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WPO202100004 Calculations 2021-07-22
Southwood Redevelopment — Blocks 9-11 ALBEMARLE COUNTY, VIRGINIA WPO 202100004 DESIGN CALCULATIONS & NARRATIVE JANUARY 22, 2021 REV. JULY 13, 2021 • TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. Prepared by: Bryan Cichocki, PE Timmons Group 608 Preston Avenue, Suite 200 Charlottesville, VA 22903 434.327.5380 17 , `Bryan D. Cichocld Z tic. No. 53741 t/9o.Xn 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 8. Common Plan of Development Overall Water Quality Tabulation 9. 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 lyr 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 1.27 lbs/yr of required nutrient credits area shall be purchased from a DEQ-Approved Nutrient 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 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 PROJECT: Southwood&11 STORM SEWER DESIGN COMPUTATIONS LOCATION: Albemade County COUNTY: Charlottesville STORM FREQUENCY 10 Designed by: CG Chetl d by: UNITS ENGLI9H PIPE NO. FROM PoRJT TO PONT DRAIN. AREA RUNOFF COEFF, C. (4) CA INLET TIME M.. (]) RAIN FALL IM4 (8) RUNOFF WVERT ELEVATIONS LENGTH of Pipe FL (12) SLOPE Flht (13) SIZE (Oy.Or SpNRise) Irt (14) SHAPE Number of Pip¢ Ce iry CFS (15) FYim Slope FIJFL NORMAL FLOW FLOW TIME REMARKS (18) PICRE-ACCUM- MENT (5) ULATED (6) Lekml CFS Tole1Q IFS (9) UPPER END (10) LOWER END (II) Deplb of Flow, do Ft Area of Flow, An SgFI Hm FL V. FtlSx (16) En FL INCRE-ACNMU MENT M.rOs (IT -LAT Mine, (1'O REFERENCE (I) STA. REFERENCE (2) STA. 'A' Acre (3) 101 102 100 0W OW 000 569 654 000 14]] 42634 42625 1827 0W493 24 Cl-W 1 1121 0003W 143 2W OW 616 202 005 574 103 IN 102 0W OW 0W 565 633 000 14]] 426.52 42644 1546 0W51] 24 Cl-W 1 1]62 000380 1W 235 059 628 201 004 569 105 1% IN 0W OW 000 523 647 000 14]] 42742 426.62 159W 0W503 24 Cl-W 1 1739 000380 142 238 0SO 621 2@ 043 565 107 108 106 0W OW 000 502 654 OW 14]] 42992 42752 12646 0018" 24 Cl-W 1 3376 000380 093 142 049 1039 260 020 523 109 smrMA om 108 OW OW 000 500 ON 14]] 434.00 43138 26.17 0.I0011 24 Cl-W 1 71.54 000380 059 078 034 1901 620 002 502 111 112 SWMAIN OW OW 0.98 7.11 592 OW .623 43548 435W Zd_24 001981 21 Cl-W 1 24.15 000930 105 151 049 1011 2.85 004 7.14 113 114 112 0is 0.83 0.12 0.98 7 W 5% OW 1623 436.46 435.58 "03 001999 21 Cl-W 1 2427 000930 105 ISO 049 10.91 2M 007 7.11 115 116 114 1 034 071 026 0.m 691 59] 000 1549 438.16 436.56 W.09 001996 21 Cl-W 1 2426 OWBSO 102 145 049 1070 2.]9 0.13 7M 117 118 116 063 0.91 051 0W 6]] 601 000 1393 4W.15 43826 8965 002109 IB Cl-W 1 1652 001560 1W 133 045 1048 2.76 0.14 691 121 122 SWMA IN 042 0SO 033 033 500 654 OW 219 43787 43736 201 00T215 12 Cl-W 1 1041 OWMO 031 021 0.19 1049 2@ 001 501 123 IN 118 0W OW 0W 5W 653 000 1097 44342 W25 90.46 0035M IS Cl-W 1 13.10 0025W 0.98 092 037 1195 3W 013 1 5.17 125 EX I 124 0 W O W 000 5 W 0 W O W 1097 us so US 47 38.91 005999 IS Cl-W 1 11.13 0025W 073 074 034 14.91 4.13 004 5 M 127 128 118 004 078 003 0W 653 609 OW 054 "1B 44154 38.12 0W495 