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HomeMy WebLinkAboutWPO202100004 Calculations 2021-09-23Southwood Redevelopment — Blocks 9-11 ALBEMARLE COUNTY, VIRGINIA WPO 202100004 DESIGN CALCULATIONS & NARRATIVE JANUARY 229 2021 REV. JULY 1392021 REV. SEPTEMBER 179 2021 • TIMMONS GROUP IoUR viSiDti ACHYEY£O i'4WDUGN OURS. Prepared by: Bryan Cichocki, PE Timmons Group 608 Preston Avenue, Suite 200 Charlottesville, VA 22903 434.327.5380 94 D. CICHOCIa Lk. No. 53741 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 WO 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 Quantity: 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 WPO202100022 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 LO 2N STORMWATER INLET COMPUTATIONS SHEET 1 OF ROUTE PROJECT GpRrviOW sl y P11 DESIGNER CG DATE 711 3 Z1 CHECKED: UNITSAGUSH mmm�mmm�omom��mm�mmm®mmmm®mmmmmm��m� �mm�mm®mmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmommmm�mmmm�m®mmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmm�mmmmmmmmmmmomm®mmmmmt�m �mm�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmomom�mmmmm�m®m�mmmmmmmmm��m� ®mm�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmomomm�mm�mmm®mmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmammmmmm®mtmtm ��m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mm�mmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmo�om��®m�mmm®mmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmm��mmmmmmmmmmm®mm�mmmm�mtm� ��m�mm�mmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mm�mmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmomom��®mmm�m®mmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmm�mmmmmmmmmmm®mmmm�mm�mtm� ®�m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mm�mmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmo�om��mmmm�m®mmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmm�mmmmmmmmmmm®mm�mmmm�mtm� ��m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mm�mmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmomom��mmm®mm®mmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmm�mmmmmmmmmmmammmmmmm�mtm� ®mm�®®mmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mm�mmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmo�omm�mmmmmm®mmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmm��mmmmmmmmmmmomm�mmm®mtmt®� ®mm�®®mmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� INLETSOFT RY ENSOFTEC DATE: 7116=1 FORM L0201 STORMWATER INLET COMPUTATIONS SHEET 2 OF ROU PROJECT GpRrviOW sl y P11 DESIGNER CG DATE 711M2021 CHECKED: UNITSAGUSH mmm�mmm�ommmmmmm�mmm®mmmm�mmmmmm��m� ��m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmomom�mmm�mmm®mm®mmmmmmmm��m� �mm�mm®mmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mm�mmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmommm��®m�mmm®mmmmmmmmmmm��m� mmm�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmo®mm�®mmmmmm®mm®m®mm®mmm��m� ��m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mm�mmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmommm�®mm®mmm®m�mmmmmmmmm��m� ®�m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmomom��®m�mmm®mmmmmmmmmmm��m mmm�mmm0000mmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmm�mmmmmmmmmmm®mmmmmmm��m� �mm�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mm�mmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmomm®mmmm®mom®mmmmmmmmmmm��m� �mm�mm®mmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mm�mmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmomm®gym®m�mmm®mmmmmmmmmmm��m� �mm�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmommm�mmmmmmmmmm�mmm®mmmm��m� ®m�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmmm�mmmomom��mm�mmm®m��m��m�mmm��m� �mm�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m� mmm�mmmmomom��mm�mmm®mmmmmmmm®mm��m� ®mm�mm®mmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmmmmmmmmmmmmmmmmmmmmmmmmm��m mmm�mmmmo®mm��mmmm®m®mmmmmmmmmmm��m INLETSOFT RY ENSOFTEC DATE: 711MU l FORM LO 201 STORMWATER INLET COMPUTATIONS SHEET 3 OF ROU PROJECT GpRrviOW sl y P11 DESIGNER CG DATE 711 3 Z1 CHECKED: UNITSAGUSH INLETSOFT RY ENSOFTEC DATE: 711MMI LD-229 STORM SEWER DESIGN COMPUTATIONS STORM FREQUENCY 10 PROJECT: Southwood g-11 LOCATION: Albemarle County COUNTY: ChadoBesAe Designed by: CG Checked by: MD UNITS ENGNSH PIPE NO. Ftuom1112 POR9T DRAIN. AREA 'A' Acre 3 RUNOFF COEFF. 'C' C CA R Ef TIME Mnuum RAIN FALL InTu B RMOFF INVERT ELEVATIONS LENGTH of Pipe Ft 12 SLOPE F[fft U SIZE nu.Q SpM4tt) a I< SHAPE Number of Pipes Ce i, CBS IS Friction Slope FUFL NORMAL FLOW FLOW TIME REMARKS IS WORE- MENT 5 ACCUM- ULATED 6 Lahml CFS TO"' CFS 9 UPPER END 10 LOWER END II Deplbof FIow,M Ft Areeof FIow,An S9Ft H. Ft Vn FOS- 16 En Ft MCRE- MENT M..e 17 ACCUAIU -L. M.O, 1 REFERENCECE 1 STA 101 102 00) 0On 0On 569 650 0On IITI 02608 42601 12M 0W551 24 Circular 1 18.19 0W380 137 229 0.59 645 201 OW 5n 103 100 000 0On 0On 5.71 633 000 IITI 02631 426.18 2572 000505 24 Ci-Im 1 1242 0W380 101 237 0.59 622 202 007 5.78 105 108 000 0On 0On so 654 0On IITI 02769 42641 25691 0W198 24 Circular 1 1230 0W380 102 239 00 6.19 202 069 5.71 109 SN 0 000 ON ON SW ON IITI 43065 42299 26.17 0.10929 21 CI-Im 1 9102 0W380 058 075 033 1961 6.55 002 502 III 112 000 ON 098 211 5W OW 1623 43587 43525 30.M 0=10 21 Circular 1 M34 0W930 105 150 049 1083 2.87 005 215 113 IIA 0.15 0.93 0.12 098 7% 5% 000 1623 436% 4M 07 48.11 001950 21 Circular 1 2335 0W930 107 155 049 1049 2.78 008 213 115 116 IIA 034 071 026 086 60 5w 0W 1549 43826 13206 8009 001498 21 CI-Im 1 2101 0 00850 1.12 162 0.5O 955 254 0.14 206 1❑ 118 116 063 0.91 051 OW 6.7 601 0W 1393 "0.15 43836 8965 001997 18 471-Im 1 1608 001 Son 108 136 045 1024 2.71 0is 692 121 122 SWMAM 042 ON 033 033 SW 654 ON 2.19 438.On 432T2 5.58 005018 12 Circular 1 865 0 00340 0El 024 0.19 9.19 165 001 Sol 123 124 118 00) 0W OW 501 653 000 low 11342 AM25 90M 003501 15 471-Im 1 1310 002560 0.88 0W 037 1195 309 013 5.11 125 Ex 124 0W 0W OW 500 0W 000 low 11880 146.11 3891 005988 15 Circular 1 1213 0025W 073 091 0.M 11.81 1.13 OW 5M 127 128 118 001 078 003 OW 6.53 608 000 051 11173 "1m 38.12 000198 12 Circular 1 2R 0M20 030 020 017 2M 042 021 6J 129 130 128 001 090 001 005 598 624 OW 035 11222 "1.83 9893 000191 12 471-Im 1 291 OCWIO ON 0.15 014 239 033 055 6.53 131 132 IN 007 067 005 005 500 654 OW 031 11695 W% 18082 001001 8 Circulm 1 131 OO)MO 022 On 012 30 037 098 598 201 202 200 00) 0W OW 5.19 618 000 14M 115On 4W.7 IBM 001260 30 C1-W 1 4988 OWIW 091 161 0.SO 874 209 001 523 203 203A 202 0W 000 OW 505 652 000 14M 11558 115.10 18.15 0W997 30 Cl-W 1 1137 0001W 097 176 052 902 197 0.10 5.15 203B 20A 203A 0W 000 OW 502 50`1 0W NOB 41586 11569 1672 001017 30 Cl-W 1 41.81 OOOIW 0% 174 0.52 909 198 003 505 205 SWAAB out 2M OW OW OW 500 ON 1409 416On 11596 238 000512 21 Circular 1 18M 0W340 133 222 0.58 635 196 002 502 MOA 200B SWMB W 000 ON 245 