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HomeMy WebLinkAboutWPO202100004 Calculations 2021-11-02Southwood Redevelopment — Blocks 9-11 ALBEMARLE COUNTY, VIRGINIA WPO 202100004 DESIGN CALCULATIONS & NARRATIVE JANUARY 229 2021 REv. DULY 1392021 REV. SEPTEMBER 17, 2021 .•`ifs! • TIMMONS GROUP YOUR VSSION A{ttiEVkr 1tFRQVGH +3UR5 Prepared by: Bryan Cichocki, PE Timmons Group 608 Preston Avenue, Suite 200 Charlottesville, VA 22903 434.327.5380 W D. CICHOCIa Lic. No. 53741 ,1/17/u APPROVED by the Albemarle County Community Development Department Date 11/1/21 File WPO20g100004 Table of Contents Section Title 1. Project Narrative 2. LD-204 Inlet Calculations 3. LD-229 Pipe Calculations 4. LD-347 Hydraulic Grade Line Analysis 5. Outlet Protection Sizing 6. Culvert Calculations 7. Virginia Runoff Reduction Method Worksheet Summary (On -site) 8. Common Plan of Development Overall Water Quality Tabulation (On -site) 9. Virginia Runoff Reduction Method Worksheet Summary (Off -site Reduction Credit) 10. Common Plan of Development Overall Water Quality Tabulation (Off -site Reduction Credit) 11. Hydraflow Detention Calculations Project Narrative: This project includes the construction of one road, four alleys, a residential community, and associated utilities and landscaping. The limits of disturbance is 7.49 acres. Water Ouality: The current site is undeveloped but has had some minor clearing on the parcels associated with approved WPO 201900062. For the proposed development 7.49 acres were analyzed for water quality as is the disturbance associated with this phase. The total TP load reduction required is 8.52 lbs/year. The total load reduction achieved on site is 6.67 lb/yr via barracuda vortechnic devices upstream of a Stormtech isolator row system which provides water quality and detention. SWM B also has an upflow filtration structure downstream which treats the peak 1-yr release rate. Further, off -site areas are also being treated by SWM A which provides an additional 0.63 lb/yr of treatment. The remaining 1.22 lbs/yr of required nutrient credits area shall be purchased from the Ivy Creek credit bank in Accordance with VA code 62.1-44.15:35. This project has been treated as a common plan of development and achieved above 75% of onsite treatment for this phase prior to purchase of offsite credits. See overall water quality tabulation included herein. Water Ouantity In the existing conditions, most of the site drains towards two culverts that are located under Old Lynchburg Road and a small portion sheet flows across Old Lynchburg Road. 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 to or lower than the existing flows to each release point. Energy balance requirements will be met through the use of arch pipe StormTech systems with the isolator row. Together, these pipes reduce the 1-year, 24-hour storm to meet the requirements of the energy balance equation. Additionally, the 10-year, 24-hour storm is being detained to less than the pre -developed 10-year, 24-hour storm to meet flood protection requirements. Future Conditions: Note that future imperviousness proposed with WP0202100022 is accounted for in this WPO plan for detention and partial water quality credit. With the given constraints of the locked VRRM all credit downstream of the bioretention on WPO202100022 is credited on that plan and not with this plan so as to not overcount credit. Inlet, Pipe, HGL, Outlet Protection Calculations 2. LD-204 Inlet Calculations 3. LD-229 Pipe Calculations 4. LD-347 Hydraulic Grade Line Analysis 5. Outlet Protection Sizing 6. Culvert Calculations FORM ID 201 STORMWATER INLET COMPUTATIONS SHEET OF ROUTE PROJECT S� MJ 9-11 OESIGRER: CG DATE 71VM2021 CHECKED: UNHS:NGLISH mmm�mmmmommm��mmmm�m®mmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmamm®mmmm��m� mmm�mm�mmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm��®mmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmomom®mm®m®�®®�mmmmmmmmmm��m� ®mm�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmomom��mm���m®mmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmm�mmmmmmmmmmmammmmmm®��m mmm�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�m®�mmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmo�omm�®m���m®mmmmmmmmmmm��m mmm�mmmmmmm®�mmmmmmmmmmmammmmmmm��m� ®mm�mm�mmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mm�mmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmomommmmmmm�m®mmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmm�mm®mmmmmmmm®mmmmmmm��m� ®®m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmomom��mm®mom®mmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmammmmmmm��m� mmm�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm��®�mmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmomom��m®®®mm®mmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmm©mmmmmmm��m� ®mm�®mmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mm�mmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmo�om�mmm®®gym®mmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmm®mmmmmmmmmmmomm�mmm®��®� ®mm�®mmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� INLETSOFT BY ENSOFTEC DATE: 711MU I FORM ID 201 STORMWATER INLET COMPUTATIONS SHEET 2 OF ROUTE PROJECT S� MJ 9-11 OESIGRER: CG DATE 71VM2021 CHECKED: UNHS:NGLISH mmm�mmmmom®®®®m®m�mm®��mmmmm®mmm��m� ��m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�m�mmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmomom®mmm®�mm®��®m®mmmmmm��m� ��m�mm®mmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mm�mmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmommm��®m��mm®��mm®mmmmmm��m� ��m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�m�mmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmo®®mm®mmm�m®®mom®m®mmm®mm��m� ��m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mm�mmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmom®mm®mm®®mm®®�mmmmm®®mm��m� ®mm�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmm®omomm�®mm�mm®mmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmm®mmmmmmmm®mmmmmmm��m� ��m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�m��mmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmom®®��mm®��m®m�mmmmmmmmm��m� ��m�mm®mmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmom®®�®®mom®mm®mmmmmmm®®mm��m� m�m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�m�mmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmom®m�mmm��mm®��®mmmmmmmm��m� ®m�m�mmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmomom��mm��mm®�m�mmmmmmmm��m� ®�m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�m®mmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmomomm�mm��mm®m�mmmmmm®mm��m� ®�m�mm®mmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmm®o®mm�mmmm�®m®mmmmmmmmmmm��m INLETSOFT BY ENSOFTEC LATE: 711MU I FORM ID 201 STORMWATER INLET COMPUTATIONS SHEET 3 OF ROUTE PROJECT S� MJ 9-11 OESIGRER: CG DATE 71VM2021 CHECKED: UNHS:NGLISH INLETSOFT BY ENSOFTEC DATE: 711MU I LD-229 STORM SEWER DESIGN COMPUTATIONS STORM FREQUENCY 10 PROJECT: SNDI-Nociag-11 LOCATION: Albemarle County COUNTY: Char-IM.Ale DiDigned by: CG Cheobetl by: MD UNITS ENGUSH PIPE NO. FROM 1,1112 PONT DRAIN. AREA 'A' Acre 3 RUNOFF COEFF. "C" C CA WLET TIME Mim¢ts RAIN FALL IM4 S RUNOFF HNNNO ELEVATIONS LENGTH of Pipe FL 12 SLOPE FLffL 13 SIZE (Dia, Or SpnNRitt) In I< SHAPE Nunber of Pipes Cel N CPS IS F-bon Slope FL/FL NORMAL FLOW FLOW TIME REMARKS 18 MCRE- MENr 5 ACCUM- MATED 6 Ls[erel CFS Ton" CFS 9 UPPER END 10 LOWER END II lkshof Flowdn FL A of Fk-v An S9F[ Hm FL Vn FVSec 16 En FL P1CRE- MENf MmNes U ACCUMU -LA.- Minuo-s 1 REFERENCECE 1 STA 101 102 000 ON ON 569 654 Om IIP 426W 42601 1220 0W551 24 Cjnc 1 18.19 0W380 132 229 059 645 201 003 523 103 IN ON ON ON 571 633 am IIP 42631 4M 18 25R 0RONA 24 Circular 1 1142 0W380 141 237 059 622 202 009 5,'IB 105 108 000 ON ON 502 654 am 14] 42769 42641 25691 0W498 24 Circular 1 1730 0W380 142 239 ON 6.18 202 069 5,71 109 SNMAO 000 ON ON 5W ON [An 43065 427N 26.12 0.IN29 24 Circulur 1 8102 0W380 058 095 0,33 1961 655 002 502 III 112 000 ON 098 211 592 0m 16B 43587 43525 30M 002010 21 Circular 1 N,34 0W930 105 130 049 1083 287 005 215 113 114 0.15 083 0.12 099 105 5% ON an 436% 43607 4911 001950 21 Circular 1 2335 0W930 107 155 049 1049 228 008 213 115 116 114 034 071 026 096 692 597 0W 1549 43826 43206 8009 001498 21 Circuar 1 2101 0W850 1.12 162 0.50 955 2,54 0.14 706 117 118 116 1 063 091 051 0DO 6T1 601 0W 1393 440.15 438M 8965 001997 18 Circular 1 1609 001560 108 136 045 1024 221 0.15 692 121 122 SWMAM 0,42 ON 033 033 500 654 am 2.19 438 OR 431R 558 005018 12 Circuar 1 865 0003Q ON 024 0.19 9.19 165 001 501 123 124 118 0Do ON ON 504 653 0W low 44342 40,25 90A5 003504 15 Circular 1 1310 0025W 088 092 037 1195 309 0.13 5,17 125 EX 124 000 ON ON SW ON OW low 'N 80 44 42 3891 005988 15 Circulur 1 1213 0025W 073 094 ON 1481 4.13 ON 504 127 128 118 ON 078 003 ON 6,53 608 Om 054 "in "Im 38.12 OW498 12 Circular 1 2R 000020 ON 020 0,17 270 042 ON 671 129 130 128 001 070 001 005 598 624 ON 035 44222 44183 9893 0OWN 12 Circular 1 271 OMID ON 0.15 0,14 239 0,33 055 653 131 132 130 007 067 005 005 San 654 am 031 44675 4 % 18082 OD1WI 