl: INCIDENCE PROBABILITY 10 Year INLET OR JUNCTION STA INVERT EL OUTFLOW PIPE DEPTH OFFLON OUTFLOW PIPE OUTLET WATER SURFACE EIEV DW PIPE Co U.) DESIGN DISCH. Do (CFSMCMS) IFNGTH PIPE Lo (FVM) FRICTION SLOPE,M (FTFT) QWNR FRICTION MSS HI (FM) JUNCTION LOSS SURFACE FLOW Pd. HI 13 HI (FAR INM SlI.m'? YM OS HI (FM) FINAL H (FUN) IN t Wale Surta Fl M. Top MMH TopollnW APPRO%1 MjusN V. C., Ho (PIRA) Vi Y'2Rg Hi(Ex,) OSSM (YQ/2g) SKEWk ABM 2 3 4 5 6 8 9 10 11 12 13 I(FM)(FM) 16 16 1 18 19SWMK, 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 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-Developm O2011 LIMP Standards and Specifications 02013 Draft BMP Standards and Specifications Project Name: Crozet Elementary School Date: 4/29/2021 Linear Development Project? No Site Information Post -Development Project (Treatment Volume and Loads) Enter Total Disturbed Area (acres) Pre-ReDevelopment Land Cover (acres) data Input calls constant values calculation cells Linearproject? I No Land cover areas entered correctly? Total disturbed area entered? A Soils B5o115 CSoils DSalk Totals Forest/Open Space(acres) -- undisturbed forest/c pen space 0.01 0.01 Managetl Turf (acres) --disturbed, graded for yards or other mdto be mawetl/managetl 4.78 9J8 Impervious Cover (acres) 1.81 1.81 6.60 Post -Development Land Cover (acres) A Soils BSoils CSoils DSoils Totals Forect/Open Space (acres) --uncounted, protected forest/open or odometer! land am Managed Tud(acres) - disturbed, graded for yards or other turf to be mawetl/man etl 3.81 3.81 Impervious Cover (acres) 239 2.79 Area Check OK. OK. OK. OK. 6.60 Pre-ReDevelopment Listed Adjusted' Forest/Open Space Cover (acres) 0.01 0.00 Weighted RN(fored) 0.03 0.00 %Forest 0% 0% Managed Tun Cover (acres) 4.78 3.81 Weighted Rv(turf) 0.20 0.20 %Managed Tud 72% 68% Impervious Cover (acres) 1.81 1.81 Rv(imperyiousl 0.95 0.95 %Impervious 27% 32% Total Site Area (acres) 6.60 5.62 She go 0.41 a." Treatment Volume and Nutrient Load Pre-ReDevelopment Treatment Volume (acre-ft) 0.2230 0.2068 Pre-ReDevelopment Treatment Volume (cubic feet) 9713 9,(108 Pre-ReDevelopment TP Load (lb/yr) 6.10 5.66 Po,ReOevelopmem To Load per acre (Ib/acre/yd 092 Lot Baseline TP Load (lb/yr) BAL lbslax/yr applied to pre- redevelopment area eatluding pervious land proposed for new impervious cover) 2.30 'Adjusted Land Cover Summary: on, ReDevelopment land coverminus pervious land cover Dorezt/opeo spare or managed turf) acreage proposedfor new impervious rover. adjusted total acreage is consistent with Post-ReDevelopment aneage(minus vcreage faew imperviova cover). ^olumn l shows land reduction requdementfor new impervious cover (based on new levelopment land Hand, 0.41 Ibs/acre/year). 0.95 Past Race, & New Impervious Fmest/Open Space 0'N Center (arms) Weighted Rvnmast) 0.00 %Forest 0% Managed Tun Cover 3.81 (acres) Weighted Rv (tort) 0.20 %Managed Turf 58% Impervious Cover 279 (acres) Rv(impervious) 0.95 %Impervious 42% Final Site Area (acres) 6.60 Final Port Dev Site Rv 0.52 Final Pact - Development 0.28" Treatment Volume (acre-ft) Final Pact - Development 12,387 Treatment Volume (cubichat) FinalPon- )evelopment TP Load 7.78 (Ib/yr) 'inaI Post WadopmeFir TP Load per acre 1.10 pblave/yr) D Soil 0.05 0.25 0.95 Land Cover Summary -Post Land Cover Summary -Post Post -Development New Impervious 0.W 0.00 0% 3.81 0.20 69% 181 New Impervious Cover 098 (acres) 0.95 Rv(impervious) 0.95 32% 5.61 OA4 .. Pas[-ReDevelopment ForesuCipen Space Cover (aws) Weighted Rv(fvint) %Forest Managed Turf Cover (acres) Wasteted Rv Bur!) %Managetl Turf RaDev. lmperviaus Cover Ilium) RNlmpervious) %Impervious Total ReDev. Site Area (a.) ReDev Shell Treatment Volume and Nutrient Load i d Reduction Required (lb/yr) 2.85 Nitrogen Loads (Informational Purposes Only) Past-ReDevelopment Treatment Volume 0.2068 (acre-R) Past-ReDevelopment Treatment Volume 9,008 (cubic feet) Post-ReDevelopment Wad (TP) 5.66 (lb/yr)a Poor ReDevelopment TPA Load per acre 1.01 (lb/acre/yr) Mu. Reduction Requiretl (Below Pre, Se% Re.elopment Load) Port -Development Treatment Valume 0Anfi (acre-ft) Past -Development Treatment Volume (cubic. 3,380 feet) Post -Development TP 2.12 Wad(lb/yr) TP Load Reducdon TP Wad Reduction Requ1.13 Required for New 1.72 Redevelopedoped r Area (16/Yr) I Impervious Area(lb/yr) Final Post -Development TN Load Pre-ReDevelopment TN Load flial ) 43.66 (Pas-ReDevelopment&New 55.68 Impervious) (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-Developm O2011 BMP Standards and Specifications O 2013 Draft BMP Standards and Specifications Project Name: Crozet Elementary School Date: 6/28/2022 Linear Development Project? No Site Information Post -Development Project (Treatment Volume and Loads) Enter Total Disturbed Area (acres) Pre-ReDevelopment Land Cover (acres) data Input cells constant values calculation cells Linearproject? No Land cover areas entered correctly? ✓ Total disturbed area entered? ✓ A Soils B5e115 CSoils Dsoils Totals Forest/Open Space(acres) -- undisturbed forest/open space 0.01 0.01 Managed Turf (acres) --disturber, graded for yards or other mdto be mowed/managetl 5.83 5.83 Impervious Cover (acres) 1.81 1.81 7.65 Post -Development Land Cover (acres) A Soils BSoils CSoils DSoils Totals Forest/Open Space (acres) --undisturbed, protected forest/open or reforested land ON Managed tun(acres) - disturbed, graded for yards or other turf to be mowed/man ed 4.86 9.86 Impervious Cover (acres) 2.79 2.79 Area Check OK. OK. OK. OK. 7.65 Pre-ReDevelopment Listed Adjusted' Past ReDev.&New Impervious Forest/Open Space Cover (acres) 0.01 0.00 Fmest/Open Space ON Cover (acres) Weighted RN(forest) 0.03 0.00 Weighted Ranorest) 0.00 %Forest 0% 0% %Forest 0% Managed Turf Cover (acres) 5.83 4.86 Manage(cTu Cover 4.86 Weighted Rv(turt) 0.20 0.20 Weighted Rv(turt) 0.20 %Managed Tud 76% 73% %Managed Turt 64% Impervious Cover (acres) 1.81 1.81 ImperacresiCover 2.79 Rv(impmw..$) 0.95 0.95 Rv(impervipus) 0.95 %Impervious 24% 27% %Impervious 36% Total Site Area (acres) 7.65 6.67 Final Site Area (acres) 7.65 She go 0.38 0.40 Final Port Dev Site go 0.47 Treatment Volume and Nutrient Load FinalPart- Pre-ReDevelopment Treatment Volume 0.2405 0.2243 Development 0.3019 (acre-ft) Treatment Volume (acre-ft) FinalPast- Pfe-ReDevelopment Treatment Volume 10,475 9,770 Development 13,150 (cubic feet) Treatment Volume (cubic hat) Pre-ReDevelopment TP Load al 6.58 6.14 DeveloopmepmenttTP Tl Load 8.26 (lb/yr) (Ib/yr) To Pre-ReOnmem ID elopLoad per acre Final Past Wvelopment TP (ment am 0.92 Load per acre 1.08 (Iblaveia) Baseline TP Load (lb/yr) (OAT lbslave/yr applied to pre- redevelopment area eatluding pervious 2.73 land proposed for new impervious cover) 'Adjusted Land Cover Summary: are ReDevelopment land cover minus pervious land cover (/orest/open spare or manpged turf) acreage proposedfor new impervious rover. Adjusted total acreage is consistent with Post-ReDewdopment pastille (minus ,usage faew impervious cover). ^Alumn l shows load reduction requriementfm new impervious cover (boned on new ievelopment Iliad Hand, 0.41 Ibs/acre/year). D Soil 0.05 0.25 0.95 Land Cover Summary -Post Land Cover Summory-Post Post -Development New Impervious BA0 0.00 0% 4.86 0.20 73% 181 New Impervious Cover 098 (acres( 0.95 Rv(impervious) 0.95 27% 6.67 0.40 1 Post-ReDevelopment Foreat/Open Sparc Cover (acres) Weighted Rv(forest) %Forest Managed Turf Cover (acres) Weighed Be Burt) %Managed Turf ReDev. Impervious Cover laws) RNimpervious) %Impervious Total ReDev. Site Area (acres) ReDev Shef Treatment Volume and Nutrient Load i d Reduction Required (lb/yr) 2.95 Nitrogen Loads (Informational Purposes Only) Post-ReDavelopment Treatment Volume 0.2243 (acre -fit) Post-ReDevelopment Treatment Volume 9,770 (cubic feet) Post-ReDevelopment Wad (TP) 6.14 (lb/yr)a Pair ReDevelopment TP Load per acre 0.92 (lb/acre/yr) Mu. Reduction Mat iretl (Below Pro- S03L ReDevelopment Loatl) Port -Development Treatment Valume 0AT76 (acre-ft) past -Development Treatment Volume (cubic. 