562 635 ON 1563 41959 11900 5.86 010.158 15 Circular 1 2221 005210 071 080 035 1960 6.11 001 563 207 208 NOR 025 079 020 084 5.52 637 000 539 45486 151.00 4295 002002 15 Circular 1 9% 0M20 066 065 032 924 1.71 009 561 209 210 208 001 078 003 061 541 641 000 1.13 455& 45,196 50M 001713 15 Circular 1 924 0 00360 059 056 030 732 142 0.12 5.53 211 212 210 029 075 022 043 525 646 000 276 45710 455% 66.19 001715 15 Circular 1 924 000160 011 042 026 658 114 0.17 542 213 214 212 028 071 021 021 5W 654 000 1M 1661N 160.58 122 f0 0050D0 12 Circular 1 863 0,00130 027 0.17 0.16 902 127 025 525 215 216 210 022 0.93 0.Is 0.Is 5W 654 000 1.19 45689 156.00 4201 002119 12 Circular 1 562 OWIM 031 021 0.18 569 0.81 0.12 5.12 217 218 NOR 008 076 006 162 5.56 636 000 1056 45583 453.M 4911 005003 15 Circular 1 1565 0M380 075 071 035 1369 366 OW 562 219 220 218 008 0.M ON 156 548 654 0W 10.17 45883 45593 6136 OM506 15 Circular 1 11.86 OOZ210 076 098 035 13M 340 008 5.56 221 222 no 0.15 061 009 OW 5W 654 000 0W moo 45893 62.12 002994 12 Cl-W 1 668 0 00020 020 oil] 0.12 526 063 020 520 223A 223B no 007 0.93 006 140 5.30 645 000 9.10 163W 461.71 11142 00001 15 Circular 1 9% 001TN 091 099 038 9.15 225 020 5.50 223C 224 ZOO 024 079 0.19 120 522 617 000 282 16188 161.M 4188 002W6 15 Circular 1 991 001300 ON 087 037 695 208 008 530 225 226 224 038 090 027 101 508 652 0W 6W 166.50 46,198 9593 002W2 15 Circular 1 9% 0W930 075 076 035 961 191 0.15 523 227 228 226 102 073 075 095 5W 654 0W 1.81 M732 166.60 41W 001754 15 471-Im 1 927 OW510 OM 06" 032 765 1.55 009 509 229 230 ZOO 0.18 078 0.14 0.14 500 654 ON 092 165.18 161.01 3797 0WW2 12 471-Im 1 669 000%D 025 0.15 0.15 5w 0.80 Oil 5.it 233 2M SWMB W 069 080 056 056 500 654 ON 363 117 38 11200 95.91 OWSII 15 Circular 1 495 0W280 0SO 082 036 441 110 029 529 235 236 SWMBM 001 050 001 OW 528 645 OW 010 41924 11898 12% 0=16 8 Circular 1 186 OWIW 021 009 0.12 121 019 005 533 237 238 236 0M 0SI 002 OW 522 61] OW 037 41962 119.m 11M 001994 8 0- 1 185 OCW80 020 0W oil 1.13 017 OW 528 239 240 238 007 051 00`1 ON 500 654 ON ON 45189 119.R On28 00600 8 471-1m 1 249 0 00030 0.14 005 008 119 045 OM 522 LD-347 PROJECT: Southwood 9-11 DESIGNED BY: CG HYDRAULIC GRADE LINE ANALYSIS Checked: MD INCIDENCE PROBABILITY 10 Year INIET OR JUNCTION STA INVERT EL OUTFLOW PIPE DEPTH OF FLOW OUTFLOW PIPE DIU= WATER SURFACE ELEV OW. PIPE Do INmm DESIGN DISCH. Go CF=MS) LENGTH PIPE Ln (PUM) FRICTION SLOPE,Sb ("FT) (MRA(PM) FRICTION LOSS W JUNCTION LOSS SURFACE FLOW Atli. Hl 13 HI PM IN9 Shaq.,, YM 05 M PM FINAL H FUN IN. WNer SuRam Ele - T dMH T EoI INH Eke. AFPROX. A1u:honm Vo C. Ho PM N Mi g Hi(Egn) 035MAK. SKEW A Ie K Sutl H PVM Sum HL PM 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 18 18 1 18 19 100 427.850 102 426.010 2.00 427.850 24 14.770 12.70 0.00380 OUR 6A50 OA62 ISM 0.601 0.210 0.0 0.00 0.000 0.372 0.000 0.372 YES 0.186 0.234 428.084 429.710 OK 104 426.180 2.00 428.084 24 14.770 25.12 0.00380 0098 8.221 OA50 6.184 0.594 0.208 0.0 0.00 0.000 0.358 0.000 0.358 YES 0.179 0.2]] 428.361 t3l.570 OK 108 426A10 2.00 428.361 24 14.770 256.91 0.00380 0975 6AU DAM 19.612 5.9]3 2.090 0.0 0.00 0.000 2.239 0.000 2.239 YES 1.119 2.095 430A56 432.410 OK MA OU 421]90 2.00 430.458 24 14.]]0 MAT 0.00380 0.099 19.612 1.493 0.000 0.000 0.000 0.0 0.00 0.000 1.493 0.000 1.493 YES 0.749 0.846 431.302 O.K. LD-347 PROJECT: SDONIWDod 9-11 DESIGNED BY: CG HYDRAULIC GRADE LINE ANALYSIS Checked: MD INCIDENCE PROBABILITY 10 Year INLET OR JUNCTION STA INVERT EL. OUTFLOW PIPE DEPTI OF FLOW OUTFLOW PIPE OIL= WATFA SURFACE EIEV(IN-) OW. PIPE Do DESIGN DISCH. Qo CF=MS LENGTH PIPE Ln PA FRICTON SLOPE,Wo IFUM wM FRICTION LOSS M NM JUNCTION LOW SURFACE FLOW "I -HI 13 R IN. Sl Nol YM 05 M (PUML FllO H pPVMLBeckon Inlet Watt Smfa¢ T,dMH Top of Inel Elsa. APPRO%. Adµst enO V. ConU. Ho FM Y MS, Hi(ExML 0wiM SKEW mu e K P d H EM Sum HL PVM(PAS 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 18 18 17 18 19 20D "ELM 202 444]10 2.50 446.930 30 UO80 18.26 0.00105 0.019 8.735 0.296 8.023 1.000 0.350 0.0 0.00 0,000 O.BCB 0.000 0.646 YES 0.323 0.342 44].2]2 452.860 O.K. 203A 445.100 2.50 44].2]2 30 UO80 48A5 0.00105 0.051 8.023 0.250 8.082 1.014 0.355 0.0 ON 0000 0.805 0.000 0.605 YES 0.302 0.353 441.825 454.170 O.K. 204 445.690 2.50 40.690 30 ULM 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 OA90 448.180 456.800 O.K. WMB OU 445.960 2.00 448.180 24 MOM ].38 0.00345 0.025 6.352 0.157 0,000 0,000 0,000 0.0 0.00 0.000 0.157 0.000 0.157 YES 0.078 0.104 448.284 O.K. LD-347 PROJECT: Sou0mvotl 9-11 DESIGNED BY: CG HYDRAULIC GRADE LINE ANALYSIS Checked: MD INCIDENCE PROBABILITY 10 Year INLET OR STA INVERT EL OUTFLOW PIPE DEPTH OF FLOW OUTFL1YrV PIPE DU= WATER SURFACE EIEV DIA PIPE Lb INmm DESIGN DISCH. Go CFMMS LENGTH PIPE Ln PM FRICTION SLOPE Soo (FTiFIj TNM FRICTION LOSS M VM JUNCTION LOW SURFACE FLOW PJj. HI t3 R FUM INH S1vpi�g4 YM 05 M NM FINPL H FIRA Inw M. Sjih- R-lion TopdMH Top of lrltl ElsaJUNCTION APPRO%. PilVslnentl Vo CONr_ Ho FlRA Y M-2Og Hi (E�n) 035.M SKEW Neje K BWF H F. 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 18 18 1 18 19 SW IN 441.690 112 435.250 1.75 441.690 21 16.231 30.84 0.00935 0.288 10.833 OA56 10.487 1]08 0.598 0.0 0.00 0.000 1.053 0.000 1.053 YES 0.527 0.815 442.505 445]10 O.K. 114 436.070 1.75 442.505 21 16.230 48A1 0.00935 0.450 10.487 0.427 9.553 1.417 0.496 0.0 0.00 0.000 0.923 0.737 0.923 YES 0.481 0.911 443416 447.160 O.K. 116 437.060 1.75 443.416 21 15AU 80G9 0.00852 0.682 9.553 0.354 10.244 1.629 0.570 0.0 0.00 0.000 0.925 1.565 0.925 YES 0.482 IA" 444.580 44]]00 O.K. 118 438.360 1.50 4 1.560 18 13G29 89A5 0.01566 1.0 10.244 OA07 11.954 2.219 O.M 0.0 0.00 0.000 1.184 3.079 1.539 YES 0]]0 2.174 448.]34 448.630 O.K. 124 440.250 1.25 448.734 15 10.970 WAS 0.02569 2.324 11.954 0.555 14.806 3.404 1.191 0.0 0.00 0.000 1.746 0.000 1.746 YES 0.873 3.197 "!)Ml 456.010 O.K. E%1 M6.470 1.25 449.931 15 10.970 38.91 0.02569 0.9% 14.806 0.851 0.000 0.000 O.ODD 0.0 0.00 0.000 0.851 0.000 0.851 YES 0.426 IA25 451.356 456.840 O.K. 122 437.720 1.00 441.690 12 2.185 5.58 0.00335 0.019 9.179 0.327 0.000 0.000 0.000 0.0 O.00 0.000 0.327 2.185 0.425 YES 0.213 0.231 441.921 442.370 O.K. 128 441.540 1.00 448.734 12 0.539 38.12 0.00020 0.008 2.702 0.028 2.385 0.088 0.031 0.0 0.00 0.000 0.059 0.188 0.077 YES 0.039 0.046 448.]80 448.200 O.K. 130 441.830 1.00 448.780 12 0.351 78.93 0.00009 0.007 2.385 0.022 3.069 0.148 0.051 0.0 0.00 0.000 0.073 0.044 0.073 YES 0.037 0.043 448.824 448.900 O.K. 132 444.940 0.87 448.824 8 0.30] 180.82 0.0005] 0.104 3.089 0.03] 0.000 0.000 0.000 0.0 0.00 0.000 0.03] 0.30] 0.048 YES 0.024 0.128 448.969 450.660 O.K. LD-347 PROJECT: BOMIh.o59-11 DESIGNED BY: CG HYDRAULIC GRADE LINE ANALYSIS Checked: MD INCIDENCE PROBABILITY 10 Year INLET OR JUNCTION STA INVERT EL. OUTFLOW PIPE DEPTI OF FLOW OUTFLOW PIPE OIL= WATFA SURFACE ELEV(IN-) OW. PIPE