12 Cl-W 1 2.72 OOWN 0W 020 0.17 2.70 042 0]A 6T1 129 130 128 001 0" 001 005 598 624 OW 035 44222 441.83 7893 OW494 12 Cl-W 1 2.71 00W10 0]A 0is 0.14 239 033 055 653 131 132 1" 007 067 005 005 5W 654 OW 031 446.15 4M 94 180.82 001001 8 Cl-W 1 131 000060 022 0.10 0.12 307 037 098 599 201 m 200 0W OW 000 5.19 646 0W 1408 USOO 4M 93 13M 0W537 W Cl-W 1 3256 O.WIW 1.15 220 059 639 1.n 003 523 203 204 202 0W OW 000 502 654 OW 1408 US 86 us 10 9165 0W931 W Cl-W 1 4289 OWIW 099 1.SO 053 783 1w 017 5.19 205 SWN10 OUT 2W OW OW OW 500 ON 1408 446.00 US 96 739 0W542 24 Cl-W 1 18M 000340 133 2M 059 635 1.96 002 502 206A 2%B ISWMB IN I OW OW 245 50 635 OW 1563 449.59 44900 586 030068 IS Cl-W 1 2221 005210 071 0.SO 035 19W 6.74 001 563 207 208 206B 025 079 020 0B4 552 637 000 539 454.86 454.00 4295 002W2 IS Cl-W 1 9.90 000620 066 065 032 824 1.71 009 561 209 210 208 0W 078 003 064 541 641 000 413 45590 454.96 SO. SO 001861 IS Cl-W 1 9.55 OW3W 057 055 030 750 145 0.11 552 211 212 210 029 075 OR 043 525 646 OW 276 45738 456.00 66.49 00206 IS Cl-W 1 1009 OWIW 045 039 025 701 121 0.16 541 213 214 212 028 074 021 021 5W 654 OW 136 4W.70 AGO 58 12240 005OW 12 Cl-W 1 863 OWIW 027 017 0.16 802 127 025 525 215 216 210 022 0.93 0.is 0.Is 5W 654 OW 119 456.89 456.00 4201 002119 12 Cl-W 1 562 OWIW 031 021 0.19 568 0.81 0.12 5.12 217 218 2%B 008 076 OW 162 556 636 OW 1056 455.83 45334 497 005W3 IS Cl-W 1 1565 0023M 075 0]] 035 1369 3W 0% 562 219 220 218 008 0.M 007 1% 548 654 0W 10.17 459.15 45593 M36 005003 IS CIOMW 1 1565 002210 073 075 034 1358 3SO 008 556 221 1222 no 0is 061 009 0W 5W 654 OW 060 461It 45925 62.12 002994 12 Cl-W 1 668 000020 020 0.11 0.12 526 063 020 520 223A 223E no 007 0.93 OW 140 5W 645 OW 910 4 so "1.7I III42 0025M IS Cl-W 1 110 0017N 0.IS 0SO 037 1007 244 0.18 549 223C 224 n3B 024 079 0.19 120 522 647 OW 282 46544 4 60 41.88 002W6 IS Cl-W 1 991 0013W 0.M 0.67 037 895 208 008 530 225 226 224 038 070 027 101 508 652 000 660 466.98 46554 71.W 002W3 IS Cl-W 1 9.W 000930 075 076 035 864 191 0.14 522 227 228 226 102 073 075 0.75 5W 654 OW 4887 46]85 46708 3837 0020(0 IS Cl-W 1 991 000510 00 061 031 805 162 008 506 229 230 223B 0.18 078 0.14 0.14 5W 654 0W 092 46566 465W 3797 001739 12 Cl-W 1 509 OWWJ 029 0.19 0.17 491 066 O.0 113 233 234 SWMB IN 069 ON 0% 0% 5W 654 OW 363 44238 U700 75.81 0W501 IS Cl-W 1 491 0002W 0.SO 0.82 036 441 110 029 529 235 236 SWMBM 001 050 001 006 528 645 OW 040 44924 44898 12.W 002016 8 Cl-W 1 185 10001001 021 1 009 1 112 424 049 005 533 237 238 236 0W 0SO 002 006 522 647 OW 037 44962 44934 14M 001994 8 Cl-W 1 185 1 000080 020 009 Oil 4.13 047 0% 528 239 NO 238 007 051 0M 0M 5W 654 OW 014 451.89 4Un W28 0036W 8 Cl-w 1 248 1 000030 0.14 005 009 449 045 022 522 LD-341 PROJECT: Sou[hWoo09-11 DESIGNED BY: CG HYDRAULIC GRADE LINE ANALYSIS Checked: INCIDENCE PROBABILRV 10 Year INIET OR $TA INVERT EL OUTFLOW PIPE DEPTH OF ROW OUTFLOW PIPE OUREF WATER SURFACE EIEV OIA PIPE Oa (INmm) DEIGN FI$CX. Q. (CF$R:MS) l£NGTX PIPE L. (FM FRICTON $LOPE Ski (Fi/Flj (MINI FRICTCN LESS XI p.) JUNCTION LOW