8 Circuar 1 131 00O%D 022 DID 0,12 307 037 098 598 201 202 200 000 0an ON 5.19 649 008 1409 445 C0 4 n 18M 001260 30 Circular 1 4989 DRUM 091 161 050 874 209 ON 523 203 203A 202 000 0an Dan 505 652 ON 1408 44558 445.10 48.15 0Dow 30 Circuar I "37 OOOIOD 092 176 0.52 802 1.97 0.10 5,15 203B 12M 203A 0Do ON ON 502 5A OW 1408 44586 44569 1672 1001017 30 Circular I "M DRUM 0% 174 0.52 808 193 003 505 205 SWMB Oul 204 000 ON ON 500 ON 1408 446 OR 445% 738 000542 24 Circulur 1 1804 000340 133 222 0.58 635 1.96 002 502 206A 206E SWMBM 000 ON 2,45 562 635 Om 1563 44939 44900 586 OJODM IS 0m 1 2221 005210 077 0,80 035 1960 624 001 563 207 208 206B 025 079 020 084 552 637 0W 539 45486 454DO 4295 0(EW2 15 Cirtvlar 1 9% 0ON20 066 065 032 924 121 009 561 209 210 208 0W 078 003 064 541 641 ON 4,13 455IN 454% 5050 001743 15 Circular 1 924 OCWEO 059 056 030 732 142 0.12 5.53 2H 212 210 0,29 025 022 043 525 646 ON 276 45710 455% E6.49 001743 15 Circular 1 924 0001E0 049 042 026 658 1 LN j 0.19 542 213 214 212 028 074 021 021 5an 654 ON I 456211 46)58 12240 005W0 12 Cir 1 863 OW130 022 0.17 0.16 802 127 025 525 215 216 210 022 083 0.Is 0.Is 5an 654 OW 1.19 45689 456 DO 4201 002119 12 Circular 1 562 DRUM 031 021 0.Is 5a aM 0.12 5,12 217 218 206B 008 076 OW 162 5.56 636 0W 1056 45583 453M 4922 005W3 15 Circulur 1 1565 00380 075 0T 035 1369 3SO 006 562 219 220 218 008 084 007 156 548 654 OW 10.17 45883 45593 "M REND IS 0m 1 14.86 0OM 10 076 078 035 13N 3,40 008 556 221 222 no 0.15 061 009 ON 5an 654 0W Do 450N 45893 62.12 0M994 12 Cirt 1 668 0Won 020 oil] 0,12 526 063 020 520 223A 223B no 007 093 OM 140 5M 645 0W 9.10 163W 46121 11142 0WOOI IS Circular 1 9% Daum 094 099 038 9.15 225 020 550 223C 224 n3B 0,24 079 0.19 120 522 642 ON 282 d1M 88 464.04 4188 002006 15 Circular 1 991 001 NO 0IN 087 037 895 209 008 530 225 M6 2N 038 OR I 027 101 508 652 ON 660 46650 464.98 7393 002002 13 Cir 1 9% 0W930$075076035 864 191 0.15 523 22] 228 no 102 0➢ 075 095 5DO 654 OW 482 46]32 4660 4106 001754 15 Circular 1 927 ON5100R 765 1,55 009 509 229 230 223B 0,18 078 014 014 5W 634 022 092 "111 46404 3792 003002 12 Circulur 1 669 OCW600.15 597 080 Oil 5.11 233 234 SWhB m 069 ON 056 056 500 654 OW36344]38 442W 7581 000501 IS Circular 1 495 0W280OM 441 110 029 529 235 236 SWMBM 001 050 001 OW 528 645 ON 0M 44924 44898 1290 OM16 8 Cir 1 136 ONIM0,12 424 049 005 533 237 238 236 004 050 002 OM 522 647 0W 032 44962 449M 14M 001994 8 Circular 1 185 0M800.11 4.13 047 OW 528 239 240 238 0,07 051 ON OM 50) 654 ON ON 45189 449,R E028 00600 8 Cirt 1 248 0ON30008 449 045 022 522 LD-347 PROJECT: SouBMiootl 9-11 DESIGNED BY: CIS HYDRAULIC GRADE LINE ANALYSIS Ch ked: MD INCIDENCE PROBABILITY 10 Year INI OR JUNCTION STA INVERT EL OUTFLOW PIPE DEPTH OF FIDW OUIFIDW PIPE Ou= WATER SURFACE ELEV DIA PIPE Do INmm) DESIGN DISCH. Qo (CF=MS) LENGTH PIPE Lo (PRM) FRICTION SLOPE,Sb (FTNT) (MRA FRICTION LOSS w FVM JUNCTION LOSS SURFACE FLOW Mi HI 13 HI (F INK SVapuV? YIN 05 M PA FINAL H PUM 1,. Wafer SuRa¢ Elevation Tpo1MH TpollN l Ekv. APPROX. Atlua.n Vo CmN Ho UN m Mi g Hi(Eg ) 035MAK. Yf2 SKEW "Ie K B-I H FVM Sum AL FLMI 1 2 3 4 5 8 8 9 10 11 12 13 14 15 18 18 1 18 19 100 427.850 102 4MO10 2.00 427.850 24 14.]]0 12.70 0.00380 0.048 8.450 OA62 8.221 0.801 0.210 0.0 0.00 0." 0.372 0.000 0.372 YES OA86 0.234 42SOM 429.710 O.K I 4MA80 2.00 428.084 24 14.770 25.72 0.00380 0.098 8.221 OA50 SAM 0.594 0.208 0.0 0.00 0." 0.358 DOM 0.358 YES OA79 0.2]] 428.361 431.570 OK 108 426A10 2.00 428.361 24 14]]0 256.91 0.00380 0.9]5 6AM OA48 19.812 5.9]3 2.090 0.0 0.00 0.000 2.239 0.000 2.239 YES 1.119 2.095 430.456 432.410 OX WMA OU 42]]90 2.00 430.458 24 14]]0 28.1] 0.00380 0.099 19.612 IA93 0.000 0.000 0.000 0.0 0.00 0.000 1.493 0.000 1.493 YES 1 0947 0.846 431.302 O.K. LD-347 PROJECT: Soi iA 9-11 DESIGNED BY: CG HYDRAULIC GRADE LINE ANALYSIS Checked: MD INCIDENCE PROBABILITY 10 Year INLET OR JUNCTION STA INVERT EL. OUI M PIPE OEPTI OFFLDW OUTFLOW PIPE OU= WATER SURFACE ELEV OW. PIPE ]m INmm DESIGN DISCH. Qo CFSICMS LENGTH PIPE Ln FLM FRICTION SLOPE, Wo IFTIFTj MIA) FRICTION LOSS Hf (FVM) JUNCTION LOSS SURFACE FLOW Mj_HI 13 HI FLM IN. Shapo" YM 05 HI FVM Fll 4 H PM) Inkl Nu* Smm- ElerAion TWofMH Topof Lief Elsa. APPROK, Mlmmnonl9 Vo COML Ho (FLM(PM) Y M' 4 Hi (Ex,) 0wimm. SK N w K BmA H Sum HL FM 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 18 18 17 18 19 200 448.930 202 444]]0 2.50 448.930 30 14.080 18.2E 0,00105 0.019 8.735 0.29E 8.023 1.000 0.350 0.0 0.00 0.000 0.64E 0.000 0.84E YES 0.323 0.342 44].2]2 452.860 O.K. 203A 445.100 2.50 447.2/2 30 14.080 48.15 0.00105 0.051 8.023 0.250 8.082 1.014 0.355 0.0 0.00 0.000 0.605 0.000 0.605 YES 0.3M 0.353 441.625 454.170 O.K. 204 445.690 2.50 44].690 30 UAW 16]2 0.00105 0.018 8.082 0.254 6.352 0.627 0.219 0.0 0.00 0.000 0.473 0.000 0.473 NO 0.473 0.490 448.180 456.800 O.K. VJMB OU 445.960 2.00 448.180 24 14.080 ].38 0.00345 0.025 6.352 OA5/ 0,000 0,000 O.ODO 0.0 0.00 0.000 0.157 0.000 0.157 YES 0.078 OA04 448.284 O.K. LD-347 PROJECT: Soulhv 9-11 DESIGNED BY: CIS HYDRAULIC GRADE LINE ANALYSIS Checked: MD INCIDENCE PROBABILITY 10 Yesr INLET M JUNCTION STA INVERT EL OUTFLOW PIPE DEPTH OFFLDW OIRFLDW PIPE OU= WATER SURFACE ELEV DA PIPE Do prinum DESIGN DISCH. Do CF=MS LENGTH PIPE Ln PW) FRICTbN SLOPEM (FTFO (" FRICPON LOSS Hf M JUNCTON LOSS SURFACE FLOW PJj.M 13 HI PUM INM simm t YM 05 HI (RAO) FINPL H (FIRS low Wow SUHam Eleralun Top of MH Top of Ir1N Elsa. APPROX. Mj..nV Vo cow, Ho PUM Y WWI,, Hi(EWn) 035'MAX. SKEW Arje K ffad H FM Sum HL NM 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 18 18 1 18 19 SWMA IN M1.690 112 4M.250 1.75 M1.690 21 16.231 WIPI 0,00935 0.288 10.833 DA56 10.48/ 1.7W 0.598 0.0 0.0 0.000 1.053 0.000 1.053 YES 0.527 0.815 M2.505 4 .710 O.K. 114 436.070 1.75 M2.505 21 16.230 48M 0.00935 0.450 10.487 OA27 9.553 1.417 0.4% OG 0.00 0.000 0.923 0]3] 0.923 YES 0.461 0.911 443.416 M].180 O.K. 116 437.060 1.75 M3.416 21 15A94 80.09 0.00852 0.682 9.553 0.354 10.2M 1.629 0.570 0.0 0.00 0.000 0.925 ISM 0.925 YES 0.462 IA" M4.580 M]]00 O.K. 118 438.360 1.50 4M.580 18 13.929 89.65 0.01566 1.404 10.2M OA07 11.954 2.219 O.M 0.0 0.00 0.000 1.184 3.079 1.539 YES O.AO 2.174 MUM 448.630 O.K. 124 M0.250 1.25 M6.734 15 10.970 WAS 0.02569 2.324 11.954 0.555 14.806 3.404 1d91 0.0 O.W 0.000 1.746 0.000 1.746 YES 0.873 3.19/ M9.931 458.010 O.K. EX1 446.470 1.25 M9.931 15 10.970 38.91 0.02569 0.999 14.806 0851 0.000 0.000 0.000 0.0 DAD 0.000 0.851 0.000 0.851 YES 0.426 1A25 451AS6 456.640 O.K. 122 43]]20 1.00 M1.690 12 2.185 5.58 0.00335 0.019 9.179 0.327 0.000 0.000 0.000 0.0 0.00 0.000 0.327 2.185 0.425 YES 0.213 0.231 441.921 M2.370 O.K. 128 M1.540 1.00 M8.734 12 0.539 38A2 0.00020 0.008 2.702 0.028 2.M5 0.088 0.031 0.0 0.00 0.000 0.059 DA88 O.On YES 0.039 0.046 448.780 448.200 O.K. 130 M1.830 1A0 M6.780 12 0.351 78.93 0.00009 O.OW 2.385 0.022 3.069 0.146 0.051 0.0 0.00 0.000 0.073 0.OM 0.073 YES 0.037 0.043 M8.824 448.900 O.K. 132 4M.MD 0.87 M8.824 8 0.307 180.82 0.00057 DAN 3.069 0.037 0.000 0.000 0.000 0.0 O.00 0.000 0.037 0.301 0.048 YES 0.024 OA28 446.969 450.660 O.K. LD-347 PROJECT: Soi iA 9-11 DESIGNED BY: CG HYDRAULIC GRADE LINE ANALYSIS Checked: MD INCIDENCE PROBABILITY 10 Year INLET OR JUNCTION STA INVERT EL. OUI M PIPE OEPTI OFFLDW OUTFLOW PIPE OOTIET WATER SURFACE ELEV OW. PIPE ]m INmm DESIGN DISCH. Qo CFSICMS LENGTH PIPE Ln FM FRICTION SLOPE, Wo IFTIFTj M4A) FRICTION LOSS Hf (FVM) JUNCTION LOSS SURFACE FLOW Mj_HI 13 HI FLM IN. Shapo" YM 05 HI FVM(FM) Fll 4 H Inkl Nu* Smm- ElerAion TWofMH Topof Lief Elsa. APPROK, Mlmmnonl9 Vo COML Ho (FLM(FM) Y M'S, Hi (Ex,) 0wimm. SK N w K BmA H Sum HL FM 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 18 18 17 18 19 SWMB IN 451.450 206B 449.000 1.25 451.450 15 15A28 5.88 0.05213 0.305 19A00 1.491 13.691 2.911 1.019 0.0 0.00 0.000 2.510 O.WO 2.510 YES 1.255 1.561 453.011 460.130 O.K. 218 453.340 1.25 454.340 15 10.561 49]] 0.02381 1.185 13.691 OM8 13.035 2.638 0.923 0.0 0.00 0.000 1.851 0.388 1.651 YES OA26 2.010 456.582 463.160 O.K. 220 455.930 1.25 456.930 15 10.173 64.36 0.02209 1.422 13.035 0.860 9.152 1.301 0.455 0.0 0.00 0.OD0 1.115 OA38 1.115 YES 0.557 1.979 459.589 466.220 O.K. 223B 481]10 1.25 462.710 15 9.100 111.42 0.01768 1.969 9.152 0.325 8.952 1.244 0.436 0.0 0.00 0.000 0.181 0.374 0.761 YES 0.380 2.350 465.060 471.530 O.K. 224 464.040 1.26 465.060 15 7.824 41.88 0.01307 0.547 8.952 0.311 8.638 4.159 0.406 0.0 0.00 0.000 0.]1] 1.223 0.717 YES 0.358 0.906 465.965 472.400 O.K 226 4 1.980 1.25 465.980 15 6.601 75.93 0.00930 0.7O6 8.638 0.290 7.641 0.908 0.318 0.0 0.00 0.000 0.607 I= 0.790 YES 0.395 1.101 467.246 474.300 O.K. 228 466.600 1.25 467.800 15 4.874 41.06 0.00507 0.208 9.647 0.227 0.000 0.000 0.000 0.0 0.00 0.000 0.22] 4.874 0.295 YES 0.148 0.356 467.964 474.990 O.K. 236 448.980 0.87 451.450 8 0.397 12.90 0.00096 0.012 4.241 0.070 4.127 0.264 0.093 0.0 0.00 0.000 0.162 0.032 0.162 YES 0.081 0.094 451.544 453.840 O.K. 238 449.340 0.81 451.544 8 0.365 14.04 O.000Bi 0.011 4.127 OA68 4.493 0.313 0.110 0.0 0.00 0.000 0.178 OA29 0.229 YES 0.114 OA26 451.669 453.7W O.K. 240 449.720 0.87 451.669 8 0.236 BUS 0.00034 0.020 4.493 O.W8 0.000 0.000 0.000 0.0 0.00 0.OD0 0.078 