Do DESIGN DISCH. Qo CFS/CMS LENGTH PIPE Ln PA FRICTON SLOPE,Wo IFT/M WM FRICTION LOSS M NM JUNCTION LOW SURFACE FLOW "I -HI 13 R IN. Sl Nol YM 05 M (PUML FllO H pPVMLBeckon Inlet Watt Summm T,dMH Top of Inel Elsa. APPRO%. Adµst enO V. ConU. Ho FM Y MS, Hi(ExML 0wiM SKEW mu e K P d H EM Sum HL PVM(PAS 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 5.86 0.05213 0.305 19A00 1.491 13.691 2.911 1.019 0.0 0.00 0,000 2.510 0.000 2.510 YES 1.255 1.561 453.011 460.130 O.K. 218 453.340 1.25 454.340 15 10.561 49.79 0.02381 1.185 13.691 OM8 13.035 2.638 0.923 0.0 ON 0 000 1.651 0.388 1.651 YES 0.826 2010 456.582 463.160 O.K. 220 455.930 1.25 456.930 15 10.173 64.36 0.02209 1.422 MOW 0.860 9.152 1.301 0.455 0.0 0.00 0,000 1.115 0.438 1.115 YES 0.557 1.979 459.589 466.220 O.K. 223B 161.710 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 0.781 0.374 0.761 YES 0.380 2.350 465.060 471.530 O.K. 224 484.000 1.25 465.060 15 7.824 41.88 0.01307 0.547 8.952 0.311 8.638 1.159 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. 226 484.980 1.25 465.980 15 6.601 75.93 0.00930 0.706 8.638 0.290 1.641 0.908 0.318 0.0 0.00 0.000 0.607 1.]21 0.790 YES 0.395 1.101 467.248 474.300 O.K. 228 166.600 1.25 467.600 15 4.874 41.06 0.00507 0.208 7.647 0.221 0.000 0.000 0.OD0 0.0 0.00 0.000 0.227 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 OAU 0.032 0.162 YES 0.081 OOU 451.544 453.640 O.K. 238 449.340 0.87 451.544 8 0.365 14.04 0.00081 0.011 4.127 0.066 4A93 0.313 0.110 0.0 0.00 0.000 0.178 0.129 0.229 YES 0.114 OA26 451.669 453.700 O.K. 240 449.120 0.87 451.669 8 0.236 60.28 0.00034 0.020 4.493 0.078 0.000 0.000 0.OD0 0.0 0.00 0.000 0.078 0.236 0.102 YES 0.051 0.071 452.029 456.000 O.K. 234 441.000 1.25 451.450 15 3.631 75.81 0.00281 0.213 4.410 0.075 0.000 0.000 0.OD0 0.0 0.00 0.000 0.075 3.631 0.098 YES 0.049 0.262 451.712 451.760 O.K. 208 454.000 1.25 455.OD0 15 5.390 42.95 0.00620 0.266 8.241 0.264 7.318 0.832 0.291 0.0 0.00 0.000 0.555 1.262 0.721 YES 0.361 0.627 455.827 462.040 O.K. 210 454.960 1.25 455.960 15 4.128 50.50 0.00364 OAU 7.318 0.208 6.578 0.672 0.235 0.0 0.00 0.000 0.443 0.199 OA03 YES 0.222 OA05 456.425 462.710 O.K. 212 455.940 1.25 456.940 15 2.763 66.49 0.00163 0.108 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 0.OD0 0.0 0.00 0.000 0.250 1.361 0.325 YES OAU 0.321 466.968 472.650 O.K. 222 4%.930 1.00 459.730 12 0.595 62.12 0.00025 0.015 5.261 0.107 0.000 0.000 0.OD0 0.0 0.00 0.000 0.107 0.595 0.140 YES 0.070 0.085 460.992 469.210 O.K. 230 484.000 1.00 465.060 12 0.916 37.97 0.00059 0.022 5.969 0.138 0.000 0.000 0.OD0 0.0 0.00 0.000 0.138 0.916 0.180 YES 0.090 0.112 465.430 472.060 O.K. 216 456.000 1.00 456.800 12 1.191 42.01 0.00100 0.042 5.680 0.125 0.000 0.000 0.000 0.0 0.00 0.000 0.125 1.191 0.163 YES 0.081 0.123 451.202 461.130 O.K. DESIGN OF OUTLET PROTECTION FROM A ROUND PIPE FLOWING FULL MAXIMUM TAILWATER CONDITION ( Tw -- 0.5 DIAMETER) 1 3m, T 100 Outlet :IMi:n].W Do + 0.4La Pipe 7— Diameter, Do 9 La 0 SOO 001 Length = 9' Width 1 = 6' 80 Width 2 = 9.6' Itf Class I Riprap 60 - '0 ifF o is t 30 IS/ 120 110 J1 IN, OP1: Outlet 100 Discharge= 14.77 CFS Diameter-- 24" HH 1251 ...... ......... .. NONE y'"�li i� I �18ii�ill�llllll �;��:��� j�l �,� � �� �'�� limmulumimm WOO 3 2 OP2: Outlet 200 Discharge= 14.08 CFS Diameter= 30" 1 1 1 1 1 pN�s�'' ��InnIIII I J N"I �h"INI, � INI ! � � 1 IfF'R � I �II�NlINIIIIN� � ' JI IIIIII I b ' 1 1 IIINI �iii�INIIiNN��I 1 N ;rw�'IN�+': A 1 a11 � 1 •a ••I IIII ■■��I11pI11,1,y1'�11y'�1I1II, I� 1 1 I� I l 1 1 II �y�ry1I�I �ryll�p � ��. �I�� �� �� 111���1'��I��NII III lllel) l� it I 1 ■ � i � I � I��� Ir 1'I . J�f I I 1/ 1 1 I I , / I 11I i N F , II � I11 11 III 1 1 1 IHIIIIIII llll� IIII 1141 II 11 IIIIIIIIIIN �I �� I �II�IIIIllllltl III 11111 I1�i li �;, ,1� ��� ;III • , N ,�iiINIII!�illll ��i��91��l;illlh�llllllillll'I , , � i i �i1lll;, IIIIIII III II. 111 III IIII Iln rl a u n mono • 'ryHI pp ���1■ppppp . II IIII I l�'j� IInilllii 111 II�IIIIIOiNI �IIu�• i� IIAi i,� i NI'• II CI' p� I 11iI, III�II ��"'1IIIIII �I /i:1 I' IIIIIIIIIIIIII�IIIIIIi IIII: .. �a Iry�.mi ill .l�� I�tdIINi��IIIN r �u.�I�■a.`F" �1 �ItlY IIII111111i;i;I.11llllliL � IN ii Nuii ilill�IIIIIIIIINNN.i�il �IIII ' IIIIIIIIIIIIIIIIII II1IIIII IIIIIII Ill I..LI 1 r lilll IIIIIIIIIIIIIIIIIIIIIIIII.1ff1111111I11 In,i I I 1 11 I' I •11 I I 1' ! 1' I I ; �t �IF itI 1 tll I' IIII IIIIIIIIIIIIIIIIII!1111■Ill IIIIII'i II � a �' Ii II � II IIIIIIIIIIIIIIIIII:111111IIIIIIGI I ��' i!� ' II 11�IIIII IIIIIIISIII III II II;A II .! I._ l,.....�., ,...�,�.............�� _� 9.: �1. ' �■1'1 I I • p I .. P 1 ! I�SIIOIll �'.. 1pp p .•'I�IN IIIIIII IIIiI III 111111 1!' I 1' I r .vl � it - N�i�lll�lili�lhl��lii��N�1iBll � � � 1 I I I I 1 I y'"li •. li _ i� I NIIIi�iIINf iIIII - i1y■1i11■�ly1i' IyII MEIMIII j'II� �1�1Rpm1'lil��llllllllI�f����■1��1��� 1 , 1 11 11 11 111 1 W 00 00 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-M1t 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) DFD W,,eda Bmwffinatetlan MCMaa Newkvelopmm[(umplbnreSprevasheef C3011 BMP Standards and Spe[Blratlarc O 2013 Draft BMP standards and 5petlhatlom Prole[t name: So.ood W.ks 9-11 . Date: 1 7/16/2021 BMP Design Saecificaa u stirs: 2013 Draft 5tds & Spea Site Information Post -Development Project (Treatment Volume and Loads) and re— 1-1 Roils Btails CSoils Dloils Tnrah y PRsl- ainnnm, pr—.afabam/opeor r [xieelm¢realana wondl.aarl Om f amrbea,6raambr x n ,ame,wmabema.,m/m,nagm vg rmw.l+=aal d)g an ).a9 contends Bamen0ncl�1 d3 amaue.enginclal Im DPIPAC ImgAI 11 eorue Inb/,,m Ir) . IBG Tar¢nmmaellep[reNd Om 19 bn mn Rem•I om wresVDpen spaavaer lacre[I o.m WeiBMed Pe lb•enl Om %Fden U6 Managetl Tint Core•la[rezl 2)] WegMed Pe ltuM O20 %Managed Tud 36% Impemm�a raver la[rezl a)s Be limpemivasl oss x lmperviwz M% S. alanes) ).a9 3.0 TreannentVmumeandxnvmnt Loads rreatmemvolam. lat•aRl oAE36 Ttm4nem Volumel[oti[(eeal Dtt,1 TP badllb/Y•1 I159 Tta b[dllb/pl Drainage Area A Drainage Area A land User lacteal ASalls BSolls CSolls DWWTumls..dinsert/open I, asses) ManagenTenhans) 0.27 mferviwsComraereg 1.25 tiwcon"ffim DAA Tmal Phosphorus Available for Remoaal in DA A (b/yr) 2.R3 Post Development Treatment Volume in D.A. A(hs) 0,507 3COrTW2TCr 6CSl IYlilnagement rrauices )RR = nunou RCDURIDN) -5eletttrain droptlown lists- Runaio Md Impervious VUpstefrom Runon Remaining Trial vbospbmn: Phosphorus Connected Phosphoms Remaining prdRi[! ReduCredit on Credi Getlit CoeerCnedR Reduction Treatment Removal Load Rom PM1ospM1oms Removedb)lly Phosphorus Downstream Pnttice to be Credit i%) ram Area(acres) Area )acres) nester Pnttice )h'1 )Rai fume(Rural Volume iha) Volume)ha) Fffidenry i%) Dssfil Wad to pnttice (lb) bad (lb) Employed Practices ilb) Pmttice)Ib) 1. Vegetated Floor (RR) ..vnetabl Ronfxt(spx Ns) 0 0 0 C oao Can ot0 1B.vcicnaMPoof.