SURFACE ELM MI. XI 1$ XI (FMU I.. $IarynBY YM OS XI Q.) FIN4L X Q .) FRI Waier $Wace Ekva4on Top MMX Top of lnlel ElevJUNCTCN APPRO%. A4�¢LreM9 Vo Co.. Xo IFLM) Yi N^lrtg XI (Eqn) 0W., (YQ2p) $KEW "e K OTH IF 1 2 4 5 8 8 9 10 11 12 13 10 15 18 18 1 18 19 100 42Z850 102 426.250 2.00 427.850 24 1CM 18.27 0.00380 0.089 6A58 OA47 6.282 0.613 0.214 0.0 0.00 0.000 0.362 0.000 0.362 YES 0.181 0.250 428.100 430.240 O.K. 104 428.440 2.00 428.100 24 1CM 15.46 0.00380 0.059 8.282 OA53 6.210 0.599 0.210 0.0 0.00 0.000 0.363 0.000 0.363 YES 0.181 0.240 428.340 433.430 O.K. 106 428.620 i 2.00 i 428.340 i 4 i 1CM 159.08 0.01380 0.604 8.210 OA50 10.38] 1.875 0.586 0.0 0.00 0.000 0.136 0.000 0.]36 YES 0.388 0.972 429.312 433.OW O.K. 108 427.520 2.00 429.312 24 1CM 128.48 0.00380 0.480 10.38] OA19 008 5.8D9 1.963 0.0 0.00 0.000 2.382 0.000 2.382 YES 1.191 1.671 430.983 434.620 O.K. A OU 431.380 2.00 432.980 24 16.n0 28.1] 0.00380 0.099 19.006 1.402 0 0.000 0.000 0.000 0.0 0.00 0.000 1.402 0.000 1.402 YES 0.701 0.801 434.591 O.K. LD-347 PROJECT: Southwood 9-11 DESIGNED BY: CG HYDRAULIC GRADE LINE ANALYSIS Checked: INCIDENCE PROBABILITY 10 Year INL OR JUNCTION STA. MYERT EL. WTROW PIPE DEM OF FLOW OUTFLOW PIPE GU= WATER SURFACE ELFV DW. PIPE Do Idmm DESIGN DISCH. Oo CFS LENGTH PIPE to PVM FRICTON SLOPE.Sb (FVFT) mum FRIC➢ON LOSS M FVM JUNUION LOSS SURFACE FLOW ANj.M 13 Ht PoM Inlet SMpW9 YIN 05 Ht PVM FllP H FNA InW Mlar Such- Ekwtim TIOMH Too d Inlet Elev_ APPRO%. A4udnre V. CoM Ho FM V. VMY[g Hi(Eyn) 035`MP%_ SKEW Anje K Bend H FuN Sum HL W 1) (2) 3) 4) 5 8) A 8) (9) (10) 11) 12) 13) 14 15 18 (18) (1 (18) (19) 200 448.930 202 4 1.930 2.50 448.930 30 14.080 13.0I 0.00105 0.014 6.392 0.159 7.825 0.951 0.333 0.0 0.00 0.000 0.491 0.000 0.491 YES 0.248 0.259 WARD 450.420 O.K. 204 445.100 2.50 447.189 30 14.080 81.65 0.00105 0.086 7.825 0.238 6.352 0.627 0.219 0.0 0.00 0.000 0.457 0.000 0.457 YES 0.228 0.314 447.504 456.700 O.K. WMB OU 445.980 2.00 447.580 24 14.080 7.38 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 0.104 447.884 O.K. LD-30 PROJECT: SoFdhw 9-11 DESIGNED BY: CIS HYDRAULIC GRADE LINE ANALYSIS Checked: INCIDENCE PROBABILITY 10 Year INLET OR JUNCTION STA INVERT EL OUTTM PIPE BEPTR OF FLOIN OUTELCAN PIPE OUTLET . SURFACE E. pA PIPE co QN ) DENIER OWN. Oo ICFSCMSI LEN T-1 PIPE Lo (FRI FRICTION SLOPE Sk, (FTFIj (MM) FRICTION HISS NI I-) JUNCTON LOSS SURFACE FUM Ot(.M 13 Et (RAQ Inkl S,nom, YM OS NI (FVWU FINAL X IFLM) InIM . SUFas E.I.n Tcp WMX Top Wln. E. APPROX Phusl M4 Vo COM H. (FN» N Vf]2g XI (E,n) 035'MA%. (Y22g) S. A w K B- X (FVMI Sum XL (FtlAO 1 2 3 4 5 8 8 9 10 11 12 13 14 15 18 16 1 18 19 SW MA IN 441.690 112 435.000 1.75 441.690 21 %231 24.24 0.00935 0.22] 10.789 OA50 10.810 1.815 0.635 0.0 0.00 0.000 1.085 0.000 1.085 YES 0.543 0.769 442.459 445.800 O.K. 114 435.580 1.75 442.459 21 %231 44.03 0.00935 OAl2 10.810 OA54 10.697 1.77) 0.622 0.0 0.00 0.000 1.018 0.737 1.076 YES 0.538 0.949 443.408 4a.150 O.K. 116 436.560 1.75 443.408 21 15.494 80.09 0.00852 OA82 10.697 0.444 10.481 1.706 0.597 0.0 0.00 