0.236 OAU YES 0.051 0.071 452.029 456.000 O.K. 234 447.000 1.26 451.450 15 3.631 75S1 0,00281 0.213 4.440 O.W5 0.000 0.000 0.000 0.0 0.00 0.000 0.075 3.631 0.098 YES 0.049 0.262 451.742 451.760 O.K 208 454.000 1.25 455.000 15 5.390 42S5 0.00620 0.266 8.241 0.264 1.318 0.832 0.291 0.0 0.00 0.000 0.555 1.262 0.721 YES 0.361 OA27 455.627 462.040 O.K. 210 454.960 1.25 455.960 15 4.128 50.50 0.00364 0.184 7.318 0.208 6.518 0.672 0.235 0.0 0.00 0.000 0.443 OA99 0."3 YES 0.222 OA05 456.425 462.710 O.K. 212 455.940 1.25 456.940 15 2.763 WAS 0.00163 OAN 6.578 OA68 8.021 0.999 0.350 0.0 0.00 0.000 0.518 1.402 0.673 YES 0.336 0."5 457.568 465.260 O.K. 214 480.580 1.00 461.380 12 1.361 122.40 0.00130 0.159 8.021 0.250 0.000 0.000 O.ODO 0.0 0.00 0.000 0.250 1.361 0.325 YES OAU 0.321 466.968 472AM O.K. 222 458.930 1.00 459.730 12 0.595 62A2 0.00025 0.015 5.281 0.10] 0.000 0.000 O.ODO 0.0 0.00 0.000 0.107 0.595 0.140 YES 0.070 0.085 460.02 469.270 O.K. 230 484.040 1.00 465.060 12 0.916 3].9] 0.00059 0.022 5.969 0.138 0.000 0.000 0.000 0.0 0A0 0.000 0.138 0.916 0.180 YES 0.090 0.112 465.430 472.060 O.K. 218 456.000 1.00 456.800 12 1.191 42.01 0.00100 0.042 5.I "I 1125 0.000 0.000 0.000 0.0 0.00 0.000 0.125 1.191 0.163 YES 0.081 0.123 45].202 481.130 O.K. :. W 00 00 A DESIGN OF OUTLET: PROTECTION FROM A ROUND PIPE FLOWING FULL MAXIMUM TAILWATER CONDITION ( TW —� 0.5 DIAMETER) 3Do I Outlet 1 Min. W = Do + 0.4La Pipe Diameter, Do I 90 �ilie�fier WDo `' 80 Length = 9' �0 Width 1 = 6' �o°' Width 2 = 9.6' o �50 Class I Riprap Atir �� 50 30 +a 40 o ~ a I r 1111I1IIIIN FA111111!��11IiiIIIIIiII11 ii�iii�liiI! aiiIi?!Idtieillllnl�a!Iin�R�11" EIJI 1� pop, 00 Hally inllGinwll� f �� 1 1 1 11 1 OP1: Outlet 100 Discharge= 14.77 CFS Diameter= 24" I or PF firl 0Jo ire elll���ll 11 11 3 W 00 :. DESIGN OF OUTLET: PROTECTION FROM A ROUND PIPE FLOWING FULL MAXIMUM TAILWATER CONDITION ( TW —� 0.5 DIAMETER) 3Do I Outlet 1 Min. W - Do + 0.4La Pipe Diameter, Do La I 90 �r4i�iefier.5Do k��`' 80 Length = 11' �0 Width 1 = 7.0' �o°' Width 2 = 10.5' o �So Class II Riprap Atir - 50 ' 40 o 30 '.� OP2: Outlet 200 Discharge= 14.08 CFS Diameter= 30" m"1111 1111I1IIIIN FAFIN111!��11IiiIIIIIiII11 �����1�, 1 ;w `I 11 11 1 Moil, i' I I�till�� �II��I�III v!w0doouroolo, fl®,:�ninaAI11N111Rlinllliinwll� f Y�Ae�� I O1. , i I or io Fdo,I ireJo IN 3 HY-8 Analysis Results Culvert Summary Table - 24" HDPE Culvert Crossing: Crossing 1 - 24" Discha Total Culvert Headw Inlet Outlet Flow Normal Critical Outlet Tailwat Outlet Tailwat rge Discha Discha ater Control Control Type Depth Depth Depth er Velocity er Names rge rge Elevati (ft) (ft) (ft) Depth (ftls) Velocity (cfs) (cfs) on (ft) Depth(f Depth(f (ft) (ft/s) t) 2-Year 6.40 6.40 426.75 1.25 -0.13 1-S2n 0.80 0.90 0.80 1.60 5.49 0.00 Storm 10-Yea 14.77 14.77 27.69 .19 1.20 5-S2n 1.32 1.38 1.32 1.60 6.73 0.00 Storm HY-8 Analysis Results Culvert Summary Table - 30 Culvert Crossing: Crossing 2 - 30 Discha Total Culvert Headw Inlet Outlet Flow Normal Critical Outlet Tailwat Outlet Tailwat rge Discha Discha ater Control Control Type Depth Depth Depth er Velocity er Names rge rge Elevati (ft) (ft) (ft) Depth (ftls) Velocity (cfs) (cfs) on (ft) Depth(f Depth(f (ft) (ft/s) t) 2-Year 3.02 3.02 443.07 0.83 0.92 3-Mtt 0.60 0.57 1.25 1.25 1.23 0.00 Storm 10-Yea 14.08 14.08 44.29 1.97 2.14 2-M2c 1.38 1.26 1.26 1.25 5.66 0.00 Storm Water Quality Calculations 7. Virginia Runoff Reduction Method Worksheet Summary (On -site) 8. Common Plan of Development Overall Water Quality Tabulation (On -site) 9. Virginia Runoff Reduction Method Worksheet Summary (Off -site Reduction Credit) 10. Common Plan of Development Overall Water Quality Tabulation (Off -site Reduction Credit) qEq Nylnly MnoJfRetlurtivn MelM1vtl New Oevelapmmt(nmpllvnre3paevasM1eef t�"3g11BMP 3fanaida av13pO[Nkarlans 03O13 gran all Real and 3pedflotlom lemleat Name: Sou[Mvood &vtks 311 gele: 7/16/2022 flMaoema.s,u alfrteNonstin: 2033 Oral sms 5 specs Information Project (Treatment Volume and Loads) mbress/ope or IZZ�lana om maul nd leevl -- eameey 9maetl mr y nmerannmbeaummlmanaaNyl vl lmpemea veer lama) ex a)8 Cone.. PalntalllNai¢1 03 ainlall Eventlmll IOT rvsTPIEMCayll n Tutll 026 Tut 6eo liNIEMCImp/LI I186 aapeprreryp ou Pl fum onhnorl 090 3.0 R 9oile BSOAe CSolle OSoia brm/open5pare 002 003 005 O.Os O 0 O.2s luma-malCueer o9s l o9s , 9s a. 6ss Land Lomr Summary TreaMenl Volume and Nil Loads forezl/Open Spul Coe, hoax) am all Be lMrertl 0W %Fdert W6 Managetl Tuh Corerlacrezl 2)] Well,Metl Be (NM 020 .lau etl Tuff 36% Impervious Carer la—) 4)8 M limpervbusl 095 %Imper iws fA% sire aea lacteal ).M 1.Be 06B Treameam Volume OA236 IanaNl Trealmenl Volume(valak fall M.O TP baa llW lall 1159 baalla/yrl Inbimaabial Pu 829] tlaM��pulaelk loss nmulMbnulle w_ea",mr, Drainage Area A Dninaae Area A land Cover laaesl A Sails BWis CS^Bs DWT.I.k..dManagetlTutl(,vrro van 1.25 Total Phosphorus Available for Removal in DA A (lb/Yr) 2.83 post Development Treatment Volume in D.A. A(hs) 0,507 zImrmWaler COST management irr3RICe51nn = R11DOn RCDURIon) -SeleRfrom tlroAdownlirts- RunaN Managed Impervious Volumelrom Ru^oR Remaining Treat pRemoval Pbosphoms Untreated Phosphoms Remaining Ptlttif! i%) Tun GetlR Upstream Reduttion ent Treatment Removal And from Pbos Remmed By phoiphorvs Dewnrtrimpored to be Crean [redo (%) Area(aares) AwrerCredit Area )acres) Pnttice (ha) )Ra) IRumoff..A( Volume iha) Velume(ha) Fffidenry (%) Upstream d1. loadto Preen. (lb) load Qb) Employed Prattiaes Qb) pretticeQb) 1.. vegera,�Ramxa lspeex5l o 0 0 not om om 1n.v rtvrMPoofx3l1r-.1l 60 0 0 0 0 ON OW orn zafim pe o v:onn>ean to NB so I, (arnr a1 so o a o 0 o am om a.m om z.nsmpk Uz-n ontaC/Osolx s 1 ss 0 oCU oN aM o00 zc mSoil Me, (edvmtl rp k)(ax, WI nxl®YM"-mi.' so 0 0 0 0 0 000 om 0.. oao 2,oa .'.in Ay 2d To0 inm ntralonmJ1 la,ion aB1 M, m 15 om om om o00 D, Y mreh n,. z<.mdywNan-F MioanMwanrex115peexBl D rvaj re a 0 ss am om a.m oao 2 T. TO Ra'n Gartlen Ny MbaBiorHen[on pl lspa<K) 40 25 om om om oW 2g. io na nGarnenp2� MivaBiorHen[on p3l5pae K1 a0 0 0 0 0 50 0110 om O.m o00 z n. rn xaimnNr mrveating (swe ar) 0 0 0 0 0 0 om om am oao unm Binann rten[mn Ispx aB, Appma': AI a0 0 0 0 0 ss am om o.m oao a.a. Grro clonal AS s fl, 6w,#11 M 0 0 0 0 om om om om an. Gress Mnel 4D soil, lswc m 10 0 0 0 0 — om On, om o r. Gress cnanm Wm comport Anevel soil, 10 0 G G 0 vs om om om ot0 pe„pee, Rees .) 40 1 1 1 0 1 0 1 0 1 0 1 25 1 om I om I om I om 1 lava. MTD-Futerire RRrogm Ri ge toad Untreated Nitrogen Remaining Removal Rom Upstream Nhmgen badto Bemoend BY Nhrogan tIfienry)%) Prattiaea (be) Pmaiue)Ibs) Prmise (Ibs) load (Ibs) 5. Dry 5wa1e (RR) 6. Bioretention (RR) Imarea, DAA Isve=x9) ow om Jan a.InnNationn lslKxel so 0 o ss Jm Ja 000 00o 71, Inmtaton xz lspea M) 90 0 0 o ss o0o nay 0- o.00 9. Extended Detention Pond (RED Ea. pEliper plsl "D ru. A. Pro 8 b. EO#215pee x15) 15 0 0 0 O 15 11W OLO A.W n.00 TOTALIMPERWOUSCOVER TREATED(:: 0.00 AREA CHECK: OR. TOTAL MAN AGFO TURF AREA TREATED )a[) 0.00 AREACHFCK: OK. TOTAL RUNOFF REDUCTION IN OA A0 TOTAL PHOSPHORUS AVAILABLE FOR REMOVALIN DA A)IbM 2P3 PHOSPHOUS DES TOTAL REMOVED ITH RUNOFF REDUCTION PRACT tj, DO TOTAL PHOSPHORUS REMAINIRNG AFTER APPLYING RUNOFF RED COON PRACTICES IINDA A)Ib/yr 2.83 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS .a. W,t Sw,I, pl IS, xill 0 0 o I)W OLU ErKL.Swale.Gpxnl) 0 II 0 OM End ON I)a] 12. Constructed Welland I no RR) 1z.a EunRructea wetly na n(svxturn o 0 o A. oLO E.. I on, 1z b. cnnNarred and xz(In-ni) o 0 0 000 00o II.N Jon un.can(speena) 0 0 0 o sIl Jon a- JW o.nn Lkc wel Peal n(Do.—I Naln)lspeexla o o as JED co. aoo JW 13�we vans xz upe=na) o o a o o s PLO Jay am o.w va. wel Peal n(Oacul mNn) Ispec xlal 0 o ss o0o fall aoo o.ao ED o.00 00o Ja o.00 2. Infiltration(RR) 8. Estere etl Detention 8. Estere etl Detention Pond (RR) 9. Steatitic. to Fifer/Open Space (RR) TOTAL RUNOFF REDUCTION IN D.A. A (fir) NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. A (Ibjrj 0.00 SEE WATER QUALITY COMPLIANCE TAB FOR SITE CALCULATIONS (Information Only) 10. Wet Swale )Coastal Plain) (no RR) 11. Filtering Practices(no RR) 12. Constructed Worland (no RR) 1d.a. ManWaRurN irea,menr Oevlee 0 xMmdmamie LLD 115 0 0 4,501 d$OJ LI OM Lai OSJ L16 ]4b. M111-fil,eriry ld.b Man WaRureCTwbnerRDmerfil,erirq 0 4, O 0 4,5a1 4a0] d0 -1 Pon 091 1.36 None d-Manu and Trn,meM Cm¢Gererie 0 U 0 0 50 OM 6LO OCO 600 TOTAL IMPERVIOUS COVER TREATED (ac 1.25 AREA CHECK: OR. TOTAL MANAGED TURF AREA TREATED (ac) 0.2T AREACHECK:OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE (Ib/yr R52 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL INDAA�Ib/yr 2.03 TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IND.AA�Ib/yr lAT TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. A IIb/yr D.GO TOTALPHOSPHORUS LOAD REDUCTION ACHIEVED IN DA.A�Ib/Yr 1.4T TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN D.A. A IIb/yr 1.36 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS HOFF REDUCTION PRACTICES IN DA A(Ib/yr 000 HOFF REDUCTION PRACTICES IN DA.A(lb/yr D.GO TOTAL NITROGEN REMOVED IN D.A. A IIb/yr 0.00 14. Manufactured BMP In0 RR) oa..aemnrnnm waPu...