(1r-p5l 60 0 0 0 0 aN ran Ina 2. Rooftop r • zasmpleoxnnnxtinnb wasoB Ream) sn 0 0 0 0 0 oC0 pon Can oC0 E.h.slmple Dlsnnn¢4nnbr C/Dsola Ismrari ss 0 0 0 0 0 one O.aO Canot0 z., l.l enaea Fuer. as' w or Tra[nns (e+ gC/D sol,)nper M) sn 0 D D 0 D at0 O.N Can oa0 z d. To Cry well nr F—c' .,.in m, Mmrn-mmm�on Cl IsparAct) 0 0 D 0 zs an0 O.aO Can oa0 2, in Dry well or F-1, Dan AD m¢ro-m0am[no wz lsparxel an D D D 0 zs at0 O.aO Can oa0 zrT-m nGaraenwy sgml near l 0 D D 0 zs ono O.aD D.O] oaD zg. IRea G araen.4 M'—gi..arrConpz Ispx MI BD 0 D D 0 So ono O.aD Can oD0 r CCrAalmaaatc,H—nng(Sperws) 0 0 D D 0 D oa D.DD Can ow E..To sto•mwater Plantrr, D•Ban Bmetort n(SpeC as, AppenLa A) QO 0 0 0 0 Es at0 aN aO] an0 4. Grass Channel (RR) 77 sia. Graea Channel AIR soil, near N3) EO o 0 0 on0 aN aO] at0 OB.Grass Chancel DID soils(spec A3) In 0 0 0 o11aC0 aN O.O] "CA e.e. Goss Cmnml with Comportre• Artlai soar p 0 D D o oC0 O.aD D.O] Inn eer"Ree s, na) or 1 aD 1 1 1 3 1D D1 o I z5 1 Da 1 am 1 DDD I M 1 146.lam-1l1herirB Nitrogen NNroRn Load Wtramed NNrogen Remaining Removal Rom Upstream Nitrogen bad to Removetl BY NRrogeA -wicienry)%) Praonices (lbs) Practice (tbs) Practice Qbs) load (lbs) 0 n al Din am 0 Can Call 0 0. na Dan Call DDA il Can na Can 0. na Call no DDA Can Dra Dra 0. 34� Can "'A S. Dry Swale (RR) 6. Bimetention (RR) Isv�w91 ].a.lnfilbadonm lsperwfl) so 0 o ss o.m oa Pan 0.00 zb. Inmtmmn wz Pac we 90 0 0 ss o.O] ot0 oN o.W 8. Extended Detention Pond (FRI R.a. On., Ineewlsl 0 0 D.m ow om D.m Sib En.l Preenlsl Ss o 0 0 o Is o.00 oao 0. o.00 TOTALIMIERNOUSCOVER TREATED(:[ 0.00 AREA CHECK: OR. TOTAL MANAGED TURF A= TREATED (ac) 0.00 AREACHECK: OK. TOTAL RUNOFF REDUCTION IN DA A (H)l 0 TOTALPHOSPHORUSAVAIIABLE FOR REMOVALIN OAA(Ib/yr 2.83 US CES TOTALPHOSPHO REMOVED ITH RUNOFF REDUCTION PRACT ad, 0. TOTAL PHOSPHORUS REMAINIRNG AFTER APPLYING RUNOFF RED CTON PRACTICES IINOA A(Ib/yr 2.83 SEE WATER QUALITYCOMPLIANCE TAB FORSITE COMPLIANCE CALCULATIONS 10.a.wNSwale N115pec N11I 0 0 30 000 oC0 ON 000 IDL Wrt Swale wE (Spar, M1) n0 0 0 W u a- ON "A" .a.Fl[ering Prae,iapl (Spec Nlll 0 0 m OW ot0 ON 0.0] 111i. Filtering Poo i¢wllSpecwlll 0 0 0 0 0 61 oW ot0 oN 0.0] 12. Constructed Weiland (no RR) I2.a..a¢—r..naw1Rvarmll o o D o o.RR oa oa0 D.m 13 b. ConNue4a Watlana Al(Spar xl3d 0 0 0 0 011 000 ot0 oN 0.0] 13. Wet Ponds Ino RR In. wHPonclUDac Ma) 0 0 0 0 o so 0.0] on, oN o.0] ]3.n we Ponawl(CoamlPlaln)Rpeepal 0 0 0 0 o as o.00 0. oao o.00 tt...Ponawl(speex1U 0 0 0 0 o Ts o.0] ot0 oao 0.0] ]La.WHPonawl(r,-raINaln)Rpee Alal 0 0 0 0 o con", oW o.0] oRR aa: oa R.Ro 2. Infiltration(RR) S. Extended Detention S. Extended Detention Pond (RR) 9. Sheetflow, to FiNer/Open Space (RR) TOTAL RUNOFF REDUCTION IN D.A. A (fe) NOROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. A(Ib/Yr 0.00 SEE WATER QUALITY COMPLIANCE TAB FOR SITE CALCUTATIONS(I jarmation Only) 10. Wet Swale (Coa9al Plain) (no RR) 11. Filtering Practims(no RR) 12. Con dructed Wedana (no RR) wagwOm TOTAL IMPERVIOUS COVER TREATED(ae 1.25 AREA CHECK: OR. TOTAL MANAGED TURF AREA TREATED(a[( 0.2J AREA CHECK: OR. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE (I,/yr R52 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL INOAA(Ib/yr 2.63 TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.AA(Ib/yr lAJ TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICFS IND.AA(Ib/Yr 0-0 TOTAL PHOSPHORUS LOAD REDUCTION A[HIEVEO IN D.A.A(Ib/yr IAJ TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN D.A. A(Ib/yr 1.36 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS HOFF REDUCTION PRACTICES IN DAA(Ib/yr 0.00 HOFF REDUCTION PRACTICES IN DA A(Ib/yr 0.00 TOTAL NITROGEN REMOVED IN D.A. A(Ib/yr 0.00 30. ManWact-ed BMP (no RR) oa.neusrmm� wava+•=�mm:ls.ae.avgmeexv oyeruarrI I... iwd y car2.laa. as...De.on.oye—a-3aoe"-1 e.a.aumsnak,Ws � Wons M.ae`iscseNmNeanpeuxrer�e H. wa..mcw�.vn awta aekrena is Drainage Area B Drainage Area A lead Cover laeml ASalls BSolls CSolls DWis Tmals lantl Cover Rv imaa/ogan I, assert 000 0.00 Managar Tunlavnl 1.06 1.06 0.20 Imrerviw'Dore-b—) IN 2.90 0.95 Total 4.00 �m�Btiw�,,.,ffimDAB Total Phosphorus Available for Removal in D.A. B (lb/Yr) 6.85 Post Development Treatment Volumein O.A. Bih°) 10,908 JCOSNIveral gee l IVI2nagerNefll rCaunces IRR = Runorr RCDURIDgI) -5eletttrain droptlownlists- RunaR Managed Impervious VUpstefrom Runoff Remaining Treat vRemoval Phosphorus Untreated Remaining prd[[i[! Getlit CoaerCreaffitacres) Upstream ReduRion BurI..a Treatment ent Removal Wad from PM1ospM1oms Removed By Removed Phosphorus Oownrtream Pnttice to be CrackBasel%) Cred'n (%) xam Areaiagres) Area )acres) Pnttice )h'1 )Rai Volume ih') ( Volume)ha) Fffidenry i%) Upstream Wad to Practice )Ib) bad (lb) Employed Prattigez ilb) Prattice)Ib) 1. Vegetated arm (RR) ..vegINab,Ronrx mesa Bs) 0 0 o n D.N D.. ot0 LB.v,,rnvMPoofa2(Ir-x5l 60 0 0 0 0 aN "D I- 2. 4. Grass Channel (RR) 77 4.a, Grass CMnnel A/B soil, Doer N3) EO o 0 0 7D0 aN aO] at0 4h. mass Clenal C/0 soils lsler xD In 0 0 0 o11aC0 aN 0.0] aC0 4r. Goss Cmnml with Compost Arre•tla, spa, p 0 D D o oC0 con0.0] Ina per"Iwa spar gal or 1 4D 1 1 1 D 1 D 1 D 1 0 1 a 1 W I uaD I DOD I la Nitrogen -geal Load Untreated NNrogen Remaining Removal Rom Upstream Nitrogen bad to Removetl BY NRrogeA FWidenry)%) Positions (Has) Practice (Ibs) Practice (Ibs) load (lbs) i, arn rM arm no 34� 0,00 S. Dry Swale AR) 6. Bioretention (RR) ........_. _..._...-_....,_—...- (SPaew91 w IoI a Io o w1 D.m 1 ow I Bm D.w ].a.IMlbadonm (spa ! so 0 0 ss o.m oa Pan 0.00 zb. Infina,mn wz erc W) 90 0 0 ss o.0] ot0 oN o.W B. Extended Detention Pond (IRR) B.a. Dr., Ineexlsl 0 0 D.m ow 0. D.m Sib En.l Preenlsl Ss o 0 0 0 1s o.00 en. 0. o.00 TOTALIMPERNOUS COVER TREATED(:[ 0.00 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREAFEE (ac) 0.00 AREA CHECK: OK. TOTAL RUNOFF REDUCTION IN D.A. B (f?) 0 TOTAL PHOSPHORUS AVAILABLE MR REMOVAL IN D.A. B(Ib/yr PHOSPHORUS 6.65 TOTAL CIES IN D.A. a TOTAL PHOSPHORUS RFMAINNG AFTER APPLYING RUNOFF REDUCTION PRACTIICES IN D.A. B(IIb/, 6.65 SEE WATER QUALITY COMPLIANCE TAB FOR SUE COMPLIANCE CALCULATIONS 10.a.w1SwaIr.t1Perx11) n n 0 0 30 000 OCO ON 000 McL Wrt Swale xE(Saw, BrIl n 0 0 0 W 000 a- ON O.W .aFl[ering Prae,iapl (SFec Nl11 0 0 m OW OLO ON 0.0] SLb. Filtering Baci¢wl(SPn N11) 0 0 0 0 0 61 OW es- ON 0.0] 12. Constructed Weiland (no RR) 12a Groin r..naxl Rpaexlll o B D o o.BB oa Ba0 D.m 12 b. ConNue4a wetland Al(Saw w o 0 0 0 0 0 u C,- ON 0.0] 13. Wet Ponds Ino RR) 1i.a. wesandOPwax ) 0 0 0 0 o so o.00 000 om o.00 D'we Poo: xl (Coaa3al waml(spre+la 0 0 0 0 o as o.00 0. D.o.00 tt...Ponaxl(spc Ma) 0 0 0 0 o Ts o.0] ot0 oao 0.0] va.we Ponaxl(Coaualwaln)RPae+lal 0 0 0 0 o ss o.00 000 oao o.00 r. BBB D- Dun B.Bd ]. Infiltration(RR) S. Extended Detention S. Extended Detention Pond (RR) 9. SheeUlow, to FiNer/Open Space (RR) TOTAL RUNOFF REDUCTION IN D.A. B (fe) AU NITROGEN REMOVED WITH RUNOFF REDUCTION PRICES IN D.A. B (Iblyrl 0.00 SEE WATER QUALITY COMPLIANCE TAB FOR SITE CALCULATIONS (I jarmation Only) 10. Wet Swale (Coa9al Plain) (no RR) 11. FiRering Practims(no RR) 12. Con dructed Weiland (no RR( Put TOTAL IMPERVIOUS COVER TREATED(ae 2.90 AREA CHECK: OR. TOTAL MANAGED TURF AREA TREATED(a[( 1.G6 AREA CHECK: OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE(Ib/yr R.52 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN DA. B(IbM 6.85 TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRARICFS IN DA. B (Ib/yr 5.20 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PMRICFSIN D.A.B(Ib/yr 0.00 TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED INDA B(Ib/yr 5.20 TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN DA. B(Ib/yr 1.65 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICFSIN D.A. B(Ib/yr 0.00 NITROGEN RFMOVEDWITHOUT RUNOFF REDUCTION PRACTICES IN D.A.B(Ib/Yr 0.00 TOTAL NITROGEN REMOVED IN O.A. B(Ib/yr 0.00 oa.neusrmm� wapa+•=�mm:ls.anavgaueexv .