3,380 feet) Post -Development Tle 2.12 Wad(lb/yr) TP Load Reducdon TP Wad Reduction Requ1.23 Required for New 1.72 Redevelopedoped r Area (16/Yr) I Impervious Area(lb/yr) Final Post -Development TN Load Pre-ReDevelopment TN Load(Ib/yr) 47.08 (Pas-ReDewlopment&New 59.10 Impervious) (Ib/yr) Current VRRM D.A.A-Outfall 1 Drainage Area A OUTFALL #1 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 (fta) 169 --Select from dropdown lists -- Runoff Managed Impervious Volume from Runoff Remaining Total EMIR Phosphorus Phosphorus Load Untreated Phosphorus Remaining Downstream Practice to be Practice Reduction Turf Credit Cover Credit Upstream a Reduction (ft) Runoff Volume Treatment Removal from Upstream Phosphorus Load Removed By Phosphorus Load Employed Credit (%) Area (acres) Area (acres) Practice (fta) (fti) Volume (fta) Efficiency (%) Practices (Ib) to Practice (lb) Practice (lb) (lb) l.a. Vegetated Roof #1 (Spec #5) 45 0 0 0 0 0.00 0.00 0.00 1.b. Vegetated Roof #2 (Spec #5) 60 0 0 0 0 0.00 0.00 0.00 Disconnection2. Rooftop 2.a. Simple Disconnection to A/B Soils 50 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec#1) 2.b. Simple Disconnection to C/D Soils 25 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #1) 2.c. To Soil Amended Filter Path as per specifications (existing C/D soils) (Spec #4) 50 0 0 0 0 0 0.00 0.00 0.00 0.00 2.d. To Dry Well or French Drain #1, 50 0 0 0 0 25 0.00 0.00 0.00 0.00 Micro-Infilration #1 (Spec #8) 2.e. To Dry Well or French Drain #2, 90 0 0 0 0 25 0.00 0.00 0.00 0.00 Micro -Infiltration #2 (Spec #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) 2.1h. 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.b. Infiltration #2 (Spec #8) 90 0 0 0 0 25 0.00 0.00 0.00 0.00 Detention8. Extended S.a. ED #1 (Spec #15) 0 0 0 0 0 15 0.00 0.00 0.00 0.00 8.b. ED #2 (Spec #15) 15 0 0 0 0 15 0.00 0.00 0.00 0.00 9. Sheetflow to Filter/Open Space [RR) 9.a. Sheetflow to Conservation Area, A/B Soils 75 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #2) 9.b. Sheetflow to Conservation Area, C/D Soils 50 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #2) 9.c. Sheetflow to Vegetated Filter Strip, A Soils or Compost Amended B/C/D Soils 50 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #2 & #4) TOTAL IMPERVIOUS COVER TREATED (ac) 0.00 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED (ac) 0.00 AREA CHECK: OK. TOTAL RUNOFF REDUCTION IN D.A. A (fta) 0 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. A (Ib/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 (Ib/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-Cutfall 1 13. Wet Ponds (no FIR) 13.a. Wet Pond #1 (Spec #14) 0 0 0 0 0 50 0.00 0.00 0.00 0.00 13.b. Wet Pond #1(Coastal Plain) (Spec #14) 0 0 0 0 0 45 0.00 0.00 0.00 0.00 13.c. Wet Pond #2 (Spec #14) 0 0 0 0 0 75 0.00 0.00 0.00 0.00 13.d. Wet Pond #2 (Coastal Plain) (Spec #14) 0 0 0 0 0 65 0.00 0.00 0.00 0.00 14. Manufactured Treatment Devices 14.a. Manufactured Treatment Device - 0 0 0 0 0 20 0.00 0.00 0.00 0.00 Hydrodynamic 14.b. Manufactured Treatment Device -Filtering 0 0 0 O 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. A (lb/yr) 0.11 TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. A (lb/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 (lb/yr) 0.11 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. A (lb/yr) 0.00 NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. A (lb/yr) 0.00 TOTAL NITROGEN REMOVED IN D.A. A (lb/yr) 0.00 12112020 3 of 7:18 PM Current VRRM D.A.B-Outfall 2 Drainage Area B OUTFALL #2 Drainage Area A Land Cover (acres) A Soils B Soils C Soils D Soils Totals Land Cover Rv Forest/Open Space (acres) 0.00 0.00 Managed Turf(acres) 1.50 1.50 0.20 Impervious Cover (acres) 1.95 1.95 0.95 Total 3.45 Stormwater Best Management Practices (RR = Runoff Reduction Total Phosphorus Available for Removal in D.A. B (lb/yr) 4.91 Post Development Treatment Volume in D.A. B (ft3) 7,814 --Select from droodown lists -- Runoff Managed Impervious Volume from Runoff Remaining Total BMP Phosphorus Phosphorus Untreated Phosphorus Remaining Practice Reduction Turf Credit Cover Credit Upstream Reduction Runoff Treatment Removal Load from Phosphorus Removed By Phosphorus Downstream Practice to be Credit % ( ) (acres) Area acres (acres) Area acres Practice ft3 ( ) a (ft) ( 3) Volume ft ( 3) Volume ft Efficient % y ( ) Upstream Load to Practice (lb) ( ) Load Ib ( ) Employed Practices (lb) Practice (lb) 1.a. Vegetated Roof #1 (Spec #5) 45 0 0 0 0 0.00 0.00 0.00 1.1b. Vegetated Roof #2 (Spec #5) 60 0 0 0 0 0.00 0.00 0.00 Disconnection2. Rooftop 2.a. Simple Disconnection to A/B Soils 50 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec#1) 2.b. Simple Disconnection to C/D Soils 25 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #1) 2.c. To Soil Amended Filter Path as per specifications (existing C/D soils) (Spec #4) 50 0 0 0 0 0 0.00 0.00 0.00 0.00 2.d. To Dry Well or French Drain #1, 50 0 0 0 0 25 0.00 0.00 0.00 0.00 Micro-Infilration #1 (Spec #8) 2.e. To Dry Well or French Drain #2, 90 0 0 0 0 25 0.00 0.00 0.00 0.00 Micro -Infiltration #2 (Spec #R) 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) 2.1h. 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) 12/1/2020 1 of 7:19 PM Current VRRM D.A.B-Outfall 2 4.c. Grass Channel with Compost Amended Soils 20 0 0 0 0 15 0.00 0.00 0.00 0.00 as per specs (see Spec #4) Bioretention6. 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 Pond (RR) 8.a. ED #1 (Spec #15) 0 0 0 0 0 15 0.00 0.00 0.00 0.00 8.1b. ED #2 (Spec #15) 15 0 0 0 0 15 0.00 0.00 0.00 0.00 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 1211=20 2 of 7:19 PM Current VRRM D.A.B-Outfall 2 30.b. Wet Swale #2 (Spec #11) 0 0 0 0 0 40 0.00 0.00 0.00 0.00 13. Wet Ponds (no FIR) 13.a. Wet Pond #1(Spec #14) 0 0 0 0 0 50 0.00 0.00 0.00 0.00 13.b. Wet Pond #1(Coastal Plain) (Spec #14) 0 0 0 0 0 45 0.00 0.00 0.00 0.00 13.c. Wet Pond #2 (Spec #14) 0 0 0 0 0 75 0.00 0.00 0.00 0.00 13.d. Wet Pond #2 (Coastal Plain) (Spec #14) 0 0 0 0 0 65 0.00 0.00 0.00 0.00 14. Manufactured Treatment D- r 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 1211=20 3 Of 7:19 PM Current VRRM D.A.C-OUTFALL 3 Drainage Area C OUTFALL #3 Drainage Area A Land Cover (acres) A Soils B Soils C Soils D Soils Totals Land Cover Rv Forest/Open Space (acres) 0.00 0.00 Managed Turf(acres) 0.63 0.63 0.20 Impervious Cover (acres) 0.72 0.72 0.95 Total 1.35 Stormwater Best Management Practices (RR = Runoff Reduction Total Phosphorus Available for Removal in D.A. C (lb/yr) 1.85 Post Development Treatment Volume in D.A. C (ft3) 2,940 --Select from droodown lists -- Runoff Managed Impervious Volume from Runoff Remaining Total BMP Phosphorus Phosphorus Untreated Phosphorus Remaining Practice Reduction Turf Credit Cover Credit Upstream Reduction Runoff Treatment Removal Load from Phosphorus Removed By Phosphorus Downstream Practice to be Credit % ( ) (acres) Area acres (acres) Area acres Practice ft3 ( ) a (ft) ( 3) Volume ft ( 3) Volume ft Efficient % y ( ) Upstream Load to Practice (lb) ( ) Load Ib ( ) Employed Practices (lb) Practice (lb) 1.a. Vegetated Roof #1 (Spec #5) 45 0 0 0 0 0.00 0.00 0.00 1.1b. Vegetated Roof #2 (Spec #5) 60 0 0 0 0 0.00 0.00 0.00 Disconnection2. Rooftop 2.a. Simple Disconnection to A/B Soils 50 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec#1) 2.b. Simple Disconnection to C/D Soils 25 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #1) 2.c. To Soil Amended Filter Path as per specifications (existing C/D soils) (Spec #4) 50 0 0 0 0 0 0.00 0.00 0.00 0.00 2.d. To Dry Well or French Drain #1, 50 0 0 0 0 25 0.00 0.00 0.00 0.00 Micro-Infilration #1 (Spec #8) 2.e. To Dry Well or French Drain #2, 90 0 0 0 0 25 0.00 0.00 0.00 0.00 Micro -Infiltration #2 (Spec #R) 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) 2.1h. 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) 12/1/2020 1 of3 7:19 PM Current VRRM D.A.C-OUTFALL 3 4.c. Grass Channel with Compost Amended Soils 20 0 0 0 0 15 0.00 0.00 0.00 0.00 as per specs (see Spec #4) Bioretention6. 