�immlmxw«e.mgxHewP gn+rswvrremnai neblxr0.2.imre—S.u—oe.om0nrvur—P—P.nne Ne Sak oneanwm.anxxma�nels.Wziu wxn..«,xxcmme�„Po*.e=eax M.nA m..mwm.MPwNa,.. ier ray"Ace. Drainage Area B Dramme Area A lard Cover laced A Sails BSolls CSolls DSmWT.I.k..dManagetlTutl(—) 1.06 IN Total Phosphorus Available for Removal in D.A. B(lb/yr) 6.R5 Post Development Trerorm 10,90g CtDrmWa aer COST management rF3RlCes (Rn = R11n0ir RCDURIon) -Selett from tlroodown liAs- Runau Managed Impervious Volumeamo RunoR Remaining Treat pRemoval PM1osphoms Untreated Remaining Ptlttie! Retlutli%) Upstream Reduction Barrfume Treatment ent Removal Load Rom PM1ospM1aros Removed By Removed Phoiphorvs Oewnrtream Prentice to be Credit rea(aetlR Area(aares) Area iaares) Are. Prattice (ha) (Ra) Volume �ha) ( Volume(fit?)Fffidenry%) Upstream Lead to prettice(lb) Wad (lb) Employed Prattiaes (lb) PrecticeQb) ta. veaerarai ..,at Doer x5l 0 0 0 oro o00 ono Sb. vegerordr..fx315p-.1j 60 0 0 0 0 ON O t OLO za. 6m pe o urann>eon to A/6 so lx (saerm1 so o a o 0 0 am om a.o0 oao z.Osmpk C,onnanonmrmwa snl ss a Are om A. oao z�msnilanemea me, rp GOwRilas)(sw, W) so o o 0 0 oOamo000 oOomN00 0Oa... oOoa0ao0o Oainoy 2, Tan enal. MnIlafinmjIaBl zss05 Mo0 z<T,DyyrFmrvu,mnxz, MioalMoarrrex5neael 90 0 2t TO Ra'n Gartlen Ny MbaBiorHen[on pi lspx ey, 40 25 OW ON OW OW 2g. io na nGartlenpz, MivaBiorHen[on p315px K1 a0 0 0 0 0 50 ov, ON 0.0] O00 zn. To xaimnrer H—vug(Sper ar) 0 0 0 0 0 o Are 000 am Oao 2,,ISba—aver PI.ro' Uman l i merval— rner' aB, A,od. AI ao 0 0 0 o ss om once o.00 oao 4a. Graxx nnnnel am soilxDoor #11 M 0 0 0 0 O00 Oo0 0- an. Grass rnanrcl 405m1x(Swr m to 0 0 0 o O00 Oao Ono Oao 4r. ur—cnanm Wm C,m Anertlaf Soll, 10 0 o G 0 vs OLo ON 0- Oao wr, laves .) 40 1 1 10 0 0 0 zs1 0a0 I o.00 I an, I tan NRrogm Nitm , toad Untreated Nitrogen Remaining Removal Rom Upstream Nimgen badto .amoved BY Nitrogen -ffbienry(%) PraOtion(lbs) Practice (lbs) Practice(lbs) load(lbs) ato urn rW 0. run a - an S. Dry Swale (RR) 6. Bioretention (RR) Tnumrz, Isveenl ow om ow 7. Infiltration IRA) a.innxr.nrna lslKxel se D o ss um oa om ono 71, Inmta,on Pr Purr do 90 0 0 o ss oW a- 0- "no 9. Extended Detention Pond (RIQ Ea. pEliper plsl On] co. E.E..W B b. EO#215pee x15) 15 0 0 0 O 15 11W OLO ..W ,,AE TOTALIMPERWOUSCOVER TREATED(:: 0.00 AREA CHECK: OK. TOTAL MAN AGED TURF AREA TREATED (a:( 0.00 AREA CHECK: OK. TOTAL RUNOFF REDUCTION IN D.A. B IF2) 0 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. B(IbM 665 PHOSPHORUSTOTAL TOTAL PHOSPHORUS REMMNNG AFTER APPLYPRACTICES ING RUNOFF REDUCTION PRACTICES IN D.A. B(Ilb/w 6.05 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS .a. W,t Sw,I, pl(spec xill 0 0 n EDED OLU o[U O.W 1rKL.Swale.GpoeY1U 0 0 0 OM Ono ON I)a] 12. Constructed Welland I no RR) 12...nnrartra wrB.ra nl Roc, turf o a o oar om E. I a.no 1z b. E—drarred and .(In-.) o 0 0 oM ono II.N JOn 11-Bel POnaxllsyecnal 0 0 0 o sIl "no ono om n.Ilo i.b wel Psa xl (fo.—I an) Dar o II as aED o", aoo oW Ilr.wHPcBIQGpecnal o o a II o Ts oW a- aW tono AL wel Psa cr(Dracut NNn) Gpee xlal 0 II FS oW o", aoo o.W n.no oon oa n.no ]. Infiltration(RR) 8. Estere ed Detention 8. Estere ed Detention Pond (RR) 9. SM1eetfluw to Fifer/Open Space (RR( TOTAL RUNOFF REDUCTION IN D.A. R (fic) NITROGEN REMOVED WITH RUNOFF REDUCTION PRACNCES IN D.A. 6 (Ibjrj 0.W SEE WATER QUALITY COMPLIANCE TAB FOR SITE CALCULATIONS (Information Only) 10. Wet Swale (Coastal Plain) (no RR( 11. FilterinKPractices(no RR) 12. ConAru.d Welland (no RR) 7'0w trin DAB TOTAL IMPERVIOUS COVER TREATED tau 2.90 AREA CHECK: OR. TOTAL MANAGED TURF AREA TREATED far) 1.G6 AREA.ECK:O.. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE (Ib/yr R.52 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. B �Ih 6.05 .A./yr TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN DB �Ib/yr 5.20 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PMRICFSIN D.A.B �Ib/yr 0.00 TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED INo _BIIb/yr 5.20 TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN D.A. BIIb/yr 1.65 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. B:Ib/yr 0.00 NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A.B�Ib1W 0.. TOTAL NITROGEN REMOVED IN O.A. BIIb/yr 0.00 oe.neun,rnmw owpb..mw.unxlvwroapgazeame upu..ebz.rmnnm WnHn.z.i.mmaxs�na.eamr.unwRb�za.rt..wxrah.s Msak roe°an.mruaumnre44eseu optia�bm. aa:xmr�xu,Ws 14. Manufactured BMP In0 RR) ymun.acoacnmecvnynuxrenxewx waa. o...w.�aur m -- Site Results (Water quality Compliance) Virginia Runoff Reduction Method Worksheet DEQ Virginia Runoff Reduction Method New Development Compliance Spreadsheet - Version 3.0 BMP Design Specifications List: 2013 Droll Stds & Specs Site Summary Project Title: Southwood Blocks 9-11 Date: 44393 Total Rainfall= 431nchei Site Land Cover Summary A soils BSoils CSoils DSoils Totals %of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 1 0.00 2.71 0.00 0.00 2.71 36 Impervious Cover (acres) 1 0.00 4.78 0.00 0.00 4.78 64 7.49 100 Site Tv and Land Cover Nutrient Loads Site Rv 0.68 Treatment Volume fts 18,451 TP Load (lb/yr) 11.59 TN Load (lb/yr) 82.93 Total TP Load Reduction Required (lb/yr) 8.52 Site Compliance Summary Total Runoff Volume Reduction (W) 0 Total TP Load Reduction Achieved (lb/yr) 6.67 Total TN Load Reduction Achieved (lb/yr) 0.00 Remaining Post Development TP Load 4.92 (lb/yr) Remaining TP Load Reduction (lb/yr) 1.95 Required ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Drainage Area Summary D.A. A DA. B D.A. C D.A. D DA. E Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0.00 Managed Turf(acres) 0.27 1.06 0.00 0.00 0.00 1.33 Impervious Cover (acres) 1.25 2.94 0.00 0.00 0.00 4.19 Total Area (acres) 1.52 4.00 0.00 0.00 0.00 5.52 Drainage Area Compliance Summary DA. A 1 D.A. B D.A. C D.A. D DA. E Total TP Load Reduced IIb/vrl 1.47 5.20 0.00 0.00 0.00 6.67 Summary Print Virginia Runoff Reduction Method Worksheet TN Load Reduced (lb/yr) 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 Drainage Area A Summary Land Cover Summary A Solis B Soils C Soils D Solis Total % of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 1 0.00 0.27 0.00 0.00 0.27 18 Impervious Cover (acres) 1 0.00 1.25 0.00 0.00 1.25 82 BMP Selections Managed Turf Impervious BMP Treatment TP Load from Untreated TP Load TP Removed TP Remaining Downstream wm Practice Credit Area Cover Credit I Volume (ft') Upstream to Practice (Ibs) (lb/yr) (Ib/yr) Treatment to be (acres) Area (acres) Practices (Ibs) Employed Total Impervious Cover Treated(acres) 1.25 Total Turf Area Treated (acres) 0.27 Total TP Load Reduction Achieved in D.A. (lb/yr) 1.47 Total TN Load Reduction Achieved in D.A. (lb/yr) 0.00 Drainage Area B Summary Land Cover Summary A Soils asoils CSoils DSoils Total %of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 1 0.00 1.06 0.00 0.00 1.06 27 Impervious cover (acres) 1 0.00 2.94 0.00 0.00 2.94 74 4.00 BMP Selections Managed Turf Impervious BMP Treatment TP Load from Untreated TP Load TP Removed TP Remaining Downstream Practice Credit Area Cover Credit I Volume (ft') Upstream to Practice (Ibs) (Ib/yr) (lb/yr) Treatmenttobe (acres) Area (acres) Practices (Ibs) Employed Total Impervious Cover Treated(acres) 2.94 Total Turf Area Treated (acres) 1.06 Total TP Load Reduction Achieved in D.A. (lb/yr) 5.20 Total TN Load Reduction Achieved in D.A. (ib/yr) 0.00 Summary Print OLQ YogiMa RumfjRNuefi¢n MCM¢0Re-0evebpnenf [arpllan¢SpreaWM1eer -Version 3.0 DAnc... ste.ads.eelew. o......M.Mammee,ads.eellmile. invest SOlrllwooa S310ntlb aau MFnaM 434m 3 un.a, Deeel¢.mem.mise) u¢ Incdm�� Site Information Post -Development Project (Treatment Volume and Loads) Enter Total Disturbed .reAeDe.�ei.mem land cover Neaq Area (acres) j 211 Q BMI MsignS er1 [o4'¢nitisf. ]013 DraX SItl565pec[ ssinfePmjov, X¢ Drees enwreamemuy) � )omiasaemmeo anrerem � nowa ip=eo=,e,l-meara,me rmanee+a.artlrmeq-eiwreee.nr mime I�waam,raarlad a. 291 ..,selo mamlantltmer Pcresl rnreryolea v—lue,l-mrd usa unaeeatrnlamiswreee.e semme owml a. 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A(fts) I 1,931 rt Prd[[I[[ Runoff mastication CredN% i i Marked Treas bi Area ( i armsevervespas Cmrtr CredN Area (acres) ( Volume team Runoff upstream p [e sal Redu[ibnil[ai R .ft RuroXValume iNai re. BMP Tnme(ba Volume Phenomena pennval nNl myl%1 Plmlm Wd ..it fi mUprtream Pmmoherua lead Practices (lb) to Pn[heilNi PMstaborus Improved.By PraW[e ibi RemaAlry PMsp I'll) ad i1Ni Dowr an Maple be Ne Emplopd •. vemintent pmvnlswi AD isms I It personal .. isom AD x a.lor Punmg25db Is", IIIzb. smpe Deaaaaerne in yD sae (pea I eale+udin, 'ovat, Dams, ) real nl1, al an earmarearaltim n Vast cel a nslkra arm xymu Daaennx, nx lkra apl It int—tv linvaravislsaea al Ianl�er bs. moral l a ,meal aremem ailsve! _Intel Pereavot r21. all 11 1 j A 0 11�- a- man s rr l.neVearsomm" It A 0 can can .1ranismostralmralkilivel D Dars"marra upr Irer Yeran .. nor stripsnibs nal sn. myswapreproanol �Iom nl hee K, .elaeremba 12 or ableambermaroverAn Merv[ a reeterven11 Dart.. sarninstrasax laps ul a. aiupransl a - snoopers Removal mue nqital Antigen Israel uN d from Upormarn Nlbgenlaadm Pact Ilnl Pn[tlmiWai NNrgen Rennued Ny Pral[e norl Remain, ANaopenlaad fersi TOTALIMPEPVIOUSCOVERiREATED:ae) D.CO ARFACNEIX: OK. TOTALMAMAGEDNRF ARFA TR=D �a[� D.CO ARFA ON OK. T.MANOFFREDUCFION IN DAA(t?) O TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. ARb/yr� 1.21 TOTAL PHOSPHORUS REMOVED WOH RUNOFF REDUCTION PFACFCESIN DA. A)Ib/yr� O.O] TOTAL PHOSPHORUS REMAINING AMR APPLYING RUNOFF REDUCTION PMLTCES IN D.A. A Rb/yrI 1.21 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS TOTAL IMPERVIOUS COVERTREATED(a" D.56 AREACHECK: OR. TOTALMANAGEDIURFARLATREATED(ael D.CO AREA CHEM: OR. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SIM Hb/yr) D.18 TOTAIPHOSPHORUSAVAILABLE FOR REMOVAL IN D.A. A:Ib/yr� 1.21 TOTALPNOSPHORUS REMOVED WITHOUTRUNOFF REOUCD.RRI ACTICESIN D.A. A)Ib/yr) AM TOTALPNOSPHORUS REMOVED WRH RUNOFF REDUCTION PRACIFEES N D.A. A)Ib/yrI D.OI TOTAL PHOSPHORUS LOAD REDUCIIONACHIEVED N DA A)Ib/yr) U63 COTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN D.A. A(D"I'd D.S4 9. SbeAnow to FiNer/Open Space (RR) TOTAE RUNOFF REDUCMN IN D.A A(.11 D MOROGEN REMOVE. Aft. RUNOFF REDUCTION PRR ... D.-Aliblyr)l GOO SEE WATER QUALIFY COMPL ANCE FAR FOR SRE CALCULATIONS (Information Only) I, top to 12. ConAmded WttlanE too RRH Gat pop to, SEE WATER QUALI N COMPLIANCE TAR FOR SITE COMPLIANCE CALCULATIONS NDRWENREMOVEDWRNRUNOEf REDURIONPMRKESIND.AP116 MOROGEN REMOVED WRNOUT RUHOfi REDUCTION PMCIICFS IN D.A RIIb/yA O.O] TOTRL NITROGEN REMOVED IN DA. A(W/y) O.O] sites ufta(Watea Qualm' Compliance) Area ueaas mam*/resr,remny tbrtayd rtolxl upy rtolal SM1 Tra M ,a VWume J.) Runa Reductim VMume and TP RY a 1.1. Area mlx'I wm Oe/pl nn lie/nl mu lie/nl TOM PMip�oms m.onanl am owa .mxn�aoe mpa.l: TO lNft gen lFw lnldmalioa PumOsesl�ox maO101vrl nm I�eMI mm OeMl ,�dh RamR Re�aa, Nmme �nMnrel Omaliti nle RunoX Rellucen sunned RaOesebpmatt ci nglien a SpreaWllM -Version 3.0 RAWOev0n5RedBn'mnnsfer: IDI30..X Stb BSpers Site Summary rm,: Sabnwaads-llalhn, mb. m1. Tba mndalltl:41 wlChtuMlrmP: Site lane !over Summary VrMeOevelopment land Cover laams) ulh Seth CSala XII. Tiede, xnl'7, PoMvocenl+a,•1-31 ...da Tell.—O me.l emlan O,t 91 and Cover laciesl s sit Selh cSeBs Selh Tehh xel TeM1l M,/pceal+c�,•1 ManloniTun 1.-0 0. den .r l.eel r WOPM soda dM.beeb, vabrbn In e—ealeaenuhe Vagina Rend e,eale raemee Site and land Cover NNrient Wads fn.IPo ed-eMMvm —dannant I`'aX.e,otiNwn,mr m0erl." OeMemem m lyreee a.m 1 mewlnaawel 021 Tesatassatvne..W) L187 LVT b.dllb/,rl m.I TIP m.0 mdame R,en.d Pa/nl PreI Po¢.pxtlgmnnlme IPoa+elhmlelmmda x..mceMeel pe..lyemt ITINle.d nano Pre*vn4-ne,eleple -= rc .dadsaiisperi ReOenhere.nt e weP..,a Tv le.da. lwaaer/M Iln/+ra/nl OB/.ran.l Site Compliance Summary mw Innveyr,em '%MM�mw wAreealaane,,,xpmett mkoe rnlmuonur,pudmhm,W„hdeojl]slnM local ro/vyyrl R rarseepnern, l Iaw�a:lredrcev,Nwmmcee.emweonnbw-bass bwMaula WrAemaueba.maavaau WrcM Initial idea vwume mAnnsM Ih; Teel W Was! ReluCtn hhMeee llb/yr) -st canal TP S®e R,Mniea adnies Ilx/nl amrehlnR von.—.P.,m IF, mad (bMl deaden Tv teas R,deus, liaMd Reis'. Drainage Area Summary BY 0.05 AB/fli" cal ae.vop,alde„1 udl... d „rl•a 1 T—IAM•1•eel dead Drainage Area Compliance Summary d d lb/,rl TIN Waal uamd ubnr Runoff Volume and CN Calculations pyerMM —ands —tin) eiesa p istaid,raset,r RR11,' 1-Se.rb,umpebM mp l vvl6al mvpuv S grbeenpeeed cab+ala. eevlaal uedmm Spyer Mum ReMd ml ap enlbpi. medma &,nosy Pb, Plan Number VRRIU Total Area Phosphorus Reduction Required Phosphorus Reduction Provided Credits Purchased % Phosphorus Treated onsite WPO201900062 21.05 9.82 7.81 2.01 79.53% WPO202100004* 7.49 8.52 6.67 1.22 78.29% Offske WPO202100004 2.91 0.18 0.63 0 350.00% PHA Block 11 1.34 1.55 0.61 0.94 39.35% PHA Block 12 2.82 3.5 2.74 0.76 78.29% YIW e 2 4.88 4.67 3.19 1.48 68.31% Total 40.49 28.24 21.66 4.93 76.66% Water Quantity Calculations 11. Hydrallow Detention Calculations OUTFALL #1 EXISTING Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 07 113 / 2021 Hyd. No. 14 PRE 1 ON-1 Hydrograph type = SCS Runoff Peak discharge = 1.300 cfs Storm frequency = 1 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 4,238 cuft Drainage area = 3.040 ac Curve number = 61" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 8.60 min Total precip. = 3.05 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 ' Composite (Area/CN) _ [(2.790 x 60) + (0.250 x 69)] / 3.040 Q (Cfs) 2.00 1.00 0.00 0 2 4 Hyd No. 14 PRE 1 ON-1 Hyd. No. 14 -- 1 Year 6 8 10 12 14 16 18 20 22 24 Q (cfs) 2.00 1.00 0.00 26 Time (hrs) 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 07 113 12021 Hyd. No. 14 PRE 1 ON-1 Hydrograph type = SCS Runoff Peak discharge = 8.214 cfs Storm frequency = 10 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 19,090 cuft Drainage area = 3.040 ac Curve number = 61" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 8.60 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 ' Composite (Area/CN) _ [(2.790 x 60) + (0.250 x 69)] / 3.040 Q (Cfs) 10.00 1A .M 4.00 0.00 0 2 4 Hyd No. 14 6 8 PRE 1 ON-1 Hyd. No. 14 -- 10 Year Q (Cfs) 10.00 M 4-00 2.00 ' I I 1 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 Tuesday, 07 113 / 2021 Hyd. No. 13 PRE 1 OFF-1 Hydrograph type = SCS Runoff Peak discharge = 2.236 cfs Storm frequency = 1 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 5,462 cuft Drainage area = 2.160 ac Curve number = 69 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 9.70 min Total precip. = 3.05 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (Cfs) 3.00 2.00 1.00 0.00 0 2 4 Hyd No. 13 6 8 PRE 1 OFF-1 Hyd. No. 13 -- 1 Year Q (cfs) 3.00 2.00 1.00 1 I I I 1 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 Tuesday, 07 113 / 2021 Hyd. No. 13 PRE 1 OFF-1 Hydrograph type = SCS Runoff Peak discharge = 8.184 cfs Storm frequency = 10 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 18,731 cuft Drainage area = 2.160 ac Curve number = 69 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 9.70 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 PRE 1 OFF-1 Q (cfs) Q (cfs) Hyd. No. 13 -- 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 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) — Hyd No. 13 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3138 2019 by Autodesk, Inc. v2020 Tuesday, 07 / 13 / 2021 Hyd. No. 12 PRE 1 OFF-2 Hydrograph type = SCS Runoff Peak discharge = 0.403 cfs Storm frequency = 1 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 1,230 cuft Drainage area = 0.810 ac Curve number = 62 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 9.50 min Total precip. = 3.05 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 PRE 1 OFF-2 Hyd. No. 12 -- 1 Year Q (cfs) 0 2 4 Hyd No. 12 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 07 113 / 2021 Hyd. No. 12 PRE 1 OFF-2 Hydrograph type = SCS Runoff Peak discharge = 2.298 cfs Storm frequency = 10 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 5,318 cuft Drainage area = 0.810 ac Curve number = 62 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 9.50 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (Cfs) 3.00 2.00 1.00 0.00 0 2 4 Hyd No. 12 6 8 PRE 1 OFF-2 Hyd. No. 12 -- 10 Year Q (cfs) 3.00 2.00 1.00 I ' I I I 1 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) Hydrograph Report 1 Hydraflow Hydrographs Extension for Autodesk® Civil 3138 2019 by Autodesk, Inc. v2020 Tuesday, 07 / 13 / 2021 Hyd. No. 15 PRE OUTFALL 1 COMBINED Hydrograph type = Combine Peak discharge = 3.939 cfs Storm frequency = 1 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 10,931 cuft Inflow hyds. = 12, 13, 14 Contrib. drain. area = 6.010 ac Q (cfs 4.00 3.00 2.00 1.00 PRE OUTFALL 1 COMBINED Hyd. No. 15 -- 1 Year Q (cfs) 4.00 3.00 2.00 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) — Hyd No. 15 —Hyd No. 12 —Hyd No. 13 —Hyd No. 14 Hydrograph Report 2 Hydraflow Hydrographs Extension for Autodesk® Civil 3138 2019 by Autodesk, Inc. v2020 Tuesday, 07 / 13 / 2021 Hyd. No. 15 PRE OUTFALL 1 COMBINED Hydrograph type = Combine Peak discharge = 18.70 cfs Storm frequency = 10 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 43,138 cuft Inflow hyds. = 12, 13, 14 Contrib. drain. area = 6.010 ac PRE OUTFALL 1 COMBINED Q (cfs) Q (cfs) Hyd. No. 15 -- 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 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) -- Hyd No. 15 —Hyd No. 12 —Hyd No. 13 —Hyd No. 14 PROPOSED 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 07 113 / 2021 Hyd. No. 16 POST 1 ON-1 Hydrograph type = SCS Runoff Peak discharge = 5.599 cfs Storm frequency = 1 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 11,676 cuft Drainage area = 1.620 ac Curve number = 91" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.05 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 ' Composite (Area/CN) = [(1.320 x 98) + (0.300 x 61)] / 1.620 Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 0.0 2.0 4.0 Hyd No. 16 I POST 1 ON-1 Hyd. No. 16 -- 1 Year Q (Cfs) 6.00 5.00 4.00 3.00 2.00 1.00 ' 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 Tuesday, 07 113 / 2021 Hyd. No. 16 POST 1 ON-1 Hydrograph type = SCS Runoff Peak discharge = 11.48 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 25,066 cuft