-- rI Green— y car2.laa . as...De.on.oye—a-3aopnrslsae.a.aumsnak,Wsi 30. ManWatlored BMP (no RR) opo car— --a Site llesults(Water quality Umpliance( Virginia Runoff Reduction Method Worksheet DEq Virginia Runoff Reduction Method New Development Compliance Spreadsheet - Version 3.0 LIMP Design Specifications List: 2013 Draft Stds & Specs Site Summary Project Title: Southwood Blocks 9-11 Date: 44393 Total Rainfall= 43 inches Site Land Cover Summary A soils B soils C Soils D Soils Totals %of Total Forest/Open (acres( 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 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 ft' 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 (ft) 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) 1.85 Required ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Drainage Area Summary DA. A D.A. 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 D.A. B DAL, C D.A. D DA. E Total TP Load Reduced llb/vrl 1.47 5.20 0.00 0.00 0.00 6.67 Summary Print Virginia Runoff Reduction Method Worksheet TN Load Reduced (Ih/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 Soils B Soils C Soils D Soils 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 I8 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 Practice Credit [over Credit I Volume (ks) I Upstream to Practice (Ihz) (16/yr) (Ih/yr) Treatmentto be (acres) Area (acres) practices (Ihz) 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 BSoils CSoils DSolis 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 [over Credits I Volume (k) I Upstream to Practice (Ihz) (16/yr) (Ih/yr) Treatmentto be (acres) Area (acres) practices (Ihz) 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. (lb/yr) 0.00 Summary Print DEOwylAo Rli Re ion Ixeanoe Reoevero mtfamplmauspaeatlampt- v.nbn;R Dmu amp swm.mammaallamm o]e.a tan. me saneved—na spenfirmlmn Fekaxame: sowRwoaap-]I. a»alnWa Mk 4,e'.. Lieame,seme.an, pmleer? No Site Information Port -Development ProjeU (Treatment Volume and Loads) Enter Total Dmurbed Area (acres) 291 .MPOes se'[pearro X: Ll13 PaX 51tls65px[ Xo 0 0 e'nI] IaM[aaraaexaenferea[maeatorm[IIyP � rmwaaw,waoaxeaream � P...pan.w uea Lover lanes) nreryoa paps X-utl¢NaM urfs W-seared. vw mil®al P"r-0a"".pmeM la m o"' (aeaeal roreryoa pas lanevl-wmumm mr-la,rexl�eiwram,g 215 wm�rd rea se Arm Ue2 r«.:Uromkae wer.ew mpmm�ema�areu ern r6. veyuna..q/a:e..as. artum Lonrtartts Runoff Loelfisms(Ral u r.h.) mn1_1 ra+n/ermYffi wi mm[n Rvl me less, darvye]un mx+nlmlmclmy,aga was yeaa rmrl _ m ore. ammo onn-oa—Prr. mxa. srPe. va we.mnxmaµm ov, mWnm` xeanpmma rreWW.rwa­r I o 1 o wr`wsaws r.Nom115 wagaasNmmal aeaNmr=4a anwdrnursNmml U wrased asr, C.r anrqur sug[mv wegme pa.ry nal nW w [ ..'shad lvp nnl we mm �mq g Inaryar rug n.t eM uargm nrt —o'd rug msmmvrmlvvl a ns6 cuelurid a% mvIrrr—wea . Iw4 n% N.m" nW lvesl [mc aNi�me4 M6rparwual gprpwy P% sNmceal F rmga�m 59Y ]Ts f rmgaNuv 59Y Frrquwa W6 rmaxa.rem�l i.n 19r --e—s a.a Maoee'srt.ro A. an D Treatment Volume and Nutrient Load Tnahren[ Vale —and oeuyrr.a Moment Least a o. oa v n �xyrr.m ;maneaam or— arcm Iarenl um nose] s" INN ne aP@ rPea. laal uae Pea. ono voe easse.I law[eW ],>e] ions ]remrem kumartnleP 2'. sreoara pssmr eX� rt , LtB] in aelau nN xa.aoempr.rn..wa °vfOitl^"`^]•1vv° nl (As") asr asr •pl eee1T pr .m.am, Ln INwI _ pn/r,*pua etm em wehm ., �.. an on sia.mr` om w:...n;le mn arr ..e, _. ,e,aa Raamm pn.reawm�.e„neon,,, oe.eweer,rre,,e.a..rrr,r,keen.e,.m a.n,., e­.V�w���ea-m. re,^ o.v naa+aaaw.xa. o e.x� ell u.mxP..rcea.Aruuwea_ .p a aneevbnaml./nl m�emma<,eme,..�.aa,e.a.,a6 anaaeaeaweemoe,�rrar,.ra ��ai reo�eecer axa�a,roe,m eem�me em>dra.rreea.rerae..m�ea,r„e. Post -Development Requirement for Site Area Tp LoaaRMu[rion ReeebM llb/y.) o.1a Miamian Loads (Informational Purposes Only) �rxmmp>'nl 9s3 nv-oeramee Imnneoeveepeemexexrmganioual gv n Drainage Area A DradnageAreaAWnd Cover (acres) 0,03 recall 2.91 Stormwater Best Management Practices (RR= Runoff Reducion) Total PROWhorvsnouslable for Retread In D.A. AIIh/yr) 1.2g Port DevelopnrentTrertment Volume In D.A. A (N') IBH Irts Practice Runoff Red ttlon CredN I%) Ma y d oors— TurfCredN Cover Crees) Areal ) A (apes) Valme from Runoff Up ream p IceIN"1 Redu[tlon lR') Remunds, RuroXValume INa) T,. BMP Treaeren[ m ValuelN') PMWassus Remus) nN I nryI%1 MwspM1 loaG UmreMed floor Uprt m PM1mpIrmS Wd Practices DID) WPn[tlre Plrsphoms Renrued By ttl[ Plae DID) .—nng pM1OSpWad (lb) DOW114nDephpl Produce W he Cmployed z. Vegeutee..'ekea AD - - e. Vegeum..)spar AD - - xa. slmge Darmnx�bn�eg25da Ikea at,115a.' E r-"Den sa or to CID a Ikeaaq voenDon+a leans arrre.ulkeawl - - to u4 an aE lspsael - - to aykeanl an Ikea ad) -an . - an In a All—tas H111uJ19)yea AD en(,aat" 1 Appewarl - On .- On In 3 a. Permnbtrnvemem m I. as a o 0 o Es Dm am Dm Dm ,ores a aremem aryks 97) e. „55-nat".5da eed" „55 nnelCrosdalza[xsl D, Wp,t1.Seai as per oemnmlean RaaAd :. At lips a., s.a Drys aan Ikrr ar, e,".�" ) Bltseml,al.1.c-a"` don ., ,.-Inflar,awai)star An let D,1W1ru rper ae) z. mIIIA I ."an Removal BXI ry(%) DogeWad U.d from Up XWogen Wad to Pran (db) • attice(lbs) ."on Reeved By Prattle (lbs) Rema nng XRrogen Wad Ilan) a2lspsF,,, s ,aa,aRSNB ,a sn ,d. aD se1. ISP•,.zl R., Bro, a sNB a, e.e RR/DSaI. �ISPKV so a D D o D nm am om nm FM, TMALIMPERHOUSCOVEATREATEO:aQ D.CO AREACH:CK DR. TOTAL MMIAGED TURF AREA TREATEO �aQ D.CO ARFACNEIX: OR. TOTAL RUNOFF REDUCTION IN DA A (R?) O TOTAL PHOSPHORUSAVAPGBLE FOR REMWAL IN O.A. A)IB/y,) 121 TOTAL PHOSPHORUS REMOVED WRN RUNOFF REDUMON PRARN6IN D.A. A)IB/y,) 00] TOTAL PHOSPHORUS REMAINING AMR APPLYING RUNOFF REDUMON PRAMCE 1NDA.AHb/r) , SEE WATER QUALITVCOMPLWNCF TAB FOBSITE COMPLIANCECALCUTATIONS TMAL IMPERVIOUS COVERTREATED)a[) D.56 AREACNECR: OK. TOTAL..1113TURFAREATREATED)aU D.CO AREA CHECK: OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE QB/y,) A18 TOTAL PHOSPHORUS AVAHABLE FOR REMOVAL IN D.A. A SIB/y,) 121 TOTAL PHOSPHORUS REMOVED WDNOUT RUNOFF REDUCTION PRACTICES IN D.A. A)I!