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 ff9) 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 Pond (RR) 8.a. ED #1 (Spec #15) 0 0 0 0 0 15 0.00 0.00 0.00 0.00 8.1b. ED #2 (Spec #15) 15 0 0 0 0 15 0.00 0.00 0.00 0.00 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 (lb/yr) 1.85 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. C (lb/yr) 0.34 TOTAL PHOSPHORUS REMAINING AFTER APPLYING RUNOFF REDUCTION PRACTICES IN D.A. C (lb/yr) 1.51 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS 1211=20 2 of 7:19 PM Current VRRM D.A.C-OUTFALL 3 30.b. Wet Swale #2 (Spec #11) 0 0 0 0 0 40 0.00 0.00 0.00 0.00 13. Wet Ponds (no FIR) 13.a. Wet Pond #1(Spec #14) 0 0 0 0 0 50 0.00 0.00 0.00 0.00 13.b. Wet Pond #1(Coastal Plain) (Spec #14) 0 0 0 0 0 45 0.00 0.00 0.00 0.00 13.c. Wet Pond #2 (Spec #14) 0 0 0 0 0 75 0.00 0.00 0.00 0.00 13.d. Wet Pond #2 (Coastal Plain) (Spec #14) 0 0 0 0 0 65 0.00 0.00 0.00 0.00 14. Manufactured Treatment D- r 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 1=20 3 Of 7:19 PM Current VRRM D.A.D-SHEET FLOW Drainage Area D SHEET FLOW 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 Management 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 droodown lists -- Runoff Managed Impervious Volume from Runoff Remaining Total BMP Phosphorus Phosphorus Untreated Phosphorus Remaining Practice Reduction Turf Credit Cover Credit Upstream Reduction Runoff Treatment Removal Load from Phosphorus Removed By Phosphorus Downstream Practice to be Credit % ( ) (acres) Area acres (acres) Area acres Practice ft3 ( ) a (ft) ( 3) Volume ft ( 3) Volume ft Efficient % y ( ) Upstream Load to Practice (lb) ( ) Load Ib ( ) Employed Practices (lb) Practice (lb) 1.a. Vegetated Roof #1 (Spec #5) 45 0 0 0 0 0.00 0.00 0.00 1.1b. Vegetated Roof #2 (Spec #5) 60 0 0 0 0 0.00 0.00 0.00 Disconnection2. Rooftop 2.a. Simple Disconnection to A/B Soils 50 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec#1) 2.b. Simple Disconnection to C/D Soils 25 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #1) 2.c. To Soil Amended Filter Path as per specifications (existing C/D soils) (Spec #4) 50 0 0 0 0 0 0.00 0.00 0.00 0.00 2.d. To Dry Well or French Drain #1, 50 0 0 0 0 25 0.00 0.00 0.00 0.00 Micro-Infilration #1 (Spec #8) 2.e. To Dry Well or French Drain #2, 90 0 0 0 0 25 0.00 0.00 0.00 0.00 Micro -Infiltration #2 (Spec #R) 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) 2.1h. 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) 12/1/2020 1 of 3 7:20 PM Current VRRM D.A.D-SHEET FLOW 4.c. Grass Channel with Compost Amended Soils 20 0 0 0 0 15 0.00 0.00 0.00 0.00 as per specs (see Spec #4) 6.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) Ta. 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 Detention8. Extended 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 9.a. Sheetflow to Conservation Area, A/B Soils 75 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec#2) 9.b. Sheetflow to Conservation Area, C/D Soils 50 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec#2) 9.c. Sheetflow to Vegetated Filter Strip, A Soils or Compost Amended B/C/D Soils 50 0 0 0 0 0 0.00 0.00 0.00 0.00 (Spec #2 & #4) TOTAL IMPERVIOUS COVER TREATED (ac) 0.00 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED (ac) 0.00 AREA CHECK: OK. TOTAL RUNOFF REDUCTION IN D.A. D (ft3) 0 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. D (lb/yr) 0.38 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 (lb/yr) 0.38 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS 12/1/2020 2 of 3 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 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 D- r 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) 0.06 TOTAL NITROGEN REMOVED IN D.A. D (Ib/yr) 0.00 12fi/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) 0.00 0.00 OK. AREA CHECK OK. OK. OK. OK. OK. Site Treatment Volume (ft3) 13,1so Runoff Reduction Volume and TP By Drainage Area D.A. A D.A. B D.A. C D.A. D D.A. E TOTAL RUNOFF REDUCTION VOLUME ACHIEVED(ft) 0 2,264 485 0 0 2,748 TP LOAD AVAILABLE FOR REMOVAL (Ib/yr) 0.11 4.91 1.85 0.3i 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) 0.00 11.69 2.46 0.00 0.00 14.15 Total Phosphorus FINAL POST -DEVELOPMENT TP LOAD(Ib/yr) 8.26 TP LOAD REDUCTION REQUIRED (Ib/yr) 2.95 TP LOAD REDUCTION ACHIEVED (Ib/yr) 3.60 TP LOAD REMAINING (Ib/yr): 4.67 REMAINING TP LOAD REDUCTION REQUIRED (Ih/yr): 0.00 ** ** TARGET TP REDUCTION EXCEEDED BY 0.65 LB/YEAR ** Total Nitrogen (For Information Purposes) POST-DEVELOPMENTLOAD (Ib/yr) 59.10 NITROGEN LOAD REDUCTION ACHIEVED (Ib/yr) 14.15 REMAINING POST -DEVELOPMENT NITROGEN LOAD (Ih/yr) 44.96 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(hffp://hdscnw noaa.gov/hdsc/pfds/) *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 or cubic 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 peel, ,d) 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 (113): 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 RVDeveloped (Watershed -inch) with no Runoff Reduction* 0.75 1.14 2.48 RVDeveloped (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 Taal 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 (ft): 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 D.00 98 CN CN(,., al 92 1-year storm 2-year storm 30-year storm RVDeveloped (Watershed -inch) with no Runoff Reduction* 1.43 1.96 3.60 RVDeveloped (Watershed -inch) with Runoff Reduction* 1.25 1.78 3.42 Adjusted CN* 79 so so *See Notes above Drainage Area C A Soils B Soils C Soils D Soils Taal 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 RVDeveloped (Watershed -inch) with no Runoff Reduction* 1.37 1.88 3.50 RVDevelopd (Watershed -inch) with Runoff Reduction* 1.27 1.78 3.40 Adjusted CN* 79 so so *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.D0 30 0.00 55 0.00 70 0.00 77 Runoff Reduction Volume (R3): 0 CN Managed Turf --disturbed, graded for yards or other turf to be mowed/managed Area (acres) 0.D0 39 0.40 61 0.00 1 74 0.00 80 CN Impervious Cover Area (acres) 0.D0 98 0.09 98 0.00 98 0.00 98 CN CN(D.A Di 68 1-year storm 2-year storm 30-year storm RVDeveloped (Watershed -inch) with no Runoff Reduction* 0.66 1.03 2.30 RVDevelopd (Watershed -inch) with Runoff Reduction* 0.66 1.03 2.30 Adjusted CN* 1 68 6g 68 *See Notes above PRE -DEVELOPED HYDRAFLOW COMPUTATIONS ONSITE HYDROGRAPHS Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3138 2019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 1 EX1.1ON 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 OAX19P 0.45 0.35 lot 0.15 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3138 2019 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 EX1.10N Q (Cfs) Hyd. No. 1 -- 2 Year Q (cfs) 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 Hydraflow Hydrographs Extension for Autodesk® Civil 3138 2019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 1 EX1.1ON 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 OAX19P e � 0.90 0.30 0.2 01 LAU Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 110 / 2020 Hyd. No. 3 EX2.1 ON Hydrograph type = SCS Runoff Peak discharge = 4.579 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 0.212 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. = 3.07 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) 5.00 4.00 3.00 2.00 1.00 000 EX2.1 ON Hyd. No. 3 -- 1 Year Q (cfs) 5.00 4.00 3.00 2.00 1.00 Ww 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 3 Time (min) 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 110 / 2020 Hyd. No. 3 EX2.1 ON Hydrograph type = SCS Runoff Peak discharge = 6.776 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 0.311 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. = 3.71 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) 7.00 5.00 3.00 2.00 1.00 EX2.1 ON Hyd. No. 3 -- 2 Year Q (Cfs) 7.00 5.00 111EI[1D1 9911D1 2.00 1.00 0.00 I I ' 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 Autodesk® Civil 3D® 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 fA 4.00 2.00 EX2.1 ON Hyd. No. 3 -- 10 Year Q (cfs) 14.00 12.00 10.00 IA . MI 4.00 2.00 0.00 ' 1 10.