Drainage area = 1.620 ac Curve number = 91" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 ' Composite (Area/CN) _ [(1.320 x 98) + (0.300 x 61)] / 1.620 POST 1 ON-1 Q (cfs) Q (Cfs) Hyd. No. 16 -- 10 Year 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 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 Time (hrs) — Hyd No. 16 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 07 113 / 2021 Hyd. No. 17 POST 1 ON-2 Hydrograph type = SCS Runoff Peak discharge = 1.450 cfs Storm frequency = 1 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 2,955 cuft Drainage area = 1.100 ac Curve number = 71" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.05 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(0.290 x 98) + (0.700 x 61) + (0.110 x 60)] / 1.100 Q (cfs) 2.00 1.00 0.00 0 2 4 Hyd No. 17 POST 1 ON-2 Hyd. No. 17 -- 1 Year 6 8 10 12 14 16 18 20 22 24 Q (Cfs) 2.00 1.00 0.00 26 Time (hrs) 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 07 113 / 2021 Hyd. No. 17 POST 1 ON-2 Hydrograph type = SCS Runoff Peak discharge = 4.765 cfs Storm frequency = 10 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 9,599 cuft Drainage area = 1.100 ac Curve number = 71" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(0.290 x 98) + (0.700 x 61) + (0.110 x 60)] / 1.100 Q (cfs) 5.00 3.00 2.00 1.00 0.00 0 2 4 Hyd No. 17 6 8 POST 1 ON-2 Hyd. No. 17 -- 10 Year Q (Cfs) 5.00 4.00 3.00 2.00 1.00 I I I - 1 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 Tuesday, 07 113 / 2021 Hyd. No. 18 POST 1 OFF-1 Hydrograph type = SCS Runoff Peak discharge = 2.837 cfs Storm frequency = 1 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 6,040 cuft Drainage area = 2.910 ac Curve number = 67 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.05 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (Cfs) 3.00 2.00 1.00 0.00 0 2 4 Hyd No. 18 6 8 POST 1 OFF-1 Hyd. No. 18 -- 1 Year Q (cfs) 3.00 2.00 1.00 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 07 113 / 2021 Hyd. No. 18 POST 1 OFF-1 Hydrograph type = SCS Runoff Peak discharge = 10.97 cfs Storm frequency = 10 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 21,962 cuft Drainage area = 2.910 ac Curve number = 67 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 5.58 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. 18 6 8 POST 1 OFF-1 Hyd. No. 18 -- 10 Year Q (cfs) 12.00 10.00 M M 4.00 2.00 J-.. !�' 'I I I I I 10.00 10 12 14 16 18 20 22 24 26 Time (hrs) SWM A ROUTINGS Hydrograph Report 1 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 07 113 / 2021 Hyd. No. 19 1 - SWM A - Inflow Hydrograph type = Combine Peak discharge = 8.277 cfs Storm frequency = 1 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 17,716 cuft Inflow hyds. = 16, 18 Contrib. drain. area = 4.530 ac Q (Cfs) 10.00 .M 4.00 0.00 0 2 4 Hyd No. 19 1 - SWM A - Inflow Hyd. No. 19 -- 1 Year Q (cfs) 10.00 M 4-00 2.00 —' 0.00 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) — Hyd No. 16 —Hyd No. 18 Hydrograph Report 2 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 07 113 / 2021 Hyd. No. 19 1 - SWM A - Inflow Hydrograph type = Combine Peak discharge = 22.29 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 47,029 cuft Inflow hyds. = 16, 18 Contrib. drain. area = 4.530 ac Q (Cfs) 24.00 20.00 16.00 12.00 M 4.00 0.00 0 2 4 Hyd No. 19 1 - SWM A - Inflow Hyd. No. 19 -- 10 Year Q (cfs) 24.00 20.00 16.00 12.00 M 4.00 0.00 6 8 10 12 14 16 18 20 22 24 Time (hrs) — Hyd No. 16 —Hyd No. 18 Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 09 / 1712021 Pond No. 1 - 1-STORMTECH SWM A Pond Data Pond storage is based on user -defined values. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult) 0.00 433.25 n/a 0 0 0.75 434.00 n/a 730 730 1.75 435.00 n/a 974 1,704 2.75 436.00 n/a 974 2,677 3.75 437.00 n/a 1,828 4,505 4.75 438.00 n/a 1,763 6,269 5.75 439.00 n/a 1,656 7,925 6.75 440.00 n/a 1,487 9,412 7.75 441.00 n/a 1,162 10,574 8.75 442.00 n/a 974 11,548 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 5.50 6.00 0.00 0.00 Crest Len (ft) = 4.00 Inactive 0.00 0.00 Span (in) = 5.50 33.00 0.00 0.00 Crest El. (ft) = 441.50 437.98 0.00 0.00 No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El. (ft) = 433.25 437.65 0.00 0.00 Weir Type = Broad 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) Multistage = n/a No No No TW Elev. (ft) = 0.00 Stage (ft) 10.00 8.00 6.00 4.00 0.00 0 1,000 Storage Note:Culvert/Onfice outflorm are analyzed under inlet(ic) and outlet(oc) control. Weir risers checked for orifice conditions hc) and submergence (a) Stage / Storage 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 Elev (ft) 443.25 441.25 43925 437.25 435.25 433.25 10,000 11,000 12,000 Storage (cuft) Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Aulodesk, Inc. v2020 Friday, 09 / 1712021 Pond No. 1 - 1-STORMTECH SWM A Pond Data Pond storage is based on user -defined values. Stage I Storage Table Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult) 0.00 433.25 n/a 0 0 0.75 434.00 n/a 730 730 1.75 435.00 n/a 974 1,704 2.75 436.00 n/a 974 2,677 3.75 437.00 n/a 1,828 4,505 4.75 438.00 n/a 1,763 6,269 5.75 439.00 n/a 1,656 7,925 6.75 440.00 n/a 1,487 9,412 7.75 441.00 n/a 1,162 10,574 8.75 442.00 n/a 974 11,548 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 5.50 6.00 0.00 0.00 Crest Len (ft) = 4.00 Inactive 0.00 0.00 Span (in) = 5.50 33.00 0.00 0.00 Crest El. (ft) = 441.50 437.98 0.00 0.00 No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El. (ft) = 433.25 437.65 0.00 0.00 Weir Type = Broad 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 Nate: CnNert/Orifce outflows are analyzed under inlet(ic) and outlet(oc) control. Weir risers checked for orifice conditions(ic) and submergence(d, Stage (ft) 10.00 8.00 Ali 4.00 2.00 0.00 ' 0.00 2.00 Total Q Stage / Discharge 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 Elev (ft) 443.25 441.25 437.25 435.25 1 433.25 22.00 Discharge (cfs) Pond No. 1 - 1-STORMTECH SWM A 1000 M M 4.00 - 2.00 L 0.00 Stage (ft) Hydraflow Hydrographs Extension for Autodesk® Civil 31D®2019 by Autodesk, Inc. v2020 Top of pond Elev. 442.00 WeirA - Elev. 441.50 6.0 x 33.0 in orifice Elev. 433.25 Front View NTS - Looking Downstream 10-yr z-yr 1-yr Inflow hydrograph = 19. Combine - 1 - SWIM A- Inflow Project: Southwood Blocks9-1 1 _SWM. gpw I Friday, 09 / 17 / 2021 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 09 / 1712021 Hyd. No. 20 1 - SWM A - OUTFLOW Hydrograph type = Reservoir Peak discharge = 1.607 cfs Storm frequency = 1 yrs Time to peak = 12.10 hrs Time interval = 2 min Hyd. volume = 17,712 cuft Inflow hyd. No. = 19 - 1 - SWM A - Inflow Max. Elevation = 437.57 ft Reservoir name = 1-STORMTECH SWM A Max. Storage = 5,513 cuft Storage Indication method used. Q (cfs) 10.00 . m 4.00 f "r 0.00 0 2 4 Hyd No. 20 1 - SWM A - OUTFLOW Hyd. No. 20 -- 1 Year Q (cfs) 10.00 Ml 4-00 2.00 0.00 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) — Hyd No. 19 ®Total storage used = 5,513 cult Hydrograph Report 2 Hydratlow Hydrographs Extension for Autodesk@ Civil 3D@ 2019 by Autodesk, Inc. v2020 Hyd. No. 20 1 - SWM A - OUTFLOW Hydrograph type = Reservoir Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 19 - 1 - SWM A - Inflow Max. Elevation Reservoir name = 1-STORMTECH SWM A Max. Storage Storage Indication method used. Q (cfs) 24.00 20.00 16.00 12.00 : to 4.00 0.00 0 2 4 Hyd No. 20 1 - SWM A - OUTFLOW Hyd. No. 20 -- 10 Year Friday, 09 / 17 / 2021 = 14.69 cfs = 12.00 hrs = 47,024 tuft = 441.61 ft = 10,999 cuft Q (Cfs) 24.00 20.00 16.00 12.00 Ill 4.00 t- 0.00 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) — Hyd No. 19 F— Total storage used = 10,999 cult Hydrograph Report 1 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 09 / 1712021 Hyd. No. 21 1 -POST TOTAL OUTFLOW Hydrograph type = Combine Peak discharge = 2.887 cfs Storm frequency = 1 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 20,667 cuft Inflow hyds. = 17, 20 Contrib. drain. area = 1.100 ac Q (cfs 3.00 2.00 1.00 WITH 1 - POST TOTAL OUTFLOW Hyd. No. 21 -- 1 Year 0 2 4 6 8 10 12 14 16 Hyd No. 21 — Hyd No. 17 — Hyd No. 20 18 20 22 24 Q (cfs) 3.00 2.00 1.00 26 Time (hrs) Hydrograph Report 2 Hydratlow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Friday, 09 / 17 / 2021 Hyd. No. 21 1 - POST TOTAL OUTFLOW Hydrograph type = Combine Peak discharge = 18.53 cfs Storm frequency = 10 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 56,623 cuft Inflow hyds. = 17, 20 Contrib. drain. area = 1.100 ac i e Itab� i C�>t �_1 ��11 j a y �faPJl Q (cfs) Hyd. No. 21 -- 10 Year Q (Cfs) 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 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 21 —Hyd No. 17 —Hyd No. 20 OUTFALL #2 EXISTING Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 07 113 / 2021 Hyd. No. 4 PRE 2 ON-1 Hydrograph type = SCS Runoff Peak discharge = 1.319 cfs Storm frequency = 1 yrs Time to peak = 12.10 hrs Time interval = 2 min Hyd. volume = 5,805 cuft Drainage area = 4.270 ac Curve number = 61" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 14.20 min Total precip. = 3.05 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(3.640 x 60) + (0.630 x 