/y,) A63 TOTAL PHOSPHORUS REMOVED WDN RUNOFF REDUC3ON PMCTICES N D.A.A)I!/y,) DM TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED IN DA A)I!/y,) A63 TMAL PHOSPHORUS REMARK NO AMR APPLYI NO BMP MAD REDUCTIONS IN D.A. A iIB/y,) A54 9.6eeemo.Lo F1Ue,/Open sPa[e IRA TOTAERUNOFFREDUCFRIN IRS AAM D NDRWEN REMWEO WDN RUNOFF REDUCTION PMCI ... D.A. A)1!/y,) I D.OT SEE WATER QUALIFY COMPLMNCE TAN FOR SITE CAECUTA HORS H foimofion Only) SEE WATER QUALI" COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMWED WRN RUN.lF REDUCiIOX PMCMES IX D.P. R)IR/yI� AT NITROGEN REMWED WLINDUT RUN., REDUCiIOX PMClICE51N D.P. R)IR/yA AT TOTRL NITROGEN REMOVED IN D.R. R (IN/M) AT Site ulta)Water Quality Compliance) Area LM1x wenlay lay uyy �f l 0. aMa TwaMwitt VMumaIR°I RunoR MJuaim Volume and TP By P'aWRa Area mlx'I wmO ne l�xMl u%u l�xMl TOM Ihlns maO0pn1 mO reea0pnl- M. e EDUff TOM1I MNvogen lfulnlprne4an PuNmeel�Ox maolVvy MO I�xMI mm ObM NR.h Hama Burman, aMmm aMaaa OFQNrRinY RunoXRetluNon MetM1otl Re-Oerabpmemtompliann SpreatleM1ee[ -Ve2m 3.0 9MP Cugn SpearfSotmslne ZallwaRSt485pev Site Summary ram.: snanemasitaurae mre.aa5ba Taaansesas) wl wambeemree .m: Site lartl Craver Summary PrMeDevelopment land Cover (acres) mlh a.. I c D.I. iehh %el TeM1l pnre,vaenia°a Mm,Ra Tmadm,g n an Om 0 •(wml aSn and Cover (steel amh iSeIYI c5ada I D.I. I iehh I %WTeM1I resgopan PaH) a Pang .r Pm.,1 a RWOP.i. span armt emr m meraaee In ameanevab an vaalnb mma Raeuamn Meen Site Tv and land Cover nutrient Wads rim(pna.ne.NAm Ltl,m.P— I.muurcPaee-nrr w.empnar D,. .va R`WRpmm MesseenIna, IxeW inyenarvy itn 'I mvdum,W) L� LNT b,a(Ib/vr) m,l Tp tme -M MM R,Ra.a On") nrvl pe¢.0.wlapnenl Wetl IRadmmmbmmn a wm mmamal Oeabpnmst Its WmIIbMI readm veMgmmll aenenbpmem TpWamram, Wwa ^al per— l%/mre/nl 1%/mrNnl MOae Site Compliance Summary Mast MnvryYrcem weA'reArce pa@.ebynmtmMMml¢saumwryudmhrcGne RauhL(flea Nr/m�}a %�vr,Rmndeprcnrt InaawmarednxnNwcrxce.=wwea.rvbw-maure bwMissv w/wAeaxtieam=me—Iarceaou WWvr Twl RmeX WM M ReJnLLm IRj T=I In Wl ReJmbn YM1k.ea llb/vr) Tnvl Tat bast xmaai amlaeai(Wn) Renanln rustD,Mpmem m west Ilb/nl v.n.lnlymted RamabnRb/vd mylrei Drainage Area Summary BY 0.051R/191D R" �I ma/amn ( .nras) a M—d . an Dan Dan M..) rest Paml Drainage Area Compliance Summary wl ITP Wed ad llb/vd Tal Was ume(1b r) Runoff Volume and CR Calculations o mramm Mens. wempnl 17 RRIR a,rreamnpaM1M ml p �aalbal 1. n.emm S-seer reams paM1M ml sp �aalbal n.emm cps Mr—M Meats —mY+al1. ate aalbal1. n.emm 5,mary ms, 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% Offsite 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% VIW e 2 4.88 4.67 3.19 1.48 68.31% Total 40.49 28.24 21.65 4.93 76.66% Water Quantity Calculations 11. Hydrallow Detention Calculations OUTFALL #1 EXISTING Hydrograph Report I Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 14 PRE 1 ON-1 Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 3.040 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 3.05 in Distribution Storm duration = 24 hrs Shape factor 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 Tuesday, 07 / 13 / 2021 = 1.300 cfs = 12.00 hrs = 4,238 cult = 61" = Oft = 8.60 min = Type II = 484 6 8 10 12 14 16 18 20 22 24 Q (cfs) 2.00 1.00 . 0.00 26 Time (hrs) 2 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 31D9 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 M: 1 A .M 4.00 r KI 0.00 0 2 4 Hyd No. 14 PRE 1 ON-1 Hyd. No. 14 -- 10 Year 6 8 10 12 14 Q (Cfs) 10.00 : W1 M 4.00 2.00 ' 0.00 16 18 20 22 24 26 Time (hrs) 7 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Tuesday, 07 / 13 / 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 cult 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 ' 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) 2 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Tuesday, 07 / 13 / 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 cult 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 Q (cfs) 10.00 L: r A AIM 4.00 r rr 0.00 0 2 4 Hyd No. 13 6 8 PRE 1 OFF-1 Hyd. No. 13 -- 10 Year Q (cfs) 10.00 : rr lllll. rr 4.00 2.00 1..,M!f: ' 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) 1 Hydrograph Report Hydraflm Hydrographs Extension for AutodeI Civil 31382019 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 cult 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 Q (cfs) Q (cfs) Hyd. No. 12 -- 1 Year 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. 12 2 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Tuesday, 07 / 13 / 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 cult 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 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) Hydrograph Report 7 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 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 S 11 2.00 1.00 2 4 Hyd No. 15 PRE OUTFALL 7 COMBINED Hyd. No. 15 -- 1 Year 6 8 10 Hyd No. 12 12 14 16 — Hyd No. 13 18 20 22 24 — Hyd No. 14 Q (CIS) 4.00 3.00 2.00 1.00 . 0.00 26 Time (hrs) Hydrograph Report 2 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 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 Q (cfs) 21.00 18.00 15.00 12.00 • 11 AM 4 11 2 4 Hyd No. 15 PRE OUTFALL 1 COMBINED Hyd. No. 15 -- 10 Year Q (CIS) 21.00 18.00 15.00 12.00 • rl . rl 3.00 0.00 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) — Hyd No. 12 —Hyd No. 13 —Hyd No. 14 PROPOSED 7 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Tuesday, 07 / 13 / 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 cult 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)] / 1.620 191 -IfffelM Q (cfs) Hyd. No. 16 -- 1 Year Q (cfs) 6.00 6.00 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1,00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Hyd No. 16 Time (hrs) 2 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 31D9 2019 by Autodesk, Inc. v2020 Tuesday, 07 113 12021 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) Hyd. No. 16 -- 10 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 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 Hyd No. 16 Time (hrs) Hydrograph Report I Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 17 POST 1 ON-2 Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 1.100 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 3.05 in Distribution Storm duration = 24 hrs Shape factor * 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 Tuesday, 07 / 13 / 2021 = 1.450 cfs = 11.97 hrs = 2,955 cult = 71* = Oft = 6.00 min = Type II = 484 6 8 10 12 14 16 18 20 22 24 Q (cfs) 2.00 1.00 . 