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 3 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 110 / 2020 Hyd. No. 10 EX3.1 ON Hydrograph type = SCS Runoff Peak discharge = 2.676 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 0.123 acft Drainage area = 1.270 ac Curve number = 79" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.07 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite (Area/CN) = [(0.610 x 98) + (0.660 x 61)] / 1.270 Q (Cfs) 3.00 2.00 1.00 0.00 0 120 240 Hyd No. 10 EX3.1 ON Hyd. No. 10 -- 1 Year 360 480 600 720 840 960 Q (cfs) 3.00 2.00 1.00 0.00 1080 1200 1320 1440 1560 Time (min) Hydrograph Report 2 HydraBow Hydrographs Extension for Autodesk® Civil 3138 2019 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 cons. (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 G 11 1.00 EX3.1 ON Hyd. No. 10 -- 2 Year 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 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) — Hyd No. 10 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 110 / 2020 Hyd. No. 10 EX3.1 ON Hydrograph type = SCS Runoff Peak discharge = 7.012 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 0.328 acft Drainage area = 1.270 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 *Composite (Area/CN) _ [(0.610 x 98) + (0.660 x 61)] / 1.270 Q (Cfs) 8.00 4.00 RIM 0.00 0 120 240 Hyd No. 10 EX3.1 ON Hyd. No. 10 -- 10 Year 360 480 600 720 840 Q (cfs) 8.00 M 4.00 2.00 0.00 960 1080 1200 1320 1440 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Sunday, 11 / 22 12020 Hyd. No. 12 EX4.1 ON SHEET FLOW Hydrograph type = SCS Runoff Peak discharge = 1.200 cfs Storm frequency = 1 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 0.056 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. = 3.07 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)] 10.840 Q (Cfs) 2.00 1.00 0.00 0 2 4 Hyd No. 12 EX4.1ON SHEET FLOW Hyd. No. 12 -- 1 Year 6 8 10 12 14 16 18 20 22 24 Q (cfs) 2.00 1.00 1 0.00 26 Time (hrs) 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Sunday, 11 / 22 12020 Hyd. No. 12 EX4.1 ON SHEET FLOW Hydrograph type = SCS Runoff Peak discharge = 1.800 cfs Storm frequency = 2 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 0.083 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. = 3.71 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)] 10.840 Q (Cfs) 2.00 1.00 0.00 0 2 4 Hyd No. 12 EX4.1ON SHEET FLOW Hyd. No. 12 -- 2 Year 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 3D® 2019 by Autodesk, Inc. v2020 Sunday, 11 / 22 12020 Hyd. No. 12 EX4.1 ON 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)] 10.840 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 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) Hydrograph Report 1 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Hyd. No. 54 EX 5.1 ON SHEET FLOW Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 1.940 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 *Composite (Area/CN) = [(0.890 x61)]11.940 Q (Cfs) 2.00 1.00 EX 5.1ON SHEET FLOW Hyd. No. 54 -- 1 Year 120 240 360 480 600 720 840 960 Hyd No. 54 Wednesday, 0812412022 = 1.012 cfs = 718 min = 0.059 acft = 61" = Oft = 5.00 min = Type II = 484 Q (cfs) 2.00 1.00 0.00 1080 1200 1320 1440 1560 Time (min) Hydrograph Report PA Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Hyd. No. 54 EX 5.1 ON SHEET FLOW Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 1.940 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) = [(0.890 x61)]11.940 Q (Cfs) 3.00 2.00 1.00 EX 5.1ON SHEET FLOW Hyd. No. 54 -- 2 Year 120 240 360 480 600 720 840 960 Hyd No. 54 Wednesday, 0812412022 = 2.021 cfs = 718 min = 0.101 acft = 61" = 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 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Hyd. No. 54 EX 5.1 ON SHEET FLOW Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 1.940 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 *Composite (Area/CN) = [(0.890 x61)]11.940 Q (Cfs) 6.00 5.00 4.00 3.00 2.00 1.00 EX MON SHEET FLOW Hyd. No. 54 -- 10 Year Wednesday, 0812412022 = 5.687 cfs = 718 min = 0.262 acft = 61" = Oft = 5.00 min = Type II = 484 Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 1 1 1 1 1 1 ' ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 54 Time (min) 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2019.2 Thursday, 04 129 / 2021 Hyd. No. 55 EX 6.1 ON SHEET FLOW Hydrograph type = SCS Runoff Peak discharge = 0.130 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 333 tuft Drainage area = 0.250 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 *Composite (Area/CN) = [(0.250 x61)]10.250 EX 6.1 ON SHEET FLOW Q (Cfs) Hyd. No. 55 -- 1 Year Q (cfs) 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 Time (min) — Hyd No. 55 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2019.2 Thursday, 04 129 / 2021 Hyd. No. 55 EX 6.1 ON SHEET FLOW Hydrograph type = SCS Runoff Peak discharge = 0.260 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 570 tuft Drainage area = 0.250 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 1 Shape factor = 484 *Composite (Area/CN) _ [(0.250 x61)]10.250 141 0.45 0.40 r.35 lot 0.15 0.10 EX 6.1 ON SHEET FLOW Hyd. No. 55 -- 2 Year 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2019.2 Thursday, 04 129 / 2021 Hyd. No. 55 EX 6.1 ON SHEET FLOW Hydrograph type = SCS Runoff Peak discharge = 0.733 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 1,472 cult Drainage area = 0.250 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 *Composite (Area/CN) = [(0.250 x61)]10.250 e ------------- 0.90 0.80 0.30 TO 0.1 ------------- ------------- -----� ri------ . ----- ------ ----- ------ ----- ------ ---- ------ t e ----- ------ ----- ------ LIM off EX 6.1 ON SHEET FLOW Hyd. No. 55 -- 10 Year OFFSITE HYDROGRAPHS Hydrograph Report 1 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 110 / 2020 Hyd. No. 2 EX1.1OFF Hydrograph type = SCS Runoff Peak discharge = 1.768 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 0.081 acft Drainage area = 0.800 ac Curve number = 80" 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) _ [(0.400 x 98) + (0.400 x 61)] / 0.800 EX1.1OFF Q (Cfs) Hyd. No. 2 -- 1 Year Q (cfs) 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. 2 Time (min) 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 110 / 2020 Hyd. No. 2 EX1.10FF Hydrograph type = SCS Runoff Peak discharge = 2.433 cfs Storm frequency = 2 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 0.113 acft Drainage area = 0.800 ac Curve number = 80" 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) = [(0.400 x 98) + (0.400 x 61)] / 0.800 Q (Cfs) 3.00 2.00 1.00 0.00 0 120 240 Hyd No. 2 EX1.10FF Hyd. No. 2 -- 2 Year 360 480 600 720 840 960 Q (cfs) 3.00 2.00 1.00 0.00 1080 1200 1320 1440 1560 Time (min) 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 110 / 2020 Hyd. No. 2 EX1.1OFF 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 conc. (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)] / 0.800 Q (Cfs) 5.00 c nl 3.00 2.00 1.00 EX1.1OFF Hyd. No. 2 -- 10 Year 0.00 0 120 240 360 480 600 Hyd No. 2 720 840 Q (Cfs) 5.00 4.00 3.00 2.00 1.00 0.00 960 1080 1200 1320 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 110 / 2020 Hyd. No. 4 EX2.00FF Hydrograph type = SCS Runoff Peak discharge = 2.719 cfs Storm frequency = 1 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 0.213 acft Drainage area = 4.530 ac Curve number = 66" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 15.00 min Total precip. = 3.07 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *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 360 480 600 720 840 960 Q (cfs) 3.00 2.00 1.00 '� 0.00 1080 1200 1320 1440 1560 Time (min) Hydrograph Report 2 HydraBow Hydrographs Extension for Autodesk® Civil 3138 2019 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 cons. (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 Om r t1 1.00 EX2.00FF Hyd. No. 4 -- 2 Year Monday, 08/10/2020 = 4.756 cfs = 724 min = 0.337 acft = 66* = Oft = 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) 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 110 / 2020 Hyd. No. 4 