0.000 1.041 1.565 1.041 YES 0.521 1.2D3 444.611 447.100 O.K. 118 438.260 1.50 444.611 18 13.929 89.65 0.01566 IA04 10.481 OA28 11.954 2.219 0.M 0.0 0.00 0.000 1.203 3.079 1.584 YES 0.782 2.186 448.791 448.630 O.K. 124 "0.250 1.25 448.791 15 10.970 90.48 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 3.197 449.994 456.010 O.K. E%1 448.470 1.25 449.994 15 10.970 38.91 0.02569 0.999 14.806 US 0.000 0.000 0.000 0.0 0.00 0.000 0.851 0.000 0.851 YES OA26 1.425 451.419 456.640 O.K. 122 437.360 1.00 441.690 12 2.185 7.01 0.00335 0.023 10.494 OA28 0.000 0.000 0.000 0.0 0.00 0.000 0.428 2.185 0.556 YES 0.278 0.301 441.991 442.390 O.K. 128 441.540 1.00 448.791 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 O.077 YES 0.031 0.046 448.844 448.200 O.K. 130 441.830 1.00 448.844 12 0.351 ]8.93 0.00009 0.00] 2.385 0.022 3.089 0.148 0.051 0.0 0.00 0.000 0.073 O.OM 0.0]3 YES 0.03] 0.043 448.88] 448.900 O.K. 132 444.940 0.8] 448.88] 8 0.30] 180.82 0.00057 OAN 3.069 0.03] 0.000 0.000 0.000 0.0 0.00 0.000 0.03] 0.30] 0.048 VES 0.024 0.128 44].015 450.880 O.K. LD-347 PROJECT: Southwood 9-11 DESIGNED BY: CG HYDRAULIC GRADE LINE ANALYSIS Checked: INCIDENCE PROBABILITY 10 Year INLET OR JUNCTON STA INJERT EL OUTFLOW PIPE DEPTH OF FLOW OUTFLOW PIPE OUTLET WATER SURFACE E. OW PIPE To QMnm) DESIGN OI$CX. 00 (CF$ICM$) IEXGIN PIPE Lo I.) TRILLION $TOPE, S& (FT") QATI) FRICTION LOSS Xf (FVM) JUNCTION ID$$ $URFACE FLOW Mj M 13 M I-) Inlet $Nagng9 YM OS XI V.) FINGL X (FVA) Inlet Waled $uRxe Ele mn Tcp WMX Tcp NIlM EIeV. APPRO%. PLrys0inX9 Vo CdN Xn (PUNT Y Yi22p XI (Evpi) OSSMPS. M-g) $IIEW P>gIC K Pal X I-) Sum XL I-) 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 15.628 5.88 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 451011 16OA30 O.K. 218 453.340 US 454.340 15 10.561 49.n 0.02381 1.185 13.891 OM 13.579 2.863 1.002 0.0 0.00 0.000 1.]30 0.388 1.730 YES 0.865 2.050 458.582 161160 O.K. 220 455.930 US 456.930 15 10.173 64.36 0.02209 1.422 13.5]9 0.716 10.073 1.578 0.551 0.0 0.00 0.000 1.28] 0.438 1.287 YES 0.634 2.055 459.884 166120 O.K. 223B 481.]10 1.25 462.710 15 9AO0 111A2 0.01]68 1.%9 %073 0.394 8.952 1.244 OA36 0.0 0.00 0.000 0.829 0.374 0.829 YES 0.415 2.384 485.363 4]1.530 O.K. 224 4 L(500 1.25 465.600 15 ].824 41.88 0.01307 0.54] 8.952 0.311 8.640 1.159 0.406 0.0 0.00 0.000 0.]1] 1.223 0.]1] YES 0.358 0.906 468.508 4]2.400 O.K. 226 465.540 1.25 466.540 15 SAW 71.90 0.00930 0.669 8.640 0.290 8.045 1.005 0.352 0.0 0.00 0.000 0.642 1.]2] 0.834 YES 0.417 1.086 48Z]26 4]4.150 O.K. 228 48].080 US 468.080 15 4.8]4 38.37 0.00507 0.195 8.045 0.251 0.000 0.000 0.000 0.0 0.00 0.000 0.251 4.874 0.321 YES 0.163 0.358 468A69 4]5.Ul) O.K. 236 448.980 O.8] 451.450 8 0.397 12.90 0.00096 0.012 4.241 0.070 4.127 0.284 0.093 0.0 0.00 0.000 0.162 0.032 0.162 YES 0.081 0.094 451.544 451IMI) O.K. 238 449.340 O.8] 451.544 8 0.365 14.04 0.00081 0.011 4.127 0.066 4.493 0.313 0.110 0.0 0.00 0.000 OAM 0.129 0.229 YES 0.114 0.126 451A69 453.100 O.K. 240 449.]20 O.8] 451.669 8 0.236 60.28 0.00034 0.020 4.493 0.078 0.000 0.000 