69)] / 4.270 Q (cfs) 2.00 1.00 0.00 0 2 4 Hyd No. 4 PRE 2 ON-1 Hyd. No. 4 -- 1 Year 6 8 10 12 14 16 18 20 22 24 Q (cfs) 2.00 1.00 0.00 26 Time (hrs) 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 07 113 / 2021 Hyd. No. 4 PRE 2 ON-1 Hydrograph type = SCS Runoff Peak discharge = 8.870 cfs Storm frequency = 10 yrs Time to peak = 12.07 hrs Time interval = 2 min Hyd. volume = 26,144 cuft Drainage area = 4.270 ac Curve number = 61" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 14.20 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(3.640 x 60) + (0.630 x 69)] / 4.270 Q (Cfs) 10.00 1A .M 4.00 0.00 0 2 4 Hyd No. 4 6 8 PRE 2 ON-1 Hyd. No. 4 -- 10 Year Q (Cfs) 10.00 M 4-00 2.00 I I I I I I 1 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 Tuesday, 07 113 / 2021 Hyd. No. 1 PRE 2 OFF-1 Hydrograph type = SCS Runoff Peak discharge = 6.361 cfs Storm frequency = 1 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 14,572 cuft Drainage area = 2.830 ac Curve number = 82" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 8.30 min Total precip. = 3.05 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(1.530 x 98) + (0.420 x 69) + (0.880 x 60)] / 2.830 Q (Cfs) 7.00 5.00 3.00 2.00 1.00 0.00 0 2 4 Hyd No. 1 i PRE 2 OFF-1 Hyd. No. 1 -- 1 Year Q (cfs) 7.00 5.00 4.00 3.00 2.00 1.00 ' ' ' 0.00 8 10 12 14 16 18 20 22 24 26 Time (hrs) 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3138 2019 by Autodesk, Inc. v2020 Tuesday, 07 / 13 / 2021 Hyd. No. 1 PRE 2 OFF-1 Hydrograph type = SCS Runoff Peak discharge = 15.96 cfs Storm frequency = 10 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 37,010 cuft Drainage area = 2.830 ac Curve number = 82* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 8.30 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 ' Composite (Area/CN) = [(1.530 x 98) + (0.420 x 69) + (0.880 x 60)] / 2.830 Q (cfs) 18.00 15.00 12.00 • 11 JIM 5 11 0.00 0 2 4 Hyd No. 1 6 8 PRE 2 OFF-1 Hyd. No. 1 -- 10 Year Q (cfs) 18.00 15.00 12.00 3.00 -r I I I . 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3138 2019 by Autodesk, Inc. v2020 Tuesday, 07 / 13 / 2021 Hyd. No. 2 PRE 2 OFF-2 Hydrograph type = SCS Runoff Peak discharge = 0.985 cfs Storm frequency = 1 yrs Time to peak = 12.13 hrs Time interval = 2 min Hyd. volume = 4,693 cuft Drainage area = 3.090 ac Curve number = 62* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cons. (Tc) = 20.10 min Total precip. = 3.05 in Distribution = Type II Storm duration = 24 hrs. Shape factor = 484 ' Composite (Area/CN) = [(0.180 x 98) + (2.910 x 60)] / 3.090 PRE 2 OFF-2 Hyd. No. 2 -- 1 Year Q (cfs) 0 2 4 Hyd No. 2 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 07 113 / 2021 Hyd. No. 2 PRE 2 OFF-2 Hydrograph type = SCS Runoff Peak discharge = 6.163 cfs Storm frequency = 10 yrs Time to peak = 12.10 hrs Time interval = 2 min Hyd. volume = 20,285 cuft Drainage area = 3.090 ac Curve number = 62" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 20.10 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite (Area/CN) _ [(0.180 x 98) + (2.910 x 60)] / 3.090 Q (Cfs) 7.00 5.00 3.00 2.00 1.00 0.00 0 2 4 Hyd No. 2 6 8 PRE 2 OFF-2 Hyd. No. 2 -- 10 Year Q (Cfs) 7.00 5.00 4.00 3.00 2.00 1.00 I I I I I I 1 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3138 2019 by Autodesk, Inc. v2020 Tuesday, 07 / 13 / 2021 Hyd. No. 3 PRE 2 OFF-3 Hydrograph type = SCS Runoff Peak discharge = 0.523 cfs Storm frequency = 1 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 1,618 cuft Drainage area = 0.760 ac Curve number = 66* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of cons. (Tc) = 12.80 min Total precip. = 3.05 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 ' Composite (Area/CN) = [(0.120 x 98) + (0.640 x 60)] / 0.760 PRE 2 OFF-3 Hyd. No. 3 -- 1 Year Q (cfs) 0 2 4 Hyd No. 3 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 07 113 / 2021 Hyd. No. 3 PRE 2 OFF-3 Hydrograph type = SCS Runoff Peak discharge = 2.307 cfs Storm frequency = 10 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 6,070 cuft Drainage area = 0.760 ac Curve number = 66" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 12.80 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite (Area/CN) = [(0.120 x 98) + (0.640 x 60)] / 0.760 Q (Cfs) 3.00 2.00 1.00 0.00 0 2 4 Hyd No. 3 6 8 PRE 2 OFF-3 Hyd. No. 3 -- 10 Year Q (cfs) 3.00 2.00 1.00 I I 'I I I I 1 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. v2020 Tuesday, 07 113 / 2021 Hyd. No. 5 PRE OUTFALL 2 COMBINED Hydrograph type = Combine Peak discharge = 8.346 cfs Storm frequency = 1 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 26,687 cuft Inflow hyds. = 1, 2, 3, 4 Contrib. drain. area = 10.950 ac PRE OUTFALL 2 COMBINED Q (cfs) Q (cfs) Hyd. No. 5 -- 1 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 2 4 6 8 10 12 14 16 18 20 22 24 26 — Hyd No. 5 —Hyd No. 1 —Hyd No. 2 —Hyd No. 3 Time (hrs) — Hyd No. 4 Hydrograph Report 2 Hydraflow Hydrographs Extension for Autodesk® Civil 3138 2019 by Autodesk, Inc. v2020 Tuesday, 07 / 13 / 2021 Hyd. No. 5 PRE OUTFALL 2 COMBINED Hydrograph type = Combine Peak discharge = 31.07 cfs Storm frequency = 10 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 89,510 cuft Inflow hyds. = 1, 2, 3, 4 Contrib. drain. area = 10.950 ac PRE OUTFALL 2 COMBINED PROPOSED 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 07 113 / 2021 Hyd. No. 7 POST 2 ON-1 Hydrograph type = SCS Runoff Peak discharge = 9.435 cfs Storm frequency = 1 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 19,676 cuft Drainage area = 2.730 ac Curve number = 91" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.05 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(2.240 x 98) + (0.490 x 61)] / 2.730 Q (Cfs) 10.00 .M 4.00 0.00 0.0 2.0 4.0 Hyd No. 7 6.0 POST 2 ON-1 Hyd. No. 7 -- 1 Year Q (Cfs) 10.00 al M 4-00 2.00 0.00 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 Tuesday, 07 113 / 2021 Hyd. No. 7 POST 2 ON-1 Hydrograph type = SCS Runoff Peak discharge = 19.34 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 42,241 cuft Drainage area = 2.730 ac Curve number = 91" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(2.240 x 98) + (0.490 x 61)] / 2.730 POST 2 ON-1 Q (Cfs) Q (Cfs) Hyd. No. 7 -- 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 Hyd No. 7 Time (hrs) 1 Hydrograph Report HydraBow Hydrographs Extension for Autodesk® Civil 3138 2019 by Autodesk, Inc. v2020 Tuesday, 07 / 13 / 2021 Hyd. No. 8 POST 2 ON-2 Hydrograph type = SCS Runoff Peak discharge = 3.515 cfs Storm frequency = 1 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 7,103 cuft Drainage area = 1.340 ac Curve number = 84* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.05 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 ' Composite (Area/CN) = [(0.830 x 98) + (0.510 x 61)] / 1.340 Q (cfs) 4.00 G 11 ' 11 1.00 0.00 0 2 4 Hyd No. 8 6 8 POST 2 ON-2 Hyd. No. 8 -- 1 Year Q (cfs) 4.00 3.00 2.00 1.00 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 Tuesday, 07 113 / 2021 Hyd. No. 8 POST 2 ON-2 Hydrograph type = SCS Runoff Peak discharge = 8.350 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 17,352 cuft Drainage area = 1.340 ac Curve number = 84" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite (Area/CN) = [(0.830 x 98) + (0.510 x 61)] / 1.340 POST 2 ON-2 Q (Cfs) Q (Cfs) Hyd. No. 8 -- 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 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Hyd No. 8 Time (hrs) 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3138 2019 by Autodesk, Inc. v2020 Tuesday, 07 / 13 / 2021 Hyd. No. 6 POST 2 ON-3 Hydrograph type = SCS Runoff Peak discharge = 0.455 cfs Storm frequency = 1 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 987 cuft Drainage area = 0.510 ac Curve number = 66* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.05 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 ' Composite (Area/CN) = [(0.070 x 98) + (0.440 x 61)] / 0.510 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. 6 POST 2 ON-3 Hyd. No. 6 -- 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 Tuesday, 07 113 / 2021 Hyd. No. 6 POST 2 ON-3 Hydrograph type = SCS Runoff Peak discharge = 1.852 cfs Storm frequency = 10 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 3,703 cuft Drainage area = 0.510 ac Curve number = 66" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite (Area/CN) _ [(0.070 x 98) + (0.440 x 61)] / 0.510 Q (Cfs) 2.00 1.00 0.00 0 2 4 Hyd No. 6 POST 2 ON-3 Hyd. No. 6 -- 10 Year 6 8 10 12 14 16 18 20 22 24 Q (Cfs) 2.00 1.00 0.00 26 Time (hrs) SWM B ROUTINGS Hydrograph Report 1 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 07 113 / 2021 Hyd. No. 9 2 - SWM B - INFLOW Hydrograph type = Combine Peak discharge = 12.95 cfs Storm frequency = 1 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 26,778 cuft Inflow hyds. = 7,8 Contrib. drain. area = 4.070 ac Q (cfs) 14.00 12.00 10.00 4.00 2.00 0.00 0.0 2.0 4.0 Hyd No. 9 2 - SWM B - INFLOW Hyd. No. 9 -- 1 Year Q (cfs) 14.00 12.00 10.00 : of MIN 4.00 2.00 0.00 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Time (hrs) — Hyd No. 7 —Hyd No. 8 Hydrograph Report 2 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 07 113 / 2021 Hyd. No. 9 2 - SWM B - INFLOW Hydrograph type = Combine Peak discharge = 27.69 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 59,593 cuft Inflow hyds. = 7,8 Contrib. drain. area = 4.070 ac 2 - SWM B - INFLOW Q (cfs) Q (cfs) Hyd. No. 9 -- 10 Year 28.00 28.00 24.00 24.00 20.00 20.00 16.00 16.00 12.00 12.00 8.00 8.00 4.00 4.00 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. 