EX2.00FF Hydrograph type = SCS Runoff Peak discharge = 11.92 cfs Storm frequency = 10 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 0.785 acft Drainage area = 4.530 ac Curve number = 66" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 15.00 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite (Area/CN) = [(0.610 x 98) + (3.920 x 61)] / 4.530 Q (Cfs) 12.00 10.00 . m 4.00 2.00 EX2.00FF Hyd. No. 4 -- 10 Year Q (cfs) 12.00 10.00 We M 4.00 2.00 0.00 I I ' � 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 4 Time (min) 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3138 2019 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) Hyd. No. 5 -- 1 Year Q (cfs) 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 Hydraflow Hydrographs Extension for Autodesk® Civil 3138 2019 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 *f'0dIs] ;Ia 0.45 0.40 lot 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3138 2019 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) Q (cfs) Hyd. No. 5 -- 10 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) Hydrograph Report 1 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 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 conc. (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" = Oft = 15.00 min = Type II = 484 Q (cfs) 2.00 1.00 1 0.00 1080 1200 1320 1440 1560 Time (min) 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 6 EX2.20FF Hydrograph type = SCS Runoff Peak discharge = 2.820 cfs Storm frequency = 2 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 0.212 acft Drainage area = 3.420 ac Curve number = 63" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 15.00 min Total precip. = 3.71 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(0.330 x 98) + (0.800 x 55) + (2.290 x 61)] / 3.420 Q (Cfs) 3.00 2.00 1.00 0.00 0 120 240 Hyd No. 6 EX2.20FF Hyd. No. 6 -- 2 Year 360 480 600 720 840 960 Q (cfs) 3.00 2.00 1.00 0.00 1080 1200 1320 1440 1560 Time (min) 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 110 / 2020 Hyd. No. 6 EX2.2OFF Hydrograph type = SCS Runoff Peak discharge = 7.851 cfs Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 0.525 acft Drainage area = 3.420 ac Curve number = 63" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 15.00 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(0.330 x 98) + (0.800 x 55) + (2.290 x 61)] / 3.420 Q (Cfs) 8.00 4.00 RIM 0.00 0 120 240 Hyd No. 6 EX2.2OFF Hyd. No. 6 -- 10 Year 360 480 600 720 840 960 Q (cfs) 8.00 M 4.00 2.00 '� 0.00 1080 1200 1320 1440 1560 Time (min) Hydrograph Report 1 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 110 / 2020 Hyd. No. 7 EX2.3OFF Hydrograph type = SCS Runoff Peak discharge = 2.152 cfs Storm frequency = 1 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 0.108 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. = 3.07 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 ' Composite (Area/CN) _ [(0.500 x 98) + (0.050 x 61)] / 0.550 EX2.3OFF Q (Cfs) Hyd. No. 7 -- 1 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) Hydrograph Report 2 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 110 / 2020 Hyd. No. 7 EX2.3OFF 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 EX2.3OFF Q (Cfs) 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 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 110 / 2020 Hyd. No. 7 EX2.3OFF 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 conc. (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 EX2.3OFF Q (Cfs) Q (Cfs) Hyd. No. 7 -- 10 Year 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) 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3138 2019 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 conc. (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) ilW 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 Hydraflow Hydrographs Extension for Autodesk® Civil 3138 2019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 8 EX2.40FF 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 conc. (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)110.070 EX2.40FF Hyd. No. 8 -- 2 Year 0 120 Hyd No. 8 Q (cfs) 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3138 2019 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 conc. (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 . IL 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) 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 110 / 2020 Hyd. No. 9 EX2.5OFF Hydrograph type = SCS Runoff Peak discharge = 3.880 cfs Storm frequency = 1 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 0.182 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. = 3.07 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 ' Composite (Area/CN) _ [(0.900 x 98) + (0.340 x 61)] / 1.240 Q (Cfs) 4.00 3.00 1.00 ISM EX2.5OFF Hyd. No. 9 -- 1 Year 0 120 240 360 480 600 Hyd No. 9 720 Q (cfs) 4.00 3.00 2.00 1.00 0.00 840 960 1080 1200 1320 Time (min) 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 110 / 2020 Hyd. No. 9 EX2.5OFF 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 conc. (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)] / 1.240 Q (Cfs) 6.00 5.00 4.00 3.00 2.00 1.00 EX2.5OFF Hyd. No. 9 -- 2 Year 0.00 0 120 240 360 480 600 720 Hyd No. 9 Q (Cfs) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 840 960 1080 1200 1320 Time (min) 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 110 / 2020 Hyd. No. 9 EX2.5OFF 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 EX2.5OFF Q (Cfs) Q (Cfs) Hyd. No. 9 -- 10 Year 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) I Hydrograph Report HydraBow Hydrographs Extension for Autodesk® Civil 3138 2019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 11 EX3.1OFF 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 conc. (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)] / 0.420 :I to] ;Ia 0.45 0.40 ---------- 1 1 lot 0.15 0.10 1 1 1 .1 :1 .11 1 :1 •.1 1:1 11 1 •1 .1 2 Hydrograph Report HydraBow Hydrographs Extension for Autodesk® Civil 3138 2019 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 conc. (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)] / 0.420 EX3.1 OFF Q (Cfs) Hyd. No. 11 -- 2 Year Q (cfs) 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 Time (min) — Hyd No. 11 Hydrograph Report 3 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 11 EX3.1 OFF 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 conc. (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)] 10.420 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 I Hydrograph Report HydraBow Hydrographs Extension for Autodesk® Civil 3138 2019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 19 PR1.1ON 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 conc. (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 0.45 0.40 lot 0.15 ��C��p�CCC�CCC 2 Hydrograph Report HydraBow Hydrographs Extension for Autodesk® Civil 3138 2019 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 conc. (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)] / 0.120 PR1.1 ON Q () Hyd. No. 19 -- 2 Year Q (cfs) 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 Time (min) — Hyd No. 19 3 Hydrograph Report HydraBow Hydrographs Extension for Autodesk® Civil 3138 2019 by Autodesk, Inc. v2020 Monday, 08 / 10 / 2020 Hyd. No. 19 PR1.1ON 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 conc. (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 PR1.1ON ------------- ------------- ------------- 0.90 ------------- ----------0.80 ---------- ------------- ------------- Tell ------------- ----- ------ ----- ------ ----- ------ 0.2 -__-- t . 01 ---- --- 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Sunday, 11 / 22 12020 Hyd. No. 21 PR2.1ON 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 conc. (Tc) = 5.00 min Total precip. = 3.07 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 8.00 . 19 4.00 2.00 0.00 0 2 4 Hyd No. 21 6 8 PR2.1ON CN ADJUSTED Hyd. No. 21 -- 1 Year Q (cfs) 8.00 . 