0.00 26 Time (hrs) 2 Hydrograph Report Hydraflovi Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Tuesday, 07 / 13 / 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 cult 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 4.00 S 11 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 s� 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) 1 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 31D9 2019 by Autodesk, Inc. v2020 Tuesday, 07113 12021 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 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 I I I I I I ' 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) 2 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 31D9 2019 by Autodesk, Inc. v2020 Tuesday, 07113 12021 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 POST 1 OFF-1 Hyd. No. 18 -- 10 Year 6 8 10 12 14 Q (cfs) 12.00 10.00 m M 4.00 2.00 ' 0.00 16 18 20 22 24 26 Time (hrs) SWM A ROUTINGS Hydrograph Report 1 Hydraflow Hydrographs Extension for AutodeskO Civil 3D9 2019 by Autodesk, Inc. v2020 Tuesday, 07113 12021 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 1 - SWM A - Inflow Q (cfs) Hyd. No. 19 -- 1 Year Q (cfs) 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) — Hyd No. 19 —Hyd No. 16 —Hyd No. 18 Hydrograph Report 2 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Tuesday, 07 / 13 / 2021 Hyd. No. 19 1 - SWIM 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 1 - SWM A - Inflow Q (cfs) Q (cfs) Hyd. No. 19 -- 10 Year 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 2 4 6 8 10 12 14 16 18 20 22 24 Time (hrs) Hyd No. 19 —Hyd No. 16 —Hyd No. 18 Pond Report Hydraflow Hydrographs Extension for AutodeskO Civil 3D0 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 (R) Contour area (sgft) Incr. Storage (cult) Total storage (cuft) 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] [PrtRsr] [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 Stage (ft) 10.00 8.00 . PI 4.00 2.00 0.00 0 1,000 Storage Note: CJven/Onfice oulliom are analyzed under inlet lid) add outlet (oc) control. Weir nsem checked for orifice cennitions (ic) and submergence (s). Stage / Storage 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 Elev (ft) 443.25 441.25 439.25 437.25 435.25 433.25 10,000 11,000 12,000 Storage (cuft) Pond Report Hydraflow Hydrographs Extension for AutodeskO Civil 3D0 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 (R) 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] [PrtRsr] [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 Stage (ft) 10.00 8.00 . 19 4.00 2.00 0.00 0.00 2.00 Total Q Note: CJven/Onfice oulliom are analyzed under inlet lid) add outlet (oc) control. Weir nsem checked for orifice cennitions (ic) and submergence (s). Stage / Discharge 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 Elev (ft) 443.25 441.25 439.25 437.25 435.25 1 433.25 22.00 Discharge (cfs) Pond No. 1 - 1-STORMTECH SWM A 10.00 M M 4.00 2.00 L 0.00 Stage (ft) Hydraflow Hydrographs Extension for Autodesk® Civil 3D02019 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. g pw I Friday, 09 / 17 / 2021 1 Hydrograph Report I Hydraflow 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 = 1 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) 10.00 tt . M 4.00 A rl 0.00 0 2 4 Hyd No. 20 1 - SWM A - OUTFLOW Hyd. No. 20 -- 1 Year Friday, 09 / 17 / 2021 = 1.607 cfs = 12.10 hrs = 17,712 cuft = 437.57 ft = 5,513 cult Q (cfs) 10.00 . tr 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 Hydraflow 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 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 4.00 0.00 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) — Hyd No. 19 ®Total storage used = 10,999 cuff Hydrograph Report 7 Hydraflow 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 = 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 r tr 1.00 0.00 0 2 4 Hyd No. 21 1 - POST TOTAL OUTFLOW Hyd. No. 21 -- 1 Year 6 8 10 Hyd No. 17 12 14 16 — Hyd No. 20 18 20 22 24 Q (cfs) 3.00 2.00 1.00 --A- 0.00 26 Time (hrs) Hydrograph Report 2 Hydraflow 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 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 I Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 4 PRE 2 ON-1 Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 4.270 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 3.05 in Distribution Storm duration = 24 hrs Shape factor Composite (Area/CN) _ [(3.640 x 60) + (0.630 x 69)1 / 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 Tuesday, 07 / 13 / 2021 = 1.319 cfs = 12.10 hrs = 5,805 tuft = 61* = 0 ft = 14.20 min = Type II = 484 6 8 10 12 14 16 18 20 22 24 Q (cfs) 2.00 1.00 . 0.00 26 Time (hrs) 2 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 31D9 2019 by Autodesk, Inc. v2020 Tuesday, 07 113 12021 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 M: 1 A .M 4.00 r KI 0.00 0 2 4 Hyd No. 4 6 8 PRE 2 ON-1 Hyd. No. 4 -- 10 Year Q (cfs) 10.00 : W1 M 4.00 2.00 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) 1 Hydrograph Report Hydraflovi Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Tuesday, 07 / 13 / 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 cult 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 ,. Me 5.00 4.00 at" r M 1.00 0.00 0 2 4 Hyd No. 1 6 8 PRE 2 OFF-1 Hyd. No. 1 -- 1 Year Q (cfs) 7.00 . rf 5.00 4.00 3.00 2.00 1.00 J�I I I I 10.00 10 12 14 16 18 20 22 24 26 Time (hrs) 2 Hydrograph Report Hydraflovi Hydrographs Extension for Autodesk® Civil 31382019 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 cult 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 AM i 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 lllll• 11 . 11 3.00 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) 7 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 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 cult 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. = 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 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Tuesday, 07 / 13 / 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 cult 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 . 