0.000 0.0 0.00 0.000 0.078 0.236 0.102 YES 0.051 0.071 452.029 458.000 O.K. 234 44].000 1.25 451.450 15 3.831 75.81 0.00281 0.213 4.410 0.075 0.000 0.000 0.000 0.0 0.00 0.000 0.075 3.631 0.098 YES 0.049 0.262 451.]12 451.]80 O.K. 208 454.000 1.25 455.000 15 5.390 42.95 0.00620 0.266 8.241 0.284 7.498 0.873 0.306 0.0 0.00 0.000 0.50 1.282 0.740 YES 0.370 0.636 455A38 162.O10 O.K. 210 4 L960 US 455.980 15 L128 50.50 0.00364 0.184 7.498 0.218 7.006 0.762 0.287 0.0 0.00 0.000 0.485 0.199 0.485 YES 0.243 0.426 458.n4 162.610 O.K. 212 458.000 US 457.000 15 2.783 66.49 0.00163 0.108 7.DO6 0.191 8.021 0.999 0.350 0.0 0.00 0.000 0.540 1.402 0.702 YES 0.351 0.459 45).82) 165.260 O.K. 214 480.580 1.00 481.380 12 1.381 122AO 0.00130 0.159 8.021 0.250 0.000 0.000 0.000 0.0 0.00 0.000 0.250 1.361 0.325 YES 0.162 0.321 468.988 472.650 O.K. 222 459.250 1.00 460.050 12 0.595 62.12 0.00025 0.015 5.281 0.107 0.000 0.000 0.000 0.0 0.00 0.000 0.107 0.595 0.140 YES 0.070 0.085 481.312 169.270 O.K. 230 465.000 1.00 465.800 12 0.916 37.97 0.00059 0.022 4.911 0.094 0.000 0.000 0.000 0.0 0.00 0.000 0.094 0.916 0.122 YES 0.061 0.083 4WIM7 a2.660 O.K. 218 458.000 1.00 458.800 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 VES 0.081 0.123 49.202 481.110 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 g. Common Plan of Development Overall Water Quality Tabulation 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 Plan Number VRRM 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 8.25 6.67 1.58 80.85% 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% Village 4.88 4.67 3.19 1.48 68.31% Total 40.49 27.97 21.65 5.29 77.40% Water Quantity Calculations 9. Hydraflow 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 Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 07 113 / 2021 Pond No. 1 - t-STORMTECH SWM A 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) 0.00 434.00 n/a 0 0 1.00 435.00 n/a 1,092 1,092 2.00 436.00 nla 2,122 3,214 3.00 437.00 nla 2,045 5,259 4.00 438.00 nla 1,917 7,176 5.00 439.00 nla 1,715 8,891 6.00 440.00 nla 1,321 10,212 7.00 441.00 nla 1,091 11,303 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 6.00 6.00 0.00 0.00 Crest Len (ft) = 4.00 Inactive 0.00 0.00 Span (in) = 6.00 34.00 0.00 0.00 Crest El. (ft) = 440.70 437.98 0.00 0.00 No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El. (it) = 434.00 437.15 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 I%) = 0.00 0.00 0.00 nla N-Value = .013 .013 .013 nla Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(inlhr) = 0.000 (by Wet area) Multistage = nla No No No TW Elev. (ft) = 0.00 Stage (it) 8.00 6.00 c rq 2.00 0.00 v ' 0 1,000 Storage Note: CuNert/Onfice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers &eclred for onfice conditions (ic) and submergence (s). Stage / Storage 2,000 3,000 4,000 5,000 6,000 7,000 8,000 Elev (ft) 442.00 440.00 438.00 436.00 ' ' ' ' 434.00 9,000 10,000 11,000 12,000 Storage (cult) Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3130 2019 by Autodesk, Inc. v2020 Tuesday, 07 113 / 2021 Pond No. 1 - t-STORMTECH SWM A 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) 0.00 434.00 n/a 0 0 1.00 435.00 n/a 1,092 1,092 2.00 436.00 nla 2,122 3,214 3.00 437.00 nla 2,045 5,259 4.00 438.00 nla 1,917 7,176 5.00 439.00 nla 1,715 8,891 6.00 440.00 nla 1,321 10,212 7.00 441.00 nla 1,091 11,303 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 6.00 6.00 0.00 0.00 Crest Len (ft) = 4.00 Inactive 0.00 0.00 Span (in) = 6.00 34.00 0.00 0.00 Crest El. (ft) = 440.70 437.98 0.00 0.00 No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El. (it) = 434.00 437.15 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 I%) = 0.00 0.00 0.00 nla N-Value = .013 .013 .013 nla Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(inlhr) = 0.000 (by Wet area) Multistage = nla No No No TW Elev. (ft) = 0.00 Stage (it) 8.00 6.00 c rq 2.00 0.00 r 0.00 2.00 Total Q Note: CuNert/Onfice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers &eclred 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) 442.00 440.00 438.00 436.00 ' 434.00 18.00 Discharge (cfs) Pond No. 1 - 1-STORMTECH SWM A 8.00 7.00 - 6.00 Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020 Top of pond Elev. 441.00 4.00 ft Broad crested weir WeirA - Elev. 440.70 5.00 6.0 x 34.0 in orifice - 4.00 3.00 - 2.00 1.00 — 0.00 Stage (ft) Elev. 434.00 Front View NTS - Looking Downstream 10-yr z-yr 1-yr Inflow hydrograph = 19. Combine - 1 - SWM A- Inflow Project: Southwood Blocksg-11_SWM.gpw Tuesday, 07 / 13 / 2021 Hydrograph Report I Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 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 L: r A . m 4.00 r rr 0.00 0 2 4 Hyd No. 20 1 - SWM A - OUTFLOW Hyd. No. 20 -- 1 Year Tuesday, 07 / 13 / 2021 = 1.654 cfs = 12.10 hrs = 17,713 cuft = 437.15 ft = 5,532 cult Q (cfs) 10.00 . rr 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 = 5,532 cult Hydrograph Report 2 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 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. 1 - SWM A - OUTFLOW Tuesday, 07 / 13 / 2021 = 14.77 cfs = 12.00 hrs = 47,025 tuft = 440.84 ft = 10,965 tuft Q (Gfs) Hyd. No. 20 -- 10 Year Q (Cfs) 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 26 Time (hrs) Hyd No. 20 —Hyd No. 19 ®Total storage used = 10,965 cult Hydrograph Report 7 Hydraflm Hydrographs Extension for Autodesk® Civil 31382019 by Autodesk, Inc. v2020 Tuesday, 07 / 13 / 2021 Hyd. No. 21 1 - POST TOTAL OUTFLOW Hydrograph type = Combine Peak discharge = 2.842 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 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 MMMI- 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. 21 1 - POST TOTAL OUTFLOW Hydrograph type = Combine Peak discharge = 18.61 cfs Storm frequency = 10 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 56,624 cuft Inflow hyds. = 17, 20 Contrib. drain. area = 1.100 ac iIll iC011IF_1 W9111111;11 1161TJ1 Q (cfs) Q (cfs) Hyd. No. 21 -- 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. 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