11 4.00 2.00 J-m.gw: ' 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 12020 Hyd. No. 21 PR2.10N 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 . M 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 Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Sunday, 11 / 22 12020 Hyd. No. 21 PR2.10N 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 18.00 15.00 12.00 • 11 . M 3.00 0.00 0 2 4 Hyd No. 21 i PR2.1ON CN ADJUSTED Hyd. No. 21 -- 10 Year Q (cfs) 21.00 18.00 15.00 12A0 M M 3.00 0.00 8 10 12 14 16 18 20 22 24 Time (hrs) Hydrograph Report 1 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 22 PR3.10N 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 Q (Cfs) 3.00 2.00 1.00 PR3.10N CN ADJUSTED Hyd. No. 22 -- 1 Year 120 240 360 480 600 720 840 960 Hyd No. 22 Monday, 08/10/2020 = 2.845 cfs = 718 min = 0.131 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) 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 110 / 2020 Hyd. No. 22 PR3.1ON CN ADJUSTED Hydrograph type = SCS Runoff Peak discharge = 3.943 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 0.183 acft Drainage area = 1.350 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) 4.00 3.00 1.00 PR3.1ON CN ADJUSTED Hyd. No. 22 -- 2 Year Q (cfs) 4.00 3.00 2.00 1.00 0.00 1 1 10.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 22 Time (min) 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 110 / 2020 Hyd. No. 22 PR3.1ON CN ADJUSTED Hydrograph type = SCS Runoff Peak discharge = 7.453 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 0.349 acft Drainage area = 1.350 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) 8.00 4.00 r M 0.00 0 120 240 Hyd No. 22 PR3.1ON CN ADJUSTED Hyd. No. 22 -- 10 Year 360 480 600 720 840 960 Q (cfs) 8.00 M 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 PR4.1ON 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)] / 0.490 PR4.1 ON Hyd. No. 26 -- 1 Year Q (cfs) 0 2 4 Hyd No. 26 2 Hydrograph Report HydraBow 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 0 2 4 Hyd No. 26 PR4.1 ON Hyd. No. 26 -- 2 Year Q (cfs) '���Il �tt�tt�tt�tt�tt�tt� t � 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Sunday, 11 / 22 12020 Hyd. No. 26 PR4.1 ON Hydrograph type = SCS Runoff Peak discharge = 1.917 cfs Storm frequency = 10 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 0.088 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. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(0.090 x 98) + (0.400 x 61)] / 0.490 Q (Cfs) 2.00 1.00 0.00 0 2 4 Hyd No. 26 PR4.1 ON Hyd. No. 26 -- 10 Year 6 8 10 12 14 16 18 20 22 24 Q (cfs) 2.00 1.00 1 0.00 26 Time (hrs) Hydrograph Report 1 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Hyd. No. 56 PR 5.1ON SHEET FLOW Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 1.940 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 ' Composite (Area/CN) = [(0.890 x 61)] / 1.940 Q (Cfs) 2.00 1.00 PR 5.1ON SHEET FLOW Hyd. No. 56 -- 1 Year 120 240 360 480 600 720 840 960 Hyd No. 56 Wednesday, 0812412022 = 1.012 cfs = 718 min = 0.059 acft = 61" = Oft = 5.00 min = Type II = 484 Q (cfs) 2.00 1.00 0.00 1080 1200 1320 1440 1560 Time (min) Hydrograph Report PA Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Hyd. No. 56 PR 5.1ON SHEET FLOW Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 1.940 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) = [(0.890 x 61)] / 1.940 Q (Cfs) 3.00 2.00 1.00 PR 5.1ON SHEET FLOW Hyd. No. 56 -- 2 Year 120 240 360 480 600 720 840 960 Hyd No. 56 Wednesday, 0812412022 = 2.021 cfs = 718 min = 0.101 acft = 61" = Oft = 5.00 min = Type II = 484 Q (cfs) 3.00 2.00 1.00 0.00 1080 1200 1320 1440 1560 Time (min) 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 0812412022 Hyd. No. 56 PR 5.1ON SHEET FLOW Hydrograph type = SCS Runoff Peak discharge = 5.687 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 0.262 acft Drainage area = 1.940 ac Curve number = 61" 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) = [(0.890 x 61)] / 1.940 Q (Cfs) 6.00 5.00 4.00 3.00 2.00 1.00 PR 5.1ON SHEET FLOW Hyd. No. 56 -- 10 Year Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 1 1 1 1 1 1 ' ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 56 Time (min) 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2019.2 Thursday, 04 129 / 2021 Hyd. No. 57 PR 6.1 ON SHEET FLOW Hydrograph type = SCS Runoff Peak discharge = 0.130 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 333 tuft Drainage area = 0.250 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 PR MON SHEET FLOW Q (Cfs) Hyd. No. 57 -- 1 Year Q (cfs) 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 Time (min) — Hyd No. 57 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2019.2 Thursday, 04 129 / 2021 Hyd. No. 57 PR 6.1 ON SHEET FLOW Hydrograph type = SCS Runoff Peak discharge = 0.260 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 570 tuft Drainage area = 0.250 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 PR MON SHEET FLOW Q (Cfs) Hyd. No. 57 -- 2 Year Q (cfs) 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 Time (min) — Hyd No. 57 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2019.2 Thursday, 04 129 / 2021 Hyd. No. 57 PR 6.1 ON SHEET FLOW Hydrograph type = SCS Runoff Peak discharge = 0.733 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 1,472 cult Drainage area = 0.250 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 PR MON SHEET FLOW Q (Cfs) Hyd. No. 57 -- 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 Time (min) — Hyd No. 57 OFFSITE HYDROGRAPHS Hydrograph Report 1 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 110 / 2020 Hyd. No. 20 PR1.1OFF 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 conc. (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 PR1.1OFF Q (Cfs) Hyd. No. 20 -- 1 Year Q (cfs) 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) 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 110 / 2020 Hyd. No. 20 PR1.10FF Hydrograph type = SCS Runoff Peak discharge = 2.249 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 0.104 acft Drainage area = 0.770 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 ' 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 Q (cfs) 3.00 2.00 1.00 0.00 1080 1200 1320 1440 1560 Time (min) Hydrograph Report 3 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 110 / 2020 Hyd. No. 20 PR1.1OFF Hydrograph type = SCS Runoff Peak discharge = 4.251 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 0.199 acft Drainage area = 0.770 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 ' Composite (Area/CN) _ [(0.380 x 98) + (0.390 x 61)] / 0.770 PR1.1OFF Q (Cfs) Hyd. No. 20 -- 10 Year Q (Cfs) 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 1440 Hyd No. 20 Time (min) CMP SWM & BIORETENTION ROUTINGS 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 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 Q (Cfs) 10.00 . M 4.00 gut 0.00 ' 1' 0.0 2.0 4.0 Hyd No. 28 a SWM 1 INFLOW Hyd. No. 28 -- 1 Year Q (cfs) 10.00 al M 4-00 2.00 ' 1 -10.00 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Time (hrs) 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 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 Fro a . M 4.00 2.00 0.00 0.0 2.0 4.0 Hyd No. 28 a SWM 1 INFLOW Hyd. No. 28 -- 2 Year Q (cfs) 12.00 10.00 Me M 4.00 2.00 �r ' ' ' 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 Autodesk® Civil 3D® 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 SWM 1 INFLOW Q (cfs) 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 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 1 / 2020 Hyd. No. 30 SWM 1 OUTFLOW Hydrograph type = Reservoir Peak discharge = 3.653 cfs Storm frequency = 1 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 0.442 acft Inflow hyd. No. = 28 - SWM 1 INFLOW Max. Elevation = 687.48 ft Reservoir name = STORMTECH Max. Storage = 0.107 acft Storage Indication method used. Q (cfs) 10.00 . m 4.00 f "r 0.00 0 2 4 Hyd No. 30 SWM 1 OUTFLOW Hyd. No. 30 -- 1 Year Q (cfs) 10.00 4-00 2.00 —'— ' ' 0.00 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) — Hyd No. 28 1 I I I I 1 1 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. Ayq 171 IS 11911111 ;1 11614U Tuesday, 12 / 1 / 2020 = 5.201 