1f 5.00 4.00 3.00 r M 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 . rf 5.00 4.00 3.00 2.00 1.00 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) 7 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 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 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Tuesday, 07 / 13 / 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 cons. (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 J 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) Hydrograph Report 7 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Tuesday, 07 / 13 / 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 =1:9614 W'419110111i 141 � 1:1 V Q (cfs) Hyd. No. 5 -- 1 Year Q (Cfs) 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 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 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 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 =1:9614111_14W410101M141�1:11 V PROPOSED 1 Hydrograph Report Hydraflow Hydrographs Extension for AutodeskO Civil 31D9 2019 by Autodesk, Inc. v2020 Tuesday, 07 113 12021 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 r KI 0.00 0.0 2.0 4.0 Hyd No. 7 a POST 2 ON-1 Hyd. No. 7 -- 1 Year Q (Cfs) 10.00 IN 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 AutodeskO Civil 31D9 2019 by Autodesk, Inc. v2020 Tuesday, 07 113 12021 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) Hyd. No. 7 -- 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 0.0 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) 7 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 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 cult 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 3.00 r rr 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 AutodeskO Civil 31D9 2019 by Autodesk, Inc. v2020 Tuesday, 07 113 12021 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) Hyd. No. 8 -- 10 Year Q (Cfs) 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0.0 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) 7 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 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 cult 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 POST 2 ON-3 Hyd. No. 6 -- 1 Year Q (om) 0 2 4 Hyd No. 6 Hydrograph Report 2 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 6 POST 2 ON-3 Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.510 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 5.58 in Distribution Storm duration = 24 hrs Shape factor *Composite (Area/CN) = [(0.070 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 Tuesday, 07 / 13 / 2021 = 1.852 cfs = 11.97 hrs = 3,703 cult = 66" = Oft = 6.00 min = Type II = 484 6 8 10 12 14 16 18 20 22 24 Q (cfs) 2.00 1.00 . 0.00 26 Time (hrs) SWM B ROUTINGS Hydrograph Report 1 Hydraflow Hydrographs Extension for AutodeskO Civil 3D9 2019 by Autodesk, Inc. v2020 Tuesday, 07113 12021 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 : 11 . 11 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 AutodeskO Civil 3D9 2019 by Autodesk, Inc. v2020 Tuesday, 07113 12021 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) Hyd. No. 9 -- 10 Year Q (cfs) 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 31702019 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 (it) Elevation (ft) Contour area (sgft) Incr. Storage (cult) 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] [PrfIRS r] [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. (it) = 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 Exfil.(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: Cul"r JOnfice outflows are analyzed under inlet (ic) and outlet (oc) ceMrol. Weir risers &ecked for onfice wnnitions (ic) and submergence (a). 4,000 6,000 Stage / Storage Elev (it) 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 31702019 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 (it) Elevation (ft) Contour area (sgft) Incr. Storage (cult) 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 [A] [B] [C] [PrfIRS r] 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. (it) = 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 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Multi -Stage = n/a 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 -- -- Multistage = No No No No Exfil.(inlhr) = 0.000 (by Wet area) TW Elev. (ft) = 0.00 Note: Cul"r JOnfice outflows are analyzed under inlet (ic) and outlet (oc) ceMrol. Weir risers &ecked for onfice wnnitions (ic) and submergence (a). Stage / Discharge 4.00 6.00 8.00 10.00 12.00 14.00 16.00 Elev (it) 452.00 451.00 450.00 449.00 448.00 447.00 1 446.00 18.00 Discharge (cfs) Pond No. 2 - 2-STORMTECH SWM B Ewe 5.00 4.00 3.00 FIrUI 1.00 — 0.00 Stage (ft) Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 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 Blocksg-11—SWM .gpw I Tuesday, 07 / 13 / 2021 1 Hydrograph Report I Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 10 2 - SWMB - OUTFLOW Hydrograph type = Reservoir Peak discharge Storm frequency = 1 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 14.00 12.00 10.00 L: r 4.00 r M 2 - SWMB - OUTFLOW Hyd. No. 10 -- 1 Year Tuesday, 07 / 13 / 2021 = 1.383 cfs = 12.33 hrs = 26,769 cuft = 448.74 ft = 11,523 tuft Q (cfs) 14.00 12.00 10.00 Ill l 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 Hydraflm Hydrographs Extension for Autodesk® 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 : m 4.00 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 y �TI I 10.00 6 8 10 12 14 16 18 20 22 24 26 — Hyd No. 9 ®Total storage used = 21,444 cult Time (hrs) Hydrograph Report 7 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Tuesday, 07 / 13 / 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 L: r 4.00 2- POST TOTAL OUTFLOW Hyd. No. 11 -- 1 Year 4 zzz § S-- Q (cfs) 10.00 M 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 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 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 IFe15011111 :1 1161TA • e 25.00 20.00 15.00 10.00 EXISTING 1 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 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 cult 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 Q (cfs) Q (cfs) Hyd. No. 22 -- 1 Year 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. 22 Hydrograph Report 2 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Hyd. No. 22 PRE 3 ON-1 Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.440 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of cons. (Tc) Total precip. = 5.58 in Distribution Storm duration = 24 hrs Shape factor Composite (Area/CN) = [(0.340 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 Tuesday, 07 / 13 / 2021 = 1.351 cfs = 11.97 hrs = 2,708 cuft = 62" = Oft = 6.00 min = Type II = 484 6 8 10 12 14 16 18 20 22 24 Q (cfs) 2.00 1.00 . 0.00 26 Time (hrs) PROPOSED 1 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 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 cult 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 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 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 cult 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 Q (cfs) Q (cfs) Hyd. No. 23 -- 10 Year 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 7 Hydrograph Report Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 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 cult 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 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 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 cult 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 POST 4 ON-1 Hyd. No. 24 -- 10 Year Q (cfs) 0 2 4 Hyd No. 24