9 —Hyd No. 7 —Hyd No. 8 Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 31302019 by Autodesk, Inc. v2020 Tuesday, 07 113 / 2021 Pond No. 2 - 2-STORMTECH SWM B Pond Data Pond storage is based on user -defined values. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (scift) Incr. Storage (cuff) Total storage (cult) 0.00 446.00 n/a 0 0 1.00 447.00 n/a 2,616 2,616 2.00 448.00 n/a 5,267 7,883 3.00 449.00 n/a 4,949 12,832 4.00 450.00 n/a 4,361 17,193 5.00 451.00 n/a 3,066 20,259 5.75 451.75 n/a 1,962 22,221 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 5.75 30.00 0.00 0.00 Crest Len (ft) = 3.00 Inactive 0.00 0.00 Span (in) = 5.75 10.00 0.00 0.00 Crest El. (ft) = 451.50 449.70 0.00 0.00 No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El. (ft) = 446.00 448.75 0.00 0.00 Weir Type = Broad Broad -- - Length (ft) = 0.00 0.00 0.00 0.00 Multistage = 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 EAL(inlhr) = 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 v 0 2,000 Storage Note: CuNert/Onfice outflows are analyzed under inlet (ic) and oWet (oc) control. Weir risers checked for onfice conditions (ic) and submergence (s). 4,000 6,000 Stage / Storage Elev (ft) 452.00 451.00 450.00 449.00 448.00 447.00 1 1 446.00 8,000 10,000 12,000 14,000 16,000 18,000 20,000 22,000 24,000 Storage (cult) Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 31302019 by Autodesk, Inc. v2020 Tuesday, 07 113 / 2021 Pond No. 2 - 2-STORMTECH SWM B Pond Data Pond storage is based on user -defined values. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (scift) Incr. Storage (cuff) Total storage (cult) 0.00 446.00 nla 0 0 1.00 447.00 nla 2,616 2,616 2.00 448.00 nla 5,267 7,883 3.00 449.00 nla 4,949 12,832 4.00 450.00 nla 4,361 17,193 5.00 451.00 nla 3,066 20,259 5.75 451.75 n/a 1,962 22,221 Culvert / Orifice Structures [A] [B] [C] [PrfRsr] Rise (in) = 5.75 30.00 0.00 0.00 Span (in) = 5.75 10.00 0.00 0.00 No. Barrels = 1 1 0 0 Invert El. (ft) = 446.00 448.75 0.00 0.00 Length (ft) = 0.00 0.00 0.00 0.00 Slope I%) = 0.00 0.00 0.00 rVa N-Value = .013 .013 .013 nla Orifice Coeff. = 0.60 0.60 0.60 0.60 Multi -Stage = nla No No No Stage (ft) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 r 0.00 2.00 Total Q Weir Structures [A] [B] [C] [D] Crest Len (ft) = 3.00 Inactive 0.00 0.00 Crest El. (ft) = 451.50 449.70 0.00 0.00 Weir Coeff. = 3.33 3.33 3.33 3.33 Weir Type = Broad Broad -- - Multi -Stage = No No No No EAL(inlhr) = 0.000 (by Wet area) TW Elev. (ft) = 0.00 Note: CuNerMnfice outflows are analyzed under inlet (ic) and oWet (oc) control. Weir risers checked for onfice conditions (ic) and submergence (s). Stage / Discharge 4.00 6.00 8.00 10.00 12.00 14.00 16.00 Elev (ft) 452.00 451.00 450.00 449.00 448.00 447.00 1 446.00 18.00 Discharge (cis) Pond No. 2 - 2-STORMTECH SWM B . WO V99191 4.00 3.00 11i 1.00 — 0.00 Stage (ft) Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Bottom of pond Elev. 446.00 Front View NTS - Looking Downstream Top of pond Elev. 451.75 10-yr 2-yr 1-yr Inflow hydrograph = 9. Combine - 2 - SWM B - INFLOW Project: Southwood Blocks9-11_SWM.gpw I Tuesday, 07 / 13 / 2021 I Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 07 113 / 2021 Hyd. No. 10 2 - SWMB - OUTFLOW Hydrograph type = Reservoir Peak discharge = 1.383 cfs Storm frequency = 1 yrs Time to peak = 12.33 hrs Time interval = 2 min Hyd. volume = 26,769 cuft Inflow hyd. No. = 9 - 2 -SWM B - INFLOW Max. Elevation = 448.74 ft Reservoir name = 2-STORMTECH SWIM B Max. Storage = 11,523 cuft Storage Indication method used. Q (cfs 14.00 12.00 10.00 4.00 2.00 2 - SWMB - OUTFLOW Hyd. No. 10 -- 1 Year Q (cfs) 14.00 12.00 10.00 4.00 2.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 Time (hrs) — Hyd No. 10 —Hyd No. 9 ®Total storage used = 11,523 cult Hydrograph Report 2 Hydraflow Hydrographs Extension for Autodesk(ID Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 10 2 - SWMB - OUTFLOW Hydrograph type = Reservoir Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 9 - 2 -SWM B - INFLOW Max. Elevation Reservoir name = 2-STORMTECH SWIM B Max. Storage Storage Indication method used. Q (Cfs) 28.00 24.00 20.00 16.00 12.00 : tM 4.00 0.00 0 2 4 Hyd No. 10 2 - SWMB - OUTFLOW Hyd. No. 10 -- 10 Year Tuesday, 07 / 13 / 2021 = 14.08 cfs = 12.03 hrs = 59,584 tuft = 451.47 ft = 21,444 cuft Q (Cfs) 28.00 24.00 20.00 16.00 12.00 Ill 4.00 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) — Hyd No. 9 ®Total storage used = 21,444 cult Hydrograph Report 1 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 07 113 / 2021 Hyd. No. 11 2- POST TOTAL OUTFLOW Hydrograph type = Combine Peak discharge = 8.029 cfs Storm frequency = 1 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 42,328 cuft Inflow hyds. = 1, 6, 10 Contrib. drain. area = 3.340 ac Q (cfs 10.00 . �9 4.00 2- POST TOTAL OUTFLOW Hyd. No. 11 -- 1 Year Q (cfs) 10.00 M 4-00 2.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) — Hyd No. 11 —Hyd No. 1 —Hyd No. 6 —Hyd No. 10 Hydrograph Report 2 Hydraflow Hydrographs Extension for Autodesk® Civil 3138 2019 by Autodesk, Inc. v2020 Tuesday, 07 / 13 / 2021 Hyd. No. 11 2- POST TOTAL OUTFLOW Hydrograph type = Combine Peak discharge = 30.55 cfs Storm frequency = 10 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 100,297 cuft Inflow hyds. = 1, 6, 10 Contrib. drain. area = 3.340 ac M161-1 i 11911 IFe1 5911111 :1 1161TA 25.00 20.00 15.00 10.00 EXISTING 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3138 2019 by Autodesk, Inc. v2020 Tuesday, 07 / 13 / 2021 Hyd. No. 22 PRE 3 ON-1 Hydrograph type = SCS Runoff Peak discharge = 0.256 cfs Storm frequency = 1 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 627 cuft Drainage area = 0.440 ac Curve number = 62* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.05 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite (Area/CN) = [(0.340 x 60) + (0.100 x 69)] / 0.440 PRE 3 ON-1 Hyd. No. 22 -- 1 Year Q (cfs) 0 2 4 Hyd No. 22 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 07 113 / 2021 Hyd. No. 22 PRE 3 ON-1 Hydrograph type = SCS Runoff Peak discharge = 1.351 cfs Storm frequency = 10 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 2,708 cuft Drainage area = 0.440 ac Curve number = 62" Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite (Area/CN) _ [(0.340 x 60) + (0.100 x 69)] / 0.440 Q (Cfs) 2.00 1.00 0.00 0 2 4 Hyd No. 22 PRE 3 ON-1 Hyd. No. 22 -- 10 Year 6 8 10 12 14 16 18 20 22 24 Q (Cfs) 2.00 1.00 0.00 26 Time (hrs) PROPOSED 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3138 2019 by Autodesk, Inc. v2020 Tuesday, 07 / 13 / 2021 Hyd. No. 23 POST 3 ON-1 Hydrograph type = SCS Runoff Peak discharge = 0.127 cfs Storm frequency = 1 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 270 cuft Drainage area = 0.130 ac Curve number = 67* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.05 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 ' Composite (Area/CN) = [(0.020 x 98) + (0.110 x 61)] / 0.130 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. 23 POST 3 ON-1 Hyd. No. 23 -- 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 3138 2019 by Autodesk, Inc. v2020 Tuesday, 07 / 13 / 2021 Hyd. No. 23 POST 3 ON-1 Hydrograph type = SCS Runoff Peak discharge = 0.490 cfs Storm frequency = 10 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 981 cuft Drainage area = 0.130 ac Curve number = 67* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 ' Composite (Area/CN) = [(0.020 x 98) + (0.110 x 61)] / 0.130 POST 3 ON-1 Hyd. No. 23 -- 10 Year Q (cfs) 0 2 4 Hyd No. 23 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3138 2019 by Autodesk, Inc. v2020 Tuesday, 07 / 13 / 2021 Hyd. No. 24 POST 4 ON-1 Hydrograph type = SCS Runoff Peak discharge = 0.118 cfs Storm frequency = 1 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 278 cuft Drainage area = 0.180 ac Curve number = 63* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.05 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 ` Composite (Area/CN) = [(0.170 x 61) + (0.010 x 98)] / 0.180 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. 24 POST 4 ON-1 Hyd. No. 24 -- 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 3138 2019 by Autodesk, Inc. v2020 Tuesday, 07 / 13 / 2021 Hyd. No. 24 POST 4 ON-1 Hydrograph type = SCS Runoff Peak discharge = 0.578 cfs Storm frequency = 10 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 1,157 cuft Drainage area = 0.180 ac Curve number = 63* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 5.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 ` Composite (Area/CN) = [(0.170 x 61) + (0.010 x 98)] / 0.180 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. 24 POST 4 ON-1 Hyd. No. 24 -- 10 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)