cfs = 12.03 hrs = 0.570 acft = 688.21 ft = 0.143 acft Q (Grs) Hyd. No. 30 -- 2 Year Q (Cfs) 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 30 —Hyd No. 28 ®Total storage used = 0.143 acft 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 1 / 2020 Hyd. No. 30 SWM 1 OUTFLOW Hydrograph type = Reservoir Peak discharge = 12.67 cfs Storm frequency = 10 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 0.957 acft Inflow hyd. No. = 28 - SWM 1 INFLOW Max. Elevation = 690.09 ft Reservoir name = STORMTECH Max. Storage = 0.217 acft Storage Indication method used. Q (cfs 21.00 18.00 15.00 12.00 . t� 3.00 SWM 1 OUTFLOW Hyd. No. 30 -- 10 Year Q (cfs) 21.00 18.00 15.00 12.00 • tl . tl 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 3D®2019 by Autodesk, Inc. v2020 7.00 Top of pond Elev. 691.00 6.00 5.00 3.42 ff 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 (ft) Contour area (scift) 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 0246 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 t, 5.00 tnt 3.00 1.00 0.00 r 0.00 3.00 Total Q 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) TW Elev. (ft) = 0.00 Note: Culven/Onfce outflows am analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). 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 F-7. .. 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 (ft) Contour area (scift) 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 0246 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 t, 5.00 tnt 3.00 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) TW Elev. (ft) = 0.00 Note: Culven/Onfce outflows am analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). 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 (acf ) 1 Hydrograph Report Hydragow Hydrographs Extension for Autodesk@ Civil 3D@ 2019 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 conc. (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 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Sunday, 11 / 22 12020 Hyd. No. 31 PR2.1ON UNDET Hydrograph type = SCS Runoff Peak discharge = 1.405 cfs Storm frequency = 2 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 0.065 acft Drainage area = 0.690 ac Curve number = 71" 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) _ [(0.190 x 98) + (0.500 x 61)] / 0.690 Q (Cfs) 2.00 1.00 0.00 0 2 4 Hyd No. 31 PR2.1ON UNDET Hyd. No. 31 -- 2 Year 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 3D® 2019 by Autodesk, Inc. v2020 Sunday, 11 / 22 12020 Hyd. No. 31 PR2.10N 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 conc. (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 PR2.10N UNDET Hyd. No. 31 -- 10 Year Q (cfs) 3.00 2.00 1.00 s�I ' 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 110 / 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 conc. (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) SWM 2 INFLOW Hyd. No. 23 -- 1 Year Q (cfs) 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. 23 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 110 / 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 conc. (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 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 110 / 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 conc. (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 Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 0.0 2.0 4.0 Hyd No. 23 6.0 SWM 2 INFLOW Hyd. No. 23 -- 10 Year Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Time (hrs) Hydrograph Report 1 Hydraflow Hydrographs Extension for Autodesk® Civil 3138 2019 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 - SWIM 2 INFLOW Max. Elevation = 681.57 ft Reservoir name = SWM 2 Max. Storage = 0.010 acft Storage Indication method used Q (Cfs) 3.00 r 11 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 Hydraflow Hydrographs Extension for Autodesk® Civil 3138 2019 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 - SWIM 2 INFLOW Max. Elevation = 681.97 ft Reservoir name = SWM 2 Max. Storage = 0.014 acft Storage Indication method used Q (Cfs) 3.00 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 Hydraflow Hydrographs Extension for Autodesk(ID Civil 3138 2019 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 - SWIM 2 INFLOW Max. Elevation Reservoir name = SWM 2 Max. Storage Storage Indication method used. Q (Cfs) 6.00 5.00 4.00 c M r M 1.00 0.00 - 0 2 4 Hyd No. 25 SWM 2 Outflow Hyd. No. 25 -- 10 Year Monday, 08/10/2020 = 4.262 cfs = 12.00 hrs = 0.242 acft = 683.45 ft = 0.026 acft Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) — Hyd No. 23 F-- Total storage used = 0.026 acft Pond No. 2 — $WM 2 Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc. v2020 5 00 Top of pond Elev. 684.00 4.00 - 3.87 ft 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 ownstRjm Stage (ft) g //,�/ii/ //,�/ii/ //,�/ii/�\\\\\\\\\\\\\ \ \ om 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 Hydraftow Hydrographs Extension for Autodesk® Civil 31302019 by Autodesk, Inc. v202O 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 (sgft) 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 0.022 320 683.20 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 I%) = 0.00 0.00 N-Value = .013 .013 Orifice Coeff. = 0.60 0.60 Multi -Stage = 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(inlhr) = 0.000 (by Wet area) TW Ell (ft) = 0.00 [C] 0.00 0.00 3.33 -- No [D] 0.00 0.00 3.33 - No Stage (ft) 4.00 Note: CuNert/Onfice outflows are analyzed under inlet (ic) and outlet (m) control. Weir risers rherketl for orifice conditions (ic) and submergence (s). Stage / Discharge Elev (ft) 684.00 3.00 683.00 2.00 682.00 1.00 681.00 0.00 0.00 1.00 2.00 Total 0 3.00 4.00 5.00 6:00 7.00 8.00 680.00 9.00 Discharge (cfs) Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 31302019 by Autodesk, Inc. v202O 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 (sgft) 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 0.022 320 683.20 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 I%) = 0.00 0.00 N-Value = .013 .013 Orifice Coeff. = 0.60 0.60 Multi -Stage = 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(inlhr) = 0.000 (by Wet area) TW Ell (ft) = 0.00 [C] 0.00 0.00 3.33 -- No [D] 0.00 0.00 3.33 - No Stage (ft) 4.00 Note: CuNert/Onfice outflows are analyzed under inlet (ic) and outlet (m) control. Weir risers rhe&k d for orifice conditions (ic) and submergence (s). Stage / Storage Elev (ft) 684.00 3.00 683.00 2.00 682.00 1.00 681.00 0.00-7680.00 0.000 0.003 0.006 Storage 0.009 0.012 0.014 0.017 0.020 0.023 0.026 0.029 Storage (acft) Hydrograph Report 1 Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Tuesday, 12 / 1 / 2020 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 Q (cfs) 4.00 3.00 2.00 1.00 0.00 0 2 4 6 Hyd No. 42 -- Pond outlet BIO 2A CONTROLLED INFLOW Hyd. No. 42 -- 1 Year 8 10 12 14 16 — Hyd No. 30 -- Inflow Q (cfs) 4.00 3.00 2.00 1.00 0.00 18 20 22 24 26 Time (hrs) — Hyd No. 48 -- 30 minus 42 Hydrograph Report 2 Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Tuesday, 12 / 1 / 2020 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 Hydrograph Report 3 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 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 : II 4.00 r M 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 MA . KI 4.00 2.00 0.00 18 20 22 24 26 Time (hrs) — Hyd No. 48 -- 30 minus 42 1 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 conc. (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 conc. (Tc) = 5.00 min Total precip. = 3.71 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 BIO 2A SHEET INFLOW Hyd. No. 43 -- 2 Year Q (cfs) 0 2 4 Hyd No. 43 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 conc. (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 1 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 --L 0.00 26 Time (hrs) Hydrograph Report 3 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Sunday, 11 / 22 12020 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 —L- 0.00 26 Time (hrs) Hydrograph Report 1 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 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 Q Total storage used = 0.036 acft Q (Cfs) 2.00 1.00 N-Ni- 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 NONA- 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 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 (ft) 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 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: Culvert/Orifice radium are analyzed under inlet (ic) and outlet (oc) wnlrol. Weir risers ctreri ed for orifice wnditions (ic) and suburergence (a), Stage / Discharge Elev (ft) 682.75 681.75 680.75 679.75 678.75 677.75 676.75 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 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 (ft) 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 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 = 0.000 0.008 Storage Note: Culvert/Orifice radium are analyzed under inlet (ic) and outlet (oc) wnlrol. Weir risers ctreri ed for orifice wnditions (ic) and suburergence (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 (acft) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 110 / 2020 Hyd. No. 40 BIO 2C INFLOW Hydrograph type = SCS Runoff Peak discharge = 1.385 cfs Storm frequency = 1 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 0.064 acft Drainage area = 0.500 ac Curve number = 85" 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) _ [(0.330 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 6 8 10 12 14 16 18 20 22 Q (cfs) 2.00 1.00 � 0.00 24 Time (hrs) 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 110 / 2020 Hyd. No. 40 BIO 2C INFLOW Hydrograph type = SCS Runoff Peak discharge = 1.837 cfs Storm frequency = 2 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 0.086 acft Drainage area = 0.500 ac Curve number = 85" 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) _ [(0.330 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 6 8 10 12 14 16 18 20 22 Q (cfs) 2.00 1.00 � 0.00 24 Time (hrs) 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 110 / 2020 Hyd. No. 40 BIO 2C INFLOW Hydrograph type = SCS Runoff Peak discharge = 3.183 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 0.153 acft Drainage area = 0.500 ac Curve number = 85" 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) _ [(0.330 x 98) + (0.170 x 61)] / 0.500 Q (cfs) 4.00 3.00 r M 1.00 S1Q 0.0 2.0 4.0 Hyd No. 40 a BIO 2C INFLOW Hyd. No. 40 -- 10 Year Q (cfs) 4.00 3.00 2.00 1.00 0.00 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Time (hrs) Hydrograph Report 1 Hydraflow Hydrographs Extension for Autodesk® Civil 3138 2019 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 F— Total storage used = 0.016 acft Q (Cfs) 2.00 1.00 1 0.00 26 Time (hrs) Hydrograph Report 2 Hydraflow Hydrographs Extension for Autodesk® Civil 3138 2019 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 Hydraflow Hydrographs Extension for Autodesk® Civil 3138 2019 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 L 11 11101111 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 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 110 / 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 (sgft) Incr. Storage (acft) Total storage (acft) 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] [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) = 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. (ft) = 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 (%) = 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.(inlhr) = 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 0.00 1.00 Total Q Note: CulveNOrifice oufflom are analyzed under inlet(ic) and outlet(oc) control. Weir risers checketl for orifice cantlitions(ic) and submergence(s). 2.00 Stage / Discharge 3.00 4.00 5.00 6.00 Elev (ft) 686.75 685.75 684.75 683.75 682.75 681.75 1 680.75 7.00 Discharge (cfs) Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D®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 (scift) Incr. Storage (acft) Total storage (acft) 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] [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) = 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. (ft) = 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 (%) = 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 = 0.000 0.005 Storage Note: CuNert/Onlice outll w are analyzed under inlet (ic) and outlet (oc) wntrol. Weir risers checked for notice wnditions (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) 1 Hydrograph Report HydraBow Hydrographs Extension for Autodesk® Civil 3138 2019 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 HydraBow Hydrographs Extension for Autodesk® Civil 3138 2019 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 preClp. = 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 Manning Formula Solve For Normal Depth Input Data r Roughness Coefficient 0.200 Channel Slope 0.01500 ftm Nomtal Depth 0.51 ft 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 Cross Section Image i 2.01) ft T 0.51 ft T 1 L H: 1 Bentley Systems, Inc. Haestad Methods Sol®isWd4efitawMaster V81 (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 Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.200 Channel Slope 0.01500 ft!ft 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 fills Upstream Velocity Infinity fills Normal Depth 0.51 ft Critical Depth 0.16 ft Channel Slope 0-01500 fttt L a Bentley Systems, Inc. Haestad Methods SOIQhMd4eKt9wMaster 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 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 110 / 2020 Hyd. No. 46 BIO 3A INFLOW Hydrograph type = SCS Runoff Peak discharge = 1.530 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 0.072 acft Drainage area = 0.270 ac Curve number = 80" 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) _ [(0.140 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 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 Hydraflow Hydrographs Extension for Autodesk® Civil 3138 2019 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 F— Total storage used = 0.014 acft Hydrograph Report 2 Hydraflow Hydrographs Extension for Autodesk® Civil 3138 2019 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. Monday, 08/10/2020 = 0.624 cfs = 12.00 hrs = 0.024 acft = 683.1Oft = 0.015 acft BIO 3A OUTFLOW Q (Cfs) 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 0 2 4 Hyd No. 47 Hydrograph Report 3 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 110 / 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 Hyd No. 47 BIO 3A OUTFLOW Hyd. No. 47 -- 10 Year 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 — Hyd No. 46 —I= Total storage used = 0.015 acft Q (cfs) 2.00 1.00 � 0.00 22.0 Time (hrs) Pond Report Hydranow Hydrographs Extension for Autodesk® Civil 31302019 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 (scift) 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] [PrfRsr] [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 El. (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. (ft) = 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 (%) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Wet area) Multi -Stage = n/a No No No TW Elev. (ft) = 0.00 Stage (ft) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 0.00 1.00 Total 0 Note: CuNert/Onlice outll w are analyzed under inlet (ic) and outlet (oc) wntrol. Weir risers checked for notice wnditions (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 3D®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 (scift) 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] [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) = 0.00 0.00 0.00 0.00 Crest El. (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. (ft) = 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 (%) = 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 = 0.000 0.002 Storage Note: CuNert/Onlice outll w are analyzed under inlet (ic) and outlet (oc